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HomeMy WebLinkAboutC24003726_Taxiway Phase 1 TIR_ApprovedSTORMWATER TECHNICAL INFORMATION REPORT FOR Renton Municipal Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements AIP #3-53-0055-032-2023 December 19, 2024 Parcel Nos.: 0723059007 Applicant/Owner Name: City of Renton, Renton Municipal Airport Applicant/Owner Address: 616 W. Perimeter Road, Renton, WA 98057 Applicant/Owner Telephone: (425) 430-7471 Applicant/Owner Representative: William Adams Applicant/Owner Email: WAdams@Rentonwa.gov Project Engineer Name: Michael Stanek, P.E. Project Engineer Address: 1201 3rd Ave, Suite 2800 Seattle, WA 98101 Project Engineer Telephone: (206) 607-2600 Project Engineer Email: michael.stanek@kimley-horn.com DEVELOPMENT ENGINEERING yqi 01/16/2025 Surface Water Enginering JFarah 01/16/2025 (This sheet was intentionally left blank) PREPARED FOR: CITY OF RENTON RENTON MUNICIPAL AIRPORT 616 WEST PERIMETER ROAD RENTON, WA 98057 (425) 430-7471 PREPARED BY: KIMLEY-HORN AND ASSOCIATES, INC. 1201 THIRD AVENUE, SUITE 2800 SEATTLE, WA 98101 MICHAEL STANEK, PE (WA) Disclosure Statement: This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. STAMP AREA (This sheet was intentionally left blank) Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page i Table of Contents 1.0 PROJECT OVERVIEW .............................................................................................................................. 1 1.1 SITE LOCATION AND DESCRIPTION ................................................................................................................ 1 1.2 EXISTING SITE CONDITIONS ........................................................................................................................... 2 1.3 PROPOSED SITE DESIGN ................................................................................................................................ 2 1.4 SITE SOILS ..................................................................................................................................................... 3 2.0 CONDITIONS AND REQUIREMENTS SUMMARY ......................................................................................... 3 Core Requirement #1: Discharge at the Natural Location .......................................................................... 3 Core Requirement #2: Offsite Analysis ................................................................................................... 4 Core Requirement #3: Flow Control ....................................................................................................... 4 Core Requirement #4: Conveyance System ...................................................................................... 4 Core Requirement #5: Erosion and Sediment Control ............................................................................... 4 Core Requirement #6: Maintenance and Operations................................................................................ 4 Core Requirement #7: Financial Guarantees and Liability ......................................................................... 4 Core Requirement #8: Water Quality ..................................................................................................... 4 Core Requirement #9: On-Site BMPs ..................................................................................................... 5 Special Requirement #1: Other Adopted Area-Specific Requirements......................................................... 5 Special Requirement #2: Flood Hazard Area Delineation .......................................................................... 5 Special Requirement #3: Flood Protection Facilities ................................................................................. 6 Special Requirement #4: Source Control................................................................................................. 6 Special Requirement #5: Oil Control ...................................................................................................... 6 Special Requirement #6: Aquifer Protection Area .................................................................................... 6 Special Requirement #7: FAA Requirements ........................................................................................... 8 3.0 OFF-SITE ANALYSIS ................................................................................................................................ 8 3.1 Upstream Analysis ........................................................................................................................................ 8 3.2 Downstream Analysis .................................................................................................................................... 8 4.0 FLOW CONTROL, WATER QUALITY FACILITY ANALYSIS AND DESIGN............................................................. 8 4.1 EXISTING SITE HYDROLOGY ........................................................................................................................... 8 4.2 DEVELOPED SITE HYDROLOGY ....................................................................................................................... 8 4.3 FLOW CONTROL SYSTEM ............................................................................................................................... 9 4.4 WATER QUALITY SYSTEM .............................................................................................................................. 9 5.0 CONVEYNACE SYSTEM DESIGN ............................................................................................................... 9 Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page ii 5.1 THE RESULTS OF THE ANALYSIS ..................................................................................................................... 9 6.0 SPECIAL REPORTS STUDIES ................................................................................................................... 10 7.0 OTHER PERMITS ................................................................................................................................. 10 8.0 CSWPP ANALYSIS AND DESIGN ............................................................................................................. 10 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ........................................... 12 10.0 OPERATIONS AND MAINTENANCE MANUAL ......................................................................................... 12 List of Appendices APPENDIX A – CITY OF RENTON TECHNICAL INFORMATION REPORT WORKSHEET APPENDIX B – GEOTECHNICAL REPORT – RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN – APRIL 26, 2024 APPENDIX C – STORMWATER PLANS APPENDIX D – SPECIFICATIONS APPENDIX E – WATER QUALITY EXEMPTION DOCUMENTATION WITH THE CITY APPENDIX F – CSWPP PLAN APPENDIX G – OPERATION AND MAINTENANCE MANUAL APPENDIX H – CONVEYANCE AND BACKWATER ANALYSIS Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 1 1.0 PROJECT OVERVIEW 1.1 SITE LOCATION AND DESCRIPTION The Renton Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements project (Taxiway A Improvements) is an airport improvement project that covers an approximately 16.6-acre site located within Renton Municipal Airport, at 616 W Perimeter Rd, Renton, WA (See Figure 1 below). The property is a functioning public use airport, with a total area of 170 acres. The adjacent property to the east is occupied by The Boeing Company. The adjacent property to the west and south is a mix of commercial and residential buildings. Lake Washington is located to the north. The project is partially funded through a grant from the Federal Aviation Administration (FAA) and will undergo FAA review of the project’s design plans, specifications, and technical reports. The proposed project consists of rehabilitating the existing Taxiway A and the associated connector taxiways to Runway 16-34. The portions of the taxiway asphalt pavement will be mostly removed and replaced down to the subgrade. The majority of the taxiway pavement including the Vehicle Service Road (VSR) will be milled and overlayed. The taxiway pavement is classified as replaced impervious surface while the VSR area is considered maintenance. As currently designed, no increase in impervious area will be included with the project. The purpose of this technical information report is to provide an explanation of the site improvements and to demonstrate how the project will meet City of Renton Community and Economic Development (CED) Department stormwater requirements. See Appendix A for the City of Renton Technical Information Report (TIR) Worksheet. Figure 1. Project Location Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 2 1.2 EXISTING SITE CONDITIONS The existing project site contains a main taxiway, Taxiway A, and connecting taxiways, ranging from Taxiways A1 through A7. The entire site is within one Threshold Discharge Area (TDA), which generally drains from the west side of the runway to the west side of the airport and then generally from the south to the north into Lake Washington. The stormwater collected on the project site sheet flows into existing catch basins, where it is captured and conveyed via an existing underground piped storm system into a box culvert that is generally located under the airport’s perimeter road and then discharges directly into Lake Washington. The airport is within ¼ mile of the discharge location into Lake Washington. The stormwater infrastructure within the project boundary is old and in fair to poor condition. There are inlets within the project limits that are damaged as well as a number of existing pipes that are shallow, cracked, and full of sediment. Some of the existing lines have been abandoned and filled with gravel. The stormwater system outfall to Lake Washington is underwater. The water level of Lake Washington fluctuates about 2 feet around the year. The water level is regulated via the Ballard Locks similar to Lake Union. Tailwater condition exists in the system from the water level in Lake Washington. Figure 2. Drainage Basins, Sub-Basins, and Site Characteristics 1.3 PROPOSED SITE DESIGN The proposed project will be a rehabilitation of the taxiway system on the west side of the airport including Taxiway A and the existing connector Taxiways A1-A7. No new impervious or pervious surfaces will be added to the airport, and storm drainage system will function in generally the same configuration as the existing condition. Hydrologically, the areas of (Pollution Generating Impervious Surface) PGIS and (Pollution Generating Pervious Surface) PGPS are the same. The time of concentration is the same between the existing and proposed condition. The taxiways will be repaved, and portions of the existing infields will be graded along the pavement edges to account for new pavement grades. Due to the aging infrastructure, it is recommended to replace existing pipes that are crossing under areas where the pavement will be rehabilitated. This practice will extend the design life of the stormwater infrastructure and allow for minimizing impacts to the new pavement in the future due to other storm drainage infrastructure improvements. The existing drainage areas have been analyzed to determine if any pipe sizes should have been increased in size. The pipe capacities have been analyzed with a tailwater effect from the Lake Washington outfall just to the west and downstream of the airport site. The proposed tailwater condition in Lake Washington isthe same as the existing condition. Backwater effects have been documented in Appendix H. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 3 Figure 3. Proposed Site Conditions Area (ac) PGIS (Replaced)9.17 PGIS (Mill and Overlay)7.83 Total PGIS 17.0 PGPS (Replaced)3.10 PGPS (Untouched)15.10 Total PGPS 18.40 Table 1. Proposed Areas 1.4 SITE SOILS A geotech report from HWA GeoSciences Inc. has been prepared for this project, dated April 2024, details the results of onsite soil investigation, and provides recommendations for construction. The subsurface conditions are described on the from the results of borings, soil testing, and soil classification. The Geotech report is attached in Appendix B. The site is predominately flat and slopes northward toward Lake Washington. There are discontinuous artificial fill deposits from the development of the airport and the surrounding development. Soil borings indicate a variety of soil classifications, but mostly silt and clay. During the soil investigation, groundwater seepage between 2.2 feet and 5.5 feet below grade was observed. For design purposes, the runoff coefficient of the soils at the airport will be considered using a Hydrologic classification of D. A Pilot Infiltration Test (PIT) was attempted, but no water was infiltrated during a 3-hour test. Infiltration is not feasible on this project site. 2.0 CONDITIONS AND REQUIREMENTS SUMMARY This project is located within the City of Renton, which follows the 2022 City of Renton Surface Water Design Manual. The Taxiway A Reconstruction and Rehabilitation Project will require full drainage review per City of Renton requirements although some requirements will be nullified by project conditions. The project is replacing more than 2,000 square feet of impervious surface. No new or additional impervious surface is being added to the project site. All nine core requirements of the City of Renton Surface Water Design Manual and the six special requirements will need review. These requirements and exemptions are discussed in greater detail below. Core Requirement #1: Discharge at the Natural Location The existing outfall is a direct discharge to Lake Washington underneath a dock on the north shore of the airport. The project will maintain the same drainage patterns as in the existing condition and route all stormwater to the existing discharge location of Lake Washington. No storm water runoff will be conveyed onto or away from Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 4 downstream properties, in compliance with this core requirement. Since this project primarily replaces the storm pipes which are in poor condition, the hydrology of the site is not changing. Core Requirement #2: Offsite Analysis The drainage on the airport is divided into two stormwater systems. These two basins are located on the east and west sides of the runway. The boundary is the center of the runway which divides the airport into an East basin and West basin. The east drainage basin drains into Cedar River and then discharges to Lake Washington. The West basin discharges directly to Lake Washington via a series of storm pipes that feed into a box culvert that discharges to the lake. The basin affected by this project is the West basin that discharges directly into Lake Washington. The proposed project improvements do not change the rate, volume, duration, or location of discharges to and from the project site. The pavement and storm drain work is rehabilitative and does not intend to change the original design or amount of impervious and pervious pavement. This closed stormwater system is within ¼ mile of Lake Washington. Core Requirement #3: Flow Control Because the airport is within 1/2 mile of Lake Washington, the project is exempt from flow control. Core Requirement #4: Conveyance System All new conveyance systems must be sized to convey the 25-year design storm without overtopping, and the 100- year flow must not create or aggravate severe flooding or erosion problems. Existing systems do not need to be analyzed because no change in flow characteristics will occur. Section 5 of this report will discuss conveyance design within the developed site. Core Requirement #5: Erosion and Sediment Control A full construction stormwater pollution prevention plan (CSWPP) has been prepared and submitted for this project. Core Requirement #6: Maintenance and Operations No additional flow control or water quality stormwater facilities will be built for this project. The existing stormwater facilities consist of catch basins, manholes, and pipes. New infrastructure will be installed similar to the existing and will require the same maintenance criteria. Operations and maintenance procedures are discussed in Section 10 of this report and referenced in Appendix G. We recommend maintenance be completed at the beginning and end of the rainy season each year. Maintenance will be performed by Renton Municipal Airport maintenance staff. Core Requirement #7: Financial Guarantees and Liability These facilities are being constructed and are owned by the City of Renton. Renton Municipal Airport will maintain them; therefore, no financial guarantees are required. Core Requirement #8: Water Quality As the project design was being developed, coordination with the City’s permitting team was conducted. The design team submitted documentation to the City stating that they didn’t believe that this project would be subject to Water Quality Facilities due to the nature of the project. Based on this coordination, the design team recommends that this project qualifies for the Surface Exemption for Transportation Redevelopment Projects per section 1.2.8 of the SWDM as the total new impervious surface within the project limits is less than 50% of the existing impervious surface, less than 5,000 square feet of new PGIS will be added, and less than ¾ acre of new Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 5 Pollution Generating Pervious Surface (PGPS) will be added,therefore new water quality facilities are not required. The correspondence between the design team and the City is including in Appendix E. Core Requirement #9: On-Site BMPs On-Site BMPs such as pervious pavement, rain gardens, and Low Impact Development features are not feasible on the airport within the Air Operations Area (AOA). The FAA has strict rules on the locations of wildlife attractive BMPs which are a danger to aircraft and the traveling public. Pervious pavement does not meet the loading criteria for airplanes and cannot be used on this project where aircraft is the design vehicle. This project is also exempt from flow control BMPs due to its proximity to Lake Washington. Special Requirement #1: Other Adopted Area-Specific Requirements There is no additional area-specific requirements within the project location. This requirement does not apply to this project. Special Requirement #2: Flood Hazard Area Delineation The project is not located within or adjacent to a flood hazard area. An existing special flood hazard area is located to the east of the project site and is controlled within the Cedar River. See Figure 4 for information regarding the location of the proposed project and FEMA floodplain area. The proposed project area is highlighted in in red, and the FEMA floodplain limits are highlighted in blue. No area within the proposed project limits drains toward the 100-year floodplain (Cedar River). Therefore, this requirement does not apply. Figure 4. Flood Hazard Area Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 6 Special Requirement #3: Flood Protection Facilities The Cedar River is the current limits for the Special Flood Hazard Area that is located to the east side of the airport. There are existing structures and other elements that protect the airport from floods. The proposed project does not impact the existing flood protection facilities. The site is located outside the 100-year flood plain for the Cedar River which runs along the east side of the airport and discharges into Lake Washington. Lake Washington is controlled from fluctuating water levels from locks connecting Lake Washington to Puget Sound. The project site drains to the west and connects to an 8’x5’ box culvert before discharging to Lake Washington. Therefore, Special Requirement #3 Flood Protection Facilities does not apply. Special Requirement #4: Source Control During Construction, Source Control will be a combination of installed BMPs to prevent sediment from entering the storm system, such as berms, catch basin protection, and temporary seeding. Other BMPs will implement sweeping of haul roads, vehicle maintenance to prevent leaks, responsible storage and containment of chemicals, The Contractor will implement best management practices to contain and control spillage of hazardous substances and other pollutants. Vehicles will be maintained to prevent oil leaks onto the construction site. Special Requirement #5: Oil Control Oil control is not needed for this project, since fueling will not be taking place over any of the proposed work areas and the site does not meet the requirements of being high use. As the project design was being developed, coordination with the City’s permitting team was conducted. The design team submitted documentation to the City regarding the need for the proposed project to meet special requirement #5. The design team stated that they believe the project should not be subject to Special Requirement #5: Oil Control as the area considered to be the project limits did not meet the criteria for a high-use site as defined by the SWDM. The Average Daily Traffic (ADT) counts were below the thresholds defining a high-use site and fueling activities or storage do not occur within the extents of the proposed Taxiway pavement replacement. Information can be found in Appendix E regarding coordination with the City regarding the request for an exemption to Special Requirement #5 and the City’s response. Special Requirement #6: Aquifer Protection Area A portion of the airport is within Zone 2 of an aquifer protection area. The limits of the Phase 1 project area for which this permit is for does not impact the Zone 2 aquifer area. The project is not within a Zone 1 Wellhead protection area or a Zone 1A. Zone 2 will need added protections per Section 6.2.4 of the Renton Stormwater Manual. However, construction documents for Phase 2 have not been fully developed at this time and will be permitted separately. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 7 Figure 5. Aquifer Recharge Area Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 8 Special Requirement #7: FAA Requirements The FAA has additional drainage requirements for stormwater control on active airfields as set forth in FAA Advisory Circular 150/5320-5D, “Airport Drainage Design.” Airports are sensitive to runoff collecting on paved areas for aircraft movements and other sensitive areas on airport property. They require that airfields to be designed for the 5-year storm event with no ponding on paved areas including shoulders adjacent to taxiways and runways. Any surplus water must be confined to the infield areas. The FAA also requires the 10-year event be considered and that flooding from this event be contained so that 50% of the center pavement of all taxiways and runways be free from flooding. This allows aircraft to continue to operate and taxi in inclement weather. We are meeting the FAA standards for storm drainage conditions in this project. We have modeled up to the 100-year event and showed the extent of the ponding in those events in Appendix H. ·At the 100-year event, no ponding occurs within any paved surfaces. The extent of the overtopping is contained in the infield areas. This meets FAA requirements. 3.0 OFF-SITE ANALYSIS 3.1 UPSTREAM ANALYSIS The proposed project limits are bounded by Runway 16-34 to the East and Lake Washington to the North, so no stormwater enters the site from these directions. South of the project area the stormwater runoff is captured in the curb and gutter system along Airport Way and is conveyed North along W Perimeter Rd. Runoff from the West sheet flows toward W Perimeter Rd, where it is intercepted by catch basins and conveyed via storm pipe North. Therefore, no stormwater runoff enters the proposed project site from upstream of the airport. 3.2 DOWNSTREAM ANALYSIS The drainage system on the west side of the airport generally flows either across existing pavements or within the sloped infield to a series of catch basins/manholes within the airport grass infield areas. The drainage structures are connected via a system of 12 inch storm drainage pipes that generally flow from the East to the West. The conveyance system conveys the stormwater from the West side of the runway to the Black River Box Culvert that generally runs under the airport’s Perimeter Road. The Black River Culvert is a large box culvert that flows from South to North and discharges stormwater into Lake Washington. The quarter mile downstream point lies within Lake Washington. 4.0 FLOW CONTROL, WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 EXISTING SITE HYDROLOGY In the existing site condition, Taxiways A and A1-A7 are adjacent to pervious grass infields. Water that lands in the infield either percolates or flows into catch basins located within the infields. Storm water sheet flows from taxiways into the infields, where it is conveyed towards West Perimeter Rd, then to Lake Washington. Because all runoff that leaves the project site discharges at the same point, it is considered one threshold discharge area (TDA). 4.2 DEVELOPED SITE HYDROLOGY Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 9 In the proposed condition, the airport footprint will remain unchanged. Storm water will continue to sheet flow towards the infields and be conveyed to Lake Washington via the existing storm drainage system. There will be no change in overall pervious or impervious surface area. The stormwater infrastructure work is limited to replacing damaged pipes in kind and adding inlets where low points have been identified in the infield. The overall hydrology should remain the same. 4.3 FLOW CONTROL SYSTEM The site is within ¼ mile of Lake Washington. There is a discharge into the lake on the north side of the airport underneath a floating dock. Flow Control requirements are exempt for this project. 4.4 WATER QUALITY SYSTEM Based on the information provided earlier in this report and the Appendix E, no new water quality systems are being proposed for this project. 5.0 CONVEYNACE SYSTEM DESIGN The scope of this project is to maintain the existing stormwater infrastructure as much as possible. Kimley-Horn performed a Stormwater Assessment Report dated August 2023 for Renton Municipal Airport. This assessment performed an inventory or the pipes and structures within the project area. The pipes were analyzed using video to assess the conditions of the pipes. The existing pipes are older, and several are damaged or full of sediment. Recommendations were made for the replacement of the stormwater infrastructure portions which had a shortened life due to roots, cracking, and sediment. Other pipes are designated for cleaning or cleaning and assessing again after the sediment is removed. Watershed analysis of the 28 acre site was completed using the Santa Barabra Unit Hydrograph Method (SBUH Method). The SBUH method was selected per City of Renton stormwater requirements due to the reason that the catchment area of the watershed exceeded 10 acres. A model of the storm water system within the scope of the Taxiway improvements was created to analyze backwater behavior for the existing and future storm drainage system. The on-site system connects to a 60 inch by 96 inch square box culvert which drains to Lake Washington. The Lake was assumed to have a tailwater elevation of 16 feet. MSL. The water level fluctuates at different times of the year up to 2 feet. A tailwater elevation of 18 causes additional flooding on the airport meaning some of the inlets will back up. 5.1 THE RESULTS OF THE ANALYSIS Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 10 An analysis of general storms included 10 year, 25 year, and 100 year events. Minor flooding in a few locations on the North side of the airport, which is to be expected with the proximity and level of water in Lake Washington. An assumption of 75 cfs of upstream flow from the watershed was added to determine capacity constraints during each storm event. The results of this analysis are in Appendix H. The 25-year and the 100-year events produced minor overtopping under these conditions in the inlets between Taxiway A2 and A3, and Taxiway A3 and A4. The cause of this flooding was high tailwater elevations in the downstream culvert due to Lake Washington. Flooding was not due to pipe capacity issues. The other reason was low inlet elevations in the runway infield. Because these areas are confined to the runway infield due to shallow grades in the infields. This also assumes a headwater base flow of 75cfs in the large culvert. The 50-year and 100-year event produces additional flooding from inlets in the infield. The backwater analysis shows that no new pipes are over capacity due to inflows from stormwater runoff during the 25-year event. Several of the new pipes are surcharged due to tailwater conditions in Lake Washington. Based on FAA design guidelines as described earlier in the report, limited overtopping of inlets in the infield areas are acceptable when the airfield pavements aren’t impacted. Due to meeting FAA guidelines, we do not recommend replacement of significant stormwater pipes between the airport and Lake Washington is warranted. Figure 5. 25-Year Conveyance Analysis 6.0 SPECIAL REPORTS STUDIES Not Applicable. 7.0 OTHER PERMITS This stormwater drainage review is part of the City’s Civil Construction Permit Application. A shoreline permit through the City of Renton will be required for this project due to the proximity of the project to Lake Washington. 8.0 CSWPP ANALYSIS AND DESIGN The project site is in a relatively flat area with very little risk of erosion. The site also has a large amount of impervious surface in the existing condition; therefore, runoff rates are not expected to increase significantly during construction. Measures will be taken to prevent sedimentation from leaving the site and will also be put in place in the event that a large rainstorm with potential to cause erosion occurs during construction. The 13 Construction Stormwater Pollution Prevention Plan (CSWPP) elements and planned BMPs are listed below. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 11 Table 2: CSWPP BMPs Summary CSWPP Element BMP Measure(s)Additional Explanation Clearing Limits Interceptor Dike and Berm Interceptor Dikes will be used at the clearing limits of areas to be regraded to keep water in the excavation area. Most of these exposed soil areas are within close proximity to the runway, and typical markings for clearing are not permitted. There is no real clearing and grubbing either. There is no significant vegetation other than grass. Cover Measures Plastic Sheeting Plastic sheeting will only be allowed in stockpile areas and not within close proximity to the runway which will be active during construction. Plastic Sheeting may be used in stockpile areas not on the airport. Plastic sheeting shall be securely held in place at all times. Traffic Stabilization Stabilized Construction Entrance Install at the entrance of the site. Additional sweeping of haul routes will also help control pollution from construction traffic. Traffic Stabilization Wheel Wash Wheel washes shall be installed at the entrance of the construction site between the exposed surfaces and the public road system. All construction vehicles leaving the site shall be clean and free from dirt or material which could be tracked outside the project limits. Surface Water Collection Interceptor dike or swale To be placed at the perimeter of excavations to keep flow onsite and help direct it to the sediment trap. Dewatering Control Sediment trap Dewatering is expected to be necessary when installing deeper conveyance pipes and utilities. This water will be pumped to the existing grade and will sheet flow across the site to the sediment trap. Dust Control Water Spraying Excavation and roadwork will contribute to dust spreading. Dust will be controlled via water trucks, temporary ground cover if exposed for a long time, and limiting exposure to the elements and aircraft. Flow Control Exempt This site is within ¼ mile of Lake Washington. No flow control facilities are required. Control Pollutants Concrete Handling There are very limited locations where concrete will be used on site. Concrete handling will comply with Appendix D.2.2 of the RSWDM. Control Pollutants Chemicals Chemicals shall not be stored onsite. They shall be stored in the Contractor’s staging area or laydown area off the ground, covered, and shall be securely contained in approved containers. In no way shall chemicals be allowed to be affected by runoff going through their storage area. Protect Existing and Proposed Onsite Flow Control BMPs Does Not Apply There are no existing or proposed onsite flow control BMPs Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report December 2024 Page 12 For Temporary Erosion and Sediment Control Plans and the project CSWPP, see Appendix F of this report. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT N/A – A bond is not required since this project is for the City of Renton. 10.0 OPERATIONS AND MAINTENANCE MANUAL Operations and maintenance procedures for stormwater management facilities have been included in Appendix G. Beyond what is listed in the manufacturer operations and maintenance manuals, all facilities shall be inspected after the first major storm of the wet season and a minimum of twice per year. If sedimentation within flow control facilities is six inches deep or deeper, it should be removed as soon as possible. Clean any trash or debris from water quality facilities during the inspection and replace treatment media if conditions listed in the manufacturer maintenance manual are observed. CSWPP Element BMP Measure(s)Additional Explanation Maintain BMPs All TESC measures will be maintained in accordance with the City of Renton RSWDM Appendix D. Manage the Project CESCL and CSWPP Supervisor The CSWPP Supervisor and CESCL will phase work and locate/schedule installation of BMPs in a manner which provides the most protection from erosion and sedimentation. They will also monitor and maintain BMPs ensuring proper function. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 13 Appendix A – CITY OF RENTON 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 __________________ __________________ __________________ Renton Municipal Airport Taxiway A Rehabilitation 7+10 23 5 (425) 430-7471 616 West Perimeter Road Renton, WA 98057 Michael Stanek Kimley-Horn and Associates (206) 267-2600 616 West Perimeter Road Renton, WA 98057 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 ______________________  _____________________________________ Lake Washington Cedar River Lake Washington City of Renton, FAA This project is exempt from flow control due to Lake Washington being less than 1/4 mile away. Water Quality is also not required per City of Renton correspondence. Monitoring is proposed to be completed during construction. 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 Silt with clays and gravel Flat Small (See Appendix B) 1 - West Airfield Drainage Basin YES 1 3/4/2024 Direct Discharge Exemption TBD TBD TBD NA 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: NA Airport None on Project Site, Boeing has OWS on their property City of Renton owned pipes/catch basins/manholes See Appendix E Temp Inlet Protection, EC blankets, Seeding, Dikes 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 _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 14 Appendix B – GEOTECHNICAL REPORT – RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN – APRIL 26, 2024 GEOTECHNICAL REPORT RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON HWA Project No. 2023-027-21 April 26, 2024 Prepared for Century West Engineering 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com April 26, 2024 HWA Project No. 2023-027-21 Century West Engineering 19515 N. Creek Parkway, Suite 312 Bothell, Washington 98011 Attention: Greg Reince, P.E. Subject: GEOTECHNICAL REPORT Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington Mr. Reince: As authorized, HWA GeoSciences Inc. (HWA) has completed a geotechnical and pavement engineering study for the Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign project in Renton, Washington. Our scope of work included logging the drilling of 25 geotechnical borings, performing pavement coring at 23 locations, performing Falling Weight Deflectometer (FWD) testing, performing 15 test pits and one attempted small scale Pilot Infiltration Test (PIT), laboratory testing, engineering analyses, and preparation of the attached report summarizing the investigation results and our recommendations. The work was performed to provide recommendations for rehabilitation/reconstruction of Taxiway A pavement. We appreciate the opportunity to provide geotechnical services on this project. Sincerely, HWA GEOSCIENCES INC. Seth Pemble, L.G. Bryan K. Hawkins, P.E. Geologist Senior Geotechnical Engineer Enclosure: Geotechnical Engineering Report RMA – Taxiway A Rehabilitation/Reconstruction i HWA GEOSCIENCES INC. TABLE OF CONTENTS 1.0 INTRODUCTION ..........................................................................................................1 1.1 GENERAL .......................................................................................................1 1.2 PROJECT UNDERSTANDING ............................................................................1 2.0 FIELD INVESTIGATION AND LABORATORY TESTING ..................................................2 2.1 DRILLED BORINGS .........................................................................................2 2.2 PAVEMENT CORING .......................................................................................3 2.3 FALLING WEIGHT DEFLECTOMETER TESTING ...............................................7 2.4 TEST PIT EXPLORATIONS ...............................................................................14 2.5 LABORATORY TESTING .................................................................................15 3.0 SITE CONDITIONS ......................................................................................................16 3.1 SITE DESCRIPTION .........................................................................................16 3.2 GENERAL GEOLOGY ......................................................................................17 3.3 SUBSURFACE CONDITIONS ............................................................................18 3.4 GROUNDWATER CONDITIONS ........................................................................19 4.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................20 4.1 GENERAL .......................................................................................................20 4.2 FROST CONDITIONS .......................................................................................23 4.3 SUBGRADE STABILIZATION ...........................................................................25 4.4 DRAINAGE .....................................................................................................25 4.5 WET WEATHER EARTHWORK ........................................................................25 4.6 TEMPORARY EXCAVATIONS ..........................................................................26 5.0 CONDITIONS AND LIMITATIONS .................................................................................26 LIST OF FIGURES (FOLLOWING TEXT) Figure 1 Site & Vicinity Map Figures 2A – 2D Site and Exploration Plans Figure 3 FWD Test Results – Taxiway A Maximum Deflections Figure 4 FWD Test Results – Taxiway A Subgrade Resilient Moduli Figures 5 – 10 FWD Test Results – Connector Taxiway Maximum Deflections Figures 11 – 18 FWD Test Results – Connector Taxiway Subgrade Resilient Moduli Figure 19 FWD Test Results – Comparison of Mr Calculation Method Figure 20 Historic Lake Washington Shoreline APPENDICES Appendix A: Field Exploration Figure A-1 Legend of Terms and Symbols Used on Exploration Logs Figures A-2 – A-26 Logs of Borings B-1 through B-25 RMA – Taxiway A Rehabilitation/Reconstruction ii HWA GEOSCIENCES INC. Figures A-27 – A-49 Logs of Pavement Cores Core-1 through Core-23 Figures A-50 – A72 Logs of Test Pits TP-1 through TP-22, and PIT-1 Appendix B: Laboratory Test Results Figures B-1 – B-4 Summary of Material Properties Figures B-5 – B-28 Particle Size Analysis of Soils Figure B-29 Liquid Limit, Plastic Limit & Plasticity Index of Soils Appendix C: Laboratory Test Results Figures C-1 – C-18 Aggregate Grainsize Analysis & Fracture Face Count Appendix D: Laboratory Test Results Figures D-1 – D-6 Moisture Density Relationship of Laboratory Compacted Soils Figures D-7 – D-12 California Bearing Ratio of Laboratory Compacted Soils Appendix E: Pavement Condition Photos Figures E-1 – E-23 Pavement Condition Photos at Pavement Core Locations Figures E-24 – E-48 Pavement Condition Photos at Borehole Locations Appendix F: Historical Photographs Figures F-1 – F-5 Historical Photographs at Renton Municipal Airport GEOTECHNICAL REPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 1.0 INTRODUCTION 1.1 GENERAL This report summarizes the results of a geotechnical investigation undertaken by HWA GeoSciences Inc. (HWA) at Renton Municipal Airport, Washington, in support of the design of the Taxiway A Rehabilitation/Reconstruction & Associated Improvements project. Our scope of work included: • Logging the drilling of 25 geotechnical borings to a depth of about 11.5 feet each. • Performing pavement coring at 23 locations along with shallow excavations through each core hole using hand digging equipment. • Performing Falling Weight Deflectometer testing along the Taxiway A and connectors. • Logging the excavation of 22 test pits and one attempted small-scale PIT. • Performing laboratory testing consisting of natural moisture content testing, grain size analyses, fracture face count on crushed aggregate, Atterberg Limits, California Bearing Ratio (CBR) of Lab Compacted Soils and moisture density relationship of soils (Proctor). • Performing engineering analyses pertaining to the proposed improvements and development of this report. The general project location is shown on the Site & Vicinity Map, Figure 1. The locations of our drilled boring, pavement core, and test pit explorations are shown on the Site and Exploration Plans, Figures 2A through 2D. 1.2 PROJECT UNDERSTANDING We understand that Renton Municipal Airport (RMA) plans to reconstruct and/or rehabilitate the pavement along Taxiway A and connector areas; Taxiways A1 through A7, Apron Service Road, and the Seaplane Ramp. RMA also plans to widen and pave taxiway shoulders along the connecter taxiways and portions of Taxiway A. Upgraded lighting, removal of Fire Waterline running north-south along Taxiway A, replacement of Fire Waterline running under Taxiway A, and drainage improvements to the infield are also included in this project. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 2 HWA GEOSCIENCES INC. 2.0 FIELD INVESTIGATION AND LABORATORY TESTING 2.1 DRILLED BORINGS HWA logged the drilling of 25 geotechnical borings along Taxiway A, associated taxiway connectors, and the Seaplane Ramp between the dates of September 11 – 15, 2023, to assess pavement layer thicknesses and subsurface soil and groundwater conditions. The borings were drilled by Holt Services, of Edgewood, Washington, under subcontract to HWA, using a Terrasonic TSi 150 track mounted sonic drill rig. Sonic drilling provides a continuous sample by advancing a 4.75-inch core barrel into the ground by simultaneously rotating and vibrating the drill stem and cutting head. Each sample is extruded from the core barrel by air pressure into a tubular plastic bag. The plastic bag is cut open then the soils are logged, photographed, and grab samples may be taken before disposal of the cuttings in a steel drum. Small bag samples collected during drilling are shown on the borehole logs in Appendix A. The locations of the drilled borings are shown on Figures 2A through 2D. Standard Penetration Test (SPT) sampling was performed at depths of 5 and 10 feet below ground surface in each of the borings. The SPT resistance (“N-value”) of the soil was logged during each test. Standard Penetration Testing (SPT) was performed using a 2-inch outside diameter split-spoon sampler driven by a 140-pound automatic hammer. During the tests, samples are obtained by driving the sampler 18 inches into the soil with the hammer free-falling 30 inches. The number of blows required for each 6-inches of penetration was recorded by a geologist or engineer during the test. If a total of 50 blows was recorded within a single 6-inch interval, the test was terminated, and the blow count was recorded as 50 blows for the number of inches of penetration. This resistance, or N-value, provides an indication of relative density of granular soils and relative consistency of cohesive soils. A geologist and a geotechnical engineer from HWA logged the explorations and recorded pertinent information, including sample depths, stratigraphy, soil descriptions, and groundwater occurrence. Soil samples obtained from the explorations were classified in the field and representative portions were placed in plastic bags. These soil samples were then taken to our Bothell, Washington, laboratory for further examination and testing. Soils were classified in general accordance with the American Society for Testing and Materials (ASTM) classification system. The summary boring logs are presented in Figures A-2 through A-26, Appendix A. The stratigraphic contacts shown on the exploration logs represent the approximate boundaries between soil types, actual transitions may be more gradual. The soil and groundwater conditions depicted are only for the specific date and location reported and, therefore, are not necessarily representative of other locations and times. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 3 HWA GEOSCIENCES INC. 2.2 PAVEMENT CORING Pavement coring was performed on June 19, 26, and 27, 2023, at 23 locations throughout Taxiway A, connector taxiways, the Apron Service Road, and the Seaplane Ramp area. Pavement core locations are shown in Figures 2A through 2D. Pavement coring was performed using a 6-inch diameter, trailer hitch mounted, electric core drill to evaluate Hot Mix Asphalt (HMA) pavement thickness, HMA lift thickness and depth of cracking and Portland Cement Concrete (PCC) thickness. Shallow excavations to depths of about 1.5 to 2 feet below pavement surface were completed below each pavement core, using hand digging equipment, to assess crushed aggregate base thickness and shallow subgrade support conditions. Two geologists from HWA completed the pavement coring and shallow excavations. Samples of the crushed aggregate base and subgrade soils were collected for laboratory testing. Pavement core holes were backfilled with material that was excavated from the hole and compacted in lifts. Pavement patching at the surface was completed by compacting water activated Aquaphalt 6.0 permanent pavement repair material. The thickness of the pavement patch material matched or exceeded the thickness of the existing HMA layer. Table 1 summarizes the pavement structure encountered at the locations of drilled borings and pavement cores. Photographs showing the pavement condition at each pavement core and boring location are presented in Appendix E. Table 1. Summary of Pavement Structure Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-1 Apron Service Road 3.25 4.75 5.75 Medium dense, sandy gravel. Core-2 TWY A 7.5 3.5 9.0 Medium dense, sandy gravel. Core-3 TWY A 7.0 7.0 5.75 2.25 inches HMA on top of buried PCC. Dense, sandy gravel below PCC. Core-4 Apron Service Road 11.5 - 9.0 Medium dense, sandy gravel. Core-5 Apron Service Road 3.5 4.5 >3 Terminated in PCC. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 4 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-6 TWY A6 4.5 2.5 >1 5 inches HMA above PCC. Terminated in PCC. Core-7 TWY A 13.25 7.75 - Medium dense, sandy gravel. Core-8 TWY A 7.75 9.25 - Medium dense, sandy gravel. Core-9 TWY A 3.0 5.5 6.0 2.5 inches HMA above PCC. Dense, sandy gravel below PCC. Core-10 TWY A4 7.5 10.5 - Dense, sandy gravel. Core-11 TWY A 6.0 0.5 - 1.5 inches HMA below crushed base. Terminated in additional crushed base. Core-12 TWY A 6.75 6.25 - Dense, sandy gravel. Core-13 TWY A 6.0 1.5 - 6 inches buried HMA. Dense sandy, gravel below buried HMA. Core-14 TWY A 7.0 12.5 - Buried HMA below crushed base. Core-15 Seaplane Ramp 1.0 7.0 - Medium dense, silty sand and medium stiff clay. Core-16 Apron Service Road 3.25 4.25 6.0 Dense, sandy gravel. Core-17 Apron Service Road 3.0 - 5.0 Medium dense, sandy gravel. Core-18 Apron Service Road 3.0 18.0 - Buried HMA. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 5 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes Core-19 Apron Service Road 3.25 >20.75 - Terminated in crushed base. Core-20 TWY A 4.0 14.0 - 3 inches buried HMA. Additional crushed base below buried HMA. Core-21 TWY A 3.25 5.75 >1 3 inches buried HMA below crushed base. Terminated in PCC below buried HMA. Core-22 Apron Service Road 4.0 4.0 >1 Terminated in PCC. Core-23 Apron Service Road 3.75 8.25 - Very dense, sandy gravel. B-1 TWY A 5.5 11.5 5.0 Dense, gravel with sand. B-2 Apron Service Road 2.0 6.0 4.0 Dense, silty, sandy gravel. B-3 TWY A 6.5 7.0 - 2 inches buried HMA below crushed base. Dense, silty gravel below HMA. B-4 TWY A 4.5 - 8.5 Dense, gravel and silty sand B-5 TWY A 5.0 3.0 7.0 Dense, gravel. B-6 TWY A 6.0 6.0 5.0 Dense, gravel with silt and sand. B-7 TWY A 5.0 5.0 5.0 Dense, gravel with sand. B-8 TWY A5 3.5 26.5 - Medium stiff, silt. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 6 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes B-9 TWY A 9.5 5.5 - Dense, gravel with silt and sand. B-10 TWY A 4.0 4.0 3.5 Buried HMA and crushed base above PCC. Dense, gravel with silt and sand below. B-11 TWY A 7.0 19.0 5.0 Dense, gravel with silt and sand. B-12 TWY A3 9.0 3.0 - Medium dense, sand with silt and gravel. B-13 TWY A 3.0 13.0 5.0 Dense, gravel with silt and sand. B-14 TWY A 6.0 14.0 3.0 Dense, gravel with sand. B-15 Seaplane Ramp 4.0 5.0 - Medium dense, silty sand. B-16 Apron Service Road 6.0 1.0 3.5 Dense, gravel with sand. B-17 Apron Service Road 3.0 5.0 4.5 Dense, gravel with silt and sand. B-18 Apron Service Road 4.5 15.5 6.0 Buried HMA and crushed base above PCC. Dense, gravel with silt and sand below PCC. B-19 TWY A 4.0 24.0 5.0 Dense, gravel with silt and sand. B-20 Apron Service Road 3.5 14.5 - Dense, gravel with sand. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 7 HWA GEOSCIENCES INC. Exploration Designation Location HMA Thickness (in.) Crushed Aggregate Base Thickness (in.) PCC Thickness (in.) Subgrade Notes B-21 Apron Service Road 4.0 5.0 - Dense, gravel with sand. B-22 Apron Service Road 5.5 4.5 - Dense, gravel with sand. B-23 Apron Service Road 3.0 - - Dense, silty gravel with sand. B-24 Apron Service Road 7.0 13.0 - Medium dense, silty gravel with sand. B-25 Apron Service Road 6.0 - - Dense, gravel with sand. 2.3 FALLING WEIGHT DEFLECTOMETER TESTING Falling Weight Deflectometer (FWD) testing was conducted on June 6, 2023, within the project limits along Taxiway A, connector Taxiways A1 through A7, and a portion of the Seaplane Ramp. FWD Station 0+00 for Taxiway A was arbitrarily set where Taxiway A meets the grass at the south end of the airport. For connector taxiways, FWD Station 0+00 was arbitrarily set where the taxiway pavement intersects Runway 16/34 pavement. Testing along Taxiway A was performed at 100-foot spacings roughly 4 feet west of the centerline to avoid testing on a longitudinal construction joint, and approximately 15 feet east and west of the centerline. Connector taxiways were tested at approximately 50-foot spacings, at offsets of about 6 feet on either side of the centerline. Figures 2A and 2D show the approximate Stationing used for FWD testing. Figure 3 presents the maximum deflections (immediately under the applied load) normalized to a load of 25,000 pounds for each test line along Taxiway A. Figures 4 through 10 present plots of maximum deflections, normalized to a load of 25,000 pounds, for the connector taxiways. Figure 11 presents the subgrade resilient modulus for each test location along Taxiway A. Figures 12 through 18 present the subgrade resilient moduli values for connector taxiways. The FWD testing was undertaken using a Dynatest Model 8012 Fast Falling Weight Deflectometer. This FWD allows the pavement to be tested under a wide range of loading conditions (6,500 to 27,000 pounds) to simulate a variety of traffic loads. For this project, pulse loads of approximately 12,000, 17,000 and 25,000 pounds were applied to the pavement surface at each test location. The corresponding pavement surface deflections were measured with April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 8 HWA GEOSCIENCES INC. velocity transducers located directly under the loaded area, and at 8,12, 18, 24, 36, 48, 60, and 72 inches from the center of the loaded area. Tables 2 and 3 summarize the FWD deflection data for the areas tested. Table 2. Maximum Deflection Normalized to 25,000-pound Load - Taxiway A Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A, 15 ft West of Centerline 55 29.6 6.5 46.3 7.8 TWY A, 4 ft West of Centerline 53 26.4 3.9 34.7 17.6 TWY A, 15 ft East of Centerline 54 33.6 12.8 64.1 16.4 Table 3. Maximum Deflection Normalized to 25,000-pound Load – Taxiway Connectors A1 through A7 Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A1, 6 ft North of Centerline 5 24.8 6.4 31.5 16.3 TWY A1, 6 ft South of Centerline 5 25.7 6.9 32.7 14.6 TWY A2, 6 ft North of Centerline 4 23.3 7.4 29.1 12.5 April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 9 HWA GEOSCIENCES INC. Test Lane Number of Tests Included Average Maximum Deflection, mils Standard Deviation, mils Highest Deflection in Segment, mils Lowest Deflection in Segment, mils TWY A2, 6 ft South of Centerline 4 20.9 4.8 24.4 13.8 TWY A3, 6 ft North of Centerline 6 31.2 14.3 15.6 6.6 TWY A3, 6 ft South of Centerline 6 32.6 14.5 49.5 7.25 TWY A4, 6 ft North of Centerline 5 39.4 18.8 57.0 14.6 TWY A4, 6 ft South of Centerline 5 35.7 18.6 60.7 11.3 TWY A5, 6 ft North of Centerline 6 66.0 27.4 96.8 17.5 TWY A5, 6 ft South of Centerline 8 56.8 33.9 95.5 5.4 TWY A6, 6 ft North of Centerline 5 21.3 4.9 25.7 15.8 TWY A6, 6 ft South of Centerline 5 19.7 3.1 24.3 16.2 TWY A7, 6 ft North of Centerline 4 24.6 6.1 32.7 18.3 TWY A7, 6 ft South of Centerline 4 27.8 4.6 33.5 22.8 Due to the high variability of pavement types and thicknesses across the project site, backcalculation of the subgrade resilient modulus was performed at locations where FWD testing April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 10 HWA GEOSCIENCES INC. was conducted adjacent to an exploration where pavement layer thicknesses were known. These layer thicknesses were input into the computer program BAKFAA and the subgrade resilient modulus values were backcalculated. Because the backcalculated values are highly sensitive to pavement layer thickness inputs, we could not use the BAKFAA program for most of the data given the high variability in pavement layer types and thicknesses. The backcalculations were performed at 14 locations along Taxiway A, 2 locations along taxiway connectors, and 2 locations located at the Seaplane Ramp. Experience has shown that surface modulus values, determined using the computer program ELMOD6, at 18, 24, 36, or 48 inches from the applied load often closely match backcalculated resilient modulus values. Selecting the correct distance from the load for this correlation depends on thickness of the pavement section and subgrade response characteristics. For the FWD test results obtained, surface modulus values at 48 inches from the applied load closely matched backcalculated modulus values. Table 4 presents backcalculated subgrade resilient modulus values for each of the exploration locations where pavement layer thickness and type were available from pavement coring and drilled borings. These modulus values are presented next to surface modulus values at 48 inches from the load for comparison. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 11 HWA GEOSCIENCES INC. Table 4. Subgrade Resilient Modulus Versus Surface Modulus at 48 inches From Load – Taxiway A Exploration Designation FWD Station FWD Test Line Subgrade Resilient Modulus, ksi Surface Modulus at 48 inches From Load, ksi B-1 3+02 TWY A 15' E 30.5 29.7 Core-3 8+74 TWY A 15' W 39.1 35.0 B-3 9+81 TWY A 15' E 27.3 29.5 B-4 12+00 TWY A 15' E 20.7 19.1 B-5 15+40 TWY A 15' E 19.1 18.2 B-6 16+99 TWY A 4' W 17.0 16.9 Core-7 18+67 TWY A 15' E 15.2 16.1 Core-8 22+07 TWY A 15' E 13.0 12.9 Core-9 23+07 TWY A 15' W 14.9 14.9 B-9 25+18 TWY A 15' E 19.7 18.6 B-11 30+04 TWY A 15' W 32.6 34.3 Core-12 31+79 TWY A 15' E 22.5 22.1 Core-13 36+68 TWY A 15' E 14.6 14.1 Core-14 43+19 TWY A 15' E 31.5 34.0 Figure 19 provides a graphic representation of the data in Table 4. As shown in Figure 19, the correlation between the two methods of subgrade modulus calculation is very close. For this reason, statistics for modulus values presented in Tables 5 through 7 represent surface modulus values at 48 inches from the applied load. This method of analysis does not introduce additional error into the backcalculation by inputting incorrect pavement layer thickness information, while also providing representative subgrade modulus values for each test location. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 12 HWA GEOSCIENCES INC. Table 5. Surface Modulus at 48 inches From Load – Taxiway A Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A, 15 ft West of Centerline 55 29.1 15.4 75.7 13.3 TWY A, 4 ft West of Centerline 53 27.3 14.4 86.8 13.4 TWY A, 15 ft East of Centerline 54 25.1 14.7 80.6 13.1 Table 6. Surface Modulus at 48-inches From Load – Taxiway Connectors A-1 through A-7 Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A1, 6 ft North of Centerline 5 30.1 2.1 33.0 27.7 TWY A1, 6 ft South of Centerline 5 29.9 4.1 34.7 25.3 TWY A2, 6 ft North of Centerline 4 35.8 6.1 44.5 31.2 TWY A2, 6 ft South of Centerline 4 36.4 6.4 44.9 29.6 TWY A3, 6 ft North of Centerline 5 16.7 4.8 24.3 12.9 April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 13 HWA GEOSCIENCES INC. Test Lane Number of Tests Included Average Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A3, 6 ft South of Centerline 5 16.2 3.7 22.6 13.6 TWY A4, 6 ft North of Centerline 4 13.3 4.8 20.4 10.7 TWY A4, 6 ft South of Centerline 4 13.7 3.8 19.4 11.5 TWY A5, 6 ft North of Centerline 5 9.7 1.2 11.5 8.3 TWY A5, 6 ft South of Centerline 6 9.4 1.6 12.3 7.9 TWY A6, 6 ft North of Centerline 5 21.5 3.4 25.1 17.9 TWY A6, 6 ft South of Centerline 5 22.2 2.5 24.5 18.9 TWY A7, 6 ft North of Centerline 4 30.2 6.3 35.6 21.5 TWY A7, 6 ft South of Centerline 4 26.6 11.9 42.7 14.0 April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 14 HWA GEOSCIENCES INC. Taxiways A3 through A5 have an existing utility trench patch running roughly perpendicular to the taxiway that resulted in high modulus values between 30 and 40 ksi. FWD tests that were completed on the utility trench patch were omitted from the statistics in Table 6 as they skewed the average modulus values upward and did not represent subgrade conditions nearby. As shown in Table 6, Taxiways A3 through A5 had the lowest modulus values of all the taxiways tested with average values between 9.4 and 16.7 ksi. FWD testing performed at the Seaplane ramp resulted in backcalculated subgrade resilient modulus values of between 12.6 ksi, at the location of Core-15, and 15.3 ksi at the location of B- 15, using pavement thickness information obtained from these explorations. After comparing backcalculated subgrade resilient modulus from BAKFAA and surface modulus values from Elmod, it was determined that surface modulus at 12 inches from the load was most representative of subgrade conditions within the Seaplane ramp. Table 7 provides a statistical summary of moduli values from each segment of test line performed at the Seaplane Ramp. Table 7. Surface Modulus at 12 inches From Load – Seaplane Ramp Test Lane Number of Tests Included Average Subgrade Resilient Modulus, ksi Standard Deviation, ksi Highest Value, ksi Lowest Value, ksi TWY A, 15 ft West of Centerline 3 13.5 4.5 16.4 8.3 TWY A, 4 ft West of Centerline 2 11.9 4.9 15.4 8.4 TWY A, 15 ft East of Centerline 2 14.0 3.7 16.6 11.4 2.4 TEST PIT EXPLORATIONS Test pit explorations were completed on September 11 and 12, 2023, at locations selected by Century West Engineering along the infield, between Runway 34/16 and Taxiway A. Northwest Excavating, of Mill Creek, Washington was subcontracted by HWA to excavate the test pits using a Bobcat E50 mini excavator. A geologist from HWA logged the test pits, recording soil stratigraphy, texture, soil classification, groundwater occurrence, and collected samples for laboratory testing. Test pits were backfilled with excavated spoils and tamped with the excavator bucket at the completion of each excavation. Test pit locations are presented in April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 15 HWA GEOSCIENCES INC. Figures 2A through 2D. Photographic logs of the test pits are presented in Figures A-50 through A-72, Appendix A. One small scale Pilot Infiltration Test (PIT) was attempted to determine surface water infiltration feasibility on September 14, 2023, at a location selected by Century West Engineering. The base of the PIT was 51 inches below the ground surface. The pre-soak period of the PIT began at 9:47 AM, and water was added to the excavation until a head of 1.38 feet of water was reached. The water level in the PIT remained at 1.38 feet for 3 hours without introduction of additional water. The PIT was terminated at 1:00 PM due to the static water level remaining unchanged in the test pit. During excavation, after the water had been removed from the test pit, saturated soils were observed only 1 inch below the base of the PIT excavation. Medium dense, silty sand receptor soils extended to a depth of 57 inches below ground surface, overlying loose, wet, poorly graded sand. Groundwater was observed at 57 inches below ground surface. After the first phase of test pit explorations and laboratory testing were completed, it was determined that additional test pits would be beneficial to characterize soil conditions adjacent to Taxiway A and to provide samples for modified Proctor and California Bearing Ration (CBR) testing. On December 11, 2023, HWA and NW Excavating returned to complete six additional test pits, designated TP-17 through TP-22, at the locations shown on Figures 2A through 2D. Bulk samples of near surface soils were collected from each test pit for sieve analysis, CBR and modified Proctor testing. The test pits were excavated using a Bobcat E-60 excavator. A geologist from HWA logged each of the test pits and collected samples for laboratory testing. The results of CBR and modified Proctor testing are presented in Figures D-1 through D-12, Appendix D, and summarized below in Sections 2.5 and 4.1 of this report. 2.5 LABORATORY TESTING Representative soil samples obtained from the drilled borings, pavement cores, and test pits were taken to the HWA laboratory for examination and testing. Laboratory tests were conducted on selected soil samples to characterize engineering properties of the soils. Laboratory tests, as described below, included moisture and visual description, grain size distribution, Atterberg Limits, aggregate fracture face count, CBR testing and modified Proctor testing. The results of the laboratory testing are presented in Appendix B, Appendix C, and Appendix D. Moisture Content of Soil: The moisture content (percent by dry mass) of selected soil samples was determined in general accordance with ASTM D 2216. The results are shown at the sampled intervals on the appropriate exploration logs in Appendix A and on the Summary of Material Properties reports, Appendix B, Figures B-1 through B-4. Particle Size Analysis of Soils: The particle size distribution of selected soil samples from the explorations were determined in general accordance with ASTM D6913/D7928. The results are summarized in the attached Particle-Size Analysis of Soils reports, Figures B-5 through B-28, April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 16 HWA GEOSCIENCES INC. Appendix B, which also provide information regarding the classification of the samples and the moisture content at the time of testing. Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits): Three samples were tested using method ASTM D4318, multi-point method. The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index of Soils report, Figure B-29 along with the classification of the samples and the moisture content at the time of testing. Sieve Analysis of Aggregate: Samples of the Crushed Aggregate Base, described as Crushed Base in the logs, were obtained in 17 of the 23 pavement cores, including 2 samples that were obtained in Core-16, for a total of 18 samples. Particle size distribution of each sample was determined by sieving, in general accordance with ASTM C136. The grain size distribution plots are presented in the Particle Size Distribution Reports, Figures C-1 through C-18, Appendix C, and are plotted against the grain size specifications for Item P-209, Crushed Aggregate Base. As indicated on the plots, only 3 of the 18 samples tested met the gradation requirements for Item P-209, while others were out of specification on one to three sieves. Percent Fractured Aggregate: The percentage by weight of gravel-sized particles with at least two fractured faces was determined for the Crushed Aggregate Base samples obtained beneath the HMA. The weight of all fractured gravel-sized particles was divided by the total weight of all gravel-sized particles in the sample. The results are reported on the Particle Size Distribution Reports, Figures C-1 through C-18, Appendix C. As indicated, the test results indicated values of 85% to 99% fractured faces. Laboratory Compaction Characteristics of Soil (Proctor Test): Bulk soil samples from test pits TP-17 through TP-22, representing fill soils nearest to Taxiway A, were tested using ASTM D 1557-12 (modified Proctor). The tests were performed on the portion of the sample passing the ¾-inch sieve, as required by the test procedure. Results of testing are summarized in the attached Laboratory Compaction Test Reports, Figures D-1 through D-6, Appendix D. CBR (California Bearing Ratio) of Laboratory Compacted Soils: The samples discussed above for Proctor testing were tested in general accordance with method ASTM D 1883. Test results for the bulk samples obtained from test pits TP-17 through TP-22, using the ASTM D 1557-12 compaction standard, are summarized in the CBR of Laboratory Compacted Soils reports, Figures D-7 through D-12, Appendix D. 3.0 SITE CONDITIONS 3.1 SITE DESCRIPTION Renton Municipal Airport is located in King County, Washington within the northwestern portion of the City of Renton. The airport has a single runway (Runway16/34) accompanied by April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 17 HWA GEOSCIENCES INC. parallel Taxiway A to the west and Taxiway B to the east. The runway and associated taxiways are approximately 5,400 feet long. Currently, Taxiway A is approximately 75 feet wide with additional pavement for the Apron Service Road, extending about 50 feet west where it connects with airport aprons. Seven connector taxiways, Taxiways A1 through A7, approximately 40 feet wide, connect Taxiway A to Runway 16/34. The ground surface in the vicinity of this project is predominantly flat and situated between approximately 20 to 30 feet above mean sea level, sloping gently downward north toward Lake Washington. Prior to development, the project area existed as the southern extent of Lake Washington and as a flood plain for the Cedar River and Black River. Figure 20, Historic Lake Washington Shoreline, shows the historic lake levels, wetlands, and forested uplands. 3.2 GENERAL GEOLOGY The project site is located within the Puget Lowland. The Puget Lowland has repeatedly been occupied by a portion of the continental glaciers that developed during the ice ages of the Quaternary period. During at least four periods, portions of the ice sheet advanced south from British Columbia into the lowlands of Western Washington. The southern extent of these glacial advances was near Olympia, Washington. Each major advance included numerous local advances and retreats, and each advance and retreat resulted in its own sequence of erosion and deposition of glacial lacustrine, outwash, till, and drift deposits. Between and following these glacial advances, sediments from the Olympic and Cascade Mountains accumulated in the Puget Lowland. As the most recent glacier retreated, it uncovered a sculpted landscape of elongated, north-south trending hills and valleys between the Cascade and Olympic Mountain ranges, composed of a complex sequence of glacial and interglacial deposits. Geologic information for the project area was obtained from the Washington State Department of Natural Resources Geologic Information Portal. According to this map, the project site soil is mapped as artificial fill and modified land. Historically, Lake Washington drained to the south through the Black River. Before the year 1916, Lake Washington extended as far south as the current Taxiway A5 location at Renton Municipal Airport. From there, Lake Washington flowed into the mouth of the Black River and met the Cedar River at the southern end of Taxiway A. In the year 1916, a canal had been completed between Lake Washington and Portage Bay (Lake Union) resulting in a lowering of Lake Washington water levels by about 9 feet to match that of Lake Union. Both lake levels would become controlled by the Hiram M. Chittenden Locks, also known as the Ballard Locks. The Cedar River was rerouted to flow into Lake Washington during the same period of land modification, to prevent flooding in the City of Renton. This activity severed Lake Washington’s outflow to the Black River, as well as the Cedar River’s flow into the Black River. As the Black River dried, fill soils were placed in the historic river channel, nearby wetlands, and the local flood plain to create usable land for development. Several historic photos in the project vicinity are presented in Appendix F. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 18 HWA GEOSCIENCES INC. Given the historic Lake Washington water levels and nearby rivers in the vicinity of the project area, much of the fill soils at the project site are underlain by soft or loose alluvial silt, clay, sand, and gravel along with wetland deposits consisting of organic silt and peat. Alluvium is mapped east of the project site, adjacent to modified land and fill soils, in the Renton Landing area. Vashon glacial till, glaciofluvial deposits consisting of kame terrace deposits, and undifferentiated glacial deposits are mapped along the hillside to the west of Renton Municipal Airport and may underlie alluvial deposits at Renton Municipal Airport. 3.3 SUBSURFACE CONDITIONS Buried HMA and/or PCC pavement layers were encountered in 14 of the 25 borings and in 13 of the 23 pavement cores, extending to depths of up to 35 inches below ground surface at the location of boring B-18. At locations where buried pavement was observed, a crushed base layer had typically been placed on top of PCC and then paved with HMA. The buried PCC had been overlayed by HMA before burial with crushed base at several locations, likely as part of development over the years. Fill soils encountered below buried pavement consists of gravel or sand with varying amounts of silt, and sandy silt placed during construction of the Boeing Plant and Renton Municipal Airport between the years 1941 and 1945. The average fill thickness below Taxiway A was approximately 5 feet. The thickest fill deposits were encountered in borings B-16 and B-14, with respective depths of 9.5 and 11.5+ feet. Borings B-5, B-8, B-9, B-12, B-22, and B-23 encountered the thinnest fill thickness, varying between 2 and 3 feet in depth. Fill soils overlie alluvial deposits from Lake Washington, the Black River, and the Cedar River. Soil type and depth of fill varies across the site and is likely thickest where the Black River channel was infilled, and in the northern portion of the airport. The following sections describe each soil type encountered below buried pavement. Gravel Borrow Fill: Loose to dense, brown, dark grayish brown, and dark gray, poorly graded to well graded gravel with varying amounts of silt, sand, and cobbles, moist. Typically found below the pavement sections. This soil type is generally dense; however, medium dense gravel borrow fill was encountered in several of the borings. Loose gravel borrow fill was encountered in boring B-18. Fill: Loose to dense, brown, gray, dark gray, silty, poorly graded gravel with varying amounts of cobbles. Loose to dense, brown, dark brown, gray, and dark gray, silty sand with varying amounts of gravel. Medium stiff to stiff, brown, yellow brown, dark gray, sandy silt with varying amounts of gravel. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 19 HWA GEOSCIENCES INC. Alluvium: Fine Grained – Very soft to medium stiff, dark olive gray, dark grayish brown, silt with varying amounts of sand, organics, and gravel. Organic silt was observed in borings B-8 and B-21, between the respective depths of 4 to 5 feet and 6 to 9.5 feet. Very soft, dark olive brown, lean clay with sand and woody debris was observed in boring B-18 between the depths of 8.75 to 11.5 feet. Granular – Loose to medium dense, dark grayish brown to dark gray, fine to medium, silty sand with varying amounts of silt, organic matter, and gravel. Loose to medium dense, brown and gray, fine to medium sand with varying amounts of silt and gravel. Loose to medium dense, brown and gray to very dark gray, poorly graded gravel with varying amounts of silt, sand, and cobbles. Coarser grained alluvium was primarily observed near the south end of Taxiway A in borings B-1 and B-2 and test pits TP-1 and TP-2, near the historic confluence of the Cedar and Black Rivers. 3.4 GROUNDWATER CONDITIONS Groundwater was observed in 23 of the 25 borings and 20 of the 23 test pits. Where encountered, the depth to groundwater varied from about 4 feet to 9.5 feet in the borings and about 4.8 feet to 8.6 feet in the test pits (excluding test pits TP-20 through TP-22 discussed below). Average groundwater elevation is about 18.4 feet across the site. The deepest groundwater encountered was observed in test pit TP-14 at elevation 14.1 feet, while the shallowest groundwater encountered was observed in boring B-1 at elevation 21.7 feet. In general, the groundwater elevation decreases to the north, toward Lake Washington, beneath Taxiway A and the infield, suggesting recharge from the southern part of the airport, possibly from the buried Black River channel and the Cedar River groundwater table. Groundwater occurrence was typically observed within permeable alluvial soils. We anticipate that the ground surface of alluvial soils was most likely undulating prior to being filled over during construction of the airport, creating an undulating aquitard of fill soil that could be controlling groundwater elevation beneath the airport. It should be noted that all of the borings and test pits TP-1 through TP-16, along with PIT-1, were performed in September 2023 during the dry season. Test pits TP-17 through TP-22 were excavated in December 2023 during the wet, rainy season. Test pits TP-20 through TP-22 all encountered very shallow, slow groundwater seepage in the granular fill perched above less permeable fill soils; however, the test pits, with the exception of TP-18, did not extend to the depth of the static groundwater table observed in other explorations. At the location of test pit TP-18, groundwater was encountered in the native, alluvial soils at a depth of 4.6 feet (elevation 19.4 feet). April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 20 HWA GEOSCIENCES INC. Lake Observations by Citizens & Satellites (LOCSS) began monitoring Lake Washington water levels at a gauge station that was installed by the City of Kirkland in 2018. The gauge station was surveyed by the City of Kirkland and the 0.00 mark was set to 16.47 feet above mean sea level. According to this data, Lake Washington water elevation varies between about 16.5 and 18.7 feet annually with peak water levels occurring between April and June. Lake Washington water levels likely affect groundwater conditions at Renton Municipal Airport during peak water levels in spring, given that the groundwater elevations observed in the northern half of the airport are similar to Lake Washington water levels. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 GENERAL The results of our explorations and laboratory testing indicate a considerable variation in pavement layer types, thicknesses and subgrade support conditions across the site. Many of the explorations encountered older layers of PCC and HMA buried below fill, typically crushed aggregate base course. Depths to the older pavement layers and thicknesses of these layers varied considerably, as shown on the exploration logs in Appendix A. Only four explorations (B-4, C-4, C-5 and C-17) encountered PCC immediately below the HMA. Based on the results of the borings, there generally appears to be about 5 feet of pavement and granular fill across the site overlying alluvium. Only 6 of the 25 borings encountered less than 4 feet thickness of pavement and granular fill overlying alluvium, as indicated in Table 8 below. Table 8 also provides the depth to groundwater at the time of exploration, which varied between 4 to 6 feet at these locations. In these areas, over-excavation of soft/loose soils, and/or subgrade stabilization, may be required based on proposed improvements. At the locations of borings B-22 and B-23, located in front of the control tower, the pavement surface exhibits high severity alligator cracking, surface depressions and relatively recent patching, suggesting ongoing problems in this area. These two borings also had the thinnest depths of pavement and granular fill encountered. Both borings encountered very soft alluvial silt at a depth of 2 feet. Subgrade stabilization recommendations are presented in Section 4.3 of this report. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 21 HWA GEOSCIENCES INC. Table 8. Explorations with Thinner Deposits of Granular Fill Boring Designation Thickness of Pavement & Granular Fill Overlying Subgrade, feet Depth to Groundwater, feet Subgrade Soil Type B-5 3 4 Very soft silt and very loose sand B-8 2.5 5 Medium stiff silt and soft organic silt B-9 3 5 Soft silt and very loose sand B-12 2 6 Very loose silty sand B-22 2 5 Very soft silt B-23 2 4.5 Very soft silt As indicated by the FWD test results, the average subgrade resilient modulus values below the areas tested are typically above 20 ksi, indicating good subgrade support. Only 4 of the areas tested had average values less than 20 ksi: Taxiway A3, Taxiway A4, Taxiway A5 and Seaplane Ramp. These values are presented in Section 2.3 of this report. As described previously, we performed CBR testing using the modified Proctor compaction standard on 6 samples obtained from test pits excavated in the infield, as described in Section 2.4 of this report. It should be noted that laboratory CBR testing is performed on material passing the ¾-inch sieve, meaning that coarse gravel and cobbles present within soils at the site have no influence on the test results. Results of CBR testing on samples obtained from test pits TP-17 through TP-22, are summarized in Table 9 below. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 22 HWA GEOSCIENCES INC. Table 9. CBR Test Results – Modified Proctor Sample Designation Soil Classification Soil Frost Group Moisture Content (%) MDD (pcf) (ASTM D1557) OMC % (ASTM D1557) Laboratory CBR % Comp CBR TP-17, S-1 GW FG-1 5.9 135.8 6.8 90.9 7.4 95.0 38.5 100.0 126.9 TP-18, S-1 SM FG-3 12.2 124.6 9.3 90.3 2.0 95.8 8.9 100.2 12.1 TP-19, S-1 SM FG-2 17.9 116.9 11.2 89.9 3.9 94.8 10.7 99.2 26.9 TP-20, S-1 ML FG-4 25.1 110.0 15.3 89.8 4.3 95.6 10.6 100.3 17.4 TP-21, S-1 ML FG-4 39.0 91.4 21.8 89.1 4.2 93.8 8.0 99.7 35.7 TP-22, S-1 SM FG-4 21.2 106.1 17.3 89.7 5.1 94.9 11.5 99.5 28.5 Table 9 Explanation: Maximum Dry Density (MDD), Optimum Moisture Content (OMC), Percent compaction (% Comp). As indicated in Table 9, at 95% modified Proctor compaction values, the silty sand (SM) soil had CBR values between 8.9 and 11.5. The silt (ML) soils had CBR values of 8.0 and 10.6 at the same compaction level, while the well-graded gravel (GW) sample had a CBR value of 38.5. With additional compaction effort near 100% of modified Proctor, two of the silty sand fill soils (TP-19 and TP-22) showed a dramatic increase in strength with CBR values 26.9 and 28.5. The samples of silt fill soils also showed a significant increase in strength near 100% of modified Proctor, with CBR values of 17.4 and 35.7. Additionally, testing showed that well graded gravel at the site becomes very strong at 95% of modified Proctor with a CBR of 38.5. Excluding the gravel (GW) sample from TP-17, the average CBR value, at approximately 95% compaction, for the samples tested is approximately 10. This roughly correlates to a resilient modulus value of 15,000 psi; which is considerably less than the results obtained from FWD testing along Taxiway A; however, the CBR test samples are soaked for 96 hours prior to testing and the FWD testing was performed during dry summer conditions. For new pavement design, we recommend using a subgrade resilient modulus value of 15,000 psi. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 23 HWA GEOSCIENCES INC. As indicated previously and shown in Appendix C, only 3 of the 18 samples of the existing crushed aggregate base below the HMA met specification requirements for Item P-209, Crushed Aggregate Base Course, as specified in AC 150/5370-10H Standard Specification for Construction of Airports. Additionally, the granular fill encountered below buried pavement layers was highly variable and unlikely to meet specification for P-208 Aggregate Base Course. Therefore, we anticipate all structural fill will need to be imported and meet the specifications for the materials designated. 4.2 FROST CONDITIONS A frost depth penetration analysis was performed as part of the pavement design process. The soils are classified per AC 150/5320-6G Airport Pavement Design and Evaluation based on grain size analyses. Table 10 provides frost group information for 15 samples collected during test pit explorations. April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 24 HWA GEOSCIENCES INC. Table 10. Frost Group Determination Exploration, Sample Sample Depth (ft) USCS Classification Percent Finer than 0.02 mm by Weight Frost Group TP-1, S-1 1.4 – 2.0 SM 11 FG-2 TP-3, S-1 1.5 – 2.0 ML 39 FG-4 TP-4, S-1 1.8 – 2.1 SM 26 FG-4 TP-6, S-1 1.4 – 2.0 SM 20 FG-3 TP-8, S-1 1.5 – 2.0 ML 48 FG-4 TP-10, S-1 0.7 – 1.0 GP 2 FG-1 TP-12, S-1 1.0 – 1.5 SM 10.5 FG-2 TP-14, S-1 1.5 – 1.8 GP-GM 5 FG-1 TP-16, S-1 0.7 – 1.2 SM 21 FG-3 TP-17, S-1 1.3 – 2.0 GW 2 FG-1 TP-18, S-1 1.0 – 1.7 SM 16 FG-3 TP-19, S-1 1.5 – 2.0 SM 13 FG-2 TP-20, S-1 2.0 – 2.6 ML 26 FG-4 TP-21, S-1 2.0 – 2.5 ML 46 FG-4 TP-22, S-1 2.3 – 2.5 SM 29 FG-4 Contour maps of maximum frost penetration depth for this area indicate a depth of 20 inches for coarse-grained soils and a depth of 12 inches for fine-grained soils (Pavement Interactive website). April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 25 HWA GEOSCIENCES INC. 4.3 SUBGRADE STABILIZATION Soft or loose, native alluvial soils with high fines content were encountered below a thin section of pavement and granular fill at the locations of the explorations presented in Table 8 in Section 4.1. Depth to groundwater at these locations varied from about 4 to 6 feet below pavement surface and could potentially cause problems during subgrade compaction and construction of the new pavement section. If encountered during construction, we recommend that soft or loose subgrade soils be excavated about 1 foot below the design pavement section and compacted using a smooth drum roller. We recommend that vibratory compaction not be used for compaction of the subgrade at the locations as this could result in pumping. A large/heavy, smooth drum compactor should be used to thoroughly compact the subgrade as densely as possible. Following compaction, we recommend a separator geotextile and geogrid be placed over the subgrade for stabilization. We recommend Mirafi HP570, or equivalent, for separator geotextile and Tensar InterAx NX650, or equivalent, for geogrid. The separator fabric should be placed over the compacted subgrade and the geogrid placed over the separator fabric, prior to placing and compacting the crushed base above. Once the subgrade has been thoroughly compacted, the crushed base course should be placed above and compacted to 95 percent of modified Proctor. We anticipate some level of vibratory compaction will be required to achieve this level of compaction. This may result in pumping of the base course, in which case vibration should be discontinued and the base course left undisturbed until pore pressures dissipate. Density testing should be performed during compaction and after pore pressure dissipation to evaluate the level of compaction. This may need to be repeated to achieve the specified minimum compaction. Once the base course is compacted to the specified level, and pore pressures dissipate so that no pumping is evident, the HMA can be placed and compacted. Oscillating rollers could be used to minimize potential to induce further pumping. 4.4 DRAINAGE It is essential to the satisfactory performance of the pavement that good drainage is provided to prevent water ponding on or alongside, or accumulating beneath, the pavement. Water ponding can cause saturation of the pavement and subgrade layers and lead to premature failure. The base layers and subgrade surface should be graded to prevent water being trapped within the layer. The surface of the pavement should be sloped to convey water away from the pavement to appropriate drainage facilities. 4.5 WET WEATHER EARTHWORK The silty sand, sandy silt and other fine-grained soils throughout the project are moderately to highly moisture sensitive and will be unworkable and pump when wet. The granular fill soils, typically encountered in the upper 5 feet in the drilled borings and pavement cores, are less susceptible to moisture; however, we recommend that earthwork and paving operations occur in April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 26 HWA GEOSCIENCES INC. periods of dry summer weather. If earthwork is to be performed, or fill is to be placed in wet weather or under wet conditions when soil moisture content is difficult to control, the following recommendations should apply: • Earthwork should be accomplished in small sections to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be followed promptly by the placement and compaction of a suitable thickness of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • The ground surface within the construction area should be sloped and sealed with a smooth drum vibratory roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. • No soil should be left uncompacted, so it can absorb water. Soils that become too wet for compaction should be removed and replaced with clean granular materials. • Excavation and placement of fill should be observed on a full-time basis by a person experienced in wet weather earthwork to verify that all unsuitable materials are removed, and suitable compaction and site drainage is achieved. 4.6 TEMPORARY EXCAVATIONS Any excavations deeper than 4 feet should be sloped or shored in accordance with current State of Washington Labor and Industries Safety and Health guidelines. Per these guidelines, all existing fill soils on site are classified as Type C Soil. Temporary unsupported excavations within Type C Soil should be sloped no steeper than 1½H:1V (horizontal: vertical). Flatter side slopes could be required for excavations below the water table or where groundwater seepage is present. The contractor should monitor the stability of the temporary excavations and adjust the construction schedule and slope inclination accordingly. The contractor should be responsible for control of ground and surface water and should employ sloping, slope protection, ditching, sumps, dewatering, and other measures, as necessary, to prevent sloughing of soils and heave of the bottom of the excavation. 5.0 CONDITIONS AND LIMITATIONS We have prepared this report for Century West Engineering for use in design of this project. This report should be provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented herein should not be construed as a warranty of the subsurface conditions. Experience shows that soil and ground April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 27 HWA GEOSCIENCES INC. water conditions can vary significantly over small distances. Inconsistent conditions may occur between explorations that may not be detected by a geotechnical study of this nature. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, HWA should be notified to review the recommendations made in this report, and revise, if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations, it is recommended that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report is issued with the understanding that it is the responsibility of the owner, or the owners’ representative, to ensure that the information and recommendations are brought to the attention of the appropriate design team personnel and incorporated into the project plans and specifications, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. We recommend HWA be retained to monitor construction, evaluate subgrade soil conditions as they are exposed, and verify that subgrade preparation, backfilling, and compaction are accomplished in accordance with the specifications. Within the limitations of scope, schedule and budget, HWA attempted to execute these services in accordance with generally accepted professional principles and practices in the fields of geotechnical and pavement engineering at the time the report was prepared. No warranty, express or implied, is made. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or ground water at this site.  ◆  April 26, 2024 HWA Project No. 2023-027-21 RMA – Taxiway A Rehabilitation/Reconstruction 28 HWA GEOSCIENCES INC. We appreciate this opportunity to be of service. If you have questions or require additional services, please contact either of the undersigned below. Sincerely, HWA GEOSCIENCES INC. Seth Pemble, L.G. Bryan K. Hawkins, P.E. Geologist Senior Geotechnical Engineer © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS © 2023 TomTom © 2023 Microsoft Corporation © 2023 TomTom CF 2023-027-21 SITE AND VICINITY MAP RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTON 0 500'1000'1500'2000' SCALE: 1" = 1000' VICINITY MAP SITE MAP 0 3000'6000'9000'12000' SCALE: 1" = 6000' SITE SP 1 DRAWN BY: PROJECT # C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <1> Plotted: 11/21/2023 9:25 AM CHECK BY: FIGURE NO.: DBE/MWBE © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AHEADLANEONEM P H 15 SITE & EXPLORATION PLAN 2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT W PERIMETER RD AIRPORT WAYSP/BKH CF FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2A> Plotted: 12/14/2023 8:33 PM 2A DBE/MWBE MATCHLINE SEE 2BEXPLORATION LEGEND B-1 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-1 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-1 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-1 B-2 B-3 CORE-1 CORE-2 CORE-3 TP-1 TP-2 TP-3 TAXIWAY A7FWD STA.FWD STA.TP-22 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AHEADLANEONEAHEADLANEONEAHEADLANEONERENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT W PERIMETER RD SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2B> Plotted: 12/14/2023 8:34 PM 2B DBE/MWBE MATCHLINE SEE 2CMATCHLINE SEE 2ARAINIER AVE N EXPLORATION LEGEND B-4 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-4 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-4 TEST PIT DESIGNATION AND APPROXIMATE LOCATION PIT-1 PIT DESIGNATION AND APPROXIMATE LOCATION CORE-4 CORE-5 CORE-6 CORE-7 CORE-23 CORE-8 CORE-9 CORE-22 B-4 B-5 B-6 B-25 B-24 B-7 B-8 B-9 B-21 B-23 B-22 TP-4 TP-5 TP-6 TP-7 PIT-1 TAXIWAY A6TAXI W A Y A5FWD STA.FWD S T A. TP-21 TP-20 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15MPH15MPH15MPH15RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2C> Plotted: 12/14/2023 8:34 PM 2C DBE/MWBE MATCHLINE SEE 2DMATCHLINE SEE 2BEXPLORATION LEGEND B-11 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION CORE-11 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-8 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-10 B-20 B-11 B-19 B-18 B-12 CORE-21 CORE-11 CORE-20 CORE-12 CORE-19 CORE-18 CORE-13 CORE-10 TP-8 TP-9 TP-10 TP-11 TP-12 TAXIWAY A4TA X I W A Y A 3 FWD STA.FW D S T A . TP-19 TP-18 © 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15MPH15RENTON MUNICIPAL AIRPORT TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN RENTON, WASHINGTONBASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023 0 50 100 150 200 SCALE: 1" = 100' RENTON MUNICIPAL AIRPORT Scale: 1" = 100'-0" RENTON MUNICIPAL AIRPORT EXPLORATION LEGEND B-13 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION SP/BKH CFSITE & EXPLORATION PLAN 2023-027-21 FIGURE NO.: PROJECT NO.: DRAWN BY: CHECK BY: C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2D> Plotted: 12/14/2023 8:35 PM 2D DBE/MWBEMATCHLINE SEE 2CCORE-14 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION TP-13 TEST PIT DESIGNATION AND APPROXIMATE LOCATION B-13 B-17 B-16 B-14 B-15 CORE-14 CORE-17 CORE-16 CORE-15 TP-13 TP-14 TP-15 TP-16TAXIWAY A2TAXIWAY A1FWD STA.FWD STA.TP-17 MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 3 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 0+00 5+00 10+00 15+00 20+00 25+00 30+00 35+00 40+00 45+00 50+00 55+00Deflection, milsStation, feet Taxiway A -Maximum Deflection Normalized to 25,000-pound Load 15 Feet W of CL 4 Feet W of CL 15 Feet E of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 4 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00 2+50Deflection, milsStation, feet Taxiway A1 -Maximum Deflection Normalized to 25,000-pound Load TWY A1 N of CL TWY A1 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 5 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50Deflection, milsStation, feet Taxiway A2 -Maximum Deflection Normalized to 25,000-pound Load TWY A2 N of CL TWY A2 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 6 2023-027 FIGURE NO. PROJECT NO. 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00Deflection, milsStation, feet Taxiway A3 -Maximum Deflection Normalized to 25,000-pound Load TWY A3 N of CL TWY A3 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 7 2023-027 FIGURE NO. PROJECT NO. MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 8 2023-027 FIGURE NO. PROJECT NO. 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00Deflection, milsStation, feet Taxiway A5 -Maximum Deflection Normalized to 25,000-pound Load TWY A5 N of CL TWY A5 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 9 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00Deflection, milsStation, feet Taxiway A6 -Maximum Deflection Normalized to 25,000-pound Load TWY A6 N of CL TWY A6 S of CL MAXIMUM DEFLECTIONS NORMALIZED TO 25K LB LOAD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 10 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 0+00 0+50 1+00 1+50 2+00Deflection, milsStation, feet Taxiway A7 -Maximum Deflection Normalized to 25,000-pound Load TWY A7 N of CL TWY A7 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 11 2023-027 FIGURE NO. PROJECT NO. SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 12 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50Surface Modulus, ksiStation, feet Taxiway A1 -Surface Modulus @ 48 inches TWY A1 N of CL TWY A1 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 13 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50Surface Modulus, ksiStation, feet Taxiway A2 -Surface Modulus @ 48 inches TWY A2 N of CL TWY A2 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 14 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00Surface Modulus, ksiStation, feet Taxiway A3 -Surface Modulus @ 48 inches TWY A3 N of CL TWY A3 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 15 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50Surface Modulus, ksiStation, feet Taxiway A4 -Surface Modulus @ 48 inches TWY A4 N of CL TWY A4 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 16 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00 2+50 3+00Surface Modulus, ksiStation, feet Taxiway A5 -Surface Modulus @ 48 inches TWY A5 N of CL TWY A5 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 17 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00Surface Modulus, ksiStation, feet Taxiway A6 -Surface Modulus @ 48 inches TWY A6 N of CL TWY A6 S of CL SUBGRADE RESILIENT MODULUS (KSI) TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 18 2023-027 FIGURE NO. PROJECT NO. 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 0+00 0+50 1+00 1+50 2+00Surface Modulus, ksiStation, feet Taxiway A7 -Surface Modulus @ 48 inches TWY A7 N of CL TWY A7 S of CL COMPARISON OF Mr CALCULATION METHOD TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 19 2023-027 FIGURE NO. PROJECT NO. HISTORIC LAKE WASHINGTON SHORELINE TAXIWAY A REHABILITATION/RECONSTRUCTION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN RENTON, WASHINGTON 20 2023-027 FIGURE NO. PROJECT NO. NOT TO SCALE EXPLANATION Image Credit: Historical Changes to Lake Washington and Route of the Lake Washington Ship Canal, King County Washington. By Michael Chrzastowski, 1983. USGS 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix A Field Exploration A-12023-027 Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Renton, Washington Associated Improvements - Phase 1 Predesign SYMBOLS USED ON EXPLORATION LOGS LEGEND OF TERMS AND Clean Gravel (little or no fines) More than 50% of Coarse Fraction Retained on No. 4 Sieve Gravel with SM SC ML MH CH OH RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE Very Loose Loose Medium Dense Very Dense Dense N (blows/ft) 0 to 4 4 to 10 10 to 30 30 to 50 over 50 Approximate Relative Density(%) 0 - 15 15 - 35 35 - 65 65 - 85 85 - 100 COHESIVE SOILS Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard N (blows/ft) 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 Approximate Undrained Shear Strength (psf) <250 250 - No. 4 Sieve Sand with Fines (appreciable amount of fines) amount of fines) More than 50% Retained on No. 200 Sieve Size Sand and Sandy Soils Clean Sand (little or no fines) 50% or More of Coarse Fraction Passing Fine Grained Soils Silt and Clay Liquid Limit Less than 50% 50% or More Passing No. 200 Sieve Size Silt and Clay Liquid Limit 50% or More 500 500 - 1000 1000 - 2000 2000 - 4000 >4000 DensityDensity USCS SOIL CLASSIFICATION SYSTEM Coarse Grained Soils Gravel and Gravelly Soils Highly Organic Soils GROUP DESCRIPTIONS Well-graded GRAVEL Poorly-graded GRAVEL Silty GRAVEL Clayey GRAVEL Well-graded SAND Poorly-graded SAND Silty SAND Clayey SAND SILT Lean CLAY Organic SILT/Organic CLAY Elastic SILT Fat CLAY Organic SILT/Organic CLAY PEAT MAJOR DIVISIONS GW SP CL OL PT GP GM GC SW COHESIONLESS SOILS Fines (appreciable LEGEND 2023-027.GPJ 11/10/23 PROJECT NO.:FIGURE: Coarse sand Medium sand SIZE RANGE Larger than 12 in Smaller than No. 200 (0.074mm) Gravel 3 in to 12 in 3 in to No 4 (4.5mm) No. 4 (4.5 mm) to No. 200 (0.074 mm) COMPONENT DRY Absence of moisture, dusty, dry to the touch. MOIST COMPONENT DEFINITIONS time of drilling) Groundwater Level (measured in well or open hole after water level stabilized) Groundwater Level (measured at TEST SYMBOLS GROUNDWATER SYMBOLS AL Atterberg Limits: California Bearing Ratio CN Consolidation DD OC Organic Content pH pH of Soils 12 - 30% Clayey, Silty, Sandy, Gravelly 3 in to 3/4 in 3/4 in to No 4 (4.5mm) No. 4 (4.5 mm) to No. 10 (2.0 mm) No. 10 (2.0 mm) to No. 40 (0.42 mm) No. 40 (0.42 mm) to No. 200 (0.074 mm) NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation. Density/consistency, color, modifier (if any) GROUP NAME, additions to group name (if any), moisture content. Proportion, gradation, and angularity of constituents, additional comments. (GEOLOGIC INTERPRETATION) Please refer to the discussion in the report text as well as the exploration logs for a more complete description of subsurface conditions. Soil descriptions are presented in the following general order: < 5% Damp but no visible water. WET Visible free water, usually soil is below water table. Boulders Cobbles Coarse gravel Fine gravel Sand MOISTURE CONTENT COMPONENT PROPORTIONS Fine sand Silt and Clay 5 - 12% PROPORTION RANGE DESCRIPTIVE TERMS Clean Slightly (Clayey, Silty, Sandy) 30 - 50% Components are arranged in order of increasing quantities. Very (Clayey, Silty, Sandy, Gravelly) PID PP CBR DS Direct Shear GS Grain Size Distribution K Permeability Moisture/Density Relationship (Proctor) Resilient Modulus Photoionization Device Reading Res. Resistivity SG Percent Fines%F MD MR Specific Gravity CD Consolidated Drained Triaxial Torvane (Approx. Shear Strength, tsf) Dry Density (pcf) CU Consolidated Undrained Triaxial TV UU Unconsolidated Undrained Triaxial UC Unconfined Compression SAMPLE TYPE SYMBOLS Non-standard Penetration Test(3.0" OD Split Spoon with Brass Rings) (140 lb. hammer with 30 in. drop) Shelby Tube Small Bag Sample Large Bag (Bulk) Sample Core Run 2.0" OD Split Spoon (SPT) PL = Plastic Limit, LL = Liquid Limit Pocket Penetrometer (Approx. Comp. Strength, tsf) 3-1/4" OD Split Spoon GS GS GS S-1 S-2 S-3 S-4 S-5 S-6 S-7 5.5 inches Hot Mix Asphalt. (HMA) 11.5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, very dark grayish-brown, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Dense, dark grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt, sand and cobbles, moist. Dense, dark gray, silty SAND, moist. (FILL) Very loose, dark brown, silty SAND with organics, moist, to sandy SILT with peat and trace gravels, moist. (ALLUVIUM) Medium dense, gray, silty, fine to coarse GRAVEL with sand and cobbles, wet. Medium dense, gray, fine to coarse, poorly graded GRAVEL with silt and sand, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8 feet below ground surface. 3-2-1 14-15-11 GW GP GM SM SM GM GP GM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 1 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-2DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 29.7 feet GS GS GS S-1 S-2 S-3 S-4 S-5 2 inches Hot Mix Asphalt. (HMA) 6 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 4 inches Portland Cement Concrete. (PCC) Dense, brown, silty, fine to coarse, rounded GRAVEL with sand, moist. (FILL) Medium dense, dark gray, silty, fine to medium SAND, moist. Trace gravel. Dense, very dark gray, silty SAND, moist. Very dense, very dark gray, silty SAND, moist. Very dense, very dark gray, silty SAND. Medium dense, very dark gray, silty, fine to coarse, sub-rounded GRAVEL with sand and cobbles, moist. (ALLUVIUM) Drove sampler on a cobble. Blow counts are overstated. Borehole was terminated at 10.6 feet below ground surface. No groundwater seepage was observed during the exploration. 18-40-38 30-50/1 GM SM SM SM SM GM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 2 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-3DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller >> >> SURFACE ELEVATION: 25.2 feet GS GS S-1 S-2 S-3 S-4 6.5 inches Hot Mix Asphalt. (HMA) 7 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2 inches low quality asphalt. (HMA) Dense, gray, silty, fine to coarse GRAVEL with sand and cobbles, moist. (FILL) Medium dense, very dark gray, silty SAND with gravel. Medium dense, gray, silty, GRAVEL with sand, moist. (ALLUVIUM) Medium dense, olive, silty SAND with gravel, very moist to wet. Rounded, fine to coarse gravel. Becomes wet at 7 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 7 feet below ground surface. 7-6-5 7-9-11 GM SM GM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 3 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-4DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2A DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.5 feet GS GS GS S-1 S-2 S-3 S-4 S-5 S-6 S-7 4.5 inches Hot Mix Asphalt. (HMA) 8.5 inches Portland Cement Concrete. (PCC) Dense, very dark gray, poorly graded, coarse, sub-rounded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Dense, gray, silty, SAND with gravel, moist. Coarse, sub-rounded gravel. (FILL) Very soft, dark olive-gray, SILT with sand and trace organics, moist. (ALLUVIUM) Very loose, dark gray, silty SAND, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8 feet below ground surface. 1-0-1 4-7-10 GP GM SM ML SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 4 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-5DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 23.5 feet GS GS GS S-1 S-2 S-3 S-4 5 inches Hot Mix Asphalt. (HMA) 3 inches Crushed Base. (CRUSHED BASE) 7 inches Portland Cement Concrete. (PCC) Dense, very dark gray, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Very soft, dark olive-gray, SILT with sand and rootlets, moist. (ALLUVIUM) Very loose, very dark gray, fine to coarse, poorly graded SAND, wet. 3 inch thick anthracite coal layer. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4 feet below ground surface. 3-1-1 0-0-0 GP ML SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 5 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-6DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.2 feet GS GS S-1 S-2 6 inches Hot Mix Asphalt. (HMA) 6 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark gray, silty SAND, moist. (FILL) Very soft, very dark grayish-brown, sandy SILT, moist. Lenses of woody debris and rootlets. (ALLUVIUM) Very soft, dark olive-gray, sandy SILT, moist. Becomes wet at 9.5 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-0-0 1-1-3 GP GM SM ML ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 6 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-7DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 22.3 feet GSS-1 S-2 5 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Loose, grayish-brown, very silty SAND, moist. (FILL) Very loose, dark gray, silty, medium SAND with wood fragments, wet. (ALLUVIUM) Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 1-1-0 1-1-0 GP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 7 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-8DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 21.4 feet GS GS GS GS S-1 S-2 S-3 S-4 3.5 inches Hot Mix Asphalt. (HMA) 17.5 inches Crushed Base. Dense, dark grayish-brown, fine, crushed GRAVEL with silt and sand, moist. (CRUSHED BASE) 9 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. Medium stiff, dark grayish-brown, sandy SILT with rootlets, moist. (ALLUVIUM) Soft, dark olive-brown, organic SILT, moist. Soft stiff, dark grayish-brown SILT, moist. Becomes wet. Occassional sand lenses. Becomes dark olive-gray. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 0-0-3 0-0-0 ML OL ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 8 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-9DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/15/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller 139 SURFACE ELEVATION: 22.0 feet GS GS S-1 S-2 9.5 inches Hot Mix Asphalt. (HMA) 5.5 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) 3-inch cobble at contact. Soft, dark gray, sandy SILT, moist. Trace, sub-rounded, coarse gravel, moist. (ALLUVIUM) Very loose, very dark gray, silty, fine SAND with trace organics, wet. Interbedded with 3 inch lenses of organics and sand with silt. Becomes dark olive-brown. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was obsered at 5 feet below ground surface. 0-0-0 0-0-0 GP GM ML SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B- 9 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-10DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 22.7 feet GS GS S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 4 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2.5 inches Low Quality Hot Mix Asphalt. (HMA) 3.5 inches Portland Cement Concrete. (PCC) 4 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) Dense, grayish-brown, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark grayish-brown, very silty, fine SAND, moist. (FILL) Medium dense, olive, poorly graded SAND with silt and rootlets, moist. Very soft, olive, SILT with organics, moist. (ALLUVIUM) Very loose, dark gray, very silty SAND, wet. Very soft, dark olive-brown, sandy SILT with trace organics, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 6 feet below ground surface. 0-0-0 0-0-0 GP GM SM SP SM ML SM ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-10 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-11DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.3 feet GS GS S-1 S-2 7 inches Hot Mix Asphalt. (HMA) 19 inches Crushed Surfacing Base Course. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) 5 inches Portland Cement Concrete. (PCC) Dense, dark grayish-brown, GRAVEL with silt and sand, moist. Trace cobbles. (GRAVEL BORROW FILL) Dense, dark gray, silty SAND with gravel, moist. Gravel component is fine, rounded. (FILL) Medium dense, dark gray, fine to coarse, silty SAND with gravel, wet. Gravel component is fine, rounded. 2-feet of recovery in 5-foot section. (ALLUVIUM) Grain size decreases to medium sand. Loose, dark olive-gray, silty SAND, wet. Interbedded with sandy SILT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 7-11-6 2-2-2 GP GM SM SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-11 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-12DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.7 feet GS GS S-1 S-2 S-3 9 inches Hot Mix Asphalt. (HMA) 3 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, brown, poorly graded SAND with silt and gravel, moist. Scattered fine to coarse, sub-angular gravel. (FILL) Very loose, dark olive-gray, silty SAND, moist. (ALLUVIUM) Becomes wet at 6 feet. 6 inches of woody debris. Very loose, dark gray, silty SAND, wet. Very loose, dark gray, fine to medium, poorly graded SAND with silt, wet. Grades to silty, fine SAND bottom 3-inches of sample. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 6 feet below ground surface. 1-0-0 0-1-0 SP SM SM SM SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-12 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-13DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 27.8 feet GS GS S-1 S-2 3 inches Hot Mix Asphalt. (HMA) 13 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CSBC) 5 inches Portland Cement Concrete. (PCC) Medium dense, dark grayish-brown, fine to coarse, crushed and rounded, poorly graded GRAVEL with silt and sand, moist. Gravels up to 2.5 inch diameter. (GRAVEL BORROW FILL) Medium dense, very dark gray, poorly graded SAND with silt and gravel, wet. (ALLUVIUM) 3 inch cobble at contact. Loose, very dark gray, silty, fine SAND with gravel, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 11-14-14 1-0-0 GP GM SP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-13 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-14DEPTH(feet)0 5 10 15 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.0 feet GS GS S-1 S-2 S-3 S-4 6 inches Hot Mix Asphalt. (HMA) 14 inches Crushed Base. Dense, dark grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3 inches Portland Cement Concrete. (PCC) Dense, very dark gray, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Becomes dark gray. Becomes wet. Sand content decreases. Loose to medium dense, very dark gray, well-graded GRAVEL with sand, wet. No recovery from SPT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 6-20-24 1-2-2 GW BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-14 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-15DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.6 feet GS GS GS GS S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, very dark gray, silty SAND with gravel and cobbles, moist. (FILL) Loose, dark gray SAND with silt, gravel and cobbles. Interbedded with silty SAND, moist. Loose, very dark gray, poorly graded GRAVEL with silt, wet. Very loose, very dark gray, silty SAND with gravel, wet. (ALLUVIUM) Last cobble at 7.5-feet BGS. Very loose, very dark grayish-brown, silty SAND, wet. Encountered 4 feet of heave, removed heave by re-drilling to 10 feet. Drove sampler at 10 feet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 1-3-2 1-2-0 SM SP SM GP SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-15 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-16DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.4 feet GS GS GS S-1 S-2 S-3 S-4 6 inches Hot Mix Asphalt. (HMA) 1 inch Crushed Base. Dense, brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3.5 inches Portland Cement Concrete. (PCC) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with sand, moist. Fine to coarse sand. (GRAVEL BORROW FILL) Dense, dark gray, silty, gravelly, fine SAND, moist. Fine to coarse, sub-rounded gravel. (FILL) Dense, very dark gray with gray, silty SAND, moist. Scattered coarse, rounded gravel. Medium stiff, gray with rust mottling, sandy SILT with fine to coarse gravel, moist. Very loose, very dark gray, fine to coarse, poorly graded SAND with silt and gravel, wet. (ALLUVIUM) Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 6-7-10 0-1-1 GP SM SM ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-16 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-17DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.1 feet S-1 S-2 3 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 4.5 inches Portland Cement Concrete. (PCC) Dense, dark olive-gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium dense, dark gray, very silty SAND with fine to coarse, rounded gravel, moist. (FILL) Loose, dark gray, fine to coarse, poorly graded SAND with silt and gravel, wet. Fine to coarse, rounded gravel. (ALLUVIUM) Silt content increases. Very loose, dark gray, coarse, poorly graded SAND with silt and fine, rounded gravel, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 5-3-2 1-0-0 GP GM SM SP SM SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-17 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-18DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2D DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.1 feet %F AL S-1 S-2 S-3 4.5 inches Hot Mix Asphalt. (HMA) 15.5 inches Crushed Base. Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 3 inches Low Quality Hot Mix Apshalt. (HMA) 6 inches Crushed Base. Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 6 inches Portland Cement Concrete. (PCC) Loose, dark gray, fine to coarse, sub-rounded to angular, poorly graded GRAVEL with silt, sand, and cobbles, moist. (GRAVEL BORROW FILL) Loose, dark gray, fine to coarse SAND with silt and gravel, wet. Fine to coarse, rounded gravel. (ALLUVIUM) No recovery from SPT. Very soft, dark olive-brown, lean CLAY with sand and woody debris, wet. No recovery from SPT. Borehole was terminated at 10 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 5-5-4 0-0-1 GP GM SP SM CL BORING-DSM 2023-027.GPJ 12/22/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-18 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-19DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.5 feet GS GS S-1 S-2 S-3 4 inches Hot Mix Asphalt. (HMA) 24 inches Crushed Base. Dense, dark gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Portland Cement Concrete. (PCC) Dense, dark gray, fine to coarse, rounded, poorly graded GRAVEL with silt and sand, moist. (GRAVEL BORROW FILL) Medium stiff, very dark gray, sandy SILT, moist. (ALLUVIUM) Soft, very dark grayish-brown SILT with sand, wet. Very loose, dark gray, medium, poorly graded SAND with silt, wet. Very soft, dark grayish-brown, sandy SILT with rootlets, wet. Very loose, dark gray, fine, poorly graded SAND with silt, wet. Poor recovery. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 7 feet below ground surface. 3-3-3 0-0-0 GP GM ML ML SP SM ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-19 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-20DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/14/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/14/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 27.6 feet GS GS GS S-1 S-2 S-3 S-4 3.5 inches Hot Mix Asphalt. (HMA) 14.5 inches Crushed Base. Dense, olive-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, brown, fine to coarse, rounded, poorly graded GRAVEL with sand and cobbles, moist. (GRAVEL BORROW FILL) Becomes dark yellowish-brown. Medium dense, very dark gray, poorly graded SAND with silt and coarse, sub-rounded gravel, moist. (ALLUVIUM) Medium dense, very dark gray, poorly graded SAND with gravel, moist. Becomes very loose, no recovery from SPT. Borehole was terminated at 11.5 feet below ground surface. No groundwater seepage was observed during the exploration. 9-11-9 1-0-0 GP SP SM SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-20 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-21DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/13/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2C DATE STARTED: 9/13/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 26.4 feet GS %F AL S-1 S-2 S-3 S-4 4 inches Hot Mix Asphalt. (HMA) 5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark yellowish-brown, fine to coarse, rounded, well graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Loose, dark gray, silty SAND with gravel, moist. Coarse, rounded gravel. (FILL) Very loose, brown and gray, silty SAND, moist. (ALLUVIUM) Loose, dark gray, poorly graded SAND with silt, moist. Very soft, tan and very dark gray, organic SILT with sand, moist. Becomes dark gray. Very loose, dark gray, fine to coarse, poorly graded SAND with gravel, wet. Very soft, dark gray, sandy SILT, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-0-1 1-0-1 GW SM SM SP SM OH SP ML BORING-DSM 2023-027.GPJ 12/22/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-21 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-22DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller >>111 SURFACE ELEVATION: 25.6 feet GS GS GS S-1 S-2 S-3 S-4 5.5 inches Hot Mix Asphalt. (HMA) 4.5 inches Crushed Base. Dense, grayish-brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, dark yellowish-brown, fine to coarse, sub-rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Very soft, very dark brown and gray, laminated, sandy SILT, moist. (ALLUVIUM) Silt content decreases, lenses of brown organics. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 5 feet below ground surface. 0-0-0 0-1-0 GP ML BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-22 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-23DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.7 feet GS GS S-1 S-2 S-3 S-4 3 inches Hot Mix Asphalt. (HMA) Dense, brown, silty, fine to coarse, rounded GRAVEL with sand moist. (FILL) Loose, blue-gray, silty SAND with gravel, moist. Very soft, very dark gray, SILT with sand, moist. (ALLUVIUM) Becomes wet. Very loose, very dark gray, silty, fine SAND, wet. Very loose, dark brown and gray, silty SAND to sandy SILT with trace organics and rootlets, wet. Very loose, dark gray, silty, fine SAND with lenses of dark brown, organic SILT, wet. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 4.5 feet below ground surface. 0-1-0 0-1-2 GM SM ML SM SM SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-23 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-24DEPTH(feet)0 5 10 15 25 20 15ELEVATION(feet)DATE COMPLETED: 9/12/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/12/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 25.7 feet GS GS GS S-1 S-2 S-3 S-4 S-5 7 inches Hot Mix Asphalt. (HMA) 13 inches Crushed Base. Dense, dark brown, silty, fine to coarse, crushed GRAVEL with sand, moist. (CRUSHED BASE) Medium dense, very dark gray, silty GRAVEL with sand, moist. Coarse, fractured gravel up to 2 inches. (FILL) Medium stiff, very dark gray, SILT with sand and trace organics, moist. Very soft to soft, very dark gray, sandy SILT with trace organics, laminated, moist. (ALLUVIUM) Very loose, dark gray, medium to coarse, poorly graded SAND, wet. No recovery in SPT. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 9.5 feet below ground surface. 1-2-1 0-0-0 GM ML ML SP BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-24 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-25DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.2 feet GS GS GS S-1 S-2 S-3 S-4 S-5 6 inches Hot Mix Asphalt. (HMA) Dense, very dark brown, coarse, rounded, poorly graded GRAVEL with sand, moist. (GRAVEL BORROW FILL) Becomes gray, fines increase. Soft, very dark gray, sandy SILT with trace organics, moist. Trace, fine, rounded gravel. (ALLUVIUM) Very loose, very dark gray, fine to coarse, poorly graded SAND, wet. Very loose, dark gray, silty, fine SAND with peat lenses. Borehole was terminated at 11.5 feet below ground surface. Groundwater seepage was observed at 8.5 below ground surface. 0-1-1 0-0-0 GP ML SP SM BORING-DSM 2023-027.GPJ 12/21/23 FIGURE:PROJECT NO.:2023-027 Associated Improvements - Phase 1 Predesign Taxiway A Rehabilitation/Reconstruction & Renton Municipal Airport Renton, Washington Natural Water ContentUSCS SOIL CLASSWater Content (%) NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTION B-25 PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50 0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit BORING: and therefore may not necessarily be indicative of other times and/or locations. (140 lb. weight, 30" drop) Blows per foot Standard Penetration Test A-26DEPTH(feet)0 5 10 15 20 15 10ELEVATION(feet)DATE COMPLETED: 9/11/2023 DRILLING COMPANY: Holt Services, Inc. DRILLING METHOD: Terrasonic TSi 150 LOCATION: See Figure 2B DATE STARTED: 9/11/2023 SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller SURFACE ELEVATION: 24.8 feet S-1 GS GP 3.25 inches Hot Mix Asphalt.1 lift, cracked through full depth.Cored on sealed, high severity, longitudinal crack. (HMA) 4.75 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. (CRUSHED BASE) 5.75 inches Portland Cement Concrete. Cored with 4-inch diameter core barrel. (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 18 inches below groundsurface due to refusal on cobble. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 1 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-27DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 7.5 inches Hot Mix Asphalt.4 lifts: 1.75" x 2" x 1.5" x 2.25".Cracking extends through upper two lifts. All lifts are bonded. High air voids in upper two lifts. Cored on high severity longitudinal crack. (HMA) 3.5 inches Crushed Base.Medium dense to dense, brown, sandy, fine to coarse,crushed GRAVEL with silt, moist. Some rounded gravel. (CRUSHED BASE) 9 inches Portland Cement Concrete. Half of the core hit the east edge of concrete panel. Otherhalf of core contained medium dense, brown, sandy, fine to coarse GRAVEL with silt, moist. (Gravel Borrow) (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL, moist.Begins at 11" BGS, alongside PCC, on western half ofcore. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 2 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-28DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 7 inches Hot Mix Asphalt.4 lifts, 2" x 1.5" x 0.5" x 3".The 0.5" layer crumbled apart during coring. Cored on sealed, medium severity longitudinal crack. (HMA) 7 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. Orange brick fragment. (CRUSHED BASE) 2.25 inches Hot Mix Asphalt. 2 lifts, 1.5" x 0.75".Lifts bonded, no cracking. Cored with 4-inch diameter corebarrel. (HMA) 5.75 inches Portland Cement Concrete. Cored with 4-inch diameter core barrel. (PCC) Dense, gray. sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. No groundwater seepage was encountered during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 3 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-29DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2A 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A GP 11.5 inches Hot Mix Asphalt.Top lift 3 inches.Top 4 inches cracked through. Bottom 8.5 inches high air voids with lifts undiscernable. Cored on sealed, high severity, longitudinal crack. (HMA) 9 inches Portland Cement Concrete. Cored on key joint. (PCC) Medium dense, gray, sandy, fine to coarse, rounded GRAVEL, moist. (GRAVEL BORROW FILL) Corehole was terminated at 25 inches below ground surface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 4 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-30DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A 3.5 inches Hot Mix Asphalt.1 lift, cracked through.Cored on sealed, high severity, transverse crack. (HMA) 4.5 inches poor quality, recycled asphalt. (HMA) Portland Cement Concrete.Chipped through a portion, cored on PCC trasnverse joint. (PCC) Corehole was terminated at 11 inches below groundsurface. Unable to core through PCC due to irregularsurface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 5 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-31DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A 4.5 inches Hot Mix Asphalt.2 lifts, 2" x 2.5".Lifts bonded and cracked through. Crack seal on top of lower lift. Cored on intersection of sealed, high severity longitudinal and transverse cracks. (HMA) 2.5 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 5 inches Hot Mix Asphalt.Poor condition, crumbled. (HMA) Portland Cement Concrete.Very rough surface, could not core through. (PCC) Corehole was terminated at 12 inches below groundsurface. Could not core through PCC due to roughsurface. No groundwater seepage was encountered during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 6 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-32DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A6 S-1 GS GP 13.25 inches Hot Mix Asphalt.5 lifts, 3" x 2" x 2.25" x 3.25" x 2.75".All lifts bonded. Cracking extends through full depth of core. Cored on medium to high severity, sealed, transverse crack. Bottom two lifts have larger aggregate,up to 1" and rounded. (HMA) 7.75 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Medium dense, brown, sandy, fine to coarse, roundedGRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. No groundwater seepage was encountered duringthe exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 7 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-33DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 7.75 inches Hot Mix Asphalt.3 lifts, 3.25" x 2.5" x 2".Upper lift unbonded. Cracking through upper lift, takes jog 1.5 inches down. Top of second lift soft, about 1 inch. (HMA) 9.25 inches Crushed Base. Very dense, gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. Some coarse, rounded gravels mixed intoCSBC. (CRUSHED BASE) Medium dense to dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 20 inches below ground surface. No groundwater seepage was encountered during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 8 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-34DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 3 inches Hot Mix Asphalt.1 lift.Cored on low severity, sealed longitudinal crack. Hairline crack extends through core. Cored 7 feet south of original marked location to avoid located power line. (HMA) 5.5 inches Crushed Base. Dense, brownish gray, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) 2.5 inches Hot Mix Apshalt.1 lift. No cracks. (HMA) 6 inches Portland Cement Concrete.Broken into 4 pieces, cracked through full depth. (PCC) Dense, gray, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole terminated at 18 inches below ground surface. No groundwater seepage was encountered during theexploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core- 9 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-35DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 7.5 inches Hot Mix Asphalt.3 lifts, 2" x 2.5" x 3".All lifts unbonded. Cored on low severity longitudinal crack. Crack extends 1 inch into upper lift. (HMA) 10.5 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. (CRUSHED BASE) Becomes gray at 12 inches below ground surface. Dense, brown, sandy, fine to coarse, rounded GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 20 inches below groundsurface. No groundwater seepage was encountered duringthe exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-10 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-36DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A4 6 inches Hot Mix Asphalt.2 lifts, 3" x 3".Lifts bonded. Cored on sealed, low severity longitudinal crack. Crack extends 1 inch into upper lift. (HMA) 0.5 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. (CRUSHED BASE) 1.5 inches Hot Mix Asphalt. Cored with 4 inch diameter core barrel. Poor quality HMA. (HMA) Dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Corehole was terminated at 9 inches below ground surface. Could not excavate further due to narrow diameter of hole. No groundwater seepage wasencountered during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-11 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-37DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GP 6.75 inches Hot Mix Asphalt.3 lifts, 2" x 2.5" x 2.25".Cored on sealed, low severity longitudinal crack. Upper lifts degraded, able to pull gravels out from core. Crack extends 0.75" into upper lift. All lifts bonded. (HMA) 6.25 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushed GRAVEL with silt, moist. (CRUSHED BASE) Dense, brown, sandy, fine to coarse, rounded GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 24 inches below groundsurface. No groundwater seepage was encountered during the excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-12 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-38DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A GP 6 inches Hot Mix Asphalt.2 lifts, 2.25" x 3.75".Cored in rut from 737 wheels and sealed, medium severity alligator cracking. Cracked through upper lift. Lifts bonded. (HMA) 1.5 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. Partially rounded gravels included. (CRUSHED BASE) 6 inches Hot Mix Asphalt.2 lifts, disintegrated at contact. Very poor condition. (HMA) Dense, brown, sandy, fine to coarse, rounded GRAVEL with silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 16 inches below ground surface. No groundwater seepage was encountered duringthe exploraiton.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-13 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-39DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 7 inches Hot Mix Asphalt.Very poor quality. Cored in 737 rutting and sealed alligatorcracking. Top 1.5 inches came out in three pieces, held together by sealant. Remaining 5.5 inches non-cohesive, had to be removed with digging bar and hammer drill. (HMA) 12.5 inches Crushed Base.Dense, brownish gray, silty, sandy, fine to coarse, crushed GRAVEL, moist. Poor quality, very silty. (CRUSHED BASE) Hot Mix Asphalt. Unable to core through. (HMA) Corehole was terminated at 19.5 inches below ground surface. Could not core through bottom layer of asphalt asit was out of reach of core barrel extension. Nogroundwater seepage was encountered during the excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-14 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-40DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 S-2 GS GS AL SM CL 19 1 inch Hot Mix Asphalt.1 lift, cracked into four pieces.Cored on medium to high severity alligator cracking. (HMA) 7 inches Crushed Base. Very dense, red-brown, silty, sandy, fine to coarse,crushed GRAVEL, moist. (CRUSHED BASE) Considerable asphalt debris from 6-8 inches BGS. Medium dense, dark gray, very silty SAND with gravel andshell fragments. (FILL) Medium stiff, dark gray, sandy CLAY with shell fragments. (FILL) Corehole was terminated at 16 inches below groundsurface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-15 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-41DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 S-2 GS GS GP 3.25 inches Hot Mix Asphalt.1 lift, cracked through.Cored on intersection of high severity transverse and longitudinal cracks. (HMA) 2.75 inches Crushed Base.Dense, red-brown, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) 1.5 inches Crushed Base.Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. 6 inches Portland Cement Concrete. (PCC) Dense, brown, sandy, fine to coarse, rounded GRAVELwith silt, moist. (GRAVEL BORROW FILL) Corehole was terminated at 17 inches below groundsurface. No groundwater seepage was observed duringthe exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-16 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-42DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A GP 3 inches Hot Mix Asphalt.1 lift.Cored on sealed, medium severity, transverse crack. (HMA) 5 inches Portland Cement Concrete. Cored on transverse joint in PCC, joint filled with HMA. (PCC) Medium dense, brown, sandy, fine to coarse, rounded GRAVEL, moist. (GRAVEL BORROW FILL) Corehole was terminated at 19 inches below ground surface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-17 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-43DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2D 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 3 inches Hot Mix Asphalt.1 lift, cracked through.Cored on sealed, high severity, longitudinal crack. (HMA) 18 inches Crushed Base. Very dense, gray, sandy, fine to coarse, crushed GRAVELwith silt, moist. (CRUSHED BASE) Old asphalt, unkown thickness. (HMA) Corehole was terminated at 21 inches below ground surface. Could not core through bottom layer of asphaltdue to uneven surface. No groundwater seepage wasobserved during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-18 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-44DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 3.25 inches Hot Mix Asphalt.1 lift, crack extends 1-inch into lift.Cored on low severity (hairline) longitudinal crack. In good condition. (HMA) Very dense, gray, sandy, fine to coarse, crushed GRAVELwith silt, moist. Occassional brick chunks; good quality. (CRUSHED BASE) Corehole was terminated at 24 inches. No groundwaterseepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-19 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-45DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 4 inches Hot Mix Asphalt.1 lift, cracked through. Cored on sealed, low severitytransverse crack. (HMA) 14 inches Crushed Base. Very dense, brownish gray, sandy, fine to coarse, crushedGRAVEL with silt, moist. (CRUSHED BASE) Large, round, coarse (3") gravel encountered at 13 inchesbelow ground surface. 3 inches Hot Mix Asphalt.2 lifts, 1.25" x 1.75". Lifts bonded and in good condition. (HMA) Medium dense, dark gray, sandy, fine, crushed GRAVEL with silt, moist. (CRUSHED BASE) Corehole was terminated at 24 inches below ground surface. No groundwater seepage was encountered during the excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-20 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-46DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 3.25 inches Hot Mix Asphalt.Half of core disintegrated during coring.Cracked through, poor quality. (HMA) 5.75 inches Crushed Base. Very dense, brown, sandy, fine to coarse, crushedGRAVEL with silt, moist. (CRUSHED BASE) 3 inches Hot Mix Asphalt. Poor quality, used rotohammer to break apart. (HMA) Portland Cement Concrete. Cored on longitudinal joint. (PCC) Corehole was terminated at 12 inches below groundsurface. Could not core through concrete due to irregular surface. No groundwater seepage was observed duringthe exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-21 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-47DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2C 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS 4 inches Hot Mix Asphalt.2 lifts, 3.25" x 0.75"Bottom lift disintegrated, used rotohammer to break up/extract from corehole. Cored on high severity, trasnverse crack. (HMA) 4 inches Crushed Base. Dense, brown, silty, sandy, fine to coarse, crushed GRAVEL, moist. (CRUSHED BASE) Portland Cement Concrete.Cored over badly broken transverse joint, between panels. (PCC) Corehole was terminated at 8 inches below groundsurface. Could not core PCC due to uneven surface. No groundwater seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-22 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-48DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 GS GM 3.75 inches Hot Mix Asphalt.1 lift, crack extending 2-inches into HMA.Cored on low severity, longitudinal crack. (HMA) 8.25 inches Crushed Base. Dense, brown, sandy, fine to coarse, crushed GRAVELwith silt, moist. (CRUSHED BASE) Becomes very dense at 9.5 inches, up to 3-inch spalls. Very dense, gray, silty, sandy, fine to coarse GRAVELwith cobbles, moist. (FILL) Corehole was terminated at 18 inches. No groundwaterseepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23 LOGGED BY: B. Hawkins and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated DESCRIPTIONSYMBOL PAGE: 1 of 1 Core-23 EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction & PAVEMENT CORE FIGURE:USCS SOIL CLASS.2023-027 PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign A-49DEPTH (feet)PAVEMENT CORE PHOTO LOCATION: See Figure 2B 0 1 2 3 EXCAVATION COMPANY: HWA GeoSciences Inc. Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A S-1 S-2 GS GPGM SM GP GP 8 Loose, brown, SAND with organics, rootlets, silt and gravel, moist.(TOPSOIL) 0.5 inches Asphalt.Hard, black, asphalted rounded GRAVEL, moist. (ASPHALT) Medium dense, brown, sandy, fine GRAVEL withsilt, moist.(GRAVEL BORROW FILL) Medium dense, brown and yellow brown mottled, silty SAND with scattered fine gravel, moist.(FILL) Medium dense, brown, sandy GRAVEL withscattered wood, moist. (GRAVEL BORROW FILL) Medium dense, brown and gray, sandy, fine tocoarse GRAVEL, moist to wet. (ALLUVIUM) Test pit was terminated at 8.6 feet below ground surface. Groundwater seepage was observed at8.5 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 1 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-50 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 29±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GM SM SM GPGM Loose, brown, silty, sandy, crushed GRAVEL with rootlets, moist.(FILL) 1 inch Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown, silty, sandy, fineGRAVEL, moist.(FILL) Medium dense, brown, silty SAND with scattered gravel, moist. Loose to medium dense, brown and darkgrayish brown, silty SAND with organicpockets, wood, gravel, cobbles, and scattered brick fragments, moist. Loose to medium dense, gray, sandy, fine to coarse GRAVEL with silt, wet.(ALLUVIUM) Test pit was terminated at 8.2 feet below ground surface. Groundwater seepage wasobserved at 7.75 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 2 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-51 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 28±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS SM ML SM 21 Loose, brown, silty SAND with gravel and rootlets, moist.(FILL) Stiff, brown and yellow brown mottled, sandy SILT with scattered gravel, moist. Loose, dark gray, very silty, fine SAND withabundant decomposing wood fragments, moist. Becomes wet at 7.8 feet bgs.(ALLUVIUM) Test pit was terminated at 8.5 feet below ground surface. Groundwater seepage was observed at7.8 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 3 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-52 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2A SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 15 SURFACE ELEVATION: 26±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS GM GP GM SM SP SM 37 Medium dense, brown, silty, sandy, fine GRAVEL with rootletes, moist.(FILL) Dense, dark gray, sandy GRAVEL with asphaltfragments or grindings, moist. Medium dense, brown, silty, sandy, fine GRAVEL, moist. Medium dense, dark gray, silty fine SAND andfine sandy SILT, with scattered wood, fineorganics, wood, and gravel, moist. Loose, dark gray, interlayered, fine to mediumSAND with silt and silty sand, with scattered wood and organics, moist to wet. Becomes wetat 6.3 feet bgs.(ALLUVIUM) Test pit was terminated at 7.5 feet belowground surface. Groundwater seepage wasobserved at 6.3 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 4 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-53 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-14 GM ML SM SM SM Loose, brown, silty, sandy, fine to coarse GRAVEL with rootlets, moist.(FILL) Stiff, olive gray and yellow brown, fine sandySILT, moist. Loose to medium dense, brown, silty, fine to medium SAND, moist. Loose to medium dense, olive gray, silty, fineto medium SAND, moist to wet. (ALLUVIUM) Loose, gray, silty, fine to medium SAND, wet. Test pit was terminated at 9 feet below groundsurface. Slow groundwater seepage was observed at 5.3 feet below ground surface.Groundwater seepage and intrusion into test pitwas observed at 9 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 5 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-54 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 15 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS GM SM SM ML SPSM 14 Dense, brown, silty, sandy, fine rounded GRAVEL with scattered cobbles, moist.(FILL) Dense, gray, silty, gravelly SAND, moist. Glacial till like texture. Medium dense, gray, silty SAND with gravel andscattered organics, moist. Stiff, dark grayish brown, fine sandy SILT, moist. Loose, gray, interlayered SAND with silt and silty sand with decomposing wood, moist to wet.Becomes wet at 5.3 feet bgs.(ALLUVIUM) Test pit was terminated at 6 feet below groundsurface. Groundwater seepage was observed at 5.3 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 6 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-55 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GM SM SPSM ML SM Loose, brown, organic, SAND with silt, gravel and rootlets, moist.(TOPSOIL) Medium dense, brown, silty, sandy, finerounded GRAVEL, moist. (FILL) Dense, brown, silty, fine to medium SAND withgravel, moist. Loose to medium dense, gray, interlayeredSAND with silt and silty fine sand with roots, moist. Soft, olive brown and olive gray, organic, fine sandy SILT, moist.(ALLUVIUM) Loose, gray, silty, fine to medium SAND withscattered fine organics, moist to wet. Test pit was terminated at 10 feet belowground surface. No groundwater seepage wasobserved during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 7 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-56 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 15 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS GM SM ML SPSM SM 24 Medium dense, brown, silty, sandy, fine rounded GRAVEL, moist.(FILL) Dense, brown and gray mottled, silty SAND withgravel, moist. Stiff, dark grayish brown and gray, fine sandy SILT with scattered gravel, moist. Medium dense, brown, medium SAND with silt and gravel, moist. Loose, gray, interlayered, very silty fine SAND andsandy silt with scattered organics, moist to wet.Becomes wet at 5.2 feet bgs. (ALLUVIUM) Test pit was terminated at 5.5 feet below ground surface. Groundwater seepage was observed at5.2 feet below ground surface during theexploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 8 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-57 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 SM ML SPSM SM SP SM Loose, brown, organics, SAND with silt, gravel, and rootlets, moist.(TOPSOIL) 0.75 inches Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Loose, brown, silty SAND with scattered gravel,moist.(FILL) Stiff, olive gray and yellow brown mottled, fine sandy SILT, moist. Medium dense, yellow brown and gray mottled,SAND with silt, moist. Loose, gray, silty, fine to medium SAND, moistto wet. (ALLUVIUM) Loose, gray, SAND with silt and scattered decomposing wood fragments, wet. Test pit was terminated at 5.7 feet belowground surface. Groundwater seepage was observed at 5.25 feet below ground surfaceduring the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP- 9 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-58 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 S-2 GS GM GP SM GPGM 3 Loose, brown, silty, sandy, GRAVEL with rootlets, moist.(FILL) Medium dense, brown, sandy, poorly gradedGRAVEL with cobbles, moist. (GRAVEL BORROW FILL) Medium dense, brown, silty SAND with gravel,moist.(FILL) Medium dense, gray, sandy, fine GRAVEL with silt, moist to wet.(ALLUVIUM) Test pit was terminated at 5 feet below groundsurface. Groundwater seepage was observedat 4.8 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-10 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-59 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/11/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GM GPGM SM GPGM Loose, brown, organic, silty SAND with gravel and rootlets, moist.(TOPSOIL) 0.5 inches Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Dense, brown, silty, sandy, rounded GRAVEL,moist.(FILL) Medium dense, brown, sandy, fine GRAVEL with silt, moist. Scattered coarse gravel.(GRAVEL BORROW FILL) Medium dense, brown and gray mottled, siltySAND with gravel, moist. (FILL) Loose to medium dense, dark gray, sandyGRAVEL with silt, moist.(GRAVEL BORROW FILL) Test pit was terminated at 5.9 feet belowground surface. Groundwater seepage wasobserved at 5.6 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-11 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-60 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 S-2 GS GM GP SM SP SM 8 Loose, brown, silty, sandy, round GRAVEL with rootlets, moist.(FILL) 1 inch Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown and gray, sandy, fineGRAVEL with scattered coarse gravel, moist.(GRAVEL BORROW FILL) Medium dense to dense, olive brown, silty SAND with gravel, moist.(FILL) Loose, dark gray, SAND with silt and scatteredgravel, moist to wet. Becomes wet at 5.3 feet bgs. (ALLUVIUM) Test pit was terminated at 5.5 feet below ground surface. Groundwater seepage was observed at5.3 feet below ground surface during theexploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-12 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-61 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GPGM SM GPGM Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Medium dense, brown, sandy, fine GRAVELwith silt, moist. (GRAVEL BORROW FILL) Very dense, gray, silty SAND with gravel andscattered cobbles, moist. Glacial till liketexture. (GRAVEL BORROW FILL) Loose, dark gray, medium to coarse sandy,GRAVEL with silt, wet. Thin silty GRAVEL interlayers.(ALLUVIUM) Test pit was terminated at 5.7 feet below ground surface. Groundwater seepage wasobserved at 5.2 feet below ground surfaceduring the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-13 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-62 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 21±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS GPGM GPGM SM SPSM 6 Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Medium dense, brown, sandy, fine GRAVELwith silt, moist. (GRAVEL BORROW FILL) 1 inch Asphalt.Hard, black, asphalted GRAVEL, moist.(ASPHALT) Medium dense to dense, brown, sandy, GRAVEL with silt and scattered cobbles, moist.(GRAVEL BORROW FILL) Very dense, dark gray, silty SAND with graveland cobbles, moist. Glacial till like texture. (FILL) Loose, dark gray, fine to medium SAND withsilt, wet. (ALLUVIUM) Test pit was terminated at 7 feet below groundsurface. Groundwater seepage was observed at 6.3 feet below ground surface during theexploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-14 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-63 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 20±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER GM GM SM SM SPSM Medium dense, brown, silty, sandy, fine GRAVEL with rootlets, moist.(FILL) 1 inch Asphalt.Hard, black, asphalted GRAVEL, moist. (ASPHALT) Medium dense, brown, silty, sandy, fine tocoarse GRAVEL with scattered cobbles, moist.(FILL) Dense, yellow brown and gray mottled, silty SAND with gravel and scattered cobbles,moist. Dense, olive brown, silty SAND with fine tocoarse GRAVEL, moist. Loose, dark gray, fine to coarse SAND with silt, wet.(ALLUVIUM) Test pit was terminated at 6.4 feet below ground surface. Groundwater seepage wasobserved at 5.9 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-15 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-64 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 20±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS SM SM SPSM 8 Loose, brown, organic, SAND with silt and gravel, moist.(TOPSOIL) Dense, olive brown and gray mottled, silty SANDwith gravel and scattered cobbles, moist. (FILL) Dense, gray, silty SAND with gravel and scattered cobbles, moist. Glacial till like texture. Loose, dark gray, medium to coarse SAND withsilt and gravel, wet. (ALLUVIUM) Test pit was terminated at 5.25 feet below groundsurface. Groundwater seepage was observed at 5 feet below ground surface during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-16 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-65 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/12/23 LOCATION: See Figure 2D SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 22±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER S-1 GS,CBR,MD SM GM GW 6 Loose, brown, silty, gravelly SAND with organics, moist.(FILL) Loose to medium dense, brown, silty, sandy,GRAVEL with rootlets, moist. Medium dense, olive gray, sandy, well graded GRAVEL with silt, moist.(GRAVEL BORROW FILL) Test pit was terminated at 3.5 feet below groundsurface. No groundwater seepage was observed during the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-17 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-66 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2D SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 23±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 GS, CBR,MD GPGMGPGM SM SPSM SPSM 12 Loose to medium dense, olibe brown, sandy, fine, rounded GRAVEL with silt, moist.(GRAVEL BORROW FILL) Medium dense, olive gray, sandy, fine, roundedGRAVEL with silt, moist. Dense, olive brown and yellow brown, silty SAND with gravel and cobbles, moist.(FILL) Medium dense, brown to dark grayish brown, finegravelly, SAND with silt and cobbles, moist. Loose, brown and gray, laminated, SAND with silt, wet. (ALLUVIUM) Test pit was terminated at 5 feet below groundsurface. Groundwater seepage was observed at4.6 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-18 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-67 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 GS,CBR,MD GPGM SM SM 18 Medium dense, brown, sandy, fine, crushed and rounded GRAVEL with silt, moist.(GRAVEL BORROW FILL) Medium dense, gray, silty SAND with gravel,moist.(FILL) Loose to medium dense, gray, silty SAND with medium sand, rootlets, and scattered gravel,moist.(ALLUVIUM) Test pit was terminated at 5 feet below groundsurface. No groundwater seepage was observedduring the exploration. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-19 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-68 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2C SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 25±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 GS,CBR,MD GM GPGM ML 25 Medium dense, brown, silty, sandy, rounded GRAVEL with rootlets, moist.(FILL) 2 inches Hot Mix Asphalt.(HMA) Medium dense, brown, sandy, rounded GRAVEL with silt, moist to wet.(GRAVEL BORROW FILL) Stiff, gray, sandy SILT with gravel, moist.(FILL) Test pit was terminated at 5 feet below groundsurface. Slow groundwater seepage was observedin the gravel borrow fill at 1.6 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-20 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-69 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 GS, CBR,MD GPGM GP GM ML 39 Loose, brown, sandy, fine, crushed and rounded GRAVEL with silt, moist to wet.(GRAVEL BORROW FILL) 1 inch Hot Mix Asphalt.(HMA) Medium dense to dense, brown and gray, sandy, rounded GRAVEL with silt and scattered cobbles,wet.(GRAVEL BORROW FILL) Stiff, dark gray, fine sandy SILT with rootlets, moist.(FILL) Test pit was terminated at 4.7 feet below ground surface. Slow groundwater seepage was observedin the gravel borrow fill at 1.9 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-21 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-70 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 GS,CBR,MD GPGM GM GP GM SM SM 21 Loose to medium dense, brown, sandy, fine, rounded GRAVEL with silt, moist.(GRAVEL BORROW FILL) 1 inch Hot Mix Asphalt.(HMA) Dense, olive brown, silty, sandy, GRAVEL, moist. (FILL) 1 inch Hot Mix Asphalt.(HMA) Medium dense, brown, sandy, rounded GRAVELwith silt, wet. (GRAVEL BORROW FILL) Medium dense, dark grayish brown, silty SAND with wood and scattered gravel, moist.(FILL) Loose, dark grayish brown, silty SAND with wood, fine organics, and scattered gravel, moist. Test pit was terminated at 5.3 feet below groundsurface. Slow groundwater seepage was observed in gravel borrow fill at 2 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 TP-22 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-71 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 12/11/23 LOCATION: See Figure 2A SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 26±feet DESCRIPTION TEST PIT PHOTO SouthGROUNDWATER S-1 S-2 GP GM SM SM SP Loose, brown, SAND with silt and organics, moist.(TOPSOIL) Loose, olive brown, sandy, fine, crushedGRAVEL with silt, moist. (FILL) 1.5 inches Hot Mix Aspalt.(HMA) Medium dense, brown, sandy, fine GRAVELwith silt, moist. Orange brown mottling at base of gravel.(GRAVEL BORROW FILL) Medium dense, dark brown, organic, siltySAND with gravel and charcoal, moist. (FILL) Medium dense, olive gray and brown, siltySAND with gravel, charcoal, rubbish, andwood, moist. Loose, dark gray, poorly graded SAND, wet. (ALLUVIUM) Test pit was terminated at 6.75 feet below ground surface. Groundwater seepage wasobserved at 4.75 feet below ground surface. Taxiway A Rehabilitation/Reconstruction & Renton, Washington 2023-027 FIGURE: SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23 Renton Municipal Airport Associated Improvements - Phase 1 Predesign PAGE: 1 of 1 PIT- 1 LOG OF TEST PIT PROJECT NO.: and therefore may not necessarily be indicative of other times and/or locations. NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated A-72 EXCAVATION COMPANY: NW Excavating EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator SAMPLE NUMBERLOGGED BY: S. Pemble DATE COMPLETED: 9/14/23 LOCATION: See Figure 2B SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0 5 10 SURFACE ELEVATION: 24±feet DESCRIPTION TEST PIT PHOTO EastGROUNDWATER 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix B Laboratory Test Results B- 1,S-1 2.0 3.0 2.5 63.7 32.2 4.2 GW Very dark grayish-brown, well-graded GRAVEL with sand B- 1,S-2 3.0 4.0 8.2 69.2 19.7 11.2 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand B- 1,S-3 4.0 5.0 13.9 4.8 58.8 36.4 SM Dark gray, silty SAND B- 2,S-1 2.0 3.0 10.5 6.1 60.7 33.1 SM Dark gray, silty SAND B- 2,S-2 4.0 5.0 13.5 7.4 59.5 33.1 SM Very dark gray, silty SAND B- 2,S-3 5.0 6.5 10.2 6.8 56.4 36.8 SM Very dark gray, silty SAND B- 3,S-1 4.0 5.0 8.8 23.8 48.9 27.3 SM Very dark gray, silty SAND with gravel B- 3,S-3 9.0 10.0 14.5 18.8 54.1 27.1 SM Olive, silty SAND with gravel B- 4,S-1 1.0 1.5 4.2 0.0 58.4 35.8 5.9 GP-GM Very dark gray, poorly graded GRAVEL with silt and sand B- 4,S-3 4.0 5.0 34.1 15.9 84.1 ML Dark olive-gray, SILT with sand B- 4,S-5 7.0 7.5 35.2 0.1 36.1 63.7 ML Dark olive-gray, sandy SILT B- 5,S-1 2.0 3.0 2.4 57.7 38.0 4.3 GP Very dark gray, poorly graded GRAVEL with sand B- 5,S-2 3.0 4.0 30.8 27.8 72.2 ML Dark olive-gray, SILT with sand B- 5,S-3 5.0 6.5 24.9 10.3 86.4 3.3 SP Very dark gray, poorly graded SAND B- 6,S-1 5.0 6.5 27.9 0.9 36.1 63.0 ML Very dark grayish-brown, sandy SILT B- 6,S-2 10.0 11.5 41.9 8.6 40.2 51.2 ML Dark olive-gray, sandy SILT B- 7,S-1 5.0 6.5 39.6 1.5 59.9 38.6 SM Dark gray, silty SAND with organics B- 8,S-1 1.0 1.8 3.6 54.5 38.6 6.8 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand B- 8,S-2 4.0 5.0 138.9 4.6 95.4 OL Dark olive-brown, organic SILT B- 8,S-3 5.0 6.5 20.3 ML Dark grayish-brown, SILT(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%) ATTERBERG % COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-1 PAGE: 1 of 4 PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington B- 8,S-4 10.0 11.5 66.0 ML Dark olive-gray, SILT B- 9,S-1 5.0 6.5 37.2 1.0 62.4 36.6 SM Very dark gray, silty SAND B- 9,S-2 10.0 11.5 51.0 0.3 50.7 49.0 SM Dark olive-brown, silty SAND B-10,S-1 4.0 5.0 12.4 0.7 89.2 10.1 SP-SM Olive, poorly graded SAND with silt B-10,S-2 5.0 6.5 95.3 14.7 85.3 ML Olive, SILT with organics B-11,S-1 5.0 6.5 14.8 22.2 64.3 13.5 SM Dark gray, silty SAND with gravel B-11,S-2 10.0 11.5 36.7 2.1 58.5 39.4 SM Dark olive-gray, silty SAND B-12,S-1 2.0 2.5 21.2 4.6 48.5 46.9 SM Dark olive-gray, silty SAND B-12,S-2 5.0 6.5 28.2 1.0 86.8 12.2 SM Dark olive-gray, silty SAND B-13,S-1 5.0 6.5 6.2 41.0 47.8 11.1 SP-SM Very dark gray, poorly graded SAND with silt and gravel B-13,S-2 10.0 11.5 19.0 27.0 59.9 13.1 SM Very dark gray, silty SAND with gravel B-14,S-2 5.5 6.5 2.1 0.0 83.5 16.3 0.2 GW Very dark gray, well-graded GRAVEL with sand B-14,S-3 8.5 9.5 5.5 0.0 65.6 33.5 0.9 GW Very dark gray, well-graded GRAVEL with sand B-15,S-1 1.0 2.0 7.2 33.8 43.7 22.5 SM Very dark gray, silty SAND with gravel B-15,S-2 4.5 5.0 5.9 0.0 72.1 25.7 2.1 GP Very dark gray, poorly graded GRAVEL with sand B-15,S-3 5.0 6.5 18.3 SM Very dark gray, silty SAND with gravel B-15,S-4 10.0 11.5 36.8 SM Very dark grayish-brown, silty SAND B-16,S-1 3.0 4.0 14.0 8.5 48.8 42.7 SM Very dark gray, silty SAND B-16,S-2 5.0 6.5 6.9 39.0 47.0 14.1 SM Very dark gray, silty SAND with gravel B-16,S-4 10.0 11.5 20.8 27.8 64.2 8.0 SP-SM Very dark gray, poorly graded SAND with silt and gravel(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%) ATTERBERG % COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-2 PAGE: 2 of 4 PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington B-18,S-2 9.0 10.0 41.4 48 25 23 82.2 CL Dark olive-brown, lean CLAY with sand B-19,S-1 5.0 6.5 24.6 1.3 43.6 55.1 ML Very dark gray, sandy SILT B-19,S-2 8.3 8.5 43.4 25.8 74.2 ML Very dark grayish-brown, SILT with sand B-20,S-1 3.0 4.0 3.7 59.3 35.8 4.9 GP Dark yellowish-brown, poorly graded GRAVEL with sand B-20,S-2 5.0 6.5 9.8 29.2 60.1 10.6 SP-SM Very dark gray, poorly graded SAND with silt and gravel B-20,S-3 7.0 8.0 12.5 0.0 37.0 61.7 1.3 SP Very dark gray, poorly graded SAND with gravel B-21,S-1 3.0 4.0 3.5 59.0 36.7 4.4 GW Dark yellowish-brown, well-graded GRAVEL with sand B-21,S-3 8.0 9.0 111.2 109 69 40 72.5 OH Very dark gray, organic SILT with sand B-22,S-1 1.0 2.0 3.2 0.0 81.1 15.4 3.5 GP Dark yellowish-brown, poorly graded GRAVEL with sand B-22,S-2 3.0 4.0 52.9 39.9 60.1 ML Very dark grayish-brown, sandy SILT B-22,S-3 5.0 6.5 34.5 47.7 52.3 ML Very dark gray, sandy SILT B-23,S-1 3.0 4.0 38.0 20.3 79.7 ML Very dark gray, SILT with sand B-23,S-2 5.0 6.5 35.5 67.8 32.2 SM Very dark gray, silty SAND B-24,S-1 1.7 3.0 6.7 0.0 55.7 24.4 19.8 GM Very dark gray, silty GRAVEL with sand B-24,S-2 4.0 5.0 29.8 0.3 28.9 70.7 ML Very dark gray, SILT with sand B-24,S-4 7.5 9.0 50.1 0.1 32.4 67.5 ML Very dark gray, sandy SILT with organics B-25,S-1 1.0 2.0 3.6 71.7 24.0 4.3 GP Very dark brown, poorly graded GRAVEL with sand B-25,S-2 4.0 5.0 33.0 42.3 57.7 ML Very dark gray, sandy SILT B-25,S-4 9.0 10.0 13.8 14.5 85.0 0.5 SP Very dark gray, poorly graded SAND Core-15,S-2 1.0 1.3 19.0 31 17 14 2.0 37.4 60.6 CL Very dark gray, sandy lean CLAY(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%) ATTERBERG % COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-3 PAGE: 3 of 4 PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington TP- 1,S-1 1.4 2.0 7.7 0.0 13.5 67.5 19.0 SM Dark yellowish-brown, silty SAND TP- 3,S-1 1.5 2.0 21.0 1.3 26.9 71.9 ML Yellowish-brown, SILT with sand TP- 4,S-1 1.8 2.1 37.3 0.0 15.9 38.1 46.0 SM Very dark brown, silty SAND with gravel TP- 6,S-1 1.4 2.0 13.7 0.0 20.4 41.2 38.4 SM Dark grayish-brown, silty SAND with gravel TP- 8,S-1 1.5 2.0 24.3 0.0 17.8 24.1 58.1 ML Dark grayish-brown, sandy SILT with gravel TP-10,S-1 0.7 1.0 2.5 6.6 45.1 44.6 3.7 GP Yellowish-brown, poorly graded GRAVEL with sand and cobbles TP-12,S-1 1.0 1.5 7.9 13.9 65.8 20.3 SM Very dark grayish-brown, silty SAND TP-14,S-1 1.5 1.8 5.8 0.0 53.9 39.0 7.1 GP-GM Dark brown, poorly graded GRAVEL with silt and sand TP-16,S-1 0.7 1.2 8.4 5.3 9.3 43.6 41.8 SM Olive-brown, silty SAND with cobbles TP-17,S-1 1.3 2.0 5.9 0.0 62.5 33.7 3.8 GW Dark brown, well-graded GRAVEL with sand TP-18,S-1 1.0 1.7 12.2 33.2 37.9 28.9 SM Dark yellowish-brown, silty SAND with gravel TP-19,S-1 1.5 2.0 17.9 31.1 37.4 31.4 SM Very dark gray, silty SAND with gravel TP-20,S-1 2.0 2.6 25.1 13.4 33.2 53.4 ML Dark brown, sandy SILT TP-21,S-1 2.0 2.5 39.0 6.0 13.3 80.7 ML Olive-brown, SILT with sand TP-22,S-1 2.3 2.5 21.2 8.2 44.8 47.0 SM Very dark brown, silty SAND(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%) ATTERBERG % COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES B-4 PAGE: 4 of 4 PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION 2023-027PROJECT NO.: INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 2.0 - 3.0 3.0 - 4.0 4.0 - 5.0 #10 32.2 19.7 58.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-5 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 63.7 69.2 4.8 Sand% (GW) Very dark grayish-brown, well-graded GRAVEL with sand (GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand (SM) Dark gray, silty SAND Fines% 0.00050.005 CLAY B- 1 B- 1 B- 1 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 2 8 14 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.2 11.2 36.4 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 2.0 - 3.0 4.0 - 5.0 5.0 - 6.5 #10 60.7 59.5 56.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-6 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 6.1 7.4 6.8 Sand% (SM) Dark gray, silty SAND (SM) Very dark gray, silty SAND (SM) Very dark gray, silty SAND Fines% 0.00050.005 CLAY B- 2 B- 2 B- 2 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 11 14 10 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 33.1 33.1 36.8 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-3 S-1 4.0 - 5.0 9.0 - 10.0 1.0 - 1.5 #10 48.9 54.1 35.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-7 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 23.8 18.8 58.4 Sand% (SM) Very dark gray, silty SAND with gravel (SM) Olive, silty SAND with gravel (GP-GM) Very dark gray, poorly graded GRAVEL with silt and sand Fines% 0.00050.005 CLAY B- 3 B- 3 B- 4 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 9 15 4 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 27.3 27.1 5.9 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-3 S-5 S-1 4.0 - 5.0 7.0 - 7.5 2.0 - 3.0 #10 15.9 36.1 38.0 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-8 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 0.1 57.7 Sand% (ML) Dark olive-gray, SILT with sand (ML) Dark olive-gray, sandy SILT (GP) Very dark gray, poorly graded GRAVEL with sand Fines% 0.00050.005 CLAY B- 4 B- 4 B- 5 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 34 35 2 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 84.1 63.7 4.3 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-3 S-1 3.0 - 4.0 5.0 - 6.5 5.0 - 6.5 #10 27.8 86.4 36.1 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-9 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 10.3 0.9 Sand% (ML) Dark olive-gray, SILT with sand (SP) Very dark gray, poorly graded SAND (ML) Very dark grayish-brown, sandy SILT Fines% 0.00050.005 CLAY B- 5 B- 5 B- 6 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 31 25 28 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 72.2 3.3 63.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-1 10.0 - 11.5 5.0 - 6.5 1.0 - 1.8 #10 40.2 59.9 38.6 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-10 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 8.6 1.5 54.5 Sand% (ML) Dark olive-gray, sandy SILT (SM) Dark gray, silty SAND with organics (GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand Fines% 0.00050.005 CLAY B- 6 B- 7 B- 8 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 42 40 4 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 51.2 38.6 6.8 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 4.0 - 5.0 5.0 - 6.5 10.0 - 11.5 #10 4.6 62.4 50.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-11 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 1.0 0.3 Sand% (OL) Dark olive-brown, organic SILT (SM) Very dark gray, silty SAND (SM) Dark olive-brown, silty SAND Fines% 0.00050.005 CLAY B- 8 B- 9 B- 9 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 139 37 51 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 95.4 36.6 49.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-1 4.0 - 5.0 5.0 - 6.5 5.0 - 6.5 #10 89.2 14.7 64.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-12 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 0.7 22.2 Sand% (SP-SM) Olive, poorly graded SAND with silt (ML) Olive, SILT with organics (SM) Dark gray, silty SAND with gravel Fines% 0.00050.005 CLAY B-10 B-10 B-11 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 12 95 15 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 10.1 85.3 13.5 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 10.0 - 11.5 2.0 - 2.5 5.0 - 6.5 #10 58.5 48.5 86.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-13 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 2.1 4.6 1.0 Sand% (SM) Dark olive-gray, silty SAND (SM) Dark olive-gray, silty SAND (SM) Dark olive-gray, silty SAND Fines% 0.00050.005 CLAY B-11 B-12 B-12 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 37 21 28 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 39.4 46.9 12.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-2 5.0 - 6.5 10.0 - 11.5 5.5 - 6.5 #10 47.8 59.9 16.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-14 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 41.0 27.0 83.5 Sand% (SP-SM) Very dark gray, poorly graded SAND with silt and gravel (SM) Very dark gray, silty SAND with gravel (GW) Very dark gray, well-graded GRAVEL with sand Fines% 0.00050.005 CLAY B-13 B-13 B-14 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 6 19 2 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 11.1 13.1 0.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-3 S-1 S-2 8.5 - 9.5 1.0 - 2.0 4.5 - 5.0 #10 33.5 43.7 25.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-15 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 65.6 33.8 72.1 Sand% (GW) Very dark gray, well-graded GRAVEL with sand (SM) Very dark gray, silty SAND with gravel (GP) Very dark gray, poorly graded GRAVEL with sand Fines% 0.00050.005 CLAY B-14 B-15 B-15 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 6 7 6 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 0.9 22.5 2.1 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-4 3.0 - 4.0 5.0 - 6.5 10.0 - 11.5 #10 48.8 47.0 64.2 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-16 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 8.5 39.0 27.8 Sand% (SM) Very dark gray, silty SAND (SM) Very dark gray, silty SAND with gravel (SP-SM) Very dark gray, poorly graded SAND with silt and gravel Fines% 0.00050.005 CLAY B-16 B-16 B-16 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 14 7 21 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 42.7 14.1 8.0 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 9.0 - 10.0 5.0 - 6.5 8.3 - 8.5 48 #10 43.6 25.8 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-17 23 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 1.3 Sand% (CL) Dark olive-brown, lean CLAY with sand (ML) Very dark gray, sandy SILT (ML) Very dark grayish-brown, SILT with sand Fines% 0.00050.005 CLAY B-18 B-19 B-19 25 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 41 25 43 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 82.2 55.1 74.2 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-2 S-3 3.0 - 4.0 5.0 - 6.5 7.0 - 8.0 #10 35.8 60.1 61.7 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-18 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 59.3 29.2 37.0 Sand% (GP) Dark yellowish-brown, poorly graded GRAVEL with sand (SP-SM) Very dark gray, poorly graded SAND with silt and gravel (SP) Very dark gray, poorly graded SAND with gravel Fines% 0.00050.005 CLAY B-20 B-20 B-20 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 4 10 12 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.9 10.6 1.3 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-3 S-1 3.0 - 4.0 8.0 - 9.0 1.0 - 2.0 109 #10 36.7 15.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-19 40 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 59.0 81.1 Sand% (GW) Dark yellowish-brown, well-graded GRAVEL with sand (OH) Very dark gray, organic SILT with sand (GP) Dark yellowish-brown, poorly graded GRAVEL with sand Fines% 0.00050.005 CLAY B-21 B-21 B-22 69 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 3 111 3 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 4.4 72.5 3.5 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-3 S-1 3.0 - 4.0 5.0 - 6.5 3.0 - 4.0 #10 39.9 47.7 20.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-20 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 Sand% (ML) Very dark grayish-brown, sandy SILT (ML) Very dark gray, sandy SILT (ML) Very dark gray, SILT with sand Fines% 0.00050.005 CLAY B-22 B-22 B-23 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 53 34 38 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 60.1 52.3 79.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-2 S-1 S-2 5.0 - 6.5 1.7 - 3.0 4.0 - 5.0 #10 67.8 24.4 28.9 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-21 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 55.7 0.3 Sand% (SM) Very dark gray, silty SAND (GM) Very dark gray, silty GRAVEL with sand (ML) Very dark gray, SILT with sand Fines% 0.00050.005 CLAY B-23 B-24 B-24 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 36 7 30 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 32.2 19.8 70.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-4 S-1 S-2 7.5 - 9.0 1.0 - 2.0 4.0 - 5.0 #10 32.4 24.0 42.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-22 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 0.1 71.7 Sand% (ML) Very dark gray, sandy SILT with organics (GP) Very dark brown, poorly graded GRAVEL with sand (ML) Very dark gray, sandy SILT Fines% 0.00050.005 CLAY B-24 B-25 B-25 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 50 4 33 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 67.5 4.3 57.7 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-4 S-2 9.0 - 10.0 1.0 - 1.3 31 #10 85.0 37.4 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND B-23 14 Coarse #60#40#20 Fine Coarse SYMBOL Gravel% 3"1-1/2"PERCENT FINER BY WEIGHT#4 #200 14.5 2.0 Sand% (SP) Very dark gray, poorly graded SAND (CL) Very dark gray, sandy lean CLAY Fines% 0.00050.005 CLAY B-25 Core-15 17 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 14 19 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS METHOD ASTM D6913 0.5 60.6 2023-027PROJECT NO.: HWAGRSZ 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-24 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.4 - 2.0 1.5 - 2.0 1.8 - 2.1 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 8 21 37 CLAY (SM) Dark yellowish-brown, silty SAND (ML) Yellowish-brown, SILT with sand (SM) Very dark brown, silty SAND with gravel TP- 1 TP- 3 TP- 4 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble% Gravel 13.5 1.3 15.9 67.5 26.9 38.1 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 2.9 7.2 4.8 16.1 64.7 41.2 % Silt % Clay 0.0 0.0 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-25 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.4 - 2.0 1.5 - 2.0 0.7 - 1.0 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 14 24 3 CLAY (SM) Dark grayish-brown, silty SAND with gravel (ML) Dark grayish-brown, sandy SILT with gravel (GP) Yellowish-brown, poorly graded GRAVEL with sand and cobbles TP- 6 TP- 8 TP-10 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble% Gravel 20.4 17.8 45.1 41.2 24.1 44.6 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 4.6 13.4 0.5 33.8 44.6 3.2 % Silt % Clay 0.0 0.0 6.6 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-26 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.0 - 1.5 1.5 - 1.8 0.7 - 1.2 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 8 6 8 CLAY (SM) Very dark grayish-brown, silty SAND (GP-GM) Dark brown, poorly graded GRAVEL with silt and sand (SM) Olive-brown, silty SAND with cobbles TP-12 TP-14 TP-16 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble% Gravel 13.9 53.9 9.3 65.8 39.0 43.6 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 2.5 1.6 4.1 17.7 5.5 37.7 % Silt % Clay 0.0 5.3 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-27 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 1.3 - 2.0 1.0 - 1.7 1.5 - 2.0 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 6 12 18 CLAY (GW) Dark brown, well-graded GRAVEL with sand (SM) Dark yellowish-brown, silty SAND with gravel (SM) Very dark gray, silty SAND with gravel TP-17 TP-18 TP-19 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble% Gravel 62.5 33.2 31.1 33.7 37.9 37.4 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 0.4 3.6 3.1 3.4 25.2 28.4 % Silt % Clay 0.0 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 0.0005 10 30 B-28 PARTICLE-SIZE ANALYSIS OF SOILS METHODS ASTM D6913/D7928 GRAVEL SAND 3/4" 50 70 90 Fine 0.005 2.0 - 2.6 2.0 - 2.5 2.3 - 2.5 CLASSIFICATION SILT SYMBOL SAMPLE Coarse 25 39 21 CLAY (ML) Dark brown, sandy SILT (ML) Olive-brown, SILT with sand (SM) Very dark brown, silty SAND TP-20 TP-21 TP-22 DEPTH (ft) COBBLES 3" 1-1/2" #4 #10 #20 #40 #60 #100 % Cobble% Gravel 13.4 6.0 8.2 33.2 13.3 44.8 U.S. STANDARD SIEVE SIZES GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05 12" 6"5/8" 3/8"#200 50 5 0.5 Coarse Medium Fine S-1 S-1 S-1 % MC % Sand % Fines 5.3 10.8 4.6 48.0 70.0 42.4 % Silt % Clay 2023-027PROJECT NO.: HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 0 10 20 30 40 50 60 0 20 40 60 80 100 % MC LL CL-ML MH SAMPLEPLASTICITY INDEX (PI)SYMBOL PL PI S-2 S-3 S-2 25 69 17 41 111 19 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 82.2 72.5 60.6 CL (CL) Dark olive-brown, lean CLAY with sand (OH) Very dark gray, organic SILT with sand (CL) Very dark gray, sandy lean CLAY CLASSIFICATION % Fines LIQUID LIMIT (LL) B-18 B-21 Core-15 ML 48 109 31 DEPTH (ft) 23 40 14 CH B-29 9.0 - 10.0 8.0 - 9.0 1.0 - 1.3 2023-027PROJECT NO.: HWAATTB 2023-027.GPJ 2/1/24 FIGURE: Renton Municipal Airport Taxiway A Rehabilitation/Reconstruction & Associated Improvements - Phase 1 Predesign Renton, Washington 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix C Laboratory Test Results Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 44 10 14 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-1 Depth: 3.6" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, well-graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 96 83 61 52 39 30 24 18 11 7 5.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.8488 19.8557 12.3551 8.8179 2.3198 0.4381 0.2470 50.01 1.76 GW-GM Percent Fractured*: 89 Natural Moisture: 5.3% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-1 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 53 9 9 7 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-2 Depth: 9" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark grayish-brown, poorly graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 94 83 56 47 30 22 18 14 10 7 4.8 100 95-100 70-95 55-85 30-60 12-30 0-8.0 22.3139 19.7394 13.5747 10.6807 4.7630 0.6659 0.2908 46.68 5.75 GP Percent Fractured*: 92 Natural Moisture: 3.2% *Particles with at least 2 fracutred faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-2 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 46 10 12 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-3 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark grayish-brown, poorly graded GRAVEL with silt and sand2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 98 83 64 54 37 29 23 18 13 7 5.1 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.4954 19.7960 11.5450 8.2092 2.6619 0.4024 0.2189 52.75 2.80 GP-GM Percent Fractured*: 93 Natural Moisture: 3.4% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-3 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 15 51 8 11 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-7 Depth: 13.25" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 85 62 48 34 27 22 18 11 7 5.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 20.7014 19.1943 12.2681 10.1339 3.2636 0.4389 0.2500 49.08 3.47 GP-GM Percent Fracured*: 88 Natural Moisture: 4.2% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-4 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 24 37 12 16 6 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-8 Depth: 8" Sample Number: S-1 Date: Client: Project: Project No:Figure Dark gray, well-graded GRAVEL with silt and sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 95 76 59 52 39 29 20 14 9 7 5.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 23.3008 21.7780 13.2706 8.8200 2.5052 0.6951 0.3382 39.24 1.40 GW-GM Percent Fractured*: 96 Natural Moisture: 2.7% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-5 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 12 46 11 15 11 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-9 Depth: 3" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, well-graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 97 88 69 59 42 33 26 20 12 7 4.9 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 20.2180 17.8865 9.8252 6.7778 1.7880 0.3975 0.2511 39.12 1.30 GW Percent Fractured*: 85 Natural Moisture: 3.6% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-6 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 18 52 8 7 5 106 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-10 Depth: 8" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 82 56 47 30 24 20 16 13 11 9.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 21.1774 19.9448 13.7934 10.7908 4.6183 0.4442 0.0894 154.37 17.31 GP-GM Percent Fractured*: 95 Natural Moisture 4.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-7 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 35 33 11 13 4 46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-12 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive, well-graded GRAVEL with sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 82 65 46 41 32 23 15 10 7 5 4.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 27.6862 26.4231 17.4334 14.0331 3.9421 1.2082 0.6207 28.09 1.44 GW Percent Fractured*: 92 Natural Moisture: 2.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-8 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 16 42 12 15 9 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-14 Depth: 7" Sample Number: S-1 Date: Client: Project: Project No:Figure Very dark gray, well-graded GRAVEL with silt and sand 2" 1-1/2" 1-1/4" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 92 84 66 57 42 32 24 18 13 8 5.5 100 95-100 70-95 55-85 30-60 12-30 0-8.0 23.9670 19.4688 10.6419 7.1702 2.0415 0.3981 0.1966 54.13 1.99 GW-GM Percent Fractured*: 99 Natural Moisture: 2.6% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-9 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 13 38 15 13 10 116 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-15 Depth: 1" Sample Number: S-1 Date: Client: Project: Project No:Figure Reddish-brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 95 87 75 65 49 37 28 23 19 15 11 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 20.8443 17.6540 7.7402 4.9358 1.4152 0.1633 GP-GM Percent Fractured*: 99 Natural Moisture: 7.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-10 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 6 41 15 17 11 106 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-16 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Reddish-brown, well-graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 94 86 76 53 40 31 24 18 14 10.0 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X X 15.2888 12.2306 5.9487 4.1127 1.1162 0.1867 0.0750 79.32 2.79 GW-GM Percent Fractured*: 98 Natural Moisture: 7.3% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-11 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 17 47 11 11 7 76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-16 Depth: 6" Sample Number: S-2 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 83 60 52 36 26 20 16 12 9 6.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 21.4043 19.8138 12.8272 8.9328 3.1990 0.4891 0.1919 66.85 4.16 GP-GM Percent Fractured*: 99 Natural Moisture: 4.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-12 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 15 53 10 9 8 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-18 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 85 58 48 32 23 18 14 11 8 5.4 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 20.5371 19.0395 13.1792 10.3360 4.2485 0.6795 0.2322 56.75 5.90 GP-GM Percent Fractured*: 99 Natural Moisture: 5.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-13 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 21 50 10 8 6 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-19 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Gray, poorly graded GRAVEL with sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 94 79 54 44 29 21 16 13 10 7 4.9 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 23.1373 21.1409 14.1095 11.4392 5.0802 1.0077 0.3335 42.31 5.49 GP Percent Fractured*: 97 Natural Moisture: 2.5% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-14 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 9 56 10 11 9 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-20 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Olive-gray, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 91 61 52 35 26 21 16 12 8 5.4 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 18.5597 17.2588 12.3826 8.9524 3.4470 0.4766 0.2083 59.44 4.61 GP-GM Percent Fractured*: 99 Natural Moisture: 4.0% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 8/7/2023 C-15 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 11 55 11 10 7 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-21 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 96 89 71 56 34 24 19 15 11 8 6.5 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 19.9041 17.3532 10.3532 8.1589 3.8076 0.6096 0.2220 46.65 6.31 GP-GM Percent Fractured*: 97 Natural Moisture: 5.4% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-16 Tested By: TS Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 25 40 9 11 9 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-22 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 98 75 60 50 35 27 22 18 13 9 6.3 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X 22.4646 21.3621 12.6680 9.4277 3.2002 0.4056 0.1842 68.79 4.39 GP-GM Percent Fractured*: 95 Natural Moisture: 5.9% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-17 Tested By: KR Checked By: SEG Particle Size Distribution Report PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.1110100 P-209 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine % Fines 0 9 53 13 12 7 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS? OR DIAMETER FINER PERCENT (X=NO) Soil Description Atterberg Limits Coefficients Classification Remarks Source of Sample: Core-23 Depth: 4" Sample Number: S-1 Date: Client: Project: Project No:Figure Brown, poorly graded GRAVEL with silt and sand 2" 1-1/2" 1" 3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 100 100 91 70 59 38 27 20 15 11 8 5.6 100 95-100 70-95 55-85 30-60 12-30 0-8.0 X X 18.5421 16.8022 9.8739 7.3225 3.0180 0.5794 0.2527 39.07 3.65 GP-GM Percent Fractured*: 92 Natural Moisture: 6.9% *Particles with at least 2 fractured faces Century West Engineering Renton Municipal Airport Taxiway A Reconstruction 2023-027 PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= *P-209 6/22/2023 C-18 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix D Laboratory Test Results Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf125 130 135 140 145 150 Water content, % - Rock Corrected - Uncorrected 1.5 3 4.5 6 7.5 9 10.5 5.1%, 143.4 pcf 6.8%, 135.8 pcf ZAV for Sp.G. = 2.66 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.25ft GW 5.9 2.66 29 3.8 Dark brown, well-graded GRAVEL with sand 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-1 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-17 Sample Number: S-1 Figure 135.8 pcf Maximum dry density = 143.4 pcf 6.8 % Optimum moisture = 5.1 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf110 115 120 125 130 135 Water content, % - Rock Corrected - Uncorrected 2.5 5 7.5 10 12.5 15 17.5 8.8%, 126.4 pcf 9.3%, 124.6 pcf ZAV for Sp.G. = 2.65 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.0ft SM 12.2 2.65 6 28.9 Dark yellowish-brown, silty SAND with gravel 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-2 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-18 Sample Number: S-1 Figure 124.6 pcf Maximum dry density = 126.4 pcf 9.3 % Optimum moisture = 8.8 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf105 110 115 120 125 130 Water content, % - Rock Corrected - Uncorrected 5 7 9 11 13 15 17 10.4%, 119.7 pcf 11.2%, 116.9 pcf ZAV for Sp.G. = 2.65 Test specification: ASTM D4718-15 Oversize Corr. Applied to Each Test Point ASTM D 1557-12 Method C Modified 1.5ft SM 17.9 2.65 8 31.4 Very dark gray, silty SAND with gravel 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-3 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-19 Sample Number: S-1 Figure 116.9 pcf Maximum dry density = 119.7 pcf 11.2 % Optimum moisture = 10.4 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf95 100 105 110 115 120 Water content, % 10 12.5 15 17.5 20 22.5 25 15.3%, 110.0 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 2.0ft ML 25.1 2.65 4 53.4 Dark brown, sandy SILT 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-4 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-20 Sample Number: S-1 Figure Maximum dry density = 110.0 pcf Optimum moisture = 15.3 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf84 86 88 90 92 94 Water content, % 15 17.5 20 22.5 25 27.5 30 21.8%, 91.4 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 2.0 ft ML 39.0 2.65 1 80.7 Olive-brown, silt with SAND 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-5 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-21 Sample Number: S-1 Figure Maximum dry density = 91.4 pcf Optimum moisture = 21.8 % Renton Municipal Airport Taxiway A Reconstruction Tested By: TS Checked By: CM Moisture-Density Relationship Dry density, pcf100 102 104 106 108 110 Water content, % 10 12.5 15 17.5 20 22.5 25 17.3%, 106.1 pcf ZAV for Sp.G. = 2.65 Test specification:ASTM D 1557-12 Method C Modified 1.9ft SM 21.2 2.65 1 47.0 Very dark brown, silty SAND 2023-027 Century West Engineering Specific Gravity Assumed 12/12/2023 D-6 Elev/Classification Nat.Sp.G.LL PI % >% < Depth USCS AASHTO Moist.3/4 in.No.200 TEST RESULTS MATERIAL DESCRIPTION Project No.Client:Remarks: Project: Date: Source of Sample: TP-22 Sample Number: S-1 Figure Maximum dry density = 106.1 pcf Optimum moisture = 17.3 % Renton Municipal Airport Taxiway A Reconstruction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)5.7 6.7 6.6 0.7 Moisture, after Soaking (%) 7.4 38.5 D-7CM 5.2 35.8 120.2 7.4 38.5 126.9 135.8 0.4 100.0 126.9 0.9 95.0 6.6 7.5 7.2 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark brown, well-graded GRAVEL with sand 12/12/2023 Trial 3 TP-17 9.6 TP-17, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 135.8 Trial 1 7.9 6.8 29 7.1 6.7 123.4 5.7 90.9 129.0 10.3 0 500 1000 1500 2000 2500 3000 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 90.9 95.0 100.0 0 20 40 60 80 100 120 140 85 90 95 100 105CBR % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 12.5 9.3 6 14.9 8.9 112.5 8.9 90.3 119.3 16.0 13.5 TP-18, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 124.6 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark yellowish-brown, silty SAND with gravel 12/12/2023 Trial 3 TP-18 124.9 0.2 100.2 12.1 0.3 95.8 8.9 15.6 14.6 2.0 8.9 12.1 1.8 8.2 11.1 2.0 8.9 D-8CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)8.9 8.9 8.9 0.3 Moisture, after Soaking (%) 0 50 100 150 200 250 300 350 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 90.3 95.8 100.2 0 2 4 6 8 10 12 14 85 90 95 100 105CBR % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)11.3 11.4 11.9 0.1 Moisture, after Soaking (%) 3.9 10.7 D-9CM 3.9 10.7 26.9 3.4 9.6 21.4 116.0 0.1 99.2 26.9 0.2 94.8 11.9 19.0 17.3 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Very dark gray, silty SAND with gravel 12/12/2023 Trial 3 TP-19 17.2 TP-19, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 116.9 Trial 1 15.3 11.2 8 21.7 11.4 105.1 11.3 89.9 110.8 19.5 0 100 200 300 400 500 600 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 89.9 94.8 99.2 0 5 10 15 20 25 30 85 90 95 100 105CBR % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)15.5 14.4 14.8 0.5 Moisture, after Soaking (%) 4.3 10.6 D-10CM 4.3 10.6 17.4 3.8 9.4 15.6 110.4 0.5 100.3 17.4 0.5 95.6 14.8 23.1 21.7 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Dark brown, sandy SILT 12/12/2023 Trial 3 TP-20 19.8 TP-20, S-1 12/29/2023 TS Century West Engineering 2023-027 RA 12/12/2023 110.0 Trial 1 18.4 15.3 4 24.5 14.4 98.8 15.5 89.8 105.2 23.6 0 50 100 150 200 250 300 350 400 450 500 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 89.8 95.6 100.3 02468101214161820 85 90 95 100 105CBR % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 32.1 21.8 1 43.0 23.1 81.4 22.7 89.1 85.7 38.6 35.6 TP-21, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 91.4 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Olive-brown, SILT with sand 12/12/2023 Trial 3 TP-21 91.2 0.8 99.7 35.7 0.8 93.8 21.9 41.6 32.9 3.8 6.4 35.7 4.2 8.0 33.2 4.2 8.0 D-11CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)22.7 23.1 21.9 1.4 Moisture, after Soaking (%) 0 100 200 300 400 500 600 700 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 89.1 93.8 99.7 0 5 10 15 20 25 30 35 40 85 90 95 100 105CBR % Compaction CBR (California Bearing Ratio) OF LAB COMPACTED SOILS (ASTM D 1883) CLIENT: PROJECT:SAMPLE ID: PROJECT NO:Sampled By:Tested By: Date Sampled: Material Description: Sample Location: Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve Dry Density (pcf) Percent Compaction Moisture before Compaction (%) Percent Swell (initial ht = 7") Moisture, Top 1", after Soak (%) CBR at 0.1" Penetration CBR at 0.2" Penetration CBR Value REVIEWED BY:FIGURE: 20.3 17.3 1 26.1 17.4 95.2 17.6 89.7 100.7 24.7 22.7 TP-22, S-1 1/4/2024 TS Century West Engineering 2023-027 RA 12/12/2023 106.1 Trial 1 Trial 2 Renton Municipal Airport Taxiway A Reconstruction Date Received:Date Tested: Very dark brown, silty SAND 12/12/2023 Trial 3 TP-22 105.6 0.4 99.5 28.5 0.3 94.9 17.6 23.6 22.5 5.1 11.5 28.5 4.6 10.4 26.4 5.1 11.5 D-12CM Surcharge Weight (lbs)10 10 10 Moisture after Compaction (%)17.6 17.4 17.6 0.3 Moisture, after Soaking (%) 0 100 200 300 400 500 600 700 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in) 89.7 94.9 99.5 0 5 10 15 20 25 30 85 90 95 100 105CBR % Compaction 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix E Pavement Condition Photos 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-1. Core-1 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-2. Core-2 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-3. Core-3 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-4. Core-4 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-5. Core-5 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-6. Core-6 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-7. Core-7 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-8. Core-8 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-9. Core-9 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-10. Core-10 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-11. Core-11 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-12. Core-12 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-13. Core-13 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-14. Core-14 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-15. Core-15 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-16. Core-16 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-17. Core-17 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-18. Core-18 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-19. Core-19 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-20. Core-20 Pavement Condition. B-19 is also shown. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-21. Core-21 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-22. Core-22 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-23. Core-23 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-24. B-1 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-25. B-2 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-26. B-3 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-27. B-4 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-28. B-5 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-29. B-6 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-30. B-7 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-31. B-8 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-32. B-9 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-33. B-10 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-34. B-11 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-35. B-12 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-36. B-13 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-37. B-14 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-38. B-15 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-39. B-16 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-40. B-17 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-41. B-18 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-42. B-19 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-43. B-20 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-44. B-21 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-45. B-22 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-46. B-23 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-47. B-24 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure E-48. B-25 Pavement Condition. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix F Historical Photographs 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Appendix F Historical Photographs 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-1. Captain Burrows Resort at the mouth of the Black River, circa 1907. Source: Image 648A, Courtesy of Renton Historical Society, Renton, WA. Figure F-2. Captain Burrows Resort at the mouth of the Black River, circa 1902. Source: Image 831A, Courtesy of Renton Historical Society, Renton, WA. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-3. Black River Dries Out, July 1916. Source: Seattle Times. Courtesy of Renton History Museum. RHM# 1994.068.3883, Renton, WA. Figure F-4. Boeing Renton Plant Under Construction, Cedar River and Future Renton Airport at Top of Picture. Courtesy of the Boeing Company. 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com Figure F-5. Renton Airport circa 1945. Courtesy of the Boeing Company. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 15 Appendix C – STORMWATER PLANS ------------DECEMBER 202435022.008.02NTSDSWAWBMSSTORM DRAINAGE GENERAL NOTESC6.070 OF 1171.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE-CONSTRUCTIONMEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY,THE APPLICANT, AND THE APPLICANT'S CONTRACTOR.2.THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, ANDFEDERAL PERMITS PRIOR TO CONSTRUCTION.3.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGNMANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARDSPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOTAND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). IT SHALL BE THE SOLERESPONSIBILITY OF THE APPLICANT TOCORRECT ANY ERROR, OMISSION OR VARIATIONFROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NOADDITIONAL COST TO THE CITY.4.APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOTCONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (E.G. WATER,SEWER, GAS,ELECTRICAL. ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAININGWALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TOCONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTEDACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILLREQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY.5.A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION ISIN PROGRESS.6.THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BYFIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BECONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLERESPONSIBILITY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TOINDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TOFURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BEAFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THEAS- BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TOTHE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OFRECORD IF A CONFLICT EXISTS.7.VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD83 ( WA STATEPLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK,DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS.8.ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95%MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROLTESTS OF THE WSDOT STANDARD SPECIFICATIONS.9.OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWEDUNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS.ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATIONSTANDARDS.10.ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THESTART OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THECITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THEGRADE AS STAKED.11.NOT USED.12.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION INACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FORROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THETRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT ANDCOMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRELENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALLPIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00,220.10, AND 20.13.NOT USED.14.ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITHDUCTILE IRON, BOLT- LOCKING LIDS AS SHOWN ON THE PLANS. STRUCTURES SHALL HAVEROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN ON THE AIRPORT. PRIVATESTRUCTURE LIDS OUTSIDE PUBLIC AIRFIELD AND EASEMENTS TO THE CITY SHALL NOTDISPLAY THE CITY LOGO.15.NOT USED.16.LIDS OF MANHOLES/ CATCH BASINS WITHIN PUBLIC RIGHT- OF-WAY SHALL NOT BE ADJUSTEDTO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/CATCH BASIN RIMSSHALL BEADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN.17.NOT USED.18.ROCK FOR EROSION PROTECTION OF DITCHES, WHERE REQUIRED, SHALL BE OF SOUNDQUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE ( 1) FOOT AND SHALL MEET THEFOLLOWING SPECIFICATIONS:·4 - 8 INCH ROCK / 40 - 70% PASSING;·2 - 4 INCH ROCK / 30 - 40% PASSING; AND·LESS THAN 2 INCH ROCK / 10 - 20% PASSING.19.NOT USED.20.THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH ABOLT- LOCKING LID MARKED "STORM” OR "DRAIN" SHALL BE LOCATED AT THE POINT OFCONNECTION OF A STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN227.00.21.ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYORLICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIORTO CONSTRUCTION.22.ALL NEWLY- INSTALLED AND NEWLY- REHABILITATED (PUBLIC AND PRIVATE) STORMCONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TOTHE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTEDTO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERSAND/OR PAVEMENT.23.ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED INACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND INTHE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTEDFOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED.24.FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THEDEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILEAND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOILWITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00.25.ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVETHE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/ OR LIABILITY CONNECTEDWITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THEPROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURINGCONSTRUCTION.26.ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANYOTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, ANDTO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BEPROVIDED. ANY WORK WITHIN THE AIRCARFT MOVEMENT AREA THAT MAY INTERRUPTNORMAL AIRCRAFT AND VEHICLE FLOW SHALL REQUIRE A TRAFFIC CONTROL PLANAPPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10TEMPORARY TRAFFIC CONTROL SHALL APPLY.27.NOT USED.28.NOT USED.29.NOT USED.30.MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THERENTON SWDM.31.NOT USED.SURFACE WATER PLAN NOTESR© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.0 November 27, 2024 11:04:41am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 DRAINAGE SERIES.dwg TED-40-4313 LUA24-000208C24003681R-431370 AHEADLANEONEAHEADLANEONE AHEADLANEONE TAXIWAY A4TAXIWA Y A 5 TAXIWAY A110 LF 12" DI80 LF 12" DI173 LF 12" RCP119 LF 12" DI102 LF 12" RCP65 LF 12" DI74 LF 12" DI47 LF 12" DI113 LF 12" DI40 LF 12" DI40 LF 12" DI25SD SD SDSDSDSDIE 12" RCP(S)=21.11'IE 12" RCP(E)=21.01'CB27CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 24+51.05, 59.08' LTRIM: 25.83INV IN (12"): 20.53 EINV IN (12"): 20.53 SINV OUT (12"): 20.43 WCB19CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 30+72.75, 60.00' LTRIM: 25.15INV IN (12"): 18.76 EINV IN (12"): 18.76 NINV OUT (12"): 18.76 WCB30CB TYPE 1-AIRCRAFT RATEDSTA: 22+40, 97.24' LTRIM: 24.96INV IN (12"): 21.74 SINV OUT (12"): 21.74 NCB26CB TYPE 1-AIRCRAFT RATEDSTA: 23+60.54, 72.60' RTRIM: 23.43INV IN (6"): 21.84 WINV OUT (12"): 21.34 NCB20CB TYPE 1-AIRCRAFT RATEDSTA: 30+26.83, 49.77' RTRIM: 23.42INV IN (12"): 19.31 EINV IN (6"): 20.06 SWINV IN (6"): 20.06 NWINV OUT (12"): 19.31 WCB22CB TYPE 1-AIRCRAFT RATEDSTA: 31+00.28, 114.50' RTRIM: 22.45INV OUT (12"): 19.80 SCB21CB TYPE 1-AIRCRAFT RATEDSTA: 30+26.29, 114.51' RTRIM: 22.36INV IN (12"): 19.54 NINV OUT (12"): 19.54 WCB25CB TYPE 1-AIRCRAFT RATEDSTA: 27+44.07, 96.43' RTRIM: 22.19INV OUT (12"): 19.89 WCB24CB TYPE 1-AIRCRAFT RATEDSTA: 27+44.69, 49.32' RTRIM: 23.41INV IN (12"): 19.75 EINV IN (6"): 20.25 NINV OUT (12"): 19.75 WCB23CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 27+77.24, 58.47' LTRIM: 25.21INV IN (12"): 19.41 EINV OUT (12"): 19.41 WCB31CB TYPE 1-AIRCRAFT RATEDSTA: 22+00, 97.24' LTRIM: 24.94INV IN (12"): 21.90 SINV OUT (12"): 21.90 NCB32CB TYPE 1-AIRCRAFT RATEDSTA: 21+60, 97.00' LTRIM: 24.85INV IN (12"): 22.06 SINV OUT (12"): 22.06 NCB33CB TYPE 1-AIRCRAFT RATEDSTA: 20+80, 97.00' LTRIM: 24.78INV OUT (12"): 22.38 NCB29CB TYPE 1-AIRCRAFT RATEDSTA: 22+78.03, 97.25' LTRIM: 24.98INV IN (12"): 21.59 SINV OUT (12"): 21.59 ECB18CB TYPE 1-AIRCRAFT RATEDSTA: 31+74.45, 60.00' LTRIM: 24.79INV IN (12"): 19.90 NINV OUT (12"): 19.90 SCB28CB TYPE 1-AIRCRAFT RATEDSTA: 22+78.04, 59.07' LTRIM: 25.52INV IN (12"): 21.40 WINV OUT (12"): 21.40 N76 LF 12" DI38 LF 12" DI86 LF 12" RCP24.90RUNWAY 16-3438 LF 12" RCP8 LF(EXISTING-EST.)(EXISTING-EST.)PLUG INLET IN CB13 LF 12" DINEW RIMELEVATION = 24.24RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.1 November 27, 2024 11:04:46am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 DRAINAGE SERIES.dwg TED-40-4313 LUA24-000208C24003681------------DECEMBER 202435022.008.021" = 40'DSWAWBMSSTORM DRAINAGE IMPROVEMENTS PLAN 1 OF 3C6.171 OF 117MATCHLINE STA. 32+33.84 SEE SHEET C6.2REMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINSTORM DRAINAGE NOTESN0SCALE 1" = 408040CONNECT TO EXISTING STRUCTUREINSTALL NEW STORM DRAINAGE PIPECONNECT EXISTING PIPE TO NEW CATCH BASININSTALL NEW STORM DRAIN PIPE AND CONNECT TOEXISTING STORM DRAIN PIPE WHERE EXISTING CATCHBASIN HAS BEEN REMOVEDADJUST STRUCTURE TO GRADEREMOVE AND REPLACE EXISTING STORM PIPEREMOVE AND REPLACE EXISTING CATCH BASINSDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURECONTRACTOR TO POTHOLE LOCATION AS SOON ASPOSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TOPREPARING STORM DRAINAGE STRUCTURE SUBMITTALSTO CONFIRM EXISTING STORM AND UTILITY LOCATIONSABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILLWITH CLSM PER P-153GENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESR-431371 MPH15MPH15 MPH15 MPH15TAXIWAY ARUNWAY 16-34TAXIWAY A3176 LF 12" DI193 LF 12" DI252524SD IE 12" RCP(E)=17.95'IE 6" PVC(W)=20.00'CB14CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 36+77.72, 60.00' LTRIM: 24.55INV IN (12"): 16.91 SEINV IN (12"): 16.91 NEINV OUT (12"): 16.91 WCB10CB TYPE 1-AIRCRAFT RATEDSTA: 43+25.62, 99.21' RTRIM: 21.90INV IN (12"): 18.57 SINV OUT (12"): 18.57 WCB13CB TYPE 1-AIRCRAFT RATEDSTA: 38+02.53, 86.60' RTRIM: 22.01INV IN (6"): 19.00 SEINV IN (6"): 19.00 NWINV OUT (12"): 18.50 SWCB12CB TYPE 1-AIRCRAFT RATEDSTA: 40+11.71, 99.42' RTRIM: 21.80INV OUT (12"): 19.51 NCB17CB TYPE 1-AIRCRAFT RATEDSTA: 32+60.08, 60.00' LTRIM: 24.68INV OUT (12"): 20.35 SS D SDCB11CB TYPE 1-AIRCRAFT RATEDSTA: 41+59.30, 99.32' RTRIM: 22.56INV IN (12"): 19.07 SINV IN (6"): 19.57 WINV OUT (12"): 19.07 NCB15CB TYPE 1 - AIRCRAFT RATEDSTA: 35+97.16, 50.84' RTRIM: 23.24INV IN (12"): 18.85 SINV IN (12"): 18.85 NEINV OUT (12"): 18.85 NWSDSDCB16CB TYPE 1-AIRCRAFT RATEDSTA: 36+78.23, 113.37' RTRIM: 22.26INV IN (6"): 19.95 NWINV OUT (12"): 19.45 SW2323242425102 LF 12" RCP12 LF 12" RCP137 LF 12" DI148 LF 12" DI166 LF 12" DI9 LF99 LF69 LF62 LF86 LFINV IN (12"): UNKNOWN E (EXISTING)INV IN (12"): UNKNOWN E (EXIST.)RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.2 November 27, 2024 11:04:51am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 DRAINAGE SERIES.dwg TED-40-4313 LUA24-000208C24003681------------DECEMBER 202435022.008.021" = 40'DSWAWBMSSTORM DRAINAGE IMPROVEMENTS PLAN 2 OF 3C6.272 OF 117MATCHLINE STA. 32+33.84 SEE SHEET C6.1 MATCHLINE STA. 44+52.24 SEE SHEET C6.3N0SCALE 1" = 408040STORM DRAINAGE NOTESGENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESSDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTUREREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINCONNECT TO EXISTING STRUCTUREINSTALL NEW STORM DRAINAGE PIPECONNECT EXISTING PIPE TO NEW CATCH BASININSTALL NEW STORM DRAIN PIPE AND CONNECT TOEXISTING STORM DRAIN PIPE WHERE EXISTING CATCHBASIN HAS BEEN REMOVEDADJUST STRUCTURE TO GRADEREMOVE AND REPLACE EXISTING STORM PIPEREMOVE AND REPLACE EXISTING CATCH BASINCONTRACTOR TO POTHOLE LOCATION AS SOON ASPOSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TOPREPARING STORM DRAINAGE STRUCTURE SUBMITTALSTO CONFIRM EXISTING STORM AND UTILITY LOCATIONSABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILLWITH CLSM PER P-153R-431372 MPH15 MPH15TAXIWAY A2 TAXIWAY ARUNWAY 16-34160 LF 12" DI64 LF 12" RCP70 LF 12" RCP161 LF 12" DI100 LF 12" DI40 LF 12" RCPTAXIWAY A1232421 22232321222324SDSDSDIE 6" PVC(W)=18.18'IE 12" RCP(N)=17.91'IE 12" RCP(SE)=17.91'CB6CB TYPE 1-AIRCRAFT RATEDSTA: 48+76.30, 100.24' RTRIM: 19.94INV IN (12"): 15.69 SINV IN (6"): 16.45 NINV OUT (12"): 15.69 WCB3CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 51+91.27, 60.00' LTRIM: 23.29INV IN (12"): 17.12 EINV OUT (12"): 17.12 WCB5CB TYPE 2 - 48" AIRCRAFT RATEDSTA: 48+75.97, 60.00' LTRIM: 22.38INV IN (12"): 15.31 EINV OUT (12"): 15.31 WCB4CB TYPE 1-AIRCRAFT RATEDSTA: 50+33.48, 133.78' RTRIM: 20.78INV IN (6"): 18.76 SINV OUT (12"): 18.26 NWCB9CB TYPE 1-AIRCRAFT RATEDSTA: 46+22.13, 100.22' RTRIM: 19.36INV OUT (12"): 16.71 NCB8CB TYPE 1-AIRCRAFT RATEDSTA: 47+02.13, 100.30' RTRIM: 19.06INV IN (12"): 16.39 SINV OUT (12"): 16.39 NCB7CB TYPE 1-AIRCRAFT RATEDSTA: 48+36.20, 100.44' RTRIM: 19.21INV IN (12"): 15.85 SINV IN (6"): 16.31 WINV OUT (12"): 15.85 NCB2CB TYPE 1-AIRCRAFT RATEDSTA: 51+91.56, 100.64' RTRIM: 21.26INV IN (12"): 17.68 NINV IN (12"): 17.68 SINV OUT (12"): 17.68 WCB1CB TYPE 1-AIRCRAFT RATEDSTA: 52+58.28, 120.31' RTRIM: 20.29INV IN (6"): 18.42 WINV OUT (12"): 17.93 SSD2122232380 LF 12" DI134 LF 12" DI131 LFINV IN (12"): UNKNOWN E (EXIST.)PROTECT EXISTING KCSEWER MAIN, TYP.INV IN (12"): UNKNOWN (EXISTING)RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.3 November 27, 2024 11:04:56am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 DRAINAGE SERIES.dwg TED-40-4313 LUA24-000208C24003681------------DECEMBER 202435022.008.021" = 40'DSWAWBMSSTORM DRAINAGE IMPROVEMENTS PLAN 3 OF 3C6.373 OF 117MATCHLINE STA. 44+52.24 SEE SHEET C6.2 N0SCALE 1" = 408040STORM DRAINAGE NOTESGENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESSDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTUREREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINCONNECT TO EXISTING STRUCTUREINSTALL NEW STORM DRAINAGE PIPECONNECT EXISTING PIPE TO NEW CATCH BASININSTALL NEW STORM DRAIN PIPE AND CONNECT TOEXISTING STORM DRAIN PIPE WHERE EXISTING CATCHBASIN HAS BEEN REMOVEDADJUST STRUCTURE TO GRADEREMOVE AND REPLACE EXISTING STORM PIPEREMOVE AND REPLACE EXISTING CATCH BASINCONTRACTOR TO POTHOLE LOCATION AS SOON ASPOSSIBLE AFTER CONTRACT EXECUTION AND PRIOR TOPREPARING STORM DRAINAGE STRUCTURE SUBMITTALSTO CONFIRM EXISTING STORM AND UTILITY LOCATIONSABANDON EXISTING STORM DRAIN PIPE IN PLACE, FILLWITH CLSM PER P-153R-431373 10''W PRD12''W12''W12''W16''W16''W16''W16''W16''W16''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WAHEADLANEONEAHEADLANEONE AHEADLANEONERUNWAY 16-34T A X IW A Y A 5 TAXIWAY A100 LF61 LF104 LFAHEADLANEONEAHEADLANEONE 38 LF33 LF67 LF111 LFTAXIWAY A4IE 12" RCP(S)=21.11'IE 12" RCP(E)=21.01'163 LF95 LF76 LF110 LF45 LF15 LF36 LF34 LF28 LFUNDERDRAIN CLEANOUTSTA: 23+61.14, 26.00' RTRIM: 24.88UNDERDRAIN CLEANOUTSTA: 24+27.85, 26.00' RTRIM: 24.82UNDERDRAIN CLEANOUTSTA: 26+07.34, 26.00' RTRIM: 24.62UNDERDRAIN CLEANOUTSTA: 27+70.15, 26.00' RTRIM: 24.49UNDERDRAIN CLEANOUTSTA: 28+12.57, 198.43' RTRIM: 24.33UNDERDRAIN CLEANOUTSTA: 30+00, 26.00' RTRIM: 24.16UNDERDRAIN CLEANOUTSTA: 31+55.78, 26.00' RTRIM: 24.14UNDERDRAIN CLEANOUTSTA: 29+65.28, 199.59' RTRIM: 24.15UNDERDRAIN CLEANOUTSTA: 28+65.81, 151.81' RTRIM: 23.79UNDERDRAIN CLEANOUTSTA: 29+10.84, 159.23' RTRIM: 23.75UNDERDRAIN CLEANOUTSTA: 29+19.90, 51.24' RTRIM: 23.77UNDERDRAIN CLEANOUTSTA: 28+60.86, 58.16' RTRIM: 23.70UNDERDRAIN CLEANOUTSTA: 30+55.45, 26.00' RTRIM: 24.16UNDERDRAIN CLEANOUTSTA: 30+40.98, 26.00' RTRIM: 24.17UNDERDRAIN CLEANOUTSTA: 30+33.41, 26.00' RTRIM: 20.54UNDERDRAIN CLEANOUTSTA: 29+72.43, 26.00' RTRIM: 24.17UNDERDRAIN CLEANOUTSTA: 22+50.02, 26.00' RTRIM: 24.9573 LFRMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.4 November 27, 2024 11:05:18am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.4 - PHASE 1 UNDERDRAIN SERIES.dwg TED-40-4313 LUA24-000208C24003681------------DECEMBER 202435022.008.021" = 40'DSWAWBMSUNDERDRAIN PLAN 1 OF 3C6.474 OF 117MATCHLINE STA. 32+33.84 SEE SHEET C6.5N0SCALE 1" = 408040UNDERDRAIN NOTESINSTALL 6" UNDERDRAIN (SEE DETAIL SHEET C6.16)INSTALL CLEANOUT (SEE DETAIL SHEET C6.16)CONNECT TO STORM DRAINAGE STRUCTUREINSTALL UNDERDRAIN OUTFALL CONNECTION PIPE (SEEDETAIL SHEET C6.16)CONNECT TO EXISTING CLEANOUTINSTALL UNDERDRAIN PLUGEXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAIN PERFORATED PIPEPROPOSED STORM STRUCTURE (SEE DRAINAGE SHEETS)PROPOSED CLEANOUTSDLEGENDPROPOSED UNDERDRAIN OUTFALL PIPEEXISTING UNDERDRAIN PERFORATED PIPEGENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESR-431374 8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WMPH15MPH15 MPH15 MPH15TAXIWAY ARUNWAY 16-34200 LF148 LF124 LF188 LF138 LFMPH15MPH15 MPH15MPH 1539 LF149 LFTAXIWAY A3IE 12" RCP(E)=17.95'IE 6" PVC(W)=20.00'130 LF73 LF94 LF60 LF72 LF18 LF22 LF47 LFUNDERDRAIN CLEANOUTSTA: 40+09.35, 197.51' RTRIM: 24.04UNDERDRAIN CLEANOUTSTA: 33+09.06, 26.00' RTRIM: 23.89UNDERDRAIN CLEANOUTSTA: 34+47.15, 26.00' RTRIM: 23.89UNDERDRAIN CLEANOUTSTA: 43+12.52, 26.00' RTRIM: 23.48UNDERDRAIN CLEANOUTSTA: 41+59.34, 26.00' RTRIM: 23.37UNDERDRAIN CLEANOUTSTA: 40+11.94, 26.00' RTRIM: 23.35UNDERDRAIN CLEANOUTSTA: 36+39.08, 66.10' RTRIM: 23.18UNDERDRAIN CLEANOUTSTA: 37+62.59, 120.40' RTRIM: 20.36UNDERDRAIN CLEANOUTSTA: 37+17.79, 138.25' RTRIM: 22.82UNDERDRAIN CLEANOUTSTA: 36+83.91, 105.82' RTRIM: 22.84UNDERDRAIN CLEANOUTSTA: 42+88.82, 26.00' RTRIM: 23.45UNDERDRAIN CLEANOUTSTA: 39+97.90, 26.00' RTRIM: 23.35UNDERDRAIN CLEANOUTSTA: 37+51.13, 29.41' RTRIM: 23.49UNDERDRAIN CLEANOUTSTA: 37+33.67, 193.89' RTRIM: 23.91UNDERDRAIN CLEANOUTSTA: 36+10.41, 40.48' RTRIM: 23.62UNDERDRAIN CLEANOUTSTA: 36+02, 34.90' RTRIM: 23.70UNDERDRAIN CLEANOUTSTA: 33+04, 26.00' RTRIM: 23.89UNDERDRAIN CLEANOUTSTA: 37+24.46, 76.82' RTRIM: 22.90UNDERDRAIN CLEANOUTSTA: 38+27.14, 154.36' RTRIM: 23.31UNDERDRAIN CLEANOUTSTA: 37+54.53, 27.44' RTRIM: 23.51UNDERDRAIN CLEANOUTSTA: 35+85.26, 27.98' RTRIM: 23.9260 LF53 LF139 LF59 LF15 LF9 LF42 LF120 LFRMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.5 November 27, 2024 11:05:25am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.4 - PHASE 1 UNDERDRAIN SERIES.dwg TED-40-4313 LUA24-000208C24003681------------DECEMBER 202435022.008.021" = 40'DSWAWBMSUNDERDRAIN PLAN 2 OF 3C6.575 OF 117MATCHLINE STA. 32+33.84 SEE SHEET C6.4 MATCHLINE STA. 44+52.24 SEE SHEET C6.6N0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAIN PERFORATED PIPEPROPOSED STORM STRUCTURE (SEE DRAINAGE SHEETS)PROPOSED CLEANOUTSDUNDERDRAIN NOTESLEGENDPROPOSED UNDERDRAIN OUTFALL PIPEINSTALL 6" UNDERDRAIN (SEE DETAIL SHEET C6.16)INSTALL CLEANOUT (SEE DETAIL SHEET C6.16)INSTALL UNDERDRAIN OUTFALL CONNECTION PIPE (SEEDETAIL SHEET C6.16)CONNECT TO EXISTING CLEANOUTEXISTING UNDERDRAIN PERFORATED PIPEINSTALL UNDERDRAIN PLUGGENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESCONNECT TO STORM DRAINAGE STRUCTURER-431375 8''WMPH15 MPH15TAXIWAY A2 TAXIWAY ARUNWAY 16-34127 LF141 LF67 LF83 LFMPH15MPH15 60 LF31 LF40 LF13 LF38 LFIE 6" PVC(W)=18.18'IE 12" RCP(N)=17.91'IE 12" RCP(SE)=17.91'200 LF124 LF67 LF63 LF34 LF39 LFUNDERDRAIN CLEANOUTSTA: 53+19.52, 26.00' RTRIM: 23.10UNDERDRAIN CLEANOUTSTA: 45+12.52, 26.00' RTRIM: 23.09UNDERDRAIN CLEANOUTSTA: 56+28.96, 80.19' RTRIM: 23.00UNDERDRAIN CLEANOUTSTA: 52+61.14, 26.00' RTRIM: 22.98UNDERDRAIN CLEANOUTSTA: 52+23.55, 26.00' RTRIM: 22.95UNDERDRAIN CLEANOUTSTA: 48+82.85, 198.82' RTRIM: 22.87UNDERDRAIN CLEANOUTSTA: 50+22.15, 196.41' RTRIM: 22.73UNDERDRAIN CLEANOUTSTA: 54+89.11, 39.52' RTRIM: 22.68UNDERDRAIN CLEANOUTSTA: 47+12.46, 27.57' RTRIM: 22.22UNDERDRAIN CLEANOUTSTA: 52+13.14, 85.12' RTRIM: 22.16UNDERDRAIN CLEANOUTSTA: 52+10.15, 88.00' RTRIM: 22.11UNDERDRAIN CLEANOUTSTA: 49+93.98, 133.24' RTRIM: 21.76UNDERDRAIN CLEANOUTSTA: 48+36.26, 40.17' RTRIM: 21.76UNDERDRAIN CLEANOUTSTA: 51+27.26, 88.00' RTRIM: 21.63UNDERDRAIN CLEANOUTSTA: 49+95.12, 102.28' RTRIM: 21.50UNDERDRAIN CLEANOUTSTA: 49+10.06, 103.10' RTRIM: 21.24UNDERDRAIN CLEANOUTSTA: 50+50.32, 88.00' RTRIM: 21.59UNDERDRAIN CLEANOUTSTA: 50+60.67, 88.00' RTRIM: 21.61UNDERDRAIN CLEANOUTSTA: 48+74.70, 45.95' RTRIM: 21.65UNDERDRAIN CLEANOUTSTA: 48+77.97, 47.04' RTRIM: 21.6369 LF76 LF58 LF114 LF94 LFPROTECT EXISTING KCSEWER MAIN, TYP.RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.6 November 27, 2024 11:05:30am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.4 - PHASE 1 UNDERDRAIN SERIES.dwg TED-40-4313 LUA24-000208C24003681######------------DECEMBER 202435022.008.021" = 40'DSWAWBMSUNDERDRAIN PLAN 3 OF 3C6.676 OF 117MATCHLINE STA. 44+52.24 SEE SHEET C6.5 N0SCALE 1" = 408040UNDERDRAIN NOTESINSTALL 6" UNDERDRAIN (SEE DETAIL SHEET C6.16)INSTALL CLEANOUT (SEE DETAIL SHEET C6.16)INSTALL UNDERDRAIN OUTFALL CONNECTION PIPE (SEEDETAIL SHEET C6.16)CONNECT TO EXISTING CLEANOUTINSTALL UNDERDRAIN PLUGEXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAIN PERFORATED PIPEPROPOSED STORM STRUCTURE (SEE DRAINAGE SHEETS)PROPOSED CLEANOUTSDLEGENDPROPOSED UNDERDRAIN OUTFALL PIPEEXISTING UNDERDRAIN PERFORATED PIPEGENERAL NOTESA.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALLBE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOADB.EXISTING CATCH BASINS MUST BE PROTECTED IN PLACE DURING CONSTRUCTIONACTIVITIESCONNECT TO STORM DRAINAGE STRUCTURER-431376 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB29 TO CB28 38 LF 12" RCP @ 0.50%APPROXIMATE EX. 2" TELECOM CONTRACTOR TO CONFIRM DEPTH PROPOSED GRADE EXISTING GRADE Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB33 TO CB29 80 LF DI @ 0.40% 40 LF 12" DI @ 0.40% PROPOSED GRADE EXISTING GRADE 40 LF 12" DI @ 0.40% 38 LF 12" DI @ 0.40% AHEADLANEONE AHEADLANEONEAHEADLANEONEAHEADLANEONELANEONE AHEADLANEONEAHEADLANEONEHorizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB28 TO CB27 173 LF 12" RCP @ 0.50% PROPOSED GRADE EXISTING GRADE R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.7 November 27, 2024 11:06:12am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 1 OF 8 C6.7 77 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBXN0 SCALE 1" = 30 60 30' MBXMBX R-431377 Vertical Scale: 1"=3' Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB27 TO SDCB 288 110 LF 12" DI @ 0.43% EXISTING GRADE PROPOSED GRADE APPROXIMATE EX. 8" WATER TO BE ABANDONED IN PLACE CONTRACTOR TO CONFIRM DEPTH Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 26 TO SDCB 360 76 LF 12" DI @ 0.30%TAXIWAY A5TAXIWAY A5 R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.8 November 27, 2024 11:06:29am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 2 OF 8 C6.8 78 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBX MBX R-431378 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB23 TO CB25 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' 47 LF 12" DI @ 0.30% PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 8" WATER TO BE ABANDONED CONTRACTOR TO CONFIRM DEPTH 113 LF 12" DI @ 0.30% APPROXIMATE EX. 2" ELECTRICAL CONTRACTOR TO CONFIRM DEPTH APPROXIMATE 6" UNDERDRAIN Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB21 TO CB22 74 LF 12" DI @ 0.35% PROPOSED GRADE EXISTING GRADEAHEADLANEONEAHEADLANEONETAXIWAY ATAXIWAY A R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.9 November 27, 2024 11:06:46am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 3 OF 8 C6.9 79 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBXMBX R-431379 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB19 TO CB21 65 LF 12" DI @ 0.35% 119 LF 12" DI @ 0.46% PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 8" POWER CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" ELECTRICAL TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 8" WATER TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB19 TO CB17 102 LF 12" RCP @ 1 . 1 2 % PROPOSED GRADE EXISTING GRADE 86 LF 12" RCP @ 0.53%TAXIWAY ATAXIWAY A R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.10 November 27, 2024 11:07:01am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 4 OF 8 C6.10 80 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBXMBX R-431380 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 14 TO CB 15 PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 8" WATER TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH 137 LF 12" DI @ 1 . 4 2 % Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 14 TO CB 13 193 LF 12" DI @ 0.83% PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 8" WATER TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH A T C T C L E AR A N C E REQ U I R ED TAXIWAY A3TAXIWAY AATCT CLEARANCE REQUIREDTAXIWAY ATAXIWAY A3 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB15 TO CB16 102 LF 12" RCP @ 0.59% 12 LF 12" RCP @ 11.46% APPROXIMATE EX. 8" POWER CONTRACTOR TO CONFIRM DEPTH R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.11 November 27, 2024 11:07:20am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 5 OF 8 C6.11 82 OF 117 N 0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBX MBXN0 SCALE 1" = 30 60 30' MBX R-431382 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 12 TO CB 10 148 LF 12" DI @ 0.30% EXISTING GRADE APPROXIMATE EX. 2" TELECOM CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" AIR CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" POWER CONTRACTOR TO CONFIRM DEPTH 166 LF 12" DI @ 0.30% Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM SDCB 21 TO CB 10 176 LF 12" DI @ 0.35% PROPOSED GRADE EXISTING GRADE CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 8" WATER TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE 6" UNDERDRAIN R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.12 November 27, 2024 11:07:35am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 6 OF 8 C6.12 82 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBXMBX R-431382 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 9 TO CB 6 80 LF 12" DI @ 0.40% 134 LF 12" DI @ 0.40% PROPOSED GRADE EXISTING GRADE 40 LF 12" RCP @ 0.40%APPROXIMATE EX. 2" POWER CONTRACTOR TO CONFIRM DEPTH Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB 6 TO CB 5 160 LF 12" DI @ 0.24% PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTHMPH15MPH 15 MPH 15 MPH15R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.13 November 27, 2024 11:07:50am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 7 OF 8 C6.13 83 OF 117N0 SCALE 1" = 30 60 30' N 0 SCALE 1" = 30 60 30' MBXMBX R-431383 Horizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB3 TO CB2 161 LF 12" DI @ 0.35% PROPOSED GRADE EXISTING GRADE APPROXIMATE EX. 2" LIGHTING CONTRACTOR TO CONFIRM DEPTH APPROXIMATE EX. 2" LIGHTING TO BE REMOVED CONTRACTOR TO CONFIRM DEPTH APPROXIMATE 6" UNDERDRAINTAXIWAY ATAXIWAY AHorizontal Scale: 1"=30' Vertical Scale: 1"=3' STORM CB4 TO CB1 100 LF 12" DI @ 0.35% 64 LF 12" RCP @ 0.35%70 LF 12" RCP @ 0.35% PROPOSED GRADEEXISTING GRADE TAXIWAY A TAXIWAY A R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.14 November 27, 2024 11:08:07am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.7 - PHASE 1 STORM-PLAN-PROF-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 1" = 30' DSW AWB MS STORM PLAN & PROFILE 8 OF 8 C6.14 84 OF 117 N 0 SCALE 1" = 30 60 30' MBXN0 SCALE 1" = 30 60 30' MBX R-431384 R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.15 STORM DETAILS 1 OF 2 November 27, 2024 11:08:16am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 STORM-DTLS-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 NTS DSW AWB MS STORM DETAILS 1 OF 2 C6.15 85 OF 117 GENERAL NOTES A.ALL PROPOSED STORM DRAINAGE STRUCTURES (TYPE 1 AND 2 CATCH BASINS) SHALL BE AIRCRAFT LOAD RATED FOR A 100 KIP WHEEL LOAD R-431385 R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY:RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C6.16 STORM DETAILS 2 OF 2 November 27, 2024 11:08:24am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C6.0 - PHASE 1 STORM-DTLS-090119000.dwgTED-40-4313LUA24-000208C24003681------------ DECEMBER 2024 35022.008.02 NTS DSW AWB MS STORM DETAILS 2 OF 2 C6.16 86 OF 117 1.STABILIZE VERTICAL CLEANOUT TO PREVENT PIPE DAMAGE OR MOVEMENT. GENERAL NOTES: VARIES REFER TO UNDERDRAIN PLANS (SERIES C6) FOR INFORMATION 12" MIN. ABOVE TOP OF PIPE 6" UNDERDRAIN 24" 3" PERFORATED UNDERDRAIN PIPE UNDERDRAIN BEDDING 18" TRENCH WIDTH 6" 6" 3" UNDERDRAIN CLEANOUT UNDERDRAIN STAMPED COVER SCALE=NTS 1 6" PERFORATED UNDERDRAIN WITH GEOTEXTILE SOCK (D-705) DRAINAGE FILTER FABRIC (D-705) OVERLAP DRAINAGE FILTER FABRIC 12" MIN. AT TOP OF POROUS BACKFILL 4 3 6 6 INVERT ELEVATIONS AS SHOWN ON LAYOUT SHEETS CAP FOR END CLEANOUT 6" PERFORATED UNDERDRAIN PIPE (P-705) 6"x4" 45° PVC WYE 24" MIN. VARIES POROUS BACKFILL (D-705) 6" PERFORATED UNDERDRAIN PIPE POROUS BACKFILL (D-705) FRAME AND LID 24"x24"x12" CONCRETE PAD (P-610) 6" PVC, 12" LONG 4" PVC PIPE 2" STD. LETTERING FLUSH WITH TOP UNDERDRAIN OUTFALL CONNECTION2 6" CORE, SEAL WITH NON-SHRINK GROUT EXISTING OR PROPOSED STORM DRAINAGE STRUCTURE NON-PERFORATED PVC OUTFALL PIPE FINISHED GRADE POROUS BACKFILL (D-705)6" PERFORATED UNDERDRAIN PIPE (D-705) CLEANOUT MEASURING POINT 45° ELBOW CLEANOUT CRUSHED ROCK BACKFILL (12") POROUS BACKFILL (D-705) DRAINAGE FILTER FABRIC (D-705) 9" CRUSHED AGGREGATE BASE COURSE (SEE PAVING DETAILS) ASPHALT SURFACE COURSE (SEE PAVING DETAILS) CRUSHED ROCK BACKFILL (12") 6" MIN. ABOVE TOP OF PIPE 18" TRENCH WIDTH 6" 6" EARTH BACKFILL (P-152) DRAINAGE FILTER FABRIC (D-705) 3" CRUSHED ROCK BACKFILL VARIES REFER TO UNDERDRAIN PLANS (SERIES C6) FOR INFORMATION ASPHALT STABILIZED BASE COURSE (SEE PAVING DETAILS) SCALE=NTS SCALE=NTS SCALE=NTSSCALE=NTS DEPTHVARIESPAVED AREAS UNPAVED AREAS TOP OF SUBGRADE CONTROLLED LOW STRENGTH MATERIAL (CLSM) (P-153) FOR TRENCH BACKFILL 4" WIDE UNDERGROUND UTILITY MARKING TAPE UTILITY LOCATE WIRE CRUSHED AGGREGATE PIPE BEDDING (CSTC) SUITABLE NATIVE OR GRAVEL BORROW FOR TRENCH BACKFILL TOPSOILFINISHED GRADE MATCH EX. P-209 BASE COURSE 6" MIN.12" MIN.6" MIN.PIPE O.D.PIPE O.D. TRENCH WIDTH SEE NOTE 1 1.PIPE TRENCH WIDTH SHALL BE: FOR OD >/= 18" : (1.5 X I.D.) + 18" FOR OD < 18": I.D. + 30" 2.ALL OPEN TRENCHES IN PAVEMENT SHALL BE NON-SKID PLATED, PINNED, SHIMMED OR BACKFILLED AND CAPPED WITH TEMPORARY HMA WHERE AUTHORIZED BY THE ENGINEER AT THE END OF EACH WORK DAY. 3.CONTRACTOR SHALL PROVIDE TEMPORARY TRENCH SHORING FOR ALL TRENCHES DEEPER THAN FOUR FEET. THE CONTRACTOR SHALL MEET ALL REQUIREMENTS FOR TRENCH SAFETY PER WAC 296-155. 2' MIN. FROM EDGE OF TRENCH TO PAVEMENT REMOVAL LIMIT TACK COAT ALL SIDES PIPE TRENCH SCALE=NTS 7 GENERAL NOTES: FOLLOW CIVIL PLANS FOR PAVEMENT SECTION6" SOLID UNDERDRAIN OUTFALL PIPE R-431386 UNDERDRAIN OUTFALL PIPE5 SCALE=NTS SUBGRADE (P-152)SUBGRADE (P-152) Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 16 Appendix D - SPECIFICATIONS CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 1 of 6 NOV 2024 | #35022.008.02 Item D-701 Pipe for Storm Drains and Culverts DESCRIPTION 701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans. MATERIALS 701-2.1 Materials shall meet the requirements shown on the plans and specified below. Underground piping and components used in drainage systems for terminal and aircraft fueling ramp drainage shall be noncombustible and inert to fuel in accordance with National Fire Protection Association (NFPA) 415. 701-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements shown in paragraph designated REFERENCES at the end of this specification. 701-2.3 Concrete. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi at 28 days and conform to the requirements of ASTM C94. 701-2.4 Rubber gaskets. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM C443. 701-2.5 Joint mortar. Not used. 701-2.6 Joint fillers. Not used. 701-2.7 Plastic gaskets. Not used. 701-2.8 Controlled low-strength material (CLSM). Controlled low-strength material shall conform to the requirements of Item P-153. When CLSM is used, all joints shall have gaskets. 701-2.9 Reinforced concrete pipe (RCP). Reinforced concrete pipe shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or American Concrete Pipe Association QCast Plant Certification program. RCP shall conform to the requirements of ASTM C76. The nominal length for RCP pipe shall not be less than 8 feet. Concrete used for casting RCP shall have a minimum compressive strength of 4000 psi. Concrete cement shall meet the requirements of ASTM C150. RCP shall have a minimum absorption value of 9 percent when tested according to ASTM C497, Section 7, Method A. 701-2.10 Ductile Iron pipe (DIP). Ductile iron pipe and fittings shall meet the requirements of AWWA C151, thickness Class 52 minimum (or higher if shown on the plans). Ductile iron pipe shall be cement-mortar lined per AWWA C104. Pipe shall be asphalt coated per AWWA C151. Manufacturing quality control testing of ductile iron pipe shall meet the requirements of ASTM A746. 701-2.11 Joining pipe. Joints shall be made with rubber gaskets. CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 2 of 6 NOV 2024 | #35022.008.02 a. Concrete pipe. Concrete pipe may be either bell and spigot or tongue and groove. Pipe sections at joints shall be fully seated and the inner surfaces flush and even. Concrete pipe joints shall be sealed with rubber gaskets meeting ASTM C443 when leak resistant joints are required. b. Ductile Iron pipe. Ductile iron storm drainage pipe joints shall meet the following requirements: a. Push-on joint per AWWA C111 b. Rubber gasket per AWWA C111 701-2.12 Bedding. The bedding surface for the pipe shall provide a foundation of uniform density to support the pipe throughout its entire length. Bedding material shall be crushed aggregate top course per WSDOT std. spec. 9-03.9(3). 701-2.13 Embedment Material Requirements a. Paved Areas. Embedment material shall be controlled-low strength material (CLSM) per Specification Section P-153. The trench width shall not exceed the width required for each pipe size. CLSM shall be filled up to the top of subgrade and left neat to the subgrade elevation. CLSM shall cure to the design strength prior to placing material over it. b. Non-paved areas. Non-paved areas shall be backfilled with native material, gravel borrow (per WSDOT std. spec. 9-03.12(3) or as approved by the Engineer. Material shall be compacted to 90% max. dry density. c. Utility Locate Wire. All buried stormwater pipe shall have a utility locate wire installed above the pipe. d. Utility Marking Tape. All buried stormwater pipe shall have a 4-inch-wide marking tape installed at the top of the pipe and shall meet the requirements of APWA color standards. Material shall be non-degradable. CONSTRUCTION METHODS 701-3.1 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than the external diameter of the pipe plus 12 inches on each side. The trench walls shall be approximately vertical. Trenching and shoring shall meet the requirements of the Washington Administration Code (WAC) 296- 155, Part N. The Contractor shall comply with all current federal, state and local rules and regulations governing the safety of men and materials during the excavation, installation and backfilling operations. Specifically, the Contractor shall observe that all requirements of the Occupational Safety and Health Administration (OSHA) relating to excavations, trenching, and shoring are strictly adhered to. The width of the trench shall be sufficient to permit satisfactorily jointing of the pipe and thorough compaction of the bedding material under the pipe and backfill material around the pipe, but it shall not be greater than the widths shown on the plans trench detail. Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below the foundation grade for a depth of at least 8 inches or 1/2 inch for each foot of fill over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe. The excavation below grade should be filled with granular material to form a uniform foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 3 of 6 NOV 2024 | #35022.008.02 width. The ENGINEER shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe. The excavation for pipes placed in embankment fill shall not be made until the embankment has been completed to a height above the top of the pipe as shown on the plans. 701-3.2 Laying pipe. The pipe laying shall begin at the lowest point of the trench and proceed upgrade. The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade. Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced concrete pipes shall be placed with the manufacturer’s reference lines designating the top of the pipe within five degrees of a vertical plane through the longitudinal axis of the pipe. 701-3.3 Embedment and Overfill. Pipes shall be inspected before any fill material is placed; any pipes found to be out of alignment, unduly settled, or damaged shall be removed and re-laid or replaced at the Contractor’s expense. 701-3.4 Placement of Embedment Material The embedment material shall be compacted in layers not exceeding 6 inches on each side of the pipe and shall be brought up one foot above the top of the pipe or to natural ground level, whichever is greater. Thoroughly compact the embedment material under the haunches of the pipe without displacing the pipe. Material shall be brought up evenly on each side of the pipe for the full length of the pipe. When the top of the pipe is above the top of the trench, the embedment material shall be compacted in layers not exceeding 6 inches and shall be brought up evenly on each side of the pipe to one foot above the top of the pipe. All embedment material shall be compacted to a density required under Item P-152. Concrete cradles and flowable fills, such as controlled low strength material (CLSM) per Section P-153 may be used for embedment provided adequate flotation resistance can be achieved by restraints, weighing, or placement technique. It shall be the Contractor’s responsibility to protect installed pipes and culverts from damage due to construction equipment operations. The Contractor shall be responsible for installation of any extra strutting or backfill required to protect pipes from the construction equipment. 701-3.5 Overfill Pipes shall be inspected before any overfill is in place. Any pipes found to be out of alignment, unduly settled, or damaged shall be removed and replaced at the Contractor’s expense. Evaluation of any damage to RCP shall be evaluated based on AASHTO R73. Overfill material shall be place and compacted in layers as required to achieve compaction to at least 95 percent standard proctor per ASTM D1557 The soil shall contain no debris, organic matter, frozen material, or stones with a diameter greater than one half the thickness of the compacted layers being placed. 701-3.6 Inspection Requirements An initial post installation inspection shall be performed by the ENGINEER no sooner than 30 days after completion of installation and final backfill. Clean or flush all lines prior to inspection. Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe interior. Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90-degree CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 4 of 6 NOV 2024 | #35022.008.02 angle with the axis of the pipe rotating 360 degrees. Use equipment to move the camera through the pipe that will not obstruct the camera’s view or interfere with proper documentation of the pipe’s condition. The video image shall be clear, focused, and relatively free from roll, static, or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe. Incorporate specific inspection requirements for the various types of pipes beneath the general inspection requirements. Reinforced concrete pipe shall be inspected, evaluated, and reported on in accordance with ASTM C1840, “Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe.” Any issues reported shall include still photo and video documentation. The zoom ratio shall be provided for all still or video images that document any issues of concern by the inspection firm. METHOD OF MEASUREMENT 701-4.1 The length of pipe shall be measured in linear feet of pipe in place, completed, and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. The size of pipe shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured. 701-4.2. Remove Existing Pipe: The length of pipe shall be measured in linear feet of pipe removed and accepted. It shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. No separate measurement for size of pipe shall be completed. 701-4.3. Connect to Existing Structure: The Connect to Existing Structure shall be measured by each for the connection of new pipe to an existing structure. All fittings, coring, blocking, patching, and other incidentals to allow a clean, watertight connection to the existing structure. 701-4.4. Trench Excavation Safety System: No measurement shall be made for shoring systems installed for trench support during pipe installation. All work for shoring and trench excavation shall be included in Item 701-5.4. BASIS OF PAYMENT 701-5.0 These prices shall fully compensate the Contractor for furnishing all materials and for all preparation, excavation, and installation of these materials; and for all labor, equipment, tools, and incidentals necessary to complete the item. 701-5.1.1 Payment will be made at the contract unit price per linear foot for Reinforced Concrete Pipe 701-5.1.2 Payment will be made at the contract unit price per linear foot for Ductile Iron Pipe 701-5.2 Payment will be made at the contract unit price per linear foot for Remove Existing Pipe 701-5.3 Payment will be made at the contract unit price per each for Connect to Existing Structure 701-5.4 Payment will be made for all work attributed to Trench Excavation Safety System per lump sum. Payment will be made under: Item 1 Remove Existing Storm Drainage Pipe - per linear foot Item 2 Abandon Existing Storm Drainage Pipe - per linear foot CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 5 of 6 NOV 2024 | #35022.008.02 Item 3 12-inch Ductile Iron Pipe - per linear foot Item 4 12-inch Reinforced Concrete Pipe - per linear foot Item 5 Connect to Existing Storm Structure - per each Item 6 Connect Existing Pipe to New Structure - per each REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. American Association of State Highway and Transportation Officials (AASHTO) AASHTO R73 Standard Practice for Evaluation of Precast Concrete Pipe, Box Culverts, Manholes, and Drainage Inlets ASTM International (ASTM) ASTM A536 Standard Specification for Ductile Iron Castings ASTM A536 Standard Specification for Ductile Iron Gravity Sewer Pipe AASHTO R73 Standard Practice for Evaluation of Precast Concrete Drainage Productions ASTM A746 Standard Specification for Ductile Iron Gravity Sewer Pipe ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe ASTM C150 Standard Specification for Portland Cement ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers ASTM C1479 Standard Practice for Installation of Precast Concrete Sewer, Storm Drain, and Culvert Pipe Using Standard Installations ASTM C1577 Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 6 of 6 NOV 2024 | #35022.008.02 ASTM C1786 Standard Specification for Segmental Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers Designed According to AASHTO LRFD ASTM C1840 Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain, and Storm Sewer Pipe ASTM D1056 Standard Specification for Flexible Cellular Materials Sponge or Expanded Rubber ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes American Water Works Association AWWA C104 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings AWWA C111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings AWWA C151 Ductile-Iron Pipe, Centrifugally Cast National Fire Protection Association (NFPA) NFPA 415 Standard on Airport Terminal Buildings, Fueling Ramp Drainage, and Loading Walkways END ITEM D-701 CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 1 of 6 NOV 2024|#35022.008.02 Item D-705 Pipe Underdrains for Airports DESCRIPTION 705-1.1 This item shall consist of the construction of pipe drains in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans. MATERIALS 705-2.1 General. Materials shall meet the requirements shown on the plans and specified below. 705-2.2 Pipe. The pipe shall be of the type called for on the plans or in the proposal and shall be in accordance with the following appropriate requirements. ASTM F758 Standard Specification for Smooth-Wall Poly (Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe & Fittings Based on Controlled Inside Diameter ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings 705-2.3 Joint mortar. Pipe joint mortar shall consist of one part by volume of Portland cement and two parts sand. The Portland cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144. 705-2.4 Elastomeric seals. Elastomeric seals shall conform to the requirements of ASTM F477. 705-2.5 Porous backfill. Porous backfill shall be free of clay, humus, or other objectionable matter, and shall conform to the gradation in Table 1 when tested in accordance with ASTM C136. Table 1. Gradation of Porous Backfill Sieve Designation (square openings) Percentage by Weight Passing Sieves Porous Material No. * 1-1/2 inch 100 1 inch 90-100 3/8 inch 25-60 No. 4 5-40 No. 8 0-20 705-2.6 Granular material. Granular material used for backfilling shall conform to the requirements of ASTM D2321 for Class IA, IB, or II materials. 705-2.7 Filter fabric. The filter fabric shall conform to the requirements of AASHTO M288 Class 2 or equivalent. CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 2 of 6 NOV 2024|#35022.008.02 Table 2. Fabric Properties Fabric Property Test Method Test Requirement Grab Tensile Strength, lbs ASTM D4632 125 min Grab Tensile Elongation % ASTM D4632 50 min Burst Strength, psi ASTM D3785 125 min Trapezoid Tear Strength, lbs ASTM D4533 55 min Puncture Strength, lbs ASTM D4833 40 min Abrasion, lbs ASTM D4886 15 max loss Equivalent Opening Size ASTM D4751 70-100 Permittivity sec-1 ASTM D4491 0.80 Accelerated Weathering (UV Stability) (Strength Retained - %) ASTM D4355 *(500 hrs exposure) 70 705-2.8 Controlled low-strength material (CLSM). CLSM is not used for backfilling around underdrains. CONSTRUCTION METHODS 705-3.1 Equipment. All equipment required for the construction of pipe underdrains shall be on the project, in good working condition, and approved by the Engineer before construction is permitted to start. 705-3.2 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the pipe and thorough tamping of the bedding material under and around the pipe but shall not be less than the external diameter of the pipe plus 6 inches on each side of the pipe. The trench walls shall be approximately vertical. Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the foundation grade for a depth of at least 4 inches. The excavation below grade shall be backfilled with selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 6 inches in uncompacted depth to form a uniform but yielding foundation. Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable soil, the unstable soil shall be removed and replaced with approved granular material for the full trench width. The Engineer shall determine the depth of removal necessary. The granular material shall be compacted to provide adequate support for the pipe. Excavated material not required or acceptable for backfill shall be disposed of by the Contractor as directed by the Engineer. The excavation shall not be carried below the required depth; if this occurs, the trench shall be backfilled at the Contractor’s expense with material approved by the Engineer and compacted to the density of the surrounding material. The pipe bedding shall be constructed uniformly over the full length of the pipe barrel, as required on the plans. The maximum aggregate size shall be 1 inch when the bedding thickness is less than 6 inches, and 1-1/2 inch when the bedding thickness is greater than 6 inches. Bedding shall be loosely placed, uncompacted material under the middle third of the pipe prior to placement of the pipe. CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 3 of 6 NOV 2024|#35022.008.02 The Contractor shall do trench bracing, sheathing, or shoring necessary to perform and protect the excavation as required for safety and conformance to federal, state, and local laws. Unless otherwise provided, the bracing, sheathing, or shoring shall be removed by the Contractor after the backfill has reached at least 12 inches over the top of the pipe. The sheathing or shoring shall be pulled as the granular backfill is placed and compacted to avoid any unfilled spaces between the trench wall and the backfill material. The cost of bracing, sheathing, or shoring, and the removal of same, shall be included in the unit price bid per foot for the pipe. 705-3.3 Laying and installing pipe. a. PVC, fiberglass, or polyethylene pipe. PVC or polyethylene pipe shall be installed in accordance with the requirements of ASTM D2321. Perforations shall meet the requirements of AASHTO M252 or AASHTO M294 Class 2, unless otherwise indicated on the plans. The pipe shall be laid accurately to line and grade. b. All types of pipe. The upgrade end of pipelines, not terminating in a structure, shall be plugged or capped as approved by the Engineer. Unless otherwise shown on the plans, a 4-inch bed of granular backfill material shall be spread in the bottom of the trench throughout the entire length under all perforated pipe underdrains. Pipe outlets for the underdrains shall be constructed when required or shown on the plans. The pipe shall be laid with tight-fitting joints. Porous backfill is not required around or over pipe outlets for underdrains. All connections to other drainage pipes or structures shall be made as required and in a satisfactory manner. If connections are not made to other pipes or structures, the outlets shall be protected and constructed as shown on the plans. e. Filter fabric. The filter fabric shall be installed in accordance with the manufacturer’s recommendations, or in accordance with the AASHTO M288 Appendix, unless otherwise shown on the plans. 705-3.4 Not Used. 705-3.5 Not Used. 705-3.6 Embedment and Backfill a. Earth. All trenches and excavations shall be backfilled soon after the pipes are installed unless additional protection of the pipe is directed. The embedment material shall be select material from excavation or borrow and shall be approved by the Engineer. The select material shall be placed on each side of the pipe out to a distance of the nominal pipe diameter and one foot over the top of the pipe and shall be readily compacted. It shall not contain stones 3 inches or larger in size, frozen lumps, chunks of highly plastic clay, or any other material that is objectionable to the Engineer. The material shall be moistened or dried, as required to aid compaction. Placement of the embedment material shall not cause displacement of the pipe. Thorough compaction under the haunches and along the sides to the top of the pipe shall be obtained. The embedment material shall be placed in loose layers not exceeding 6 inches in depth under and around the pipe. Backfill material over the pipe shall be placed in lifts not exceeding 8 inches. Successive layers shall be added and thoroughly compacted by hand and pneumatic tampers, approved by the Engineer, until the trench is completely filled and brought to the planned elevation. Embedment and backfilling shall be done to avoid damaging top or side of the pipe. In embankments and other unpaved areas, the backfill shall be compacted per Item P-152 to the density required for embankments in unpaved areas. Under paved areas, the subgrade and any backfill shall be compacted per Item P-152 to the density required for embankments for paved areas. CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 4 of 6 NOV 2024|#35022.008.02 b. Granular backfill. When granular backfill is required, placement in the trench and about the pipe shall be as shown on the plans. The granular backfill shall not contain an excessive amount of foreign matter, nor shall soil from the sides of the trench or from the soil excavated from the trench be allowed to filter into the granular backfill. When required by the Engineer, a template shall be used to properly place and separate the two sizes of backfill. The backfill shall be placed in loose layers not exceeding 6 inches in depth. The granular backfill shall be compacted by hand and pneumatic tampers to the requirements as given for embankment. Backfilling shall be done to avoid damaging top or side pressure on the pipe. The granular backfill shall extend to the elevation of the trench or as shown on the plans. When perforated pipe is specified, granular backfill material shall be placed along the full length of the pipe. The position of the granular material shall be as shown on the plans. If the original material excavated from the trench is pervious and suitable, it shall be used in lieu of porous backfill No. 1. If porous backfill is placed in paved or adjacent to paved areas before grading or subgrade operations is completed, the backfill material shall be placed immediately after laying the pipe. The depth of the granular backfill shall be not less than 12 inches, measured from the top of the underdrain. During subsequent construction operations, a minimum depth of 12 inches of backfill shall be maintained over the underdrains. When the underdrains are to be completed, any unsuitable material shall be removed exposing the porous backfill. Porous backfill containing objectionable material shall be removed and replaced with suitable material. The cost of removing and replacing any unsuitable material shall be at the Contractor’s expense. If a granular subbase blanket course is used which extends several feet beyond the edge of paving to the outside edge of the underdrain trench, the granular backfill material over the underdrains shall be placed in the trench up to an elevation of 2 inches above the bottom surface of the granular subbase blanket course. Immediately prior to the placing of the granular subbase blanket course, the Contractor shall blade this excess trench backfill from the top of the trench onto the adjacent subgrade where it can be incorporated into the granular subbase blanket course. Any unsuitable material that remains over the underdrain trench shall be removed and replaced. The subbase material shall be placed to provide clean contact between the subbase material and the underdrain granular backfill material for the full width of the underdrain trench. c. Controlled low-strength material (CLSM). CLSM is not used. 705-3.7 Flexible Pipe Ring Deflection. Not used. 705-3.8Connections. When the plans call for connections to existing or proposed pipe or structures, these connections shall be watertight and made to obtain a smooth uniform flow line throughout the drainage system. 705-3.9 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of all surplus material, soil, and rubbish from the site. Surplus soil may be deposited in embankments, shoulders, or as directed by the Engineer. Except for paved areas of the airport, the Contractor shall restore all disturbed areas to their original condition. METHOD OF MEASUREMENT 705-4.1 The length of pipe shall be the number of linear feet (meters) of pipe underdrains in place, completed, and approved; measured along the centerline of the pipe from end or inside face of structure to the end or inside face of structure, whichever is applicable. The several classes, types, and sizes shall be measured separately. All fittings shall be included in the footage as typical pipe sections in the pipeline being measured. 705-4.4. The quantity of pipe underdrains shall be made at the contract unit price per linear foot complete, including porous backfill and filter fabric. CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 5 of 6 NOV 2024|#35022.008.02 BASIS OF PAYMENT 705-5.1 Payment will be made at the contract unit price per linear foot for pipe underdrains of the type, class, and size designated. Pipe underdrains, including porous backfill and filter fabric, shall be made at the contract unit price per linear foot. 705-5.2 Payment will be made at price per each underdrain cleanout as shown on the plans including excavation, placement, backfilling, cleanout lid, and connection to the underdrain system. 705-5.3 Payment will be made at the contract unit price per linear foot for outfall pipe of the type, class, and size designated. Pipe, including bedding backfill and compaction, shall be made at the contract unit price per linear foot. These prices shall be full compensation for furnishing all materials and for all preparation, excavation, and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: Item 11 6-inch Conventional Underdrain pipe - per linear foot Item 12 Underdrain Cleanout - per each Item 13 6-inch Underdrain Outfall Pipe - per linear foot Item 14 Underdrain Pipe Plug - per each REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ASTM International (ASTM) ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse Aggregates ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe ASTM F758 Standard Specification for Smooth Wall Poly (Vinyl Chloride) (PVC) Plastic Underdrain Systems for Highway, Airport, and Similar Drainage ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe & Fittings Based on Controlled Inside Diameter ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings American Association of State Highway and Transportation Officials (AASHTO) AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe AASHTO M288 Standard Specification for Geotextile Specification for Highway Applications AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500- mm (12- to 60-in.) Diameter AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on Controlled Inside Diameter CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 6 of 6 NOV 2024|#35022.008.02 END OF ITEM D-705 CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 1 of 6 NOV 2024 | #35022.008.02 Item D-751 Manholes, Catch Basins, Inlets and Inspection Holes DESCRIPTION 751-1.1 This item shall consist of construction of manholes, catch basins, inlets, and inspection holes, in accordance with these specifications, at the specified locations and conforming to the lines, grades, and dimensions shown on the plans or required by the Engineer. MATERIALS 751-2.1 Not Used. 751-2.2 Mortar. Mortar shall consist of one part Portland cement and two parts sand. The cement shall conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of ASTM C144. 751-2.3 Concrete. Plain and reinforced concrete used in structures, connections of pipes with structures, and the support of structures or frames shall conform to the requirements of Item P-610. 751-2.4 Precast concrete pipe manhole rings. Precast concrete pipe manhole rings shall conform to the requirements of ASTM C478. Unless otherwise specified, the risers and offset cone sections shall have an inside diameter of not less than 36 inches nor more than 48 inches . There shall be a gasket between individual sections and sections cemented together with mortar on the inside of the manhole. Gaskets shall conform to the requirements of ASTM C443. 751-2.5 Corrugated metal. Corrugated metal shall conform to the requirements of American Association of State Highway and Transportation Officials (AASHTO) M36. 751-2.6 Frames, covers, and grates. The castings shall conform to one of the following requirements: a. ASTM A48, Class 35B: Gray iron castings b. ASTM A47: Malleable iron castings c. ASTM A27: Steel castings d. ASTM A283, Grade D: Structural steel for grates and frames e. ASTM A536, Grade 65-45-12: Ductile iron castings f. ASTM A897: Austempered ductile iron castings All castings or structural steel units shall conform to the dimensions shown on the plans and shall be designed to support the loadings, aircraft gear configuration and/or direct loading, specified. Castings shall be aircraft rated for a minimum of 100,000 pounds. Each frame and cover or grate unit shall be provided with fastening members to prevent it from being dislodged by traffic, but which will allow easy removal for access to the structure. All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized in the factory to meet the requirements of ASTM A123. CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 2 of 6 NOV 2024 | #35022.008.02 751-2.7 Steps. The steps or ladder bars shall be gray or malleable cast iron or galvanized steel. The steps shall be the size, length, and shape shown on the plans and those steps that are not galvanized shall be given a coat of asphalt paint, when directed. 751-2.8 Precast inlet structures. Manufactured in accordance with and conforming to ASTM C913. 751-2.9 Submittals. All structures shall be rated for aircraft wheel loads as described in FAA AC 150/5320-6G, Appendix B. Structural calculations shall be submitted to the Engineer for approval for each structure type (i.e., manholes, catch basins, etc.). Calculations shall be sealed by a licensed engineer in the State of Washington. CONSTRUCTION METHODS 751-3.1 Unclassified excavation. a. The Contractor shall excavate for structures and footings to the lines and grades or elevations, shown on the plans, or as staked by the Engineer. The excavation shall be of sufficient size to permit the placing of the full width and length of the structure or structure footings shown. The elevations of the bottoms of footings, as shown on the plans, shall be considered as approximately only; and the Engineer may direct, in writing, changes in dimensions or elevations of footings necessary for a satisfactory foundation. b. Boulders, logs, or any other objectionable material encountered in excavation shall be removed. All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface either level, stepped, or serrated, as directed by the Engineer. All seams or crevices shall be cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. Where concrete will rest on a surface other than rock, the bottom of the excavation shall not be disturbed and excavation to final grade shall not be made until immediately before the concrete or reinforcing is placed. c. The Contractor shall do all bracing, sheathing, or shoring necessary to implement and protect the excavation and the structure as required for safety or conformance to governing laws. The cost of bracing, sheathing, or shoring shall be included in the unit price bid for the structure. d. All bracing, sheathing, or shoring involved in the construction of this item shall be removed by the Contractor after the completion of the structure. Removal shall not disturb or damage finished masonry. The cost of removal shall be included in the unit price bid for the structure. e. After excavation is completed for each structure, the Contractor shall notify the Engineer. No concrete or reinforcing steel shall be placed until the Engineer has approved the depth of the excavation and the character of the foundation material. 751-3.2 Not Used. 751-3.3 Concrete structures. Concrete structures which are to be cast-in-place within the project boundaries shall be built on prepared foundations, conforming to the dimensions and shape indicated on the plans. The construction shall conform to the requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the plans and shall be approved by the Engineer before the concrete is placed. All invert channels shall be constructed and shaped accurately to be smooth, uniform, and cause minimum resistance to flowing water. The interior bottom shall be sloped to the outlet. 751-3.4 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting National Precast Concrete Association Plant Certification Program or another Engineer approved third party certification program. CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 3 of 6 NOV 2024 | #35022.008.02 Precast concrete structures shall conform to ASTM C478. Precast concrete structures shall be constructed on prepared or previously placed slab foundations conforming to the dimensions and locations shown on the plans. All precast concrete sections necessary to build a completed structure shall be furnished. The different sections shall fit together readily. Joints between precast concrete risers and tops shall be full bedded in cement mortar and shall: (1) be smoothed to a uniform surface on both interior and exterior of the structure or (2) utilize a rubber gasket per ASTM C443. The top of the upper precast concrete section shall be suitably formed and dimensioned to receive the metal frame and cover or grate as required. Provision shall be made for any connections for lateral pipe, including drops and leads that may be installed in the structure. The flow lines shall be smooth, uniform, and cause minimum resistance to flow. The metal or metal encapsulated steps that are embedded or built into the side walls shall be aligned and placed in accordance with ASTM C478. When a metal ladder replaces the steps, it shall be securely fastened into position. 751-3.5 Corrugated metal structures. Corrugated metal structures shall be prefabricated. All standard or special fittings shall be furnished to provide pipe connections or branches with the correct dimensions and of sufficient length to accommodate connecting bands. The fittings shall be welded in place to the metal structures. The top of the metal structure shall be designed so that either a concrete slab or metal collar may be attached to allow the fastening of a standard metal frame and grate or cover. Steps or ladders shall be furnished as shown on the plans. Corrugated metal structures shall be constructed on prepared foundations, conforming to the dimensions and locations as shown on the plans. When indicated, the structures shall be placed on a reinforced concrete base. 751-3.6 Inlet and outlet pipes. Inlet and outlet pipes shall extend through the walls of the structures a sufficient distance beyond the outside surface to allow for connections. They shall be cut off flush with the wall on the inside surface of the structure, unless otherwise directed. For concrete or brick structures, mortar shall be placed around these pipes to form a tight, neat connection. 751-3.7 Placement and treatment of castings, frames, and fittings. All castings, frames, and fittings shall be placed in the positions indicated on the plans or as directed by the Engineer and shall be set true to line and elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts shall be in place before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or concrete has set. When frames or fittings are placed on previously constructed masonry, the bearing surface of the masonry shall be brought true to line and grade and shall present an even bearing surface so the entire face or back of the unit will come in contact with the masonry. The unit shall be set in mortar beds and anchored to the masonry as indicated on the plans or as directed by the Engineer. All units shall set firm and secure. After the frames or fittings have been set in final position, the concrete or mortar shall be allowed to harden for seven (7) days before the grates or covers are placed and fastened down. When structures are located within the runway safety area, POFA, RPZ, etc., the elevation of the structures shall be set to meet the grading requirements of these areas. Structures shall not exceed 3 inches above the elevation the surrounding areas. 751-3.8 Installation of steps. The steps shall be installed as indicated on the plans or as directed by the Engineer. When the steps are to be set in concrete, they shall be placed and secured in position before the concrete is placed. When the steps are installed in brick masonry, they shall be placed as the masonry is being built. The steps shall not be disturbed or used until the concrete or mortar has hardened for at least seven (7) days. After seven (7) days, the steps shall be cleaned and painted, unless they have been galvanized. When steps are required with precast concrete structures, they shall meet the requirements of ASTM C478. The steps shall be cast into the side of the sections at the time the sections are manufactured or set in place after the structure is erected by drilling holes in the concrete and cementing the steps in place. CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 4 of 6 NOV 2024 | #35022.008.02 When steps are required with corrugated metal structures, they shall be welded into aligned position at a vertical spacing of 12 inches. Instead of steps, prefabricated ladders may be installed. For brick or concrete structures, the ladder shall be held in place by grouting the supports in drilled holes. For metal structures, the ladder shall be secured by welding the top support to the structure and grouting the bottom support into drilled holes in the foundation or as directed by the Engineer. 751-3.9 Backfilling. a. After a structure has been completed, the area around it shall be backfilled with approved material, in horizontal layers not to exceed 8 inches in loose depth and compacted to the density required in Item P- 152. Each layer shall be deposited evenly around the structure to approximately the same elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the Engineer. b. Backfill shall not be placed against any structure until approved by the Engineer. For concrete structures, approval shall not be given until the concrete has been in place seven (7) days, or until tests establish that the concrete has attained sufficient strength to withstand any pressure created by the backfill and placing methods. c. Backfill shall not be measured for direct payment. Performance of this work shall be considered an obligation of the Contractor covered under the contract unit price for the structure involved. 751-3.10 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankments, shoulders, or as approved by the Engineer. The Contractor shall restore all disturbed areas to their original condition. The Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in good condition. METHOD OF MEASUREMENT 751-4.1 Manholes, catch basins, inlets, and inspection holes shall be measured by the unit. 751-4.2 Removal of existing structures, catch basins, and manholes shall be measured by the unit. 751-4.3 Adjust structure to grades shall be measured by the unit. BASIS OF PAYMENT 751-5.1 The accepted quantities of manholes, catch basins, inlets, and inspection holes will be paid for at the contract unit price per each in place when completed. This price shall be full compensation for furnishing all materials and for all preparation, excavation, backfilling and placing of the materials; furnishing and installation of such specials and connections to pipes and other structures as may be required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals necessary to complete the structure. 751-5.2 The accepted quantities of removal of existing structures, catch basins, and manholes will be paid for at the contract unit price per each when removed and accepted. This price shall be full compensation for all preparation, excavation, backfilling and removal of the materials; completing any specials connections to pipes and other structures as may be required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals necessary to complete the structure. 751-5.3 The accepted quantities of Adjust Structure to Grade will be paid for at the contract unit price per each in place when completed. This price shall be full compensation for furnishing all materials and for all preparation, excavation, backfilling and placing of the materials; furnishing and installation of such CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 5 of 6 NOV 2024 | #35022.008.02 specials and other structures as may be required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals necessary to complete the structure. Payment will be made under: Item 7 Remove Existing Batch Basin - per each Item 8 Catch Basin Type I (Aircraft Rated) - per each Item 9 Manholes - Catch Basin Type II (Aircraft Rated) - per each Item 10 Adjust Structure to Grade (Grass Infield) - per each REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ASTM International ASTM A27 Standard Specification for Steel Castings, Carbon, for General Application ASTM A47 Standard Specification for Ferritic Malleable Iron Castings ASTM A48 Standard Specification for Gray Iron Castings ASTM A123 Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A283 Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates ASTM A536 Standard Specification for Ductile Iron Castings ASTM A897 Standard Specification for Austempered Ductile Iron Castings ASTM C32 Standard Specification for Sewer and Manhole Brick (Made from Clay or Shale) ASTM C144 Standard Specification for Aggregate for Masonry Mortar ASTM C150 Standard Specification for Portland Cement ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets. ASTM C478 Standard Specification for Precast Reinforced Concrete Manhole Sections ASTM C913 Standard Specification for Precast Concrete Water and Wastewater Structures. American Association of State Highway and Transportation Officials (AASHTO) AASHTO M36 Standard Specification for Corrugated Steel Pipe, Metallic-Coated, for Sewers and Drains END OF ITEM D-751 CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 6 of 6 NOV 2024 | #35022.008.02 This Page Intentionally Left Blank Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 17 Appendix E – WATER QUALITY EXEMPTION DOCUMENTATION WITH THE CITY 1 Stanek, Michael From:Michael Sippo <MSippo@Rentonwa.gov> Sent:Thursday, January 4, 2024 3:43 PM To:Rapp, Chris Cc:William Adams; Williams, David; Greg Reince; Alex Morganroth; William Adams; Martin Pastucha; Joe Farah Subject:RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Good aŌernoon Chris, AŌer review, based on the memo, we concur that the project does not qualify as a high use site and that special requirement 5 does not apply. Thank you for thoroughly clarifying that refueling does not occur in the work area. Let me know if you have any further quesƟons. MICHAEL S. SIPPO, Civil Engineer III City of Renton | CED | Development Engineering Division 1055 S Grady Way | 6th Floor | Renton, WA 98057 Virtual Permit Center |Online Applications and Inspections (425) 430-7298|msippo@rentonwa.gov From: Rapp, Chris <Chris.Rapp@kimley-horn.com> Sent: Wednesday, January 3, 2024 8:35 AM To: Michael Sippo <MSippo@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov>; William Adams <WAdams@Rentonwa.gov>; Martin Pastucha <MPastucha@Rentonwa.gov> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Hello Michael, I’d like to conƟnue this discussion you had a couple months ago with my coworker ChrisƟan regarding stormwater requirements for the Taxiway A ReconstrucƟon/Rehab project at the airport. In the aƩached memo and exhibit we present our interpretaƟon of the SWDM and why we do not believe the proposed scope of work qualifies as a “high-use site” and as a result why the Oil/Water Separators should not be required as part of this project. Once you have a chance to review the document we’d like to conference call to discuss the content and respond to any quesƟons or feedback that you might have. Could you please let us know a day and Ɵme either later next week or the following week that works best for you? Thank you, You don't often get email from msippo@rentonwa.gov.Learn why this is important CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. 2 Chris Rapp,P.E. Kimley-Horn |Direct: 206.705.8488 From: Harvey, Christian <christian.harvey@kimley-horn.com> Sent: Thursday, September 28, 2023 9:21 AM To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Thank you, Michael! I appreciate the clarificaƟon! Regards, Ms. Christian Harvey, P.E., CFM Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101 Direct: 206-756-0952 Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For From: Michael Sippo <MSippo@Rentonwa.gov> Sent: Wednesday, September 27, 2023 7:36 AM To: Harvey, Christian <Christian.Harvey@kimley-horn.com>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Good morning ChrisƟan, By the Manual’s definiƟon the project falls under “redevelopment site” (see snip below) which sƟll triggers drainage review since it is considered a “high use site” because of the refueling acƟviƟes. As a redevelopment project proposing more than $100,000 in improvements it is subject to Targeted Drainage Review Category #3 which includes oil control.Please let me know if you have any other quesƟons. 3 MICHAEL S. SIPPO, Civil Engineer III City of Renton | CED | Development Engineering Division 1055 S Grady Way | 6th Floor | Renton, WA 98057 Virtual Permit Center |Online Applications and Inspections (425) 430-7298|msippo@rentonwa.gov From: Harvey, Christian <Christian.Harvey@kimley-horn.com> Sent: Tuesday, September 26, 2023 11:14 AM To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Thanks for the quick response, Michael! I had one more quesƟon I wanted to confirm. Today we discussed the service road may potenƟally be mill and inlay as well. In this scenario, since it is not a full replacement, we were anƟcipaƟng that the oil water separators would not be necessary. Can you confirm if that is the City’s interpretaƟon as well? Regards, Ms. Christian Harvey, P.E., CFM Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101 Direct: 206-756-0952 Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. 4 From: Michael Sippo <MSippo@Rentonwa.gov> Sent: Tuesday, September 26, 2023 9:24 AM To: Harvey, Christian <Christian.Harvey@kimley-horn.com>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Thank you ChrisƟan, The meeƟng notes, supplement and exhibits all look good to me. Thank you, MICHAEL S. SIPPO, Civil Engineer III City of Renton | CED | Development Engineering Division 1055 S Grady Way | 6th Floor | Renton, WA 98057 Virtual Permit Center |Online Applications and Inspections (425) 430-7298|msippo@rentonwa.gov From: Harvey, Christian <Christian.Harvey@kimley-horn.com> Sent: Monday, September 25, 2023 5:27 PM To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Hi Michael, Thanks for following up on this aŌer our meeƟng last week. I have prepared some meeƟng notes based on the meeƟng from last week and have also included an update based on the informaƟon provided below. Can you review and let me know by 9/29 if there is anything else I should add to the notes? For the oil control, we will provide oil control for the vehicle service road along the west side of Taxiway A as discussed in the meeƟng. We have aƩached a preliminary exhibit showing esƟmated mill and asphalt inlay vs full depth pavement replacement and included approximate locaƟons for oil control structures along the vehicle service road. Please note that the design is subject to change as discussed in the meeƟng, but the exhibit captures the intent behind meeƟng the City requirements for oil control. Feel free to reach out if you have any quesƟons. Regards, Ms. Christian Harvey, P.E., CFM Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101 Direct: 206-756-0952 Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For You don't often get email from msippo@rentonwa.gov.Learn why this is important CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. 5 From: Michael Sippo <MSippo@Rentonwa.gov> Sent: Monday, September 25, 2023 8:42 AM To: Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Harvey, Christian <Christian.Harvey@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Good morning, AŌer internal coordinaƟon, we have determined that the project qualifies as a “transportaƟon redevelopment project” and is not subject to Core Requirement #8 (Water Quality) so please proceed with your planning and design with this in mind. The project is subject to Special Requirement #5 (Oil Control). Please let me know if you have any quesƟons. Thank you, MICHAEL S. SIPPO, Civil Engineer III City of Renton | CED | Development Engineering Division 1055 S Grady Way | 6th Floor | Renton, WA 98057 Virtual Permit Center |Online Applications and Inspections (425) 430-7298|msippo@rentonwa.gov From: Greg Reince <greince@CenturyWest.com> Sent: Tuesday, September 19, 2023 3:00 PM To: Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov>; Harvey, Christian <christian.harvey@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Alex, I’ll just go ahead and send out a Teams invite as a placeholder for this Ɵme. If the City prefers a different plaƞorm, just let me know. Thanks! Greg Greg Reince, PE | Project Manager Century West Engineering 541.322.8962 x301 |greince@centurywest.com From: Greg Reince Sent: Tuesday, September 19, 2023 12:41 PM To: Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov>; christian.harvey <christian.harvey@kimley-horn.com> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) You don't often get email from msippo@rentonwa.gov.Learn why this is important CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. 6 Hi Alex, Can we do 2:00-3:00pm on Thursday 9/21? Please include myself, Will, and ChrisƟan CC’d in the invite. Thank you! Greg Greg Reince, PE | Project Manager Century West Engineering 541.322.8962 x301 |greince@centurywest.com From: Alex Morganroth <AMorganroth@Rentonwa.gov> Sent: Tuesday, September 19, 2023 7:43 AM To: Greg Reince <greince@CenturyWest.com> Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov> Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Hi Greg – do you have any availability this Thursday (9/21) between 9am and 12pm or 1:30pm and 3pm? Thanks, ALEX MORGANROTH, AICP, Senior Planner City of Renton | CED | Planning Division 1055 S Grady Way | 6th Floor | Renton, WA 98057 Virtual Permit Center |Online Applications and Inspections (425) 430-7219 |amorganroth@rentonwa.gov From: Greg Reince <greince@CenturyWest.com> Sent: Monday, September 18, 2023 8:00 AM To: Alex Morganroth <AMorganroth@Rentonwa.gov> Cc: William Adams <WAdams@Rentonwa.gov> Subject: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088) Hi Alex, We’re at the point in the design with this project where we’d like to set up a meeƟng with relevant City staff to discuss our Stormwater treatment approach. Could you please propose some meeƟng Ɵmes this week and next that work with appropriate City staff to discuss stormwater treatment for this project? Thank you! Greg Greg Reince, PE | Project Manager 1020 SW Emkay Drive, Suite 100 | Bend, OR 97702 541.322.8962 x301 (office) | 208.651.0814 (cell) |greince@centurywest.com www.centurywest.com CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless you know the content is safe. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 18 Appendix F - CWSPP CONSTRUCTION STORMMWATER POLLUTION PREVENTION PLAN FOR Renton Municipal Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements AIP #3-53-0055-032-2023 November 21, 2024 Parcel Nos.: 0723059007 Applicant/Owner Name: City of Renton, Renton Municipal Airport Applicant/Owner Address: 616 W. Perimeter Road, Renton, WA 98057 Applicant/Owner Telephone: (425) 430-7471 Applicant/Owner Representative: William Adams Applicant/Owner Email: WAdams@Rentonwa.gov Project Engineer Name: Michael Stanek, P.E. Project Engineer Address: 1201 3rd Ave, Suite 2800 Seattle, WA 98101 Project Engineer Telephone: (206) 607-2600 Project Engineer Email: michael.stanek@kimley-horn.com (This sheet was intentionally left blank) PREPARED FOR: CITY OF RENTON RENTON MUNICIPAL AIRPORT 616 WEST PERIMETER ROAD RENTON, WA 98057 (425) 430-7471 PREPARED BY: KIMLEY-HORN AND ASSOCIATES, INC. 1201 THIRD AVENUE, SUITE 2800 SEATTLE, WA 98101 MICHAEL STANEK, PE (WA) Disclosure Statement: This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. STAMP AREA (This sheet was intentionally left blank) Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page i Table of Contents 1.0 PROJECT OVERVIEW ...................................................................................................................... 1 1.1 SITE LOCATION AND DESCRIPTION ........................................................................................... 1 1.2 EXISTING SITE CONDITIONS ....................................................................................................... 2 1.3 PROPOSED SITE DESIGN ............................................................................................................ 3 1.4 SITE SOILS ................................................................................................................................... 3 2.0 ESC – EROSION AND SEDIMENT CONTROL PLAN........................................................................ 3 ESC Plans ........................................................................................................................................... 4 Clearing Limits .................................................................................................................................. 4 Cover Measures ............................................................................................................................... 4 Catch Basin Inlet Protection .............................................................................................................. 4 Perimeter Protection ......................................................................................................................... 4 Traffic Area Stabilization ................................................................................................................... 4 Sediment Retention .......................................................................................................................... 5 Surface Water Control ...................................................................................................................... 5 Wet Season Requirements ............................................................................................................... 5 Critical Areas .................................................................................................................................... 5 3.0 SWPP................................................................................................................................................ 5 Storage and Handling of Liquids ....................................................................................................... 5 Storage and Stockpiling of Construction Materials and Wastes ......................................................... 5 Fueling ............................................................................................................................................. 6 Maintenance, Repairs, and Storage of Vehicles and Equipment ........................................................ 6 Saw Cutting, Slurry, and Washwater Disposal ................................................................................... 6 Handling of pH Elevated Water ......................................................................................................... 6 Application of Chemicals including Pesticides and Fertilizers ............................................................ 6 List of Appendices APPENDIX A – FORMS APPENDIX B – TEMPORARY EROSION CONTROL PLANS APPENDIX C – SPECIFICATIONS Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page ii (This sheet was intentionally left blank) Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 1 1.0 PROJECT OVERVIEW 1.1 SITE LOCATION AND DESCRIPTION The Renton Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements project (Taxiway A Improvements) is an airport improvement project that covers an approximately 16.6-acre site located within Renton Municipal Airport, at 616 W Perimeter Rd, Renton, WA (See Figure 1 below). The property is a functioning public use airport, with a total area of 170 acres. The adjacent property to the east is occupied by The Boeing Company. The adjacent property to the west and south is a mix of commercial and residential buildings. Lake Washington is located to the north. The project is partially funded through a grant from the Federal Aviation Administration (FAA) and will undergo FAA review of the project’s design plans, specifications, and technical reports. The proposed project consists of rehabilitating the existing Taxiway A and associated connector taxiways between Taxiway A and Runway 16-34. The portions of the taxiway asphalt pavement will be mostly removed and replaced down to the subgrade. The majority of the taxiway pavement including the Vehicle Service Road (VSR) will be milled and overlayed. The taxiway pavement is classified as replaced impervious surface while the VSR area is considered maintenance. As currently designed, no increase in impervious area will be included with the project. The purpose of this Construction Stormwater pollution Prevention Plan (CSWPP) is to provide an explanation of the construction BMPS implemented to ensure that water quality and erosion is maintained through construction. Figure 1. Project Location Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 2 1.2 EXISTING SITE CONDITIONS The existing project site contains a main taxiway, Taxiway A, and connecting taxiways, ranging from Taxiways A1 through A7. See Figure 2. The entire site is within one threshold discharge area (TDA), which generally drains from the west side of the runway to the west side of the airport and then generally from the south to the north. The stormwater collected on the project site sheet flows into existing catch basins, where it is captured and conveyed via an existing underground piped storm system into a box culvert that is located under the airport’s perimeter road and then discharges directly into Lake Washington. The airport is within ¼ mile of the discharge location into Lake Washington. There are inlets within the project limits that are damaged. There are a number of existing pipes that are shallow, cracked, and full of sediment. Some of the existing lines have been abandoned and filled with gravel. The stormwater system outfall to Lake Washington is underwater. The water level of Lake Washington fluctuates about 2 feet around the year. The water level is regulated via the Ballard Locks. It is understood that some tailwater condition exists in the system. Figure 2. Drainage Basins, Sub-Basins, and Site Characteristics Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 3 1.3 PROPOSED SITE DESIGN The proposed site will be a rehabilitation of the taxiway system on the west side of the airport to include Taxiway A and the existing connector Taxiways A1-A7. See Figure 3. No new impervious or pervious surfaces will be added to the airport, and storm drainage system will function in generally the same configuration as the existing condition. The taxiways will be repaved, and portions of the existing infields will be graded to tie the new pavement grades to the existing conditions. The construction work will consist of a mill and overlay of existing pavement near the airport hangars and existing facilities west of the taxiway. Most of the taxiway pavement will be removed and replaced. Some of the infield areas will be graded in small areas and will include installation of new catch basins and piping. Figure 3. Proposed Site Conditions 1.4 SITE SOILS A geotech report from HWA GeoSciences, Inc. investigated the subsurface conditions on the west side of the runway. According to the report, the area is predominately composed of alluvial deposits from preexisting conditions with discontinuous artificial fill deposits from the development of the airport and the surrounding development. In addition, dredge soil from Lake Washington consisting of organic clay deposits were also identified on the airport. During the soil investigation, groundwater seepage between 2.2 feet and 5.5 feet below grade. 2.0 ESC – EROSION AND SEDIMENT CONTROL PLAN This ESC plan will identify the BMPs to be installed during construction and outline the procedures for maintaining them, perform water quality testing, and reporting procedures. This ESC plan is written prior to construction and will become a part of the contract documents. The Contractor shall take ownership of this CSWPP and ESC plan and update it during construction throughout the project until final acceptance of the new stormwater systems is complete. The ESC includes: 1.Best Management Practices (BMPs) to be installed and maintained on the site 2.General Construction Sequence (to be updated by the Contractor) 3.ESC Plans and specifications 4.Inspection requirements Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 4 The Plans must be updated as site conditions change throughout the project. The work areas, phasing, and scope may change during construction and will require an update to the ESC plans. The contractor shall always maintain the NPDES permit for construction even if construction is delayed or paused for a period of time. Clearing Limits The site is an active airport. The runway is proposed to be used throughout the construction period, and the FAA rules for maintaining safe clearance distances from moving aircraft will still be applicable. Traditional fencing and clearing delineators will not be permitted. The clearing and grading limits in the airfield will be minor, however, and the contractor will be responsible for leaving the site each night in a condition that allows for the runway to be used and also preventing erosion. Cover Measures Temporary Seeding and Erosion Control Blankets will be the primary means of cover. The Contractor shall hydroseed the exposed grading in the infield as soon as possible once grading has been completed. For paved areas, the Contractor shall install base course as soon as the subgrade is approved. This will stabilize the site. The Contractor will also be working in small work areas rather than opening up the entire taxiway at one time as required by the contract documents. The work area adjacent to Lake Washington is a sensitive area where additional BMPs will be required for cover, and prevention of sediment to enter Lake Washington. The existing pavement will be replaced next to the lake. There is a permanent retaining wall along the lake front which will act as a barricade for keeping sediment from entering the lake. For portions of the site that are next to the lake water, it is proposed that a concrete barricade and wattles be installed along the shoreline. This will be stouter than silt fence, and heavy enough as to not be a Foreign Object Debris (FOD) issue for aircraft. The exposed soil will be covered with erosion control blankets initially, and then hydroseeded as soon as practical. For any additional areas, it is recommended that an asphalt curb be constructed on the existing pavement to divert water to a sediment trap or tank for collecting dirty water. Catch Basin Inlet Protection Inlet Protection will be placed on all existing catch basins around the project area prior to the start of construction. Inlet protection will consist of a remanufactured geotextile insert which is installed underneath the catch basin grate and catches sediment and debris before it enters the storm drainage system. Each inlet protection unit will have a high flow bypass for higher intensity storm events. Additional measures might include sandbags around inlets to limit water and sediment from flowing into the catch basin as long as a catch basin insert is installed. Perimeter Protection In lieu of silt fences, interceptor dikes are proposed at the edge of clearing limits. These measures are not hazardous to aircraft and keep construction stormwater on-site. The dikes will act as a perimeter around grading activities to keep stormwater inside the excavations. Traffic Area Stabilization It is anticipated that a wheel wash will be installed at entrance points to non-paved work areas as well as rumble strips. The route for construction traffic will also be constantly swept to keep sediment from being tracked over the airport. Loose soil is also a FOD condition, and all haul roads must be kept clean at all times. Wash water from truck washes will be collected and disposed of at an approved disposal site. It is not permitted to dispose of water through the drainage system. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 5 Sediment Retention Sediment must be retained on-site. Interceptor dikes will primarily be the BMP that contains the sediment laden water on site. Sediment traps may also be used for larger exposed areas during the wet season. Sediment traps must be sized on a case by case basis. It will not be permitted to open the entire infield to construction at one time. The Contractor shall be aware of weather forecasts and anticipate site conditions changing quickly. Instead of sediment traps, on-site construction stormwater may be transported to a baker tank where it can be treated for turbidity and sediment removal. Surface Water Control In the event that groundwater is encountered during excavation and grading, dewatering will be required. It is anticipated that excavations will be minor and sump pumps can be used for most of the utility trenching. Wet Season Requirements From October 1 through April 30, no soils shall be exposed for more than two consecutive days. Critical Areas There are no critical areas within the project site other than Lake Washington. See Section titled “Cover Measures” for plan to protect Lake Washington from pollution. Refer to the Erosion Control Plans for more detail. 3.0 SWPP This stormwater pollution prevention plan (SWPP) describes the procedures and precautions the contractor must take to prevent pollution from spills, chemicals, fueling, and other contractor activities which elevates the risk of pollution during construction apart from stormwater and sediment control. The contractor shall keep this plan on- site at all times and update it accordingly as procedures and conditions change on the site. Below are seven things the contractor must plan for to reduce spills, prevent contamination, and control construction related pollution according to the City of Renton requirements. Due to the sensitivity of the site being an active airport, most of these activities pertain to the contractor’s staging and storage area, which will be an area on airport property designated by the Airport for the Contractor to use. The Contractor will need to store all materials and equipment at an airport approved staging area. Storage and Handling of Liquids No liquids shall be permitted to be stored on airport property. The off-site storage and staging area will need the same Best Management Practices (BMPs) which would be required if it was on any project site. The Contractor will need to handle fuels, fertilizers, chemicals, etc. in a way that prevents spills and mixing with stormwater. Containers must be kept off the ground in watertight containers. Storage and Stockpiling of Construction Materials and Wastes Materials shall be stockpiled at the Contractor’s staging area. Material excavated from the site must be loaded directly on trucks to haul off of the airport. All wastes must be collected and disposed of off airport property. All material taken from the site will become the property of the Contractor to dispose of at an approved facility according to all federal, state, and local regulations. Process water shall be vacuumed up and disposed at an approved disposal site. Any recyclable material may also be recycled by the Contractor. Stockpiles which are kept at the Contractor’s staging area shall be covered with plastic and secured. Construction materials must be protected from the elements. Materials which may be stockpiled by the Contractor include the following: 1)Aggregate Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 6 2)Fill Material 3)Erosion Control BMPs (erosion control blankets, silt fence, rip rap, fertilizers, etc.) 4)Fuel, oil, hydraulic fluids, etc. for maintaining vehicles. 5)Paint for pavement markings 6)Pipe, catch basins, manholes, fire hydrants 7)Electrical equipment Fueling The Contractor will need to fuel their vehicles within the staging areas provided by the airport. They shall keep spill kits available for leaks which may occur during construction to prevent fuel spills from entering the stormwater system. Maintenance, Repairs, and Storage of Vehicles and Equipment The project site is an active airport. The Contractor shall not perform maintenance on vehicles on airport property unless a specific staging area is provided to them by the airport outside the work area. The Contractor shall maintain a wheel wash for trucks working in the infield. The Contractor shall not store vehicles on the airport or within the work area. Doing so may impact the safety of operations on the runway since much of the work area will impact the operations of all aircraft. If a vehicle breaks down during construction, it shall be towed off the active movement area immediately and the Contractor shall notify the airport of the situation, location of the equipment, and estimated time of removal of the equipment. Saw Cutting, Slurry, and Wash Water Disposal The site is not a critical aquifer recharge area. It is recommended that slurry water, water from sawcutting, etc. be vacuumed up and/or pumped to a temporary storage tank to be hauled off site for treatment and disposal. There will not be space on the project site for a water treatment system. All the pavement which is being sawcut and removed is asphalt and not concrete pavement. But all treatment of process water will need to happen off site. Handling of pH Elevated Water It is assumed that the catch basins and manholes will be cast in place structures. It will be the Contractor’s responsibility to not allow water to enter the stormwater system from these structures until the stormwater system is approved. If water enters the structures during the curing process, the Contractor shall pump it out into a tank to be hauled off site for treatment and disposal. Application of Chemicals including Pesticides and Fertilizers The Contractor will use fertilizers for final stabilization of grass in the infields. The Contractor shall apply fertilizer at the appropriate rates according to the manufacturer during the establishment of the grass. Fertilizers will be stored off site in a manner elevated off the ground in containers so as it is not open to the elements. The Contractor shall apply fertilizers prior to the stormwater system being activated. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 7 APPENDIX A – FORMS CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 8-E-1 REFERENCE 8-E CSWPP WORKSHEET FORMS E S C M A I N T E N A N C E R E P O R T Performed By: ___________________________ Date: ___________________________ Project Name: ___________________________ CED Permit #: ___________________________ Clearing Limits Damage OK Problem Visible OK Problem Intrusions OK Problem Other OK Problem Mulch Rills/Gullies OK Problem Thickness OK Problem Other OK Problem Nets/Blankets Rills/Gullies OK Problem Ground Contact OK Problem Other OK Problem Plastic Tears/Gaps OK Problem Other OK Problem Seeding Percent Cover OK Problem Rills/Gullies OK Problem Mulch OK Problem Other OK Problem Sodding Grass Health OK Problem Rills/Gullies OK Problem Other OK Problem Perimeter Protection including Silt Fence Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual Ref 8-E-2 Flow Control, Treatment, and On-site BMP/Facility Protection Damage OK Problem Sedimentation OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Intrusions OK Problem Other OK Problem Brush Barrier Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem Vegetated Strip Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem Construction Entrance Dimensions OK Problem Sediment Tracking OK Problem Vehicle Avoidance OK Problem Other OK Problem Wheel Wash Dimensions OK Problem Sed build up or tracking OK Problem Other OK Problem Construction Road Stable Driving Surf. OK Problem Vehicle Avoidance OK Problem Other OK Problem Sediment Trap/Pond Sed. Accumulation OK Problem Overtopping OK Problem Inlet/Outlet Erosion OK Problem Other OK Problem Catch Basin/Inlet Protection Sed. Accumulation OK Problem Damage OK Problem Clogged Filter OK Problem Other OK Problem Interceptor Dike/Swale Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem REFERENCE 8-E: CSWPP WORKSHEET FORMS 2022 City of Renton Surface Water Design Manual 6/22/2022 8-E-3 Pipe Slope Drain Damage OK Problem Inlet/Outlet OK Problem Secure Fittings OK Problem Other OK Problem Ditches Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Outlet Protection Scour OK Problem Other OK Problem Level Spreader Damage OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Sed. Accumulation OK Problem Other OK Problem Dewatering Controls Sediment OK Problem Dust Control Palliative applied OK Problem Miscellaneous Wet Season Stockpile OK Problem Other OK Problem Comments: Actions Taken: Problems Unresolved: REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual Ref 8-E-4 BMP Implementation Completed by: Title: Date: Develop a plan for implementing each BMP. Describe the steps necessary to implement the BMP (i.e., any construction or design), the schedule for completing those steps (list dates), and the person(s) responsible for implementation. BMPs Description of Action(s) Required for Implementation Scheduled Milestone and Completion Date(s) Person Responsible for Action Good Housekeeping 1. 2. 3 Preventive Maintenance 1. 2. 3. 4. Spill Prevention and Emergency Cleanup 1. 2. 3. Inspections 1. 2. 3. REFERENCE 8-E: CSWPP WORKSHEET FORMS 2022 City of Renton Surface Water Design Manual 6/22/2022 8-E-5 BMPs Description of Action(s) Required for Implementation Schedule Milestone and Completion Date(s) Person Responsible for Action Source Control BMPs 1. 2. 3 4. 5. 6. 7. 8. Water Quality Facilities 1. 2. 3. 4. Flow Control Facilities 1. 2. 3. 4. On-Site BMPs 1. 2. 3. 4. REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual Ref 8-E-6 Pollution Prevention Team Completed by: ______________________ Title: ______________________________ Date: ______________________________ Responsible Official: Title: Team Leader: Office Phone: Cell Phone: Responsibilities: (1) Title: Office Phone: Cell Phone: Responsibilities: (2) Title: Office Phone: Cell Phone: Responsibilities: REFERENCE 8-E: CSWPP WORKSHEET FORMS 2022 City of Renton Surface Water Design Manual 6/22/2022 8-E-7 Employee Training Completed by: Title: Date: Describe the annual training of employees on the SWPPP, addressing spill response, good housekeeping, and material management practices. Training Topics 1.) LINE WORKERS Brief Description of Training Program/Materials (e.g., film, newsletter course) Schedule for Training (list dates) Attendees Spill Prevention and Response Good Housekeeping Material Management Practices 2.) P2 TEAM: SWPPP Implementation Monitoring Procedures REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEETS 6/22/2022 2022 City of Renton Surface Water Design Manual Ref 8-E-8 List of Significant Spills and Leaks Completed by: Title: Date: List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in excess of reportable quantities. Although not required, we suggest you list spills and leaks of non-hazardous materials. Date (month/ day/ year) Location (as indicated on site map) Description Response Procedure Preventive Measure Taken Type of Material Quantity Source, If Known Reason for Spill/Leak Amount of Material Recovered Material no longer exposed to stormwater (Yes/No) REFERENCE 8-E: CSWPP WORKSHEET FORMS 2022 City of Renton Surface Water Design Manual 6/22/2022 8-E-9 Potential Pollutant Source Identification Completed by: Title: Date: List all potential stormwater pollutants from materials handled, treated, or stored onsite. Potential Stormwater Pollutant Stormwater Pollutant Source Likelihood of pollutant being present in your stormwater discharge. If yes, explain REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEETS 6/22/2022 2022 City of Renton Surface Water Design Manual Ref 8-E-10 Material Inventory Completed by: Title: Date: List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff. Material Purpose/Location Quantity (Units) Likelihood of contact with stormwater If Yes, describe reason: Past Spill or Leak Used Produced Stored (indicate per wk. or yr.) Yes No Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 8 APPENDIX B – TEMPORARY EROSION CONTROL PLANS AHEADLANEONEAHEADLANEONE AHEADLANEONERUNWAY 16-34TAXIWAY A4T A X IW A Y A 5 TAXIWAY A2525252524 23 2625252PAVEMENT LIMITS, TYP.22222(TYP.)1(TYP.)4(TYP.)4(TYP.)4(TYP.)151(TYP.)1(TYP.)RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:100% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C5.1 November 21, 2024 05:17:39pm K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C5.0 - Phase 1 EROSION CONTROL.dwg TED-40-4313------------DECEMBER 202435022.008.021" = 40'DSWAWBMSEROSION CONTROL PLAN 1 OF 3C5.165 OF 114MATCHLINE STA. 32+33.84 SEE SHEET C5.2N0SCALE 1" = 408040EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN PROTECTIONEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING (SEE CIVIL SERIES)PROPOSED STORM INLETEROSION CONTROL NOTESINSTALL STORM DRAIN CATCH BASIN INSERT FOR EXISTING AND PROPOSEDCATCH BASINS PER DETAIL 1, SHEET C5.41INSTALL INTERCEPTOR DIKE PER DETAIL 3, SHEET C5.4234INSTALL EROSION CONTROL BLANKET PER DETAIL 2, SHEET C5.4APPLY HYDROSEEDING TO ALL CLEARED AND REGRADED AREAS. APPLYFIRST APPLICATION AT COMPLETION OF GRADING ACTIVITIES. APPLYSECOND APPLICATION DURING CALENDAR WINDOWS AS DESCRIBED IN THETECHNICAL SPECIFICATIONSINSTALL A WHEEL WASH FOR EACH PHASE AS INDICATED ON THE PHASINGPLANS. THE WHEEL WASH SHALL BE INSTALLED AND OPERATIONAL BEFOREWORK IN THAT PHASE STARTS AND SHALL BE REMOVED ONCE WORK INTHAT PHASED AREA IS COMPLETED. SEE DETAIL 1, SHEET C5.5.5R-431365EROSION CONTROL BLANKETWHEEL WASH MPH15MPH15 MPH15 MPH15TAXIWAY ARUNWAY 16-34TAXIWAY A325252523232424222323242424(TYP.)12PAVEMENT LIMITS, TYP.2(TYP.)4(TYP.)1554(TYP.)RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:100% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C5.2 November 21, 2024 05:17:44pm K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C5.0 - Phase 1 EROSION CONTROL.dwg TED-40-4313------------DECEMBER 202435022.008.021" = 40'DSWAWBMSEROSION CONTROL PLAN 2 OF 3C5.266 OF 114MATCHLINE STA. 32+33.84 SEE SHEET C5.1 MATCHLINE STA. 44+52.24 SEE SHEET C5.3N0SCALE 1" = 408040EROSION CONTROL NOTESEXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN PROTECTIONEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING (SEE CIVIL SERIES)PROPOSED STORM INLETR-431366INSTALL STORM DRAIN CATCH BASIN INSERT FOR EXISTING AND PROPOSEDCATCH BASINS PER DETAIL 1, SHEET C5.41234INSTALL EROSION CONTROL BLANKET PER DETAIL 2, SHEET C5.4APPLY HYDROSEEDING TO ALL CLEARED AND REGRADED AREAS. APPLYFIRST APPLICATION AT COMPLETION OF GRADING ACTIVITIES. APPLYSECOND APPLICATION DURING CALENDAR WINDOWS AS DESCRIBED IN THETECHNICAL SPECIFICATIONSINSTALL A WHEEL WASH FOR EACH PHASE AS INDICATED ON THE PHASINGPLANS. THE WHEEL WASH SHALL BE INSTALLED AND OPERATIONAL BEFOREWORK IN THAT PHASE STARTS AND SHALL BE REMOVED ONCE WORK INTHAT PHASED AREA IS COMPLETED. SEE DETAIL 1, SHEET C5.5.5EROSION CONTROL BLANKETWHEEL WASHINSTALL INTERCEPTOR DIKE PER DETAIL 3, SHEET C5.4 MPH15 MPH15TAXIWAY ARUNWAY 16-34202221232221212222242423222122232321 22 23242526TAXIWAY A1 TAXIWAY A2 PAVEMENT LIMITS, TYP.PAVEMENT LIMITS, TYP.22222(TYP.)1(TYP.)4(TYP.)1(TYP.)4(TYP.)4355(TYP.)4RMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:100% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:C5.3 November 21, 2024 05:17:49pm K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C5.0 - Phase 1 EROSION CONTROL.dwg TED-40-4313------------DECEMBER 202435022.008.021" = 40'DSWAWBMSEROSION CONTROL PLAN 3 OF 3C5.367 OF 114MATCHLINE STA. 44+52.24 SEE SHEET C5.2 N0SCALE 1" = 408040EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN PROTECTIONEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING (SEE CIVIL SERIES)PROPOSED STORM INLETEROSION CONTROL BLANKETWHEEL WASHEROSION CONTROL NOTESR-431367INSTALL STORM DRAIN CATCH BASIN INSERT FOR EXISTING AND PROPOSEDCATCH BASINS PER DETAIL 1, SHEET C5.41234INSTALL EROSION CONTROL BLANKET PER DETAIL 2, SHEET C5.4APPLY HYDROSEEDING TO ALL CLEARED AND REGRADED AREAS. APPLYFIRST APPLICATION AT COMPLETION OF GRADING ACTIVITIES. APPLYSECOND APPLICATION DURING CALENDAR WINDOWS AS DESCRIBED IN THETECHNICAL SPECIFICATIONSINSTALL A WHEEL WASH FOR EACH PHASE AS INDICATED ON THE PHASINGPLANS. THE WHEEL WASH SHALL BE INSTALLED AND OPERATIONAL BEFOREWORK IN THAT PHASE STARTS AND SHALL BE REMOVED ONCE WORK INTHAT PHASED AREA IS COMPLETED. SEE DETAIL 1, SHEET C5.5.5INSTALL INTERCEPTOR DIKE PER DETAIL 3, SHEET C5.4 R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY: 100% DESIGN RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:DTLS-1 November 21, 2024 05:17:56pm K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C5.0 - PHASE 1 EROSION CONTROL-DTLS-090119000.dwgTED-40-4313------------ DECEMBER 2024 35022.008.02 1" = 40' DSW AWB MS EROSION CONTROL DETAILS 1 OF 2 C5.4 68 OF 114 1 CATCH BASIN INSERT 3 INTERCEPTOR DIKE WORK AREA BETWEEN BERMS 2' MIN. 18" MIN. 2 MAX. 12 MAX. 1 DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR GRADING LIMIT GRADING LIMIT SLOPES VARY 2 EROSION CONTROL BLANKET R-431368 R © 2024 KIMLEY-HORN AND ASSOCIATES, INC. WWW.KIMLEY-HORN.COM PHONE: 206-607-2600 1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101 SCALES ACCORDINGLY. THIS SHEET, ADJUST IF NOT ONE INCH ON 0" 1" ORIGINAL DRAWING. BAR IS ONE INCH ON VERIFY SCALES APPRBYNO.DATE REVISIONS SHEET NO. DRAWING NO. DATE:PROJECT NO:SCALE: CHECKED BY: DRAWN BY: DESIGNED BY: 100% DESIGN RENTON MUNICIPAL AIRPORT TAXIWAY A RECONSTRUCTION/REHABILITATION AND ASSOCIATED IMPROVEMENTS Plotted By:Valenzuela, Zaire Sheet Set:RNT_TAXIWAY A REHAB Layout:DTLS-2 November 21, 2024 05:18:04pm K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\PlanSheets\Phase 1 - 2024 Bid Package\C5.0 - PHASE 1 EROSION CONTROL-DTLS-090119000.dwgTED-40-4313------------ DECEMBER 2024 35022.008.02 1" = 40' DSW AWB MS EROSION CONTROL DETAILS 2 OF 2 C5.5 69 OF 114 1 WHEEL WASH AND PAVED CONSTRUCTION ENTRANCE R-431369 2 EROSION AND SEDIMENT CONTROL STANDARD PLAN NOTES Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA CSWPP November 2024 Page 9 APPENDIX C - SPECIFICATIONS CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 1 of 12 NOV 2024 | #35022.008.02 Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control DESCRIPTION 102-1. This item shall consist of temporary control measures as shown on the plans or as ordered by the Engineer during the life of a contract to control pollution of air and water, soil erosion, and siltation through the use of Best Management Practices (BMPs) as shown on the Contract Documents, in the Stormwater Pollution Prevention Plan (SWPPP). Temporary erosion control shall be in accordance with the approved erosion control plan; the approved Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2, Operational Safety on Airports During Construction. Temporary erosion control shall also be installed and maintained in accordance with City of Renton Municipal Code (RMC) 4-6-030, the King County Stormwater Pollution Prevention Manual (SPPM), and WAC 173-201A. In the event that there is a conflict between these, the most stringent shall apply. The temporary erosion control measures contained herein shall be coordinated with the permanent erosion control measures specified as part of this contract. The Contractor shall maintain all Best Management Practices (BMPs) for the duration of construction until final stabilization is approved by the City of Renton.. Temporary control will include work outside the construction limits such as borrow pit operations, equipment and material storage sites, waste areas, and temporary plant sites. The Contractor shall divert stormwater away from work areas and contain all stormwater and process water within the construction site. These waters shall be collected and disposed of off airport property. Temporary control measures shall be designed, installed, and maintained to minimize the creation of wildlife attractants that have the potential to attract hazardous wildlife on or near Renton Municipal Airport. 102-2. Submittals. The Contractor shall submit a Contractor Erosion and Sediment Control Plan (SWPPP). The SWPPP shall include CESCL Certification Cards and Qualifications for all those designated to be the CESCL for the project. The Contractor shall also submit material submittals to the Engineer per the project requirements for items not limited to the list below: 1. Grass 2. Fertilizer 3. Silt Fence 4. Erosion Control Blanket 5. Catch Basin Protection 6. Temporary Piping/Connections/Plugs 7. Temporary Pumps/Dewatering Plan 8. Wheel Wash Materials submitted shall meet the requirements of the City of Renton, King County, and Washington State Department of Ecology. All products used for constructing selected BMPs shall be suitable for such use and submitted to the Engineer for approval. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 2 of 12 NOV 2024 | #35022.008.02 MATERIALS 102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover per Item T- 901 shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a temporary cover. Selected grass species shall not create a wildlife attractant. The mix shall be one that is well adapted to growth in Western Washington. The Seed Mix used shall meet the requirements of Section T-901. 102-2.2 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and state regulations and to the standards of the Association of Official Agricultural Chemists. 102-2.3 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt fence shall meet the requirements of ASTM D6461. A. Geotextile shall meet the following: AOS (per ASTM D4751) 30-100 sieve size for slit film. 50-100 sieve size for other fabrics Water Permittivity (per ASTM D4491) 0.02 sec-1 minimum Grab Tensile Strength (per ASTM D4632) 180 lbs min. Grab Tensile Elongation (per ASTM D4632) 30% max (woven) UV Resistance (per ASTM D4355) 70% min. 102-2.4 Erosion Control Blanket. Erosion Control Blanket shall meet the requirements of WSDOT Specification Section 9-14, paragraph 9-14.5(2) “Erosion Control Blanket”. Installation in ditches and swales shall be per WSDOT Standard Plan I-60.20-00“Erosion Control Blanket Placement in Channel”. Installation on slopes shall be per WSDOT Standard Plan I-60.10-00 “Erosion Control Blanket Placement on Slope”. 102-2.5 Temporary Catch Basin Protection. Catch basin protection shall be designed and installed for the purpose of preventing sediment from entering the storm system. Protection shall: A. Be constructed of non-woven geotextile fabric with sewn seams. B. Contain a built-in lifting strap. C. Have a built-in, high flow bypass. D. Be sized such that all water draining to the catch basin flows into the insert and does not flow directly into the storm drain. E. Catch basin covers shall be 30 mil PVC liner material. 102-2.6 Temporary Piping/Connections. Temporary piping shall meet the requirements of the storm drainpipe as specified in Section D-701, Pipe for Storm Drains and Culverts. Temporary catch basin shall meet the requirements of Section D-751 – Manholes, Catch Basins, Inlets and Inspection Holes. Incidental to other bid items. 102-2.7 Temporary Piping Plugs. A. Installation in Pipe/Structure to be Demolished/Abandoned. Plug shall be concrete as specified in Section 03 30 00 – Cast-in-Place Concrete. B. Installation in Pipe/Structure to Remain. Plug shall be a mechanical secured plug. Incidental to other bid items. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 3 of 12 NOV 2024 | #35022.008.02 102-2.8 Wheel Wash. The wheel wash shall be a high-water pressure, low water volume system long enough to allow for at least two full tire rotations. Spray nozzles shall be directed at inner and outer side walls for all tires including duals, all treads from two directions, wheel wells and flaps, and truck sides up to the bottom of the windshield. 102-2.9 Other. All other materials shall meet commercial grade standards and shall be approved by the Engineer before being incorporated into the project. CONSTRUCTION REQUIREMENTS 102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall apply. The Engineer shall be responsible for assuring compliance to the extent that construction practices, construction operations, and construction work are involved. No discharge of water shall be allowed that increases volume, velocity, or peak flow rate of receiving water background conditions, or that does not meet state of Washington water quality standards. The Stormwater Pollution Prevention Plan (SWPPP) required by this section shall be based upon the Temporary Erosion and Sediment Control (TESC) requirements of the contract but shall specifically phase, adjust, improve and incorporate the TESC requirements into the Contractor’s specific schedule and plan for accomplishing the work. The SWPPP shall be modified as changes are made to improve, upgrade and repair best management practices used by the Contractor and as the work progresses and TESC needs change. The Contractor shall be wholly responsible for control of water onto and exiting the construction site and/or staging areas, including groundwater, stormwater, and process water. Stormwater from offsite shall be intercepted and conveyed around or through the project and shall not be combined with onsite construction stormwater. Design of, and modifications to, project hydraulic conveyances, detention facilities, and TESC plan sheets shall be stamped by a Professional Engineer (P.E.) licensed by the State of Washington. All other changes to the SWPPP shall be signed by the CESCL. The Contractor shall develop and submit a Stormwater Pollution Prevention Plan (SWPPP). The SWPPP shall include site drawings, Contractor ESC personnel, schedule and sequence, planned BMPs, emergency response plan, dewatering plan, FOD control plan, and fugitive dust control plan. The Contractor shall open an NPDES permit with Washington State DOE or accept owner transfer of the current General NPDES permit for the project site. The Contractor shall submit a notice of transfer before Notice to Proceed. Failure to install, maintain, and/or remove BMPs shown on the drawings, in the approved Contractor Erosion and Sediment Control Plan and specified herein, or by order of the Engineer will result in the suspension of the Contractor's operations by the Engineer. The Contractor shall be solely responsible for any damages, fines, levies, or judgments incurred as a result of the Contractor, subcontractor, or supplier negligence in complying with the requirements of this section. The Contractor shall be solely responsible for any schedule impacts from damages, fines, levies, judgments, or stop work orders incurred as a result of the Contractor, subcontractor, or supplier negligence in complying with the requirements of this section. The project schedule will not be changed to accommodate the time lost. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 4 of 12 NOV 2024 | #35022.008.02 The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing, excavation, and fill operations, and to direct the Contractor to provide immediate permanent or temporary pollution control measures to prevent contamination of adjacent streams or other watercourses, lakes, ponds, wetlands or other areas of water impoundment. In the event that temporary erosion and pollution control measures are required due to the Contractor's negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or are ordered by the Engineer, such work shall be performed by the Contractor at his/her own expense. The Engineer may increase or decrease the area of erodible earth material to be exposed at one time as determined by analysis of project conditions. In the event that areas adjacent to the work area are suffering degradation due to erosion, sediment deposit, water flows, or other causes, the Engineer may stop construction activities until the situation is rectified. In the event that the Washington State Department of Ecology issues an Inspection Report, a Notice of Non-Compliance, Notice of Violation or Enforcement Action, the Engineer may stop all construction activities until it has been determined that the project is in compliance. The Engineer may require the Contractor to send additional staff to successfully complete Contractor Erosion and Sediment Control Lead (CESCL) training before construction activities may begin. The number of working days will not be changed to accommodate the work stoppage. All costs associated with work stoppages, mitigation of the event, and/or training shall be paid by the Contractor. In the event that the Contractor discharges storm water, ground water, or process water to storm drains, ditches, gutters or any conveyance that discharges to a receiving water as defined by the Department of Ecology without prior approval of the Engineer, the Engineer may stop all construction activities and require additional Contractor staff training and may require that all parties involved in the unapproved discharge be removed from the project for a time determined by the Engineer. The project schedule will not be changed to accommodate the time lost. All costs associated with mitigation of the unauthorized discharge, work stoppages, training and/or removal of personnel from the project shall be paid by the Contractor. The Contractor shall be available, at a minimum, for a weekly coordination meeting with the Engineer, other Port Staff and outside agency representatives to review the ongoing contract work for compliance with the provision of this specification. The Contractor shall prepare a SWPPP. The contents of a SWPPP may vary with the amount of new or replaced hard surface, acres of land disturbing activity and the classification of water. The SWPPP shall comply with the City of Renton’s Municipal Code (RMC) 4-6-030. 102-3.2 Contractor Personnel. The Contractor shall designate sufficient employees as the responsible representatives in charge of erosion and sedimentation control. These employees’ responsibility will be the oversight of all water and air quality issues. The designated employees responsible for erosion and sedimentation control as discussed above shall be the Construction Erosion Sediment Control Lead(s) (CESCL) responsible for developing, maintaining and modifying the SWPPP for the life of the Contract and ensuring compliance with all requirements of this section. An ECL shall be onsite at all times when any work activity is taking place. An CESCL shall be required for each shift. The ECL shall be qualified in the preparation of erosion and sediment control plans, in the installation, inspection, monitoring, maintenance of BMP’s, and documentation required for NPDES permits as well as sensitive resource identification, water treatment, and restoration and stabilization of unstable slopes, shorelines, stream banks, and wetlands. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 5 of 12 NOV 2024 | #35022.008.02 The ECL shall have authority to direct all Contractor and sub-contractor personnel. The ECL shall have no other duties aside from developing, maintaining, modifying, inspecting, implementing the SWPPP and ensuring compliance with all requirements of this section, and, all other environmental regulations, or as directed by the Engineer. Qualifications of the CESCL shall be as follows: A. Have successfully completed Contractor Erosion and Sediment Control Lead (CESCL) training given by a Washington State Department of Ecology-approved provider, and have five years’ experience in construction site erosion and sediment control regulatory requirements and BMPs, erosion and sediment control plan development, and stormwater/water quality monitoring, or B. Currently certified as a Certified Professional in Erosion and sediment Control (CPESC) offered by CPESC, Inc. (www.cpesc.org) and have one year experience in state of Washington construction site erosion and sediment control regulatory requirements and BMPs, erosion and sediment control plan development and stormwater monitoring. A. Duties of the CESCL shall include: Maintaining permit file on site at all times which includes the SWPPP, and any associated permits and plans; B. Directing BMP installation, inspection, maintenance, modification, and removal; C. Shall be onsite at all times when work is taking place. D. Availability 24 hours per day, 7 days per week by telephone throughout the period of construction; E. Updating all drawings with changes made to the plan; F. Keeping daily logs, one report per ECL is to be submitted; G. Prepare and submit for approval a Contractor Erosion and Sediment Control Plan (SWPPP) as part of the SWPPP; H. Immediately notify the Engineer should any point be identified where storm water runoff potentially leaves the site, is collected in a surface water conveyance system (i.e., road ditch, storm sewer), and enters receiving waters of the State; I. If water sheet flows from the site, identify the point at which it becomes concentrated in a collection system. J. Inspect SWPPP requirements including BMPs as required to ensure adequacy; facilitate, participate in, and take corrective actions resulting from inspections performed by outside agencies, Port employees, and Port consultants. K. Set up and maintain a construction stormwater monitoring plan that includes monitoring locations and procedures. At a minimum, the plan will include monitoring points everywhere construction stormwater discharges from the project. L. The ECL shall have authority to act on behalf of the Contractor. M. The SWPPP shall include the name, office and mobile telephone numbers, fax number, and address of the designated ECL and all Contractor personnel responsible for erosion and sediment control. N. In addition to the ECL, at a minimum, the Contractor’s superintendent, foremen, and lead persons shall have successfully completed “Contractor Erosion and Sediment Control Lead” (CESCL) training given by a Washington State Department of Ecology-approved provider. On matters concerning erosion control, they shall report to the ECL. 102-3.3 Schedule. Prior to the start of construction, the Contractor shall submit schedules in accordance with the approved Construction Safety and Phasing Plan (CSPP) and the Stormwater Pollution Prevention Plan (SWPPP) and the plans for accomplishment of temporary and permanent erosion control work for clearing and grubbing; grading; construction; paving; and structures at watercourses. The Contractor shall also submit a proposed method of erosion and dust control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started until the erosion control schedules and methods of CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 6 of 12 NOV 2024 | #35022.008.02 operation for the applicable construction have been accepted by the Engineer. The schedule shall be updated throughout the project. 102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in the plans and approved CSPP/SWPPP. Except where future construction operations will damage slopes, the Contractor shall perform the permanent seeding and other specified slope protection work in stages, as soon as substantial areas of exposed slopes can be made available. Temporary erosion and pollution control measures will be used to correct conditions that develop during construction that were not foreseen during the design stage; that are needed prior to installation of permanent control features; or that are needed temporarily to control erosion that develops during normal construction practices but are not associated with permanent control features on the project. Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading operations and permanent erosion control features can follow immediately if project conditions permit. Temporary erosion control measures are required if permanent measures cannot immediately follow grading operations. The Engineer shall limit the area of clearing and grubbing, excavation, borrow, and embankment operations in progress, commensurate with the Contractor’s capability and progress in keeping the finish grading, seeding, and other such permanent control measures current with the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible and justified as directed by the Engineer. The Contractor shall provide immediate permanent or temporary pollution control measures to minimize contamination of adjacent streams or other watercourses, lakes including Lake Washington, ponds, or other areas of water impoundment as directed by the Engineer. If temporary erosion and pollution control measures are required due to the Contractor’s negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or directed by the Engineer, the work shall be performed by the Contractor and the cost shall be incidental to this item. The Engineer may increase or decrease the area of erodible earth material that can be exposed at any time based on an analysis of project conditions. The BMPs installed by the Contractor shall be maintained by the Contractor during the life of the project. BMPs shall be maintained during all suspensions of work and all non-working periods. During non- working periods, the Contractor shall still maintain BMPs installed in the project area. No schedule impacts may relieve the Contractor from its responsibility to maintain BMPs and prevent violations to the NPDES permit. Provide temporary structures whenever construction equipment must cross watercourses at frequent intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and other harmful materials shall not be discharged into any waterways, impoundments or into natural or manmade channels. All such pollutants shall be collected and disposed of off airport property at a disposal site meeting all federal, state, and local requirements. 102-3.4 Inspection of BMPs. The ECL shall inspect all TESC best management practices daily during workdays and anytime 0.5” of rainfall has occurred within 24 hours on weekends, holidays, and after hours. Rainfall amounts can be determined by contacting the National Weather Service. Deficiencies identified during the inspection shall be corrected within 24 hours or as directed by the Engineer. The ECL shall visually inspect all stormwater runoff that discharges from the project for petroleum or chemical sheen, or “rainbow”. Occurrences of sheen shall be reported immediately to the Engineer. The ECL shall collect samples and test all stormwater runoff that discharges from the project for turbidity using a calibrated turbidimeter, and for pH using test strips that measure from pH 0 -14. Turbidity that exceeds 25 NTUs or pH that is below 6.5 or above 8.5 shall be reported immediately to the Engineer. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 7 of 12 NOV 2024 | #35022.008.02 Reports summarizing the scope of inspections, the personnel conducting the inspection, the date(s) of the inspection, major observations relating to the implementation of the SWPPP, and actions taken as a result of these inspections shall be prepared and retained as a part of the SWPPP. All inspection reports shall be kept on-site during the life of the project and available for review upon request of the Engineer. Copies of all inspection records and updated SWPPP shall be submitted to the Engineer weekly. 102-3.5 Emergency response. The SWPPP shall contain information on how the Contractor shall control and respond to turbid water discharges, sediment movement, and fugitive dust. At a minimum, the Contractor’s employee responsible for, or first noticing, the discharges shall take appropriate immediate action to protect the work area, private property, and the environment (e.g., diking to prevent pollution of state waters). Appropriate action includes but is not limited to the following: A. Hazard Assessment - assess the source, extent, and quantity of the discharge. B. Securement and Personal Protection - If the discharge cannot be safely and effectively controlled, then immediately notify the ECL and the Engineer. If the discharge can be safely and effectively controlled, proceed immediately with action to protect the work area, private property, and the environment. C. Containment and Elimination of Source - Contain the discharge with silt fence, pipes, sandbags, or a soil berm down slope from the affected area. Eliminate the source of the discharge by pumping turbid water to a controlled area, building berms, piping clean water away from the area or other means necessary. D. Cleanup - when containment is complete, remove sediment, stabilize, dispose of contaminated water and prevent future discharge. E. Notification - report all discharges immediately to the Engineer. 102-3.6 Construction stormwater management. Storm water and construction dewatering operations shall not discharge to the Storm Drain System (SDS) unless free from pollutants. Before discharge, water shall be measured using a properly calibrated, approved turbidity meter. Discharged water shall not exceed 25 Nephelometric Turbidity Units (NTUs) and pH levels shall be between 6.5 and 8.5. Storm water and construction dewatering water shall not be discharged to the Sanitary Sewer. Storm water and Construction dewatering water shall not be discharged into Lake Washington. Before discharge, water shall be measured using a properly calibrated, approved turbidity meter. Discharged water shall not exceed 200 Nephelometric Turbidity Units (NTUs) and pH levels shall be between 6.0 and 9.0. There shall be no discharge to any catch basin without specific approval of the Engineer. The SWPPP shall address how the Contractor plans to manage clean and polluted water during the life of the project. Specific procedures shall be developed and included in the SWPPP when work includes excavation within 10 feet of any water, sewer, or storm system. Procedures shall address, at a minimum, locating, protecting, and connecting to existing pipes, as well as response plans for broken pipes. The Engineer shall be notified before any disposal, hauling, pumping, or treatment of water occurs. Notification shall include location of disposal and methods of treatment. Disposal tickets shall be provided to the Engineer upon request. Water shall not be pumped into ditches, gutters, drainage conveyance, catch basins, or any area that drains to one of these unless it meets the specifications outlined in this section and with prior approval of the Engineer. Chlorinated water used for disinfecting water pipes shall not be discharged to the storm drain system. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 8 of 12 NOV 2024 | #35022.008.02 102-3.7 Fugitive Dust Planning. The SWPPP shall detail the Contractor proposed approach to fugitive dust management. The Contractor shall provide whatever means is necessary to keep fugitive dust on site and at an absolute minimum during working hours, non-working hours and any shut-down periods. The Contractor’s methods for fugitive dust control will be continuously monitored and if the methods are not controlling fugitive dust to the satisfaction of the Port, the Contractor shall improve the methods or utilize new methods at no additional cost. The Contractor shall maintain as many water trucks on a site during working and non-working hours as required to maintain the site free from fugitive dust. During time periods of no construction activity, water trucks must be ready with on-site Contractor’s personnel available to respond immediately to a dust or debris problem as identified by the Engineer. At no time shall there be more than a 10-minute response time to calls concerning fugitive dust/debris problems during work hours and a 90-minute response at all other times on a 24-hour basis. 102-3.8 Construction Requirements of BMPs. A. Saw Cutting - Saw cut slurry and cuttings shall be vacuumed during cutting operations. Saw cut slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. Saw cut slurry and cuttings shall not drain to SDS, IWS, or any other natural or constructed drainage conveyance. Collected slurry and cuttings are the responsibility of the Contractor and shall be disposed of offsite in a manner that does not violate groundwater or surface water quality standards. B. Soil and Construction Debris Stockpiles - Soils and construction debris, including broken concrete and asphalt paving, shall be stockpiled within the work site or off site. Stockpiles shall be covered with plastic and secured from blowing wind and/or jet blast. Materials to be stockpiled on pavement shall be placed on plastic and contained within a contained area. Stockpiles shall be covered so that no soil or debris are visible and shall be covered at the end of each workday, weekends and holidays. Stockpiles on the AOA shall not be allowed unless approved by the Engineer. C. Construction Entrances and Haul Roads - Before leaving project site, all trucks and equipment shall be inspected for mud and debris. At no time shall mud, debris, or visible sediment be allowed outside of the project boundaries and on any Port-owned and public roads. Mud and debris shall be removed from pavement by vacuum sweeping and shoveling and transported to a controlled sediment disposal area identified in the SWPPP and disposed of in accordance with federal, state, and local requirements. Use of water to wash concrete or asphalt pavement shall be allowed only after sediment has been removed by vacuum sweeping and shoveling, and a Road Wash Plan has been submitted and accepted by the Engineer. Washing pavement, shall first be approved by the Engineer. Wash water shall not drain into the storm system or any other natural or constructed storm water conveyance and shall be contained and removed from Airport property and disposed of off-site in accordance with local, state, and federal regulations. Contractor shall have sufficient working vacuum sweepers on site at all times work is being performed. All sweepers shall have on-board water spray systems that shall be operating at all times. Vacuum sweepers shall be dedicated to this project and shall not be utilized by any other contract, nor be hired out to another contractor. Sweeper systems shall function per manufacturer specifications, including, but not limited to, spray water systems, blowers, vacuum nozzles, hoses, debris hopper, hydraulics and electrical. If, in the Engineer’s opinion, the Contractor does not adequately manage the tracking of sediment, the Port may subcontract out the control of sediment tracking at the Contractor’s expense. D. Asphalt Curb or Berm - Asphalt curbs or asphalt berms shall be constructed on project perimeters when the project is surrounded by impervious surfaces. Asphalt curb and berm shall be a minimum height of four inches. Diesel shall not be used to clean tools and equipment. E. Catch Basin Protection - All catch basins within the project limits, and outside the project limits but within the project drainage basin, including haul roads, shall be protected. Catch basin CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 9 of 12 NOV 2024 | #35022.008.02 protection shall be installed where shown in the project drawings, in all storm drainage structures within the work area, or as otherwise directed by the Engineer. F. Concrete Truck and Equipment Washing - Concrete truck chutes, concrete pumps, hand tools, screeds, floats, trowels, rollers, and all other tools shall be washed out only into Washington State Department of Ecology (WDOE)-approved covered steel containers. All contained concrete waste shall be disposed of offsite in a manner that does not violate groundwater or surface water quality standards. All water used for washing, is defined by the WDOE as “process water” and shall be collected and disposed of in a manner that complies with all local, state and federal regulations. G. Wheel Washes - All haul vehicles exiting the work site to public roads shall pass through a wheel wash system to control sediment tracking. Any required modification, alteration or improvement needed on the existing wheel wash systems or supplemental vehicle washing for the successful control of dirt, debris or sediment tracking beyond the wheel wash, either on airport roads or public roads, for the duration of the contract shall be the responsibility of the Contractor. No modifications of the wheel wash system are allowed that alter the design of a contained operation with recycled wash water with no release of sediment laden wash water. The sediment shall be contained and disposed of at an appropriate disposal facility off Airport property. Wheel wash water shall be replaced weekly with fresh, clean water. The wash water is “process water” and shall not be released on site or to the storm drain system and shall be disposed of in accordance with all water quality regulations. Wheel wash water shall not exceed 100 NTU. Contractor shall sample wheel wash water for turbidity 2 hours after start and 2 hours before shutdown of the system. Sampling results shall be entered into Contractor’s daily inspection report. H. Silt Fence - Silt fences shall extend a minimum of 24 inches and a maximum of 34 inches above the ground surface. Posts shall be set no more than 6 feet on center. Filter fabric shall be cut from a continuous roll to the length required minimizing joints where possible. When joints are necessary, the fabric shall be spliced at a support post with a minimum 12-inch overlap and securely sealed. A trench shall be excavated approximately 4 inches deep by 4 inches wide on the upslope side of the silt fence. The trench shall be backfilled, and the soil compacted over the silt fence fabric. Silt fence shall not be installed on slopes steeper than 2:1 (hor/ver). The Contractor shall remove and dispose of silt that accumulates during construction and prior to establishment of permanent erosion control. The fence shall be maintained in good working condition until permanent erosion control is established. Silt fence shall be removed upon approval of the Engineer. I. Temporary Piping/Connections - The Contractor shall install temporary piping, catch basins and connections to the existing storm drain system in locations shown on the drawings. At the completion of the work, the piping shall be removed, and the temporary connections plugged. J. Temporary Pipe Plugging - The locations of piping to be temporarily plugged are indicated on the drawings. At the completion of the work, the plugs shall be removed. K. Construction Stormwater Management - The Contractor shall construct stormwater tank pads and place stormwater tanks in the size, location and as detailed on the drawings. The Contractor is responsible for conveying construction stormwater within each work area to the stormwater storage tank area shown on the drawings. Temporary piping, structures and pump facilities required for the conveyance are the responsibility of the Contractor. The construction stormwater shall be held in the storage tanks until hauled and disposed of by the Contractor on a Force Account basis. L. The storage tank facilities including pads, access roads, ramps, temporary structures, and piping shall be removed at the completion of the work or as directed by the Engineer. M. Process Water Collection, Storage, and Disposal - The Contractor shall provide and install stormwater storage tanks of sufficient size and volume to enable collection of 100% of the process water generated by the project. The Contractor is responsible for conveying process water within each work area to storage tank(s). Temporary piping, structures and pump facilities CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 10 of 12 NOV 2024 | #35022.008.02 required for the conveyance are the responsibility of the Contractor. The storage tank facilities including pads, temporary structures and piping shall be removed at the completion of the work or as directed by the Engineer. Contractor shall provide process water disposal locations to the Engineer for review. METHOD OF MEASUREMENT 102-4.1 Temporary erosion and pollution control work required will be performed as scheduled or directed by the Engineer. Completed and accepted work will be measured as follows: a. Catch basin protection will be measured per each catch basin where inlet protection is installed. b. Installation of Silt fence will be measured by the linear foot. c. Temporary benches, dikes, dams, and sediment basins will be measured by the cubic yard of excavation performed, including necessary cleaning of sediment basins, and the cubic yard (cubic meter) of embankment placed as directed by the RPR. d. Erosion control blanket shall be measured by the square yard of ground covered by the blankets. No overlapping will be counted twice for each blanket installed if they overlap. e. Installation of wheel washes and the maintenance of them shall be measured by each wheel wash station installed. The work for maintenance, disposal of water, and sweeping of the area around them shall be included in the item for each. 102-4.2 Control work performed for protection of construction areas outside the construction limits, such as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites, will not be measured and paid for directly but shall be considered as a subsidiary obligation of the Contractor. BASIS OF PAYMENT 102-5.1 Accepted quantities of temporary water pollution, soil erosion, and siltation control work ordered by the Engineer and measured as provided in paragraph 102-4.1 will be paid for under: Item 14 Catch Basin Protection per each Item 15 Interceptor Berm per linear foot Item 16 Silt Fence per linear foot Item 17 Erosion Control Blanket per square yard Item 18 Wheel Wash per each Where other directed work falls within the specifications for a work item that has a contract price, the units of work shall be measured and paid for at the contract unit price bid for the various items. Temporary control features not covered by contract items that are ordered by the Engineer will be paid for in accordance with FAA Specification Section 90, paragraph 90-05 Payment for Extra Work. REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 11 of 12 NOV 2024 | #35022.008.02 Advisory Circulars (AC) AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports AC 150/5370-2 Operational Safety on Airports During Construction ASTM International (ASTM) ASTM D6461 Standard Specification for Silt Fence Materials United States Department of Agriculture (USDA) FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel END OF ITEM C-102 CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 12 of 12 NOV 2024 | #35022.008.02 This Page Intentionally Left Blank Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 19 Appendix G – OPERATIONS AND MAINTENANCE MANUAL 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. MAINTENANCE INSTRUCTIONS FOR A PERFORATED PIPE CONNECTION Your property contains an on-site BMP (best management practice) called a “perforated pipe connection,” which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to “leak” runoff, conveyed by the pipe, into a gravel filled trench where it can be soaked into the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious surface (usually a roof) to a local drainage system such as a ditch or roadway pipe system. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual. MAINTENANCE RESTRICTIONS  The size and composition of the perforated pipe connection as depicted by the site plan and design details must be maintained and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton.  The soil overtop of the perforated portion of the system must not be compacted or covered with impervious materials. RECORDING REQUIREMENT These perforated pipe connection on-site BMP maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual website for additional information and updates. TYPICAL PERFORATED PIPE CONNECTION FOR A SINGLE FAMILY RESIDENCE APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2022 City of Renton Surface Water Design Manual 6/22/2022 A-21 NO. 15 – FILTER STRIP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris accumulated on the filter strip site. Filter strip site free of any trash or debris 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. Grass Strip Sediment accumulation Sediment accumulation on grass exceeds 2 inches depth. No sediment deposits in treatment area. Erosion/scouring Eroded or scoured swale bottom due to channelization or high flows. No eroded or scoured areas in bioswale. Cause of erosion or scour addressed. Excessive vegetation growth Grass excessively tall (greater than 10 inches), grass is thin or nuisance weeds and other vegetation have taken over. Grass is between 3 and 4 inches tall, thick and healthy. No nuisance vegetation present. Poor vegetation coverage and/or nuisance vegetation present Grass has died out, become excessively tall (greater than 10 inches) or nuisance vegetation is taking over. Grass is healthy, less than 9 inches high and no nuisance vegetation present. Flow Spreader Concentrated flow Flow from spreader not uniformly distributed across entire swale width. Flows are spread evenly over entire swale width. 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. 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. Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc. Renton, WA Stormwater Technical Information Report November 2024 Page 20 Appendix H – CONVEYANCE AND BACKWATER ANALYSIS MPH15TAXIWAY ATA X I W A Y A 7 ATCT CLEARANCE REQUIREDATCT CLEARANCE REQUIREDFAA 10-YEAR ALLOWABLE EVENT FLOOD LIMIT LINEFAA 10-YEAR ALLOWABLE EVENT FLOOD LIMIT LINETHE CENTER 50% OF TAXIWAYSMUST BE FREE FROM FLOODINGIN THE 10-YEAR EVENT. SEESPECIAL REQUIREMENT #7.MBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SHEET NO.DATE:SCALE:DRAWN BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Stanek, Michael Sheet Set:RNT_TAXIWAY A REHAB Layout:1 December 19, 2024 11:06:55am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\Exhibits\Drainage Overtopping.dwg EXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTUREMATCHLINE - SEE SHEET 2N0SCALE 1" = 408040SDSDLEGEND25 YEAR EVENT FLOODING100 YEAR EVENT FLOODING1" = 40'12/19/2024AWB25-YEAR AND 100-YEAR STORM EVENT FLOODING 1 AHEADLANEONETAXIWAY ATAXIWAY ARUNWAY 16-34TA X I W A Y A 6RUNWAY 16-34EL=24.5EL=26.8ATCT CLEARANCE REQUIREDATCT CLEARANCE REQUIREDATCT CLEARANCE REQUIREDAHEADLANEONEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINETHE CENTER 50% OF TAXIWAYSMUST BE FREE FROM FLOODINGIN THE 10-YEAR EVENT. SEESPECIAL REQUIREMENT #7.EXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTUREMATCHLINE - SEE SHEET 3N0SCALE 1" = 408040SDSDLEGEND25 YEAR EVENT FLOODING100 YEAR EVENT FLOODINGMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SHEET NO.DATE:SCALE:DRAWN BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Stanek, Michael Sheet Set:RNT_TAXIWAY A REHAB Layout:2 December 19, 2024 11:07:01am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\Exhibits\Drainage Overtopping.dwg 1" = 40'12/19/2024AWB25-YEAR AND 100-YEAR STORM EVENT FLOODING 2MATCHLINE - SEE SHEET 1 AHEADLANEONEAHEADLANEONE AHEADLANEONE TAXIWAY A4TAXIWA Y A 5 TAXIWAY ASD SD SDSDSDSDRUNWAY 16-348 LFEL=22.5EL=22.5AHEADLANEONEAHEADLANEONEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINETHE CENTER 50% OF TAXIWAYSMUST BE FREE FROM FLOODINGIN THE 10-YEAR EVENT. SEESPECIAL REQUIREMENT #7.MATCHLINE - SEE SHEET 4N0SCALE 1" = 408040SDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE25 YEAR EVENT FLOODING100 YEAR EVENT FLOODINGMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SHEET NO.DATE:SCALE:DRAWN BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Stanek, Michael Sheet Set:RNT_TAXIWAY A REHAB Layout:3 December 19, 2024 11:07:06am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\Exhibits\Drainage Overtopping.dwg 1" = 40'12/19/2024AWB25-YEAR AND 100-YEAR STORM EVENT FLOODING 3MATCHLINE - SEE SHEET 2 MPH15MPH15 MPH15 MPH15TAXIWAY ARUNWAY 16-34TAXIWAY A3SD SD SDSDSDEL=22.5EL=22.5EL=22.3EL=22.5EL=22.3ATCT CLEARANCE REQUIREDATCT CLEARANCE REQUIREDATCT CLEARANCE REQUIREDMPH15MPH15 MPH15MPH15FAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINETHE CENTER 50% OF TAXIWAYSMUST BE FREE FROM FLOODINGIN THE 10-YEAR EVENT. SEESPECIAL REQUIREMENT #7.MATCHLINE - SEE SHEET 3 MATCHLINE - SEE SHEET 5N0SCALE 1" = 408040SDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE25 YEAR EVENT FLOODING100 YEAR EVENT FLOODINGMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SHEET NO.DATE:SCALE:DRAWN BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Stanek, Michael Sheet Set:RNT_TAXIWAY A REHAB Layout:4 December 19, 2024 11:07:11am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\Exhibits\Drainage Overtopping.dwg 1" = 40'12/19/2024AWB25-YEAR AND 100-YEAR STORM EVENT FLOODING 4 MPH15 MPH15TAXIWAY A2 TAXIWAY ARUNWAY 16-34TAXIWAY A1 SDSDSDSDEL=20.2EL=18.9EL=20.2EL=20.5EL=20.5EL=20.8MPH15MPH15FAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINEFAA 10-YEAR EVENT ALLOWABLE FLOOD LIMIT LINEFAA 10-YEAR EVENT FLOOD LIMIT LINE FAA 10-YEAR EVENT FLOOD LIMIT LINE THE CENTER 50% OF TAXIWAYSMUST BE FREE FROM FLOODINGIN THE 10-YEAR EVENT. SEESPECIAL REQUIREMENT #7.MATCHLINE - SEE SHEET 4 N0SCALE 1" = 408040SDSDLEGENDEXISTING STORM PIPEEXISTING STORM INLET PROPOSED STORM PIPE PROPOSED STORM STRUCTURE25 YEAR EVENT FLOODING100 YEAR EVENT FLOODINGMBXKEYPLAN© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101SHEET NO.DATE:SCALE:DRAWN BY:RENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Stanek, Michael Sheet Set:RNT_TAXIWAY A REHAB Layout:5 December 19, 2024 11:07:16am K:\SEA_Civil\SEA_PUBLIC\090119000.3 - Renton Airport - Taxiway A\08 CADD\Exhibits\Drainage Overtopping.dwg 1" = 40'12/19/2024AWB25-YEAR AND 100-YEAR STORM EVENT FLOODING 5 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 1 MH01 TO N1 60" RCP-CULVERT MH 01 CULVERT N1 113.24 22.09 21.83 0.26 0.2300 CIRCULAR 60.000 60.00 0.0130 2 MH02 TO MH03 60" RCP-CULVERT MH 02 MH03 355.66 20.90 20.08 0.82 0.2300 CIRCULAR 60.000 60.00 0.0130 3 MH04 TO N7 60" RCP-CULVERT MH04 N7 109.53 18.67 18.42 0.25 0.2300 CIRCULAR 60.000 60.00 0.0130 4 MH05 TO N9 84 x 60 inch Concrete Box Culvert MH05 N9 315.17 17.77 17.45 0.32 0.1000 Rectangular 60.000 84.00 0.0130 5 MH06 TO N22 96 x 60 inch Concrete Box Culvert MH06 N22 133.78 15.59 15.59 0.00 0.0000 Rectangular 60.000 96.00 0.0130 6 MH07 TO LW 96 x 60 inch Concrete Box Culvert MH07 LakeWash 151.97 13.49 13.12 0.37 0.2400 Rectangular 60.000 96.00 0.0130 7 N10 TO N11 84 x 60 inch Concrete Box Culvert N10 N11 185.12 17.33 17.14 0.18 0.1000 Rectangular 60.000 84.00 0.0130 8 N18 TO N19 84 x 60 inch Concrete Box Culvert N18 N19 188.36 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 9 N19TON20 84 x 60 inch Concrete Box Culvert N19 N20 89.41 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 10 N1 TO N2 60" RCP-CULVERT N1 N2 185.06 21.83 21.40 0.43 0.2300 CIRCULAR 60.000 60.00 0.0130 11 N22 TO N23 96 x 60 inch Concrete Box Culvert N22 N23 79.20 15.59 15.59 0.00 0.0000 Rectangular 60.000 96.00 0.0130 12 N25 TO N26 96 x 60 inch Concrete Box Culvert N25 N26 50.20 14.86 14.74 0.12 0.2400 Rectangular 60.000 96.00 0.0130 13 N26 TO N27 96 x 60 inch Concrete Box Culvert N26 N27 36.50 14.74 14.65 0.09 0.2400 Rectangular 60.000 96.00 0.0130 14 N27 TO N28 96 x 60 inch Concrete Box Culvert N27 N28 145.11 14.65 14.30 0.35 0.2400 Rectangular 60.000 96.00 0.0130 15 N28 TO MH07 96 x 60 inch Concrete Box Culvert N28 MH07 333.08 14.30 13.49 0.81 0.2400 Rectangular 60.000 96.00 0.0130 16 N2 TO MH02 60" RCP-CULVERT N2 MH 02 220.81 21.40 20.90 0.51 0.2300 CIRCULAR 60.000 60.00 0.0130 17 N6 TO MH04 60" RCP-CULVERT N6 MH04 165.27 19.05 18.67 0.38 0.2300 CIRCULAR 60.000 60.00 0.0130 18 N9 TO N10 84 x 60 inch Concrete Box Culvert N9 N10 129.62 17.45 17.33 0.13 0.1000 Rectangular 60.000 84.00 0.0130 19 CB1 TO CB2 12" RCP CB1 CB2 69.56 17.93 17.68 0.24 0.3500 CIRCULAR 12.000 12.00 0.0130 20 CB10 TO SDCB21 12" DI CB10 SDCB21 176.25 18.57 17.95 0.62 0.3500 CIRCULAR 12.000 12.00 0.0130 21 CB11 TO CB10 12" DI CB11 CB10 166.31 19.07 18.57 0.50 0.3000 CIRCULAR 12.000 12.00 0.0130 22 CB12 TO CB11 12" DI CB12 CB11 147.59 19.51 19.07 0.44 0.3000 CIRCULAR 12.000 12.00 0.0130 23 CB13 TO CB14 12" DI CB13 CB14 192.54 18.50 17.54 0.96 0.5000 CIRCULAR 12.000 12.00 0.0130 24 CB14 TO N16 EXISTING 12" RCP CB14 N16 331.94 16.91 16.10 0.81 0.2400 CIRCULAR 12.000 12.00 0.0130 25 CB15 TO CB14 12" DI CB15 CB14 137.03 18.85 17.00 1.85 1.3500 CIRCULAR 12.000 12.00 0.0130 26 CB16 TO CB15 12" RCP CB16 CB15 102.38 19.45 18.85 0.60 0.5900 CIRCULAR 12.000 12.00 0.0130 27 CB17 TO CB18 12" RCP CB17 CB18 85.63 19.70 19.27 0.43 0.5000 CIRCULAR 12.000 12.00 0.0130 28 CB18 TO CB19 12" RCP CB18 CB19 101.70 19.27 18.76 0.51 0.5000 CIRCULAR 12.000 12.00 0.0130 29 CB19 TO N14 EXISTING 12" RCP CB19 N14 342.10 18.76 16.92 1.84 0.5400 CIRCULAR 12.000 12.00 0.0130 30 CB2 TO CB3 12" DI CB2 CB3 160.64 17.68 17.12 0.56 0.3500 CIRCULAR 12.000 12.00 0.0130 31 CB20 TO CB19 12" RCP CB20 CB19 118.99 19.31 18.76 0.55 0.4600 CIRCULAR 12.000 12.00 0.0130 32 CB21 TO CB20 12" RCP CB21 CB20 64.74 19.54 19.31 0.23 0.3500 CIRCULAR 12.000 12.00 0.0130 33 CB22 TO CB21 12" RCP CB22 CB21 73.99 19.80 19.54 0.26 0.3500 CIRCULAR 12.000 12.00 0.0130 34 CB23 TO N12 EXISTING 12" RCP CB23 N12 314.81 19.41 17.42 1.99 0.6300 CIRCULAR 12.000 12.00 0.0130 35 CB24 TO CB23 12" RCP CB24 CB23 112.60 19.75 19.41 0.34 0.3000 CIRCULAR 12.000 12.00 0.0130 36 CB25 TO CB24 12" RCP CB25 CB24 47.11 19.89 19.75 0.14 0.3000 CIRCULAR 12.000 12.00 0.0130 37 CB26 TO SDCB360 12" DI CB26 SDCB360 76.11 21.34 21.11 0.23 0.3000 CIRCULAR 12.000 12.00 0.0130 38 CB28 TO CB27 12" RCP CB28 CB27 173.01 21.40 20.53 0.86 0.5000 CIRCULAR 12.000 12.00 0.0130 39 CB29 TO CB28 12" RCP CB29 CB28 38.18 21.59 21.40 0.19 0.5000 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 1 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 40 CB3 TO N001 EXISTING 12" RCP CB3 N001 223.81 17.12 15.50 1.62 0.7200 CIRCULAR 12.000 12.00 0.0130 41 CB30 TO CB29 12" RCP CB30 CB29 38.03 21.74 21.59 0.16 0.4100 CIRCULAR 12.000 12.00 0.0130 42 CB31 TO CB30 12" DI CB31 CB30 40.00 21.90 21.74 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 43 CB32 TO CB31 12" DI CB32 CB31 40.00 22.06 21.90 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 44 CB33 TO CB32 12" DI CB33 CB32 80.00 22.38 22.06 0.32 0.4000 CIRCULAR 12.000 12.00 0.0130 45 CB35 TO CB34 12" RCP-PHASE2 CB35 CB34 31.65 21.63 21.47 0.16 0.5000 CIRCULAR 12.000 12.00 0.0130 46 CB36 TO SDCB320 12" RCP-PHASE2 CB36 SDCB320 122.95 24.52 23.20 1.31 1.0700 CIRCULAR 12.000 12.00 0.0130 47 CB37 TO SDCB326 12" RCP-PHASE2 CB37 SDCB326 298.69 26.40 25.65 0.75 0.2500 CIRCULAR 12.000 12.00 0.0130 48 CB38 TO CB37 12" RCP-PHASE2 CB38 CB37 227.37 26.97 26.40 0.57 0.2500 CIRCULAR 12.000 12.00 0.0130 49 CB4 TO SDCB76 12" DI CB4 SDCB76 99.52 18.26 17.91 0.35 0.3500 CIRCULAR 12.000 12.00 0.0130 50 CB5 TO N002 EXISTING 12" RCP CB5 N002 267.56 15.31 15.00 0.31 0.1200 CIRCULAR 12.000 12.00 0.0130 51 CB6 TO CB5 12" DI CB6 CB5 160.24 15.69 15.31 0.38 0.2400 CIRCULAR 12.000 12.00 0.0130 52 CB7 TO CB6 12" RCP CB7 CB6 40.09 15.85 15.69 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 53 CB8 TO CB7 12" DI CB8 CB7 134.08 16.39 15.85 0.54 0.4000 CIRCULAR 12.000 12.00 0.0130 54 CB9 TO CB8 12" DI CB9 CB8 80.00 16.71 16.39 0.32 0.4000 CIRCULAR 12.000 12.00 0.0130 55 N002 TO N24 EXISTING 12" RCP N002 N24 116.76 15.00 14.92 0.08 0.0700 CIRCULAR 12.000 12.00 0.0130 56 N003 TO N004 EXISTING 12" RCP N003 N004 39.72 16.47 16.21 0.26 0.6600 CIRCULAR 12.000 12.00 0.0130 57 N004 TO N21 EXISTING 12" RCP N004 N21 193.10 16.21 16.00 0.21 0.1100 CIRCULAR 12.000 12.00 0.0130 58 N005 TO SDCB355 12" RCP-PHASE2 N005 SDCB355 7.15 25.08 25.08 0.00 0.0000 CIRCULAR 12.000 12.00 0.0130 59 SDCB21 TO N003 EXISTING 12" RCP SDCB21 N003 225.40 17.95 16.47 1.48 0.6500 CIRCULAR 12.000 12.00 0.0130 60 SDCB270 TO SDCB353 12" RCP-PHASE2 SDCB270 SDCB353 128.82 21.42 20.66 0.76 0.5900 CIRCULAR 12.000 12.00 0.0130 61 SDCB288 TO CB27 12" DI SDCB288 CB27 110.50 21.01 20.53 0.48 0.4300 CIRCULAR 12.000 12.00 0.0130 62 SDCB-296 TO CB34 12" RCP-PHASE2 SDCB-296 CB34 216.12 21.76 21.47 0.29 0.1300 CIRCULAR 12.000 12.00 0.0130 63 SDCB319 TO SDCB320 12" RCP-PHASE2 SDCB319 SDCB320 18.11 23.27 23.41 -0.14 -0.7700 CIRCULAR 12.000 12.00 0.0130 64 SDCB320 TO SDCB365 12" RCP-PHASE2 SDCB365 SDCB320 121.75 23.41 22.79 0.62 0.5100 CIRCULAR 12.000 12.00 0.0130 65 SDCB321 TO SDCB361 12" RCP-PHASE2 SDCB321 SDCB361 138.83 21.18 20.56 0.62 0.4500 CIRCULAR 12.000 12.00 0.0130 66 SDCB326 TO N006 12" RCP-PHASE2 SDCB326 N006 9.04 25.65 25.65 0.00 0.0000 CIRCULAR 12.000 12.00 0.0130 67 SDCB353 TO N8 EXISTING 12" RCP-PHASE2 SDCB353 N8 150.87 20.61 18.70 1.91 1.2700 CIRCULAR 12.000 12.00 0.0130 68 SDCB355 TO CB36 12" RCP-PHASE2 SDCB355 CB36 49.80 25.05 24.52 0.53 1.0700 CIRCULAR 12.000 12.00 0.0130 69 SDCB356 TO CB15 12" RCP SDCB356 CB15 12.04 20.20 20.00 0.20 1.6600 CIRCULAR 12.000 12.00 0.0130 70 SDCB361TON5 EXISTING 12" RCP-PHASE2 SDCB361 N5 202.80 20.46 39.00 -18.54 -9.1400 CIRCULAR 12.000 12.00 0.0130 71 SDCB365 TO N3 EXISTING 12" RCP-PHASE2 SDCB365 N3 213.70 23.41 18.00 5.41 2.5300 CIRCULAR 12.000 12.00 0.0130 72 SDCB-76 TO CB2 12" RCP SDCB76 CB2 64.26 17.91 17.68 0.23 0.3500 CIRCULAR 12.000 12.00 0.0130 73 CB27 TO N10 EXISTING 12"DI CB27 N10 208.95 20.00 17.50 2.50 1.2000 CIRCULAR 12.000 12.00 0.0130 74 CB27 TO SDCB270 12"RCP-PHASE2 CB34 SDCB270 19.99 21.47 21.37 0.10 0.5000 CIRCULAR 12.000 12.00 0.0130 75 MH03 TO N3 60" RCP-CULVERT MH03 N3 69.25 20.08 19.94 0.14 0.2000 CIRCULAR 60.000 60.00 0.0130 76 MH06 TO N21 84 x 60 inch Concrete Box Culvert MH06 N21 212.75 15.59 15.59 0.00 0.0000 CIRCULAR 60.000 60.00 0.0130 77 N001 TO N002 EXISTING 12"RCP N001 N28 39.60 15.50 15.00 0.50 1.2600 CIRCULAR 12.000 12.00 0.0130 78 N006 TO N005 12"RCP-PHASE2 N006 N005 169.10 25.65 25.08 0.57 0.3400 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 2 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 79 N12 TO N11 84 x 60 inch Concrete Box Culvert N12 N11 274.72 17.14 17.01 0.13 0.0500 Rectangular 60.000 84.00 0.0150 80 N13 TO N12 84 x 60 inch Concrete Box Culvert N13 N12 87.01 17.01 16.98 0.03 0.0300 Rectangular 60.000 84.00 0.0130 81 N14 TO N13 84 x 60 inch Concrete Box Culvert N14 N13 221.60 16.98 16.92 0.06 0.0300 Rectangular 60.000 84.00 0.0130 82 N15 TO N14 84 x 60 inch Concrete Box Culvert N15 N14 283.93 16.92 16.84 0.08 0.0300 Rectangular 60.000 84.00 0.0130 83 N16 TO N15 84 x 60 inch Concrete Box Culvert N16 N15 176.68 16.09 16.84 -0.75 -0.4200 Rectangular 60.000 84.00 0.0130 84 N16 TO N18 84 x 60 inch Concrete Box Culvert N16 N18 327.45 16.09 15.59 0.50 0.1500 Rectangular 60.000 84.00 0.0130 85 N21 TO N20 84 x 60 inch Concrete Box Culvert N21 N20 13.79 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 86 N24 TO N23 96 x 60 inch Concrete Box Culvert N24 N23 175.49 14.92 15.59 -0.67 -0.3800 Rectangular 60.000 96.00 0.0130 87 N24 TO N25 96 x 60 inch Concrete Box Culvert N24 N25 124.32 14.92 14.86 0.06 0.0500 Rectangular 60.000 96.00 0.0130 88 N3 TO N4 60" RCP-CULVERT N3 N4 145.08 19.94 19.90 0.04 0.0300 CIRCULAR 60.000 60.00 0.0130 89 N4 TO N5 60"RCP-CULVERT N4 N5 175.75 19.90 19.80 0.10 0.0600 CIRCULAR 60.000 60.00 0.0130 90 N5 TO N6 60"RCP-CULVERT N5 N6 57.36 19.80 19.05 0.75 1.3100 CIRCULAR 60.000 60.00 0.0130 91 N7 TO N8 60"RCP-CULVERT N7 N8 171.62 18.42 17.77 0.65 0.3800 CIRCULAR 60.000 60.00 0.0130 92 N8 TO MH05 60"RCP-CULVERT N8 MH05 111.42 17.77 17.77 0.00 0.0000 CIRCULAR 60.000 60.00 0.0130 93 SDCB181 TO SDCB76 12"RCP SDCB181 SDCB76 31.64 18.00 17.91 0.09 0.2900 CIRCULAR 12.000 12.00 0.0130 94 SDCB256 TO SDCB286 EXISTING 12"RCP SDCB256 SDCB286 76.08 22.76 22.61 0.15 0.2000 CIRCULAR 12.000 12.00 0.0130 95 SDCB257 TO SDCB356 EXISTING 12"DI SDCB257 SDCB356 239.06 20.28 20.20 0.08 0.0300 CIRCULAR 12.000 12.00 0.0130 96 SDCB286 TO N11 EXISTING 6"RCP SDCB286 N11 248.32 22.61 18.46 4.15 1.6700 CIRCULAR 6.000 6.00 0.0130 97 SDCB288 TO SDCB360 EXISTING 12"RCP SDCB288 SDCB360 27.28 21.01 21.11 -0.10 -0.3700 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 3 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element ID 1 MH01 TO N1 2 MH02 TO MH03 3 MH04 TO N7 4 MH05 TO N9 5 MH06 TO N22 6 MH07 TO LW 7 N10 TO N11 8 N18 TO N19 9 N19TON20 10 N1 TO N2 11 N22 TO N23 12 N25 TO N26 13 N26 TO N27 14 N27 TO N28 15 N28 TO MH07 16 N2 TO MH02 17 N6 TO MH04 18 N9 TO N10 19 CB1 TO CB2 20 CB10 TO SDCB21 21 CB11 TO CB10 22 CB12 TO CB11 23 CB13 TO CB14 24 CB14 TO N16 25 CB15 TO CB14 26 CB16 TO CB15 27 CB17 TO CB18 28 CB18 TO CB19 29 CB19 TO N14 30 CB2 TO CB3 31 CB20 TO CB19 32 CB21 TO CB20 33 CB22 TO CB21 34 CB23 TO N12 35 CB24 TO CB23 36 CB25 TO CB24 37 CB26 TO SDCB360 38 CB28 TO CB27 39 CB29 TO CB28 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.5000 90.04 0 00:00 9.06 0.21 124.79 0.72 0.93 0.00 4.63 Calculated 0.5000 0.5000 75.74 0 07:53 7.05 0.84 124.90 0.61 0.97 0.00 4.85 Calculated 0.5000 0.6000 77.19 0 08:02 6.55 0.28 124.92 0.62 0.89 0.00 4.45 Calculated 0.5000 0.6000 77.84 0 08:04 5.10 1.03 162.65 0.48 0.85 0.00 4.24 Calculated 0.5000 0.6000 84.78 0 08:06 3.29 0.68 16.66 5.09 0.64 0.00 3.22 > CAPACITY 0.5000 0.6000 91.27 0 00:00 4.80 0.53 300.67 0.30 0.57 0.00 2.87 Calculated 0.5000 0.6000 78.76 0 08:05 6.89 0.45 162.64 0.48 0.86 0.00 4.31 Calculated 0.5000 0.6000 82.69 0 08:05 3.29 0.95 11.85 6.98 0.93 0.00 4.64 > CAPACITY 0.5000 0.5000 82.68 0 08:06 2.72 0.55 17.21 4.81 0.90 0.00 4.50 > CAPACITY 0.5000 0.6000 78.42 0 00:01 8.15 0.38 124.96 0.63 0.92 0.00 4.60 Calculated 0.5000 0.6000 84.77 0 08:07 3.62 0.36 21.65 3.92 0.59 0.00 2.93 > CAPACITY 0.5000 0.6000 87.02 0 08:07 3.74 0.22 300.41 0.29 0.58 0.00 2.91 Calculated 0.5000 0.5000 87.02 0 08:07 4.01 0.15 300.90 0.29 0.54 0.00 2.71 Calculated 0.5000 0.6000 87.02 0 08:06 4.26 0.57 300.11 0.29 0.51 0.00 2.55 Calculated 0.5000 0.6000 89.30 0 08:07 4.16 1.33 300.49 0.30 0.54 0.00 2.68 Calculated 0.5000 0.6000 79.94 0 00:01 8.45 0.44 124.92 0.64 0.93 0.00 4.65 Calculated 0.5000 0.5000 77.20 0 08:01 6.45 0.43 124.88 0.62 0.91 0.00 4.53 Calculated 0.5000 0.6000 77.82 0 08:06 4.73 0.46 162.94 0.48 0.86 0.00 4.30 Calculated 0.5000 0.5000 1.11 0 07:54 1.41 0.82 2.11 0.53 1.00 17.00 1.00 SURCHARGED 0.5000 0.5000 2.15 0 08:01 2.73 1.08 2.11 1.02 1.00 1358.00 1.00 SURCHARGED 0.5000 0.5000 1.24 0 08:01 1.57 1.77 1.95 0.63 1.00 95.00 1.00 SURCHARGED 0.5000 0.5000 1.26 0 08:00 1.60 1.54 1.95 0.64 1.00 51.00 1.00 SURCHARGED 0.5000 0.5000 0.80 0 07:54 1.02 3.15 2.52 0.32 1.00 1412.00 1.00 SURCHARGED 0.5000 0.8000 1.85 0 07:54 2.36 2.34 1.76 1.05 1.00 1421.00 1.00 SURCHARGED 0.5000 0.9000 1.07 0 07:49 2.91 0.78 4.14 0.26 1.00 1404.00 1.00 SURCHARGED 0.5000 0.5000 0.72 0 07:54 0.92 1.85 2.73 0.27 1.00 85.00 1.00 SURCHARGED 0.5000 0.5000 0.17 0 00:28 0.56 2.55 2.52 0.07 1.00 203.00 1.00 SURCHARGED 0.5000 0.5000 0.32 0 00:28 0.62 2.73 2.52 0.13 1.00 1406.00 1.00 SURCHARGED 0.5000 0.7000 1.86 0 07:54 2.36 2.42 2.61 0.71 1.00 1415.00 1.00 SURCHARGED 0.5000 0.9000 2.55 0 07:54 3.25 0.82 2.11 1.21 1.00 13.00 1.00 SURCHARGED 0.5000 0.6000 1.63 0 07:54 2.07 0.96 2.42 0.67 1.00 1404.00 1.00 SURCHARGED 0.5000 0.8000 1.39 0 07:54 1.77 0.61 2.11 0.66 1.00 1375.00 1.00 SURCHARGED 0.5000 0.5000 0.62 0 07:54 0.79 1.56 2.11 0.30 1.00 123.00 1.00 SURCHARGED 0.5000 0.6000 0.80 0 07:54 1.02 5.14 2.83 0.28 1.00 1414.00 1.00 SURCHARGED 0.5000 0.6000 0.80 0 07:54 1.02 1.84 1.95 0.41 1.00 1403.00 1.00 SURCHARGED 0.5000 0.5000 0.81 0 07:54 1.03 0.76 1.95 0.41 1.00 1389.00 1.00 SURCHARGED 0.5000 0.5000 0.64 0 07:55 1.36 0.93 1.95 0.33 0.70 0.00 0.70 Calculated 0.5000 0.8000 0.96 0 00:01 2.94 0.98 2.52 0.38 0.71 0.00 0.71 Calculated 0.5000 0.8000 1.49 0 00:00 3.03 0.21 2.52 0.59 0.60 0.00 0.60 Calculated Pipes in BOLD are new pipes installed in this project.Page 4 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element ID 1 MH01 TO N140CB3 TO N001 41 CB30 TO CB29 42 CB31 TO CB30 43 CB32 TO CB31 44 CB33 TO CB32 45 CB35 TO CB34 46 CB36 TO SDCB320 47 CB37 TO SDCB326 48 CB38 TO CB37 49 CB4 TO SDCB76 50 CB5 TO N002 51 CB6 TO CB5 52 CB7 TO CB6 53 CB8 TO CB7 54 CB9 TO CB8 55 N002 TO N24 56 N003 TO N004 57 N004 TO N21 58 N005 TO SDCB355 59 SDCB21 TO N003 60 SDCB270 TO SDCB353 61 SDCB288 TO CB27 62 SDCB-296 TO CB34 63 SDCB319 TO SDCB320 64 SDCB320 TO SDCB365 65 SDCB321 TO SDCB361 66 SDCB326 TO N006 67 SDCB353 TO N8 68 SDCB355 TO CB36 69 SDCB356 TO CB15 70 SDCB361TON5 71 SDCB365 TO N3 72 SDCB-76 TO CB2 73 CB27 TO N10 74 CB27 TO SDCB270 75 MH03 TO N3 76 MH06 TO N21 77 N001 TO N002 78 N006 TO N005 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.5000 2.58 0 07:54 3.29 1.13 3.03 0.85 1.00 13.00 1.00 SURCHARGED 0.5000 0.5000 2.28 0 00:00 3.33 0.19 2.29 1.00 0.83 0.00 0.78 Calculated 0.5000 0.5000 1.97 0 00:00 2.86 0.23 2.24 0.88 0.85 0.00 0.84 Calculated 0.5000 0.5000 2.04 0 00:00 3.05 0.22 2.27 0.90 0.94 0.00 0.92 Calculated 0.5000 0.5000 1.17 0 00:00 1.79 0.74 2.25 0.52 1.00 0.00 0.90 SURCHARGED 0.5000 0.5000 0.03 0 00:20 0.42 1.26 2.52 0.01 0.95 0.00 0.95 Calculated 0.5000 0.7000 1.32 0 08:04 1.68 1.22 3.68 0.36 1.00 20.00 1.00 SURCHARGED 0.5000 0.5000 0.92 0 08:00 1.91 2.61 1.78 0.52 0.59 0.00 0.59 Calculated 0.5000 0.5000 0.10 0 08:00 0.42 9.02 1.78 0.05 0.33 0.00 0.33 Calculated 0.5000 0.5000 0.70 0 07:54 1.33 1.25 2.11 0.33 1.00 11.00 1.00 SURCHARGED 0.5000 0.5000 2.34 0 08:01 2.98 1.50 1.21 1.93 1.00 1419.00 1.00 SURCHARGED 0.5000 0.8000 2.34 0 08:01 2.98 0.90 1.74 1.35 1.00 1417.00 1.00 SURCHARGED 0.5000 0.5000 2.06 0 08:00 2.62 0.26 2.25 0.92 1.00 1415.00 1.00 SURCHARGED 0.5000 0.5000 1.48 0 08:00 1.89 1.18 2.25 0.66 1.00 1410.00 1.00 SURCHARGED 0.5000 0.5000 1.00 0 08:00 1.27 1.05 2.25 0.44 1.00 1396.00 1.00 SURCHARGED 0.5000 0.6000 2.34 0 08:01 2.98 0.65 0.93 2.51 1.00 1426.00 1.00 SURCHARGED 0.5000 0.5000 2.14 0 08:01 3.35 0.20 2.89 0.74 1.00 1420.00 1.00 SURCHARGED 0.5000 0.5000 2.13 0 08:02 2.72 1.18 1.18 1.80 1.00 1422.00 1.00 SURCHARGED 0.5000 0.5000 1.13 0 08:03 2.49 0.05 0.42 2.69 0.80 0.00 0.80 > CAPACITY 0.5000 0.5000 2.15 0 08:01 2.73 1.38 2.88 0.74 1.00 1412.00 1.00 SURCHARGED 0.5000 0.8000 0.72 0 08:00 0.92 2.33 2.74 0.26 1.00 31.00 1.00 SURCHARGED 0.5000 0.6000 0.77 0 07:59 1.02 1.81 2.35 0.33 0.93 0.00 0.93 Calculated 0.5000 0.5000 0.04 0 00:28 0.25 14.41 1.31 0.03 0.88 0.00 0.88 Calculated 0.5000 0.5000 0.36 0 00:09 1.92 0.16 3.13 0.11 1.00 1422.00 1.00 SURCHARGED 0.5000 0.7000 1.54 0 08:03 2.26 0.90 2.54 0.61 1.00 1423.00 1.00 SURCHARGED 0.5000 0.5000 0.40 0 08:00 0.93 2.49 2.38 0.17 1.00 1213.00 1.00 SURCHARGED 0.5000 0.5000 1.14 0 08:01 2.32 0.06 0.37 3.05 0.60 0.00 0.60 > CAPACITY 0.5000 0.6000 0.72 0 08:00 1.22 2.06 4.01 0.18 1.00 1424.00 1.00 SURCHARGED 0.5000 0.7000 1.14 0 08:04 2.51 0.33 3.68 0.31 0.90 0.00 0.90 Calculated 0.5000 0.5000 0.48 0 00:01 3.26 0.06 4.59 0.11 1.00 21.00 1.00 SURCHARGED 0.5000 0.5000 0.36 0 08:16 0.78 4.33 10.77 0.03 0.56 0.00 0.56 Calculated 0.5000 0.6000 1.54 0 08:03 1.97 1.81 4.54 0.34 1.00 1423.00 1.00 SURCHARGED 0.5000 0.7000 1.44 0 07:54 1.83 0.59 2.11 0.68 1.00 19.00 1.00 SURCHARGED 0.5000 0.7000 1.01 0 08:00 3.68 0.95 3.90 0.26 1.00 1411.00 1.00 SURCHARGED 0.5000 0.7000 0.12 0 00:19 0.84 0.40 2.52 0.05 1.00 18.00 1.00 SURCHARGED 0.5000 0.6000 75.73 0 07:54 6.29 0.18 116.26 0.65 0.98 0.00 4.92 Calculated 0.5000 0.6000 84.78 0 08:06 5.26 0.67 5.65 15.01 0.76 0.00 3.82 > CAPACITY 0.5000 0.6000 2.58 0 07:54 3.29 0.20 4.00 0.64 1.00 1401.00 1.00 SURCHARGED 0.0000 0.0000 1.14 0 08:01 2.31 1.22 2.07 0.55 0.68 0.00 0.68 Calculated Pipes in BOLD are new pipes installed in this project.Page 5 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 25 YEAR STORM SN Element ID 1 MH01 TO N179N12 TO N11 80 N13 TO N12 81 N14 TO N13 82 N15 TO N14 83 N16 TO N15 84 N16 TO N18 85 N21 TO N20 86 N24 TO N23 87 N24 TO N25 88 N3 TO N4 89 N4 TO N5 90 N5 TO N6 91 N7 TO N8 92 N8 TO MH05 93 SDCB181 TO SDCB76 94 SDCB256 TO SDCB286 95 SDCB257 TO SDCB356 96 SDCB286 TO N11 97 SDCB288 TO SDCB360 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.6000 78.91 0 08:06 3.77 1.21 8.51 9.28 0.84 0.00 4.22 > CAPACITY 0.5000 0.6000 79.58 0 08:05 3.93 0.37 17.44 4.56 0.83 0.00 4.16 > CAPACITY 0.5000 0.6000 79.59 0 08:07 3.99 0.93 10.93 7.28 0.80 0.00 4.00 > CAPACITY 0.5000 0.6000 81.14 0 08:04 4.28 1.11 9.66 8.40 0.77 0.00 3.83 > CAPACITY 0.5000 0.5000 81.13 0 08:05 5.20 0.57 335.21 0.24 0.82 0.00 4.08 Calculated 0.5000 0.6000 82.71 0 08:04 4.27 1.28 201.05 0.41 0.91 0.00 4.56 Calculated 0.5000 0.6000 82.68 0 08:06 2.71 0.08 43.81 1.89 0.87 0.00 4.37 > CAPACITY 0.5000 0.5000 84.78 0 08:07 3.54 0.83 376.51 0.23 0.60 0.00 3.00 Calculated 0.5000 0.6000 87.02 0 08:06 3.50 0.59 132.74 0.66 0.62 0.00 3.11 Calculated 0.5000 0.6000 77.24 0 08:01 6.20 0.39 43.25 1.79 0.93 0.00 4.66 > CAPACITY 0.5000 0.5000 77.23 0 08:01 5.93 0.49 62.12 1.24 0.86 0.00 4.28 > CAPACITY 0.5000 0.6000 77.21 0 08:01 6.96 0.14 298.01 0.26 0.86 0.00 4.32 Calculated 0.5000 0.6000 77.18 0 08:03 6.40 0.45 159.91 0.48 0.90 0.00 4.50 Calculated 0.5000 0.6000 77.87 0 08:02 9.46 0.20 7.80 9.98 0.88 0.00 4.40 > CAPACITY 0.5000 0.5000 0.74 0 07:54 1.63 0.32 4.07 0.18 1.00 9.00 1.00 SURCHARGED 0.5000 0.5000 0.06 0 07:54 0.83 1.53 1.58 0.04 0.15 0.00 0.15 Calculated 0.5000 0.5000 0.72 0 00:00 1.91 2.09 0.65 1.11 1.00 19.00 1.00 SURCHARGED 0.5000 0.8000 0.18 0 07:54 1.31 3.16 0.73 0.25 0.67 0.00 0.34 Calculated 0.5000 0.6000 0.77 0 07:55 1.27 0.36 2.16 0.36 0.82 0.00 0.82 Calculated Pipes in BOLD are new pipes installed in this project.Page 6 of 13 RENTON MUNICIPAL AIRPORT OUTFALLS - 25 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft)(ft)(cfs)(cfs)(ft)(ft) 1 LakeWash 1297967.16 185640.67 Outfall to Lake Washington 13.12 FIXED NO 16.00 91.27 0.00 2.88 16.00 Page 7 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 25 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Peak Peak Maximum Maximum Maximum ID Elevation (Max)(Max)Water Water Elevation Inflow Lateral HGL HGL Surcharge Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained (ft)(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft) 1 CB1 1298295.52 185270.31 CB TYPE 1-AIRCRAFT RATED 16.93 20.29 3.36 16.93 0.00 20.29 1.11 1.11 19.84 2.91 0.00 2 CB10 1298352.80 184339.18 CB TYPE 1-AIRCRAFT RATED 17.57 21.90 4.33 17.57 0.00 21.90 2.17 0.95 22.63 5.06 0.73 3 CB11 1298366.88 184173.46 CB TYPE 1-AIRCRAFT RATED 18.07 22.56 4.50 18.07 0.00 22.56 1.26 0.00 22.87 4.80 0.31 4 CB12 1298379.37 184026.40 CB TYPE 1-AIRCRAFT RATED 18.51 21.80 3.29 18.51 0.00 21.80 1.28 1.28 23.08 4.57 1.29 5 CB13 1298384.16 183816.88 CB TYPE 1-AIRCRAFT RATED 17.50 22.01 4.51 17.50 0.00 22.01 0.80 0.80 21.58 4.08 0.00 6 CB14 1298248.56 183680.20 CB TYPE 2 - 48" AIRCRAFT RATED 14.85 24.56 9.71 14.85 0.00 24.56 1.85 0.00 21.47 6.62 0.00 7 CB15 1298365.77 183609.23 CB TYPE 2 - 48" AIRCRAFT RATED 16.85 23.24 6.39 16.85 0.00 23.24 1.06 0.00 21.67 4.82 0.00 8 CB16 1298421.27 183695.26 CB TYPE 1-AIRCRAFT RATED 18.45 22.26 3.81 18.45 0.00 22.26 0.72 0.72 21.72 3.27 0.00 9 CB17 1298286.19 183264.22 CB TYPE 1-AIRCRAFT RATED 18.70 24.68 5.99 18.70 0.00 24.68 0.17 0.10 21.89 3.19 0.00 10 CB18 1298290.82 183178.70 CB TYPE 2-AIRCRAFT RATED 18.27 24.79 6.52 18.27 0.00 24.79 0.32 0.13 21.89 3.62 0.00 11 CB19 1298299.36 183077.37 CB TYPE 2 - 48" AIRCRAFT RATED 16.66 25.15 8.49 16.66 0.00 25.15 1.86 0.00 21.90 5.24 0.00 12 CB2 1298281.52 185202.18 CB TYPE 1-AIRCRAFT RATED 16.68 21.26 4.58 16.68 0.00 21.26 2.55 0.00 19.74 3.06 0.00 13 CB20 1298412.59 183040.83 CB TYPE 1-AIRCRAFT RATED 18.31 23.42 5.11 18.31 0.00 23.42 1.63 0.24 22.20 3.89 0.00 14 CB21 1298477.15 183045.72 CB TYPE 1-AIRCRAFT RATED 18.54 22.36 3.82 18.54 0.00 22.36 1.39 0.76 22.36 3.82 0.00 15 CB22 1298470.93 183119.45 CB TYPE 1-AIRCRAFT RATED 18.80 22.45 3.65 18.80 0.00 22.45 0.62 0.62 22.41 3.61 0.00 16 CB23 1298325.70 182783.03 CB TYPE 2 - 48" AIRCRAFT RATED 17.41 25.21 7.80 17.41 0.00 25.21 0.80 0.00 21.41 4.00 0.00 17 CB24 1298435.84 182759.65 CB TYPE 1-AIRCRAFT RATED 18.75 23.42 4.67 18.75 0.00 23.42 0.81 0.00 21.49 2.74 0.00 18 CB25 1298482.83 182762.99 CB TYPE 1-AIRCRAFT RATED 18.89 22.19 3.30 18.89 0.00 22.19 0.80 0.80 21.52 2.63 0.00 19 CB26 1298491.29 182378.80 CB TYPE 1-AIRCRAFT RATED 20.34 23.43 3.09 20.34 0.00 23.43 0.64 0.64 21.94 1.60 0.00 20 CB27 1298352.47 182457.94 CB TYPE 2 - 48" AIRCRAFT RATED 18.43 25.83 7.40 18.43 0.00 25.83 1.01 0.00 21.81 3.38 0.00 21 CB28 1298367.01 182285.54 CB TYPE 1-AIRCRAFT RATED 20.40 25.52 5.12 20.40 0.00 25.52 1.49 0.00 21.86 1.47 0.00 22 CB29 1298328.97 182282.33 CB TYPE 1-AIRCRAFT RATED 20.59 24.98 4.40 20.59 0.00 24.98 2.28 0.00 22.27 1.68 0.00 23 CB3 1298121.47 185188.41 CB TYPE 2 - 48" AIRCRAFT RATED 15.12 23.29 8.17 15.12 0.00 23.29 2.55 0.00 18.70 3.58 0.00 24 CB30 1298332.18 182244.43 CB TYPE 1-AIRCRAFT RATED 20.74 24.96 4.22 24.96 4.22 24.96 1.97 0.05 23.85 3.11 0.00 25 CB31 1298335.53 182204.57 CB TYPE 1-AIRCRAFT RATED 20.90 24.94 4.04 20.90 0.00 24.94 3.39 0.05 23.35 2.45 0.00 26 CB32 1298339.13 182164.73 CB TYPE 1-AIRCRAFT RATED 21.06 24.85 3.79 24.85 3.79 24.85 1.17 0.07 23.06 2.00 0.00 27 CB33 1298345.85 182085.02 CB TYPE 1-AIRCRAFT RATED 21.38 24.78 3.40 24.78 3.40 24.78 0.08 0.08 23.64 2.26 0.00 28 CB34 1298513.68 181876.00 CB TYPE 1-AIRCRAFT RATED 21.47 24.06 2.59 21.47 0.00 24.06 0.12 0.00 22.53 1.06 0.00 29 CB35 1298545.05 181880.15 CB TYPE 1-AIRCRAFT RATED 21.63 23.70 2.07 21.63 0.00 23.70 0.03 0.00 22.53 0.90 0.00 30 CB36 1298589.54 180989.99 CB TYPE 1-AIRCRAFT RATED 24.52 26.72 2.20 24.52 0.00 26.72 1.32 0.19 25.78 1.26 0.00 31 CB37 1298688.15 180498.31 CB TYPE 1-AIRCRAFT RATED 26.40 29.12 2.73 26.40 0.00 29.12 0.93 0.83 26.91 0.51 0.00 32 CB38 1298713.61 180293.51 CB TYPE 1-AIRCRAFT RATED 26.97 29.75 2.79 26.97 0.00 29.75 0.10 0.10 27.12 0.16 0.00 33 CB4 1298327.82 185047.44 CB TYPE 1-AIRCRAFT RATED 17.26 20.78 3.53 17.26 0.00 20.78 0.69 0.69 19.97 2.72 0.00 34 CB5 1298147.95 184874.21 CB TYPE 2 - 48" AIRCRAFT RATED 12.89 22.38 9.49 12.89 0.00 22.38 2.34 0.00 20.09 7.20 0.00 35 CB6 1298307.59 184888.00 CB TYPE 1-AIRCRAFT RATED 14.69 19.95 5.25 14.69 0.00 19.95 2.36 0.30 20.96 6.27 1.01 36 CB7 1298311.16 184848.06 CB TYPE 1-AIRCRAFT RATED 14.85 19.22 4.36 14.85 0.00 19.22 2.08 0.61 21.20 6.35 1.98 37 CB8 1298322.28 184714.45 CB TYPE 1-AIRCRAFT RATED 15.39 19.06 3.67 15.39 0.00 19.06 1.51 0.52 21.48 6.09 2.42 38 CB9 1298328.91 184634.73 CB TYPE 1-AIRCRAFT RATED 15.71 19.36 3.65 15.71 0.00 19.36 1.02 1.02 21.57 5.86 2.21 39 MH 01 1298288.42 180139.45 120 x 120 inch Rectangular Structure 22.09 28.09 6.00 22.09 0.00 28.09 75.87 75.87 26.76 4.67 0.00 Page 8 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 25 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Peak Peak Maximum Maximum Maximum ID Elevation (Max)(Max)Water Water Elevation Inflow Lateral HGL HGL Surcharge Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained (ft)(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft) 40 MH 02 1298284.70 180656.17 120 x 120 inch Rectangular Structure 20.90 26.90 6.01 20.90 0.00 26.90 79.94 0.00 25.59 4.69 0.00 41 MH03 1298248.67 181010.01 120 x 120 inch Rectangular Structure 20.08 26.09 6.01 20.08 0.00 26.09 75.74 0.00 25.10 5.02 0.00 42 MH04 1298218.34 181621.94 120 x 120 inch Rectangular Structure 18.67 24.68 6.02 18.67 0.00 24.68 77.20 0.00 23.19 4.52 0.00 43 MH05 1298235.32 182013.98 120 x 120 inch Rectangular Structure 17.77 24.53 6.76 17.77 0.00 24.53 77.87 0.00 21.94 4.17 0.00 44 MH06 1297743.35 184465.69 120 x 120 inch Rectangular Structure 15.59 21.76 6.17 15.59 0.00 21.76 84.78 0.00 18.94 3.35 0.00 45 MH07 1298003.35 185493.08 120 x 120 inch Rectangular Structure 13.34 19.82 6.49 13.34 0.00 19.82 91.27 0.00 16.34 3.00 0.00 46 SDCB181 1298319.75 185137.10 EXISTINGCB 18.32 20.13 1.81 18.32 0.00 20.13 0.74 0.74 19.95 1.63 0.00 47 SDCB21 1298177.13 184324.87 EX CB 17.95 24.15 6.20 17.95 0.00 24.15 2.15 0.00 21.88 3.93 0.00 48 SDCB256 1298328.10 182639.48 ExistingCB 22.76 24.91 2.15 22.76 0.00 22.91 0.06 0.06 22.90 0.14 0.00 49 SDCB257 1298376.55 183358.37 EXISTINGCB 20.28 23.18 2.90 22.28 2.00 23.18 0.33 0.33 22.20 1.92 0.00 50 SDCB270 1298511.08 181895.82 EX CB 21.37 23.17 1.80 21.37 0.00 23.17 0.73 0.73 22.53 1.16 0.00 51 SDCB286 1298333.95 182563.63 ExistingCB 22.61 24.86 2.25 22.61 0.00 22.86 0.18 0.12 22.78 0.17 0.00 52 SDCB288 1298462.57 182467.31 EX CB 21.01 24.31 3.30 21.01 0.00 24.31 0.77 0.00 21.87 0.86 0.00 53 SDCB296 1298541.74 181661.71 EXCB 21.76 23.71 1.95 21.76 0.00 23.71 0.13 0.13 21.76 0.00 0.00 54 SDCB-296 1298541.74 181661.71 EX CB 21.76 23.71 1.95 21.76 0.00 23.71 0.04 0.00 22.53 0.77 0.00 55 SDCB319 1298596.18 181113.97 EX CB 23.24 25.56 2.32 23.24 0.00 25.56 0.36 0.24 25.56 2.32 0.00 56 SDCB320 1298578.13 181112.40 EX CB 22.79 26.57 3.78 22.79 0.00 26.56 1.54 0.00 25.56 2.77 0.00 57 SDCB321 1298568.97 181432.54 EX CB 20.12 24.18 4.06 20.12 0.00 24.18 0.55 0.55 39.27 19.15 15.09 58 SDCB326 1298653.61 180795.00 EX CB 25.58 27.92 2.34 25.58 0.00 27.92 1.15 0.23 26.32 0.74 0.00 59 SDCB353 1298382.55 181887.15 EX CB 20.61 25.36 4.75 20.61 0.00 25.36 0.72 0.00 22.46 1.85 0.00 60 SDCB355 1298638.26 180979.66 EX CB 25.05 26.95 1.90 25.05 0.00 26.95 1.13 0.00 25.86 0.81 0.00 61 SDCB356 1298366.73 183597.23 EXISTINGCB 20.20 23.33 3.13 20.20 0.00 23.33 0.72 0.00 21.68 1.48 0.00 62 SDCB360 1298486.81 182454.79 EX CB 21.11 23.15 2.04 21.11 0.00 23.15 0.78 0.15 21.90 0.79 0.00 63 SDCB361 1298430.67 181420.43 EX CB 20.46 26.43 5.97 20.46 0.00 26.43 0.40 0.00 39.25 18.79 12.82 64 SDCB365 1298456.91 181101.09 EX CB 23.41 27.89 4.48 23.41 0.00 27.89 1.54 0.00 25.26 1.85 0.00 65 SDCB76 1298286.85 185138.14 EX CB 17.91 21.44 3.53 17.91 0.00 21.44 1.43 0.00 19.91 2.00 0.00 Page 9 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 25 YEAR STORM SN Element ID 1 CB1 2 CB10 3 CB11 4 CB12 5 CB13 6 CB14 7 CB15 8 CB16 9 CB17 10 CB18 11 CB19 12 CB2 13 CB20 14 CB21 15 CB22 16 CB23 17 CB24 18 CB25 19 CB26 20 CB27 21 CB28 22 CB29 23 CB3 24 CB30 25 CB31 26 CB32 27 CB33 28 CB34 29 CB35 30 CB36 31 CB37 32 CB38 33 CB4 34 CB5 35 CB6 36 CB7 37 CB8 38 CB9 39 MH 01 Minimum Average Average Time of Time of Total Total Freeboard HGL HGL Maximum Peak Flooded Time Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-inches)(minutes) 0.45 18.10 1.17 0 07:54 0 00:00 0.00 0.00 0.00 19.76 2.19 0 08:01 0 07:48 0.02 26.00 0.00 19.77 1.70 0 08:01 0 07:52 0.01 16.00 0.00 19.80 1.29 0 08:01 0 08:12 0.01 32.00 0.43 20.24 2.74 0 07:49 0 00:00 0.00 0.00 3.08 20.23 5.38 0 07:54 0 00:00 0.00 0.00 1.57 20.25 3.40 0 07:49 0 00:00 0.00 0.00 0.54 20.25 1.80 0 07:49 0 00:00 0.00 0.00 2.79 20.65 1.95 0 07:54 0 00:00 0.00 0.00 2.90 20.65 2.38 0 07:54 0 00:00 0.00 0.00 3.25 20.65 3.99 0 07:54 0 00:00 0.00 0.00 1.52 17.97 1.29 0 07:54 0 00:00 0.00 0.00 1.22 20.67 2.36 0 07:54 0 00:00 0.00 0.00 0.00 20.68 2.14 0 07:54 0 00:00 0.00 0.00 0.04 20.68 1.88 0 07:54 0 00:00 0.00 0.00 3.81 21.00 3.59 0 08:00 0 00:00 0.00 0.00 1.92 21.00 2.25 0 07:54 0 00:00 0.00 0.00 0.67 21.00 2.11 0 08:00 0 00:00 0.00 0.00 1.49 21.46 1.12 0 08:00 0 00:00 0.00 0.00 4.02 21.40 2.97 0 08:01 0 00:00 0.00 0.00 3.66 21.49 1.10 0 00:01 0 00:00 0.00 0.00 2.71 21.68 1.09 0 00:00 0 00:00 0.00 0.00 4.59 17.28 2.16 0 07:54 0 00:00 0.00 0.00 1.11 21.84 1.10 0 00:00 0 00:00 0.00 0.00 1.59 21.98 1.08 0 00:00 0 00:00 0.00 0.00 1.79 22.13 1.07 0 00:00 0 00:00 0.00 0.00 1.13 22.43 1.05 0 00:00 0 00:00 0.00 0.00 1.53 22.21 0.74 0 08:01 0 00:00 0.00 0.00 1.17 22.21 0.58 0 08:01 0 00:00 0.00 0.00 0.94 24.72 0.20 0 08:02 0 00:00 0.00 0.00 2.22 26.60 0.20 0 08:00 0 00:00 0.00 0.00 2.63 27.03 0.07 0 08:00 0 00:00 0.00 0.00 0.82 18.38 1.13 0 07:54 0 00:00 0.00 0.00 2.29 17.98 5.09 0 08:01 0 00:00 0.00 0.00 0.00 18.03 3.34 0 08:01 0 07:46 0.01 29.00 0.00 18.05 3.20 0 08:01 0 07:42 0.03 43.00 0.00 18.06 2.67 0 08:01 0 07:42 0.04 47.00 0.00 18.06 2.35 0 08:01 0 07:42 0.02 43.00 1.33 26.63 4.54 0 08:00 0 00:00 0.00 0.00 Page 10 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 25 YEAR STORM SN Element ID 1 CB140MH 02 41 MH03 42 MH04 43 MH05 44 MH06 45 MH07 46 SDCB181 47 SDCB21 48 SDCB256 49 SDCB257 50 SDCB270 51 SDCB286 52 SDCB288 53 SDCB296 54 SDCB-296 55 SDCB319 56 SDCB320 57 SDCB321 58 SDCB326 59 SDCB353 60 SDCB355 61 SDCB356 62 SDCB360 63 SDCB361 64 SDCB365 65 SDCB76 Minimum Average Average Time of Time of Total Total Freeboard HGL HGL Maximum Peak Flooded Time Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-inches)(minutes) 1.31 25.43 4.53 0 08:02 0 00:00 0.00 0.00 0.98 24.95 4.87 0 08:02 0 00:00 0.00 0.00 1.49 23.01 4.34 0 08:04 0 00:00 0.00 0.00 2.59 21.73 3.96 0 08:06 0 00:00 0.00 0.00 2.82 18.66 3.07 0 08:07 0 00:00 0.00 0.00 3.48 16.26 2.92 0 08:08 0 00:00 0.00 0.00 0.18 18.45 0.13 0 07:54 0 00:00 0.00 0.00 2.27 19.72 1.77 0 08:01 0 00:00 0.00 0.00 2.01 22.82 0.06 0 07:54 0 00:00 0.00 0.00 0.98 20.52 0.24 0 07:49 0 00:00 0.00 0.00 0.64 22.21 0.84 0 08:01 0 00:00 0.00 0.00 2.08 22.68 0.07 0 07:54 0 00:00 0.00 0.00 2.44 21.41 0.40 0 08:00 0 00:00 0.00 0.00 1.95 21.76 0.00 0 00:36 0 00:00 0.00 0.00 1.18 22.21 0.45 0 08:01 0 00:00 0.00 0.00 0.00 24.69 1.45 0 08:02 0 08:02 0.00 2.00 1.01 24.69 1.90 0 08:02 0 00:00 0.00 0.00 0.00 34.57 14.45 0 08:16 0 08:00 0.17 1211.00 1.59 25.92 0.34 0 08:01 0 00:00 0.00 0.00 2.90 22.20 1.59 0 08:01 0 00:00 0.00 0.00 1.10 25.22 0.17 0 08:03 0 00:00 0.00 0.00 1.65 20.31 0.11 0 07:49 0 00:00 0.00 0.00 1.25 21.42 0.31 0 08:00 0 00:00 0.00 0.00 0.00 34.56 14.10 0 08:16 0 08:00 0.39 1173.00 2.63 24.67 1.26 0 08:02 0 00:00 0.00 0.00 1.53 18.14 0.23 0 07:54 0 00:00 0.00 0.00 Page 11 of 13 RENTON MUNICIPAL AIRPORT RAIN GAUGE - 25 YEAR STORM SN Element Description Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years)(inches) 1 Rain Gage-01 Time Series 25 year Intensity inches Washington King 25 3.3 SCS Type IA 24-hr Page 12 of 13 RENTON MUNICIPAL AIRPORT SUBBASINS - 25 YEAR STORM SN Element Area Drainage Impervious Pervious Average Flow Impervious Rain Gage Total Total Peak Time ID Node ID Area Area Slope Length Area ID Precipitation Runoff Runoff of Curve Curve Concentration Number Number (acres)(%)(ft)(%)(inches)(inches)(cfs)(days hh:mm:ss) 1 Sub-02 1.91 CB1 98.00 79.00 1.1500 344.00 60.00 Rain Gage-01 3.29 2.40 1.11 0 00:05:00 2 Sub-03 1.24 SDCB181 98.00 79.00 1.1000 202.00 63.00 Rain Gage-01 3.29 2.45 0.74 0 00:05:00 3 Sub-04 1.03 CB4 98.00 79.00 1.2000 180.00 77.00 Rain Gage-01 3.29 2.68 0.69 0 00:05:00 4 Sub-05 0.45 CB6 98.00 79.00 1.2000 187.00 81.00 Rain Gage-01 3.29 2.75 0.30 0 00:05:00 5 Sub-06 1.00 CB7 98.00 79.00 1.2000 218.00 67.00 Rain Gage-01 3.29 2.51 0.61 0 00:05:00 6 Sub-07 1.06 CB8 98.00 79.00 1.5000 267.00 40.00 Rain Gage-01 3.29 2.07 0.52 0 00:05:00 7 Sub-08 1.94 CB9 98.00 79.00 1.2500 370.00 48.00 Rain Gage-01 3.29 2.20 1.02 0 00:05:00 8 Sub-09 1.76 CB10 98.00 79.00 1.2500 300.00 51.00 Rain Gage-01 3.29 2.25 0.95 0 00:05:00 9 Sub-10 2.38 CB12 98.00 79.00 1.3000 275.00 51.00 Rain Gage-01 3.29 2.25 1.28 0 00:05:00 10 Sub-11 1.23 CB13 98.00 79.00 1.3400 240.00 74.00 Rain Gage-01 3.29 2.63 0.80 0 00:05:00 11 Sub-12 1.29 CB16 98.00 79.00 1.4300 264.00 56.00 Rain Gage-01 3.29 2.33 0.72 0 00:05:00 12 Sub-14 0.59 SDCB257 98.00 79.00 1.2800 234.00 55.00 Rain Gage-01 3.29 2.32 0.33 0 00:05:00 13 Sub-15 0.13 CB17 98.00 79.00 1.0000 60.00 100.00 Rain Gage-01 3.29 3.06 0.10 0 00:05:00 14 Sub-16 0.17 CB18 98.00 79.00 1.3000 133.00 100.00 Rain Gage-01 3.29 3.06 0.13 0 00:05:00 15 Sub-17 1.14 CB22 98.00 79.00 1.3500 166.00 52.00 Rain Gage-01 3.29 2.27 0.62 0 00:05:00 16 Sub-19 1.28 CB21 98.00 79.00 1.2300 234.00 63.00 Rain Gage-01 3.29 2.45 0.77 0 00:05:00 17 Sub-20 0.38 CB20 98.00 79.00 1.4100 188.00 69.00 Rain Gage-01 3.29 2.55 0.24 0 00:05:00 18 Sub-21 1.36 CB25 98.00 79.00 1.2400 267.00 62.00 Rain Gage-01 3.29 2.43 0.80 0 00:05:00 19 Sub-23 0.08 SDCB256 98.00 79.00 1.0000 45.00 100.00 Rain Gage-01 3.29 3.06 0.06 0 00:05:00 20 Sub-24 0.16 SDCB286 98.00 79.00 1.2000 92.00 100.00 Rain Gage-01 3.29 3.06 0.12 0 00:05:00 21 Sub-26 0.24 SDCB360 98.00 79.00 1.7000 192.00 67.00 Rain Gage-01 3.29 2.51 0.15 0 00:05:00 22 Sub-27 1.12 CB26 98.00 79.00 1.4000 258.00 58.00 Rain Gage-01 3.29 2.37 0.64 0 00:05:00 23 Sub-28 0.07 CB30 98.00 79.00 1.2000 50.00 100.00 Rain Gage-01 3.29 3.06 0.06 0 00:05:00 24 Sub-29 0.06 CB31 98.00 79.00 1.4000 51.00 100.00 Rain Gage-01 3.29 3.06 0.05 0 00:05:00 25 Sub-30 0.09 CB32 98.00 79.00 1.1000 53.00 100.00 Rain Gage-01 3.29 3.06 0.07 0 00:05:00 26 Sub-31 0.11 CB33 98.00 79.00 1.1000 50.00 100.00 Rain Gage-01 3.29 3.06 0.09 0 00:05:00 27 Sub-34 0.27 CB38 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.10 0 00:07:10 28 Sub-35 2.27 CB37 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.83 0 00:07:10 29 Sub-36 0.62 SDCB326 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.23 0 00:07:10 30 Sub-37 0.53 CB36 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.19 0 00:07:10 31 Sub-38 0.65 SDCB319 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.24 0 00:07:10 32 Sub-40 1.50 SDCB321 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.55 0 00:07:10 33 Sub-43 0.35 SDCB296 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.13 0 00:07:10 34 Sub-46 0.56 SDCB270 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.21 0 00:07:10 35 Sub-47 1.45 SDCB270 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.29 1.68 0.53 0 00:07:10 Page 13 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 1 MH01 TO N1 60" RCP-CULVERT MH 01 CULVERT N1 113.24 22.09 21.83 0.26 0.2300 CIRCULAR 60.000 60.00 0.0130 2 MH02 TO MH03 60" RCP-CULVERT MH 02 MH03 355.66 20.90 20.08 0.82 0.2300 CIRCULAR 60.000 60.00 0.0130 3 MH04 TO N7 60" RCP-CULVERT MH04 N7 109.53 18.67 18.42 0.25 0.2300 CIRCULAR 60.000 60.00 0.0130 4 MH05 TO N9 84 x 60 inch Concrete Box Culvert MH05 N9 315.17 17.77 17.45 0.32 0.1000 Rectangular 60.000 84.00 0.0130 5 MH06 TO N22 96 x 60 inch Concrete Box Culvert MH06 N22 133.78 15.59 15.59 0.00 0.0000 Rectangular 60.000 96.00 0.0130 6 MH07 TO LW 96 x 60 inch Concrete Box Culvert MH07 LakeWash 151.97 13.49 13.12 0.37 0.2400 Rectangular 60.000 96.00 0.0130 7 N10 TO N11 84 x 60 inch Concrete Box Culvert N10 N11 185.12 17.33 17.14 0.18 0.1000 Rectangular 60.000 84.00 0.0130 8 N18 TO N19 84 x 60 inch Concrete Box Culvert N18 N19 188.36 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 9 N19TON20 84 x 60 inch Concrete Box Culvert N19 N20 89.41 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 10 N1 TO N2 60" RCP-CULVERT N1 N2 185.06 21.83 21.40 0.43 0.2300 CIRCULAR 60.000 60.00 0.0130 11 N22 TO N23 96 x 60 inch Concrete Box Culvert N22 N23 79.20 15.59 15.59 0.00 0.0000 Rectangular 60.000 96.00 0.0130 12 N25 TO N26 96 x 60 inch Concrete Box Culvert N25 N26 50.20 14.86 14.74 0.12 0.2400 Rectangular 60.000 96.00 0.0130 13 N26 TO N27 96 x 60 inch Concrete Box Culvert N26 N27 36.50 14.74 14.65 0.09 0.2400 Rectangular 60.000 96.00 0.0130 14 N27 TO N28 96 x 60 inch Concrete Box Culvert N27 N28 145.11 14.65 14.30 0.35 0.2400 Rectangular 60.000 96.00 0.0130 15 N28 TO MH07 96 x 60 inch Concrete Box Culvert N28 MH07 333.08 14.30 13.49 0.81 0.2400 Rectangular 60.000 96.00 0.0130 16 N2 TO MH02 60" RCP-CULVERT N2 MH 02 220.81 21.40 20.90 0.51 0.2300 CIRCULAR 60.000 60.00 0.0130 17 N6 TO MH04 60" RCP-CULVERT N6 MH04 165.27 19.05 18.67 0.38 0.2300 CIRCULAR 60.000 60.00 0.0130 18 N9 TO N10 84 x 60 inch Concrete Box Culvert N9 N10 129.62 17.45 17.33 0.13 0.1000 Rectangular 60.000 84.00 0.0130 19 CB1 TO CB2 12" RCP CB1 CB2 69.56 17.93 17.68 0.24 0.3500 CIRCULAR 12.000 12.00 0.0130 20 CB10 TO SDCB21 12" DI CB10 SDCB21 176.25 18.57 17.95 0.62 0.3500 CIRCULAR 12.000 12.00 0.0130 21 CB11 TO CB10 12" DI CB11 CB10 166.31 19.07 18.57 0.50 0.3000 CIRCULAR 12.000 12.00 0.0130 22 CB12 TO CB11 12" DI CB12 CB11 147.59 19.51 19.07 0.44 0.3000 CIRCULAR 12.000 12.00 0.0130 23 CB13 TO CB14 12" DI CB13 CB14 192.54 18.50 17.54 0.96 0.5000 CIRCULAR 12.000 12.00 0.0130 24 CB14 TO N16 EXISTING 12" RCP CB14 N16 331.94 16.91 16.10 0.81 0.2400 CIRCULAR 12.000 12.00 0.0130 25 CB15 TO CB14 12" DI CB15 CB14 137.03 18.85 17.00 1.85 1.3500 CIRCULAR 12.000 12.00 0.0130 26 CB16 TO CB15 12" RCP CB16 CB15 102.38 19.45 18.85 0.60 0.5900 CIRCULAR 12.000 12.00 0.0130 27 CB17 TO CB18 12" RCP CB17 CB18 85.63 19.70 19.27 0.43 0.5000 CIRCULAR 12.000 12.00 0.0130 28 CB18 TO CB19 12" RCP CB18 CB19 101.70 19.27 18.76 0.51 0.5000 CIRCULAR 12.000 12.00 0.0130 29 CB19 TO N14 EXISTING 12" RCP CB19 N14 342.10 18.76 16.92 1.84 0.5400 CIRCULAR 12.000 12.00 0.0130 30 CB2 TO CB3 12" DI CB2 CB3 160.64 17.68 17.12 0.56 0.3500 CIRCULAR 12.000 12.00 0.0130 31 CB20 TO CB19 12" RCP CB20 CB19 118.99 19.31 18.76 0.55 0.4600 CIRCULAR 12.000 12.00 0.0130 32 CB21 TO CB20 12" RCP CB21 CB20 64.74 19.54 19.31 0.23 0.3500 CIRCULAR 12.000 12.00 0.0130 33 CB22 TO CB21 12" RCP CB22 CB21 73.99 19.80 19.54 0.26 0.3500 CIRCULAR 12.000 12.00 0.0130 34 CB23 TO N12 EXISTING 12" RCP CB23 N12 314.81 19.41 17.42 1.99 0.6300 CIRCULAR 12.000 12.00 0.0130 35 CB24 TO CB23 12" RCP CB24 CB23 112.60 19.75 19.41 0.34 0.3000 CIRCULAR 12.000 12.00 0.0130 36 CB25 TO CB24 12" RCP CB25 CB24 47.11 19.89 19.75 0.14 0.3000 CIRCULAR 12.000 12.00 0.0130 37 CB26 TO SDCB360 12" DI CB26 SDCB360 76.11 21.34 21.11 0.23 0.3000 CIRCULAR 12.000 12.00 0.0130 38 CB28 TO CB27 12" RCP CB28 CB27 173.01 21.40 20.53 0.86 0.5000 CIRCULAR 12.000 12.00 0.0130 39 CB29 TO CB28 12" RCP CB29 CB28 38.18 21.59 21.40 0.19 0.5000 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 1 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 40 CB3 TO N001 EXISTING 12" RCP CB3 N001 223.81 17.12 15.50 1.62 0.7200 CIRCULAR 12.000 12.00 0.0130 41 CB30 TO CB29 12" RCP CB30 CB29 38.03 21.74 21.59 0.16 0.4100 CIRCULAR 12.000 12.00 0.0130 42 CB31 TO CB30 12" DI CB31 CB30 40.00 21.90 21.74 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 43 CB32 TO CB31 12" DI CB32 CB31 40.00 22.06 21.90 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 44 CB33 TO CB32 12" DI CB33 CB32 80.00 22.38 22.06 0.32 0.4000 CIRCULAR 12.000 12.00 0.0130 45 CB35 TO CB34 12" RCP-PHASE2 CB35 CB34 31.65 21.63 21.47 0.16 0.5000 CIRCULAR 12.000 12.00 0.0130 46 CB36 TO SDCB320 12" RCP-PHASE2 CB36 SDCB320 122.95 24.52 23.20 1.31 1.0700 CIRCULAR 12.000 12.00 0.0130 47 CB37 TO SDCB326 12" RCP-PHASE2 CB37 SDCB326 298.69 26.40 25.65 0.75 0.2500 CIRCULAR 12.000 12.00 0.0130 48 CB38 TO CB37 12" RCP-PHASE2 CB38 CB37 227.37 26.97 26.40 0.57 0.2500 CIRCULAR 12.000 12.00 0.0130 49 CB4 TO SDCB76 12" DI CB4 SDCB76 99.52 18.26 17.91 0.35 0.3500 CIRCULAR 12.000 12.00 0.0130 50 CB5 TO N002 EXISTING 12" RCP CB5 N002 267.56 15.31 15.00 0.31 0.1200 CIRCULAR 12.000 12.00 0.0130 51 CB6 TO CB5 12" DI CB6 CB5 160.24 15.69 15.31 0.38 0.2400 CIRCULAR 12.000 12.00 0.0130 52 CB7 TO CB6 12" RCP CB7 CB6 40.09 15.85 15.69 0.16 0.4000 CIRCULAR 12.000 12.00 0.0130 53 CB8 TO CB7 12" DI CB8 CB7 134.08 16.39 15.85 0.54 0.4000 CIRCULAR 12.000 12.00 0.0130 54 CB9 TO CB8 12" DI CB9 CB8 80.00 16.71 16.39 0.32 0.4000 CIRCULAR 12.000 12.00 0.0130 55 N002 TO N24 EXISTING 12" RCP N002 N24 116.76 15.00 14.92 0.08 0.0700 CIRCULAR 12.000 12.00 0.0130 56 N003 TO N004 EXISTING 12" RCP N003 N004 39.72 16.47 16.21 0.26 0.6600 CIRCULAR 12.000 12.00 0.0130 57 N004 TO N21 EXISTING 12" RCP N004 N21 193.10 16.21 16.00 0.21 0.1100 CIRCULAR 12.000 12.00 0.0130 58 N005 TO SDCB355 12" RCP-PHASE2 N005 SDCB355 7.15 25.08 25.08 0.00 0.0000 CIRCULAR 12.000 12.00 0.0130 59 SDCB21 TO N003 EXISTING 12" RCP SDCB21 N003 225.40 17.95 16.47 1.48 0.6500 CIRCULAR 12.000 12.00 0.0130 60 SDCB270 TO SDCB353 12" RCP-PHASE2 SDCB270 SDCB353 128.82 21.42 20.66 0.76 0.5900 CIRCULAR 12.000 12.00 0.0130 61 SDCB288 TO CB27 12" DI SDCB288 CB27 110.50 21.01 20.53 0.48 0.4300 CIRCULAR 12.000 12.00 0.0130 62 SDCB-296 TO CB34 12" RCP-PHASE2 SDCB-296 CB34 216.12 21.76 21.47 0.29 0.1300 CIRCULAR 12.000 12.00 0.0130 63 SDCB319 TO SDCB320 12" RCP-PHASE2 SDCB319 SDCB320 18.11 23.27 23.41 -0.14 -0.7700 CIRCULAR 12.000 12.00 0.0130 64 SDCB320 TO SDCB365 12" RCP-PHASE2 SDCB365 SDCB320 121.75 23.41 22.79 0.62 0.5100 CIRCULAR 12.000 12.00 0.0130 65 SDCB321 TO SDCB361 12" RCP-PHASE2 SDCB321 SDCB361 138.83 21.18 20.56 0.62 0.4500 CIRCULAR 12.000 12.00 0.0130 66 SDCB326 TO N006 12" RCP-PHASE2 SDCB326 N006 9.04 25.65 25.65 0.00 0.0000 CIRCULAR 12.000 12.00 0.0130 67 SDCB353 TO N8 EXISTING 12" RCP-PHASE2 SDCB353 N8 150.87 20.61 18.70 1.91 1.2700 CIRCULAR 12.000 12.00 0.0130 68 SDCB355 TO CB36 12" RCP-PHASE2 SDCB355 CB36 49.80 25.05 24.52 0.53 1.0700 CIRCULAR 12.000 12.00 0.0130 69 SDCB356 TO CB15 12" RCP SDCB356 CB15 12.04 20.20 20.00 0.20 1.6600 CIRCULAR 12.000 12.00 0.0130 70 SDCB361TON5 EXISTING 12" RCP-PHASE2 SDCB361 N5 202.80 20.46 39.00 -18.54 -9.1400 CIRCULAR 12.000 12.00 0.0130 71 SDCB365 TO N3 EXISTING 12" RCP-PHASE2 SDCB365 N3 213.70 23.41 18.00 5.41 2.5300 CIRCULAR 12.000 12.00 0.0130 72 SDCB-76 TO CB2 12" RCP SDCB76 CB2 64.26 17.91 17.68 0.23 0.3500 CIRCULAR 12.000 12.00 0.0130 73 CB27 TO N10 EXISTING 12"DI CB27 N10 208.95 20.00 17.50 2.50 1.2000 CIRCULAR 12.000 12.00 0.0130 74 CB27 TO SDCB270 12"RCP-PHASE2 CB34 SDCB270 19.99 21.47 21.37 0.10 0.5000 CIRCULAR 12.000 12.00 0.0130 75 MH03 TO N3 60" RCP-CULVERT MH03 N3 69.25 20.08 19.94 0.14 0.2000 CIRCULAR 60.000 60.00 0.0130 76 MH06 TO N21 84 x 60 inch Concrete Box Culvert MH06 N21 212.75 15.59 15.59 0.00 0.0000 CIRCULAR 60.000 60.00 0.0130 77 N001 TO N002 EXISTING 12"RCP N001 N28 39.60 15.50 15.00 0.50 1.2600 CIRCULAR 12.000 12.00 0.0130 78 N006 TO N005 12"RCP-PHASE2 N006 N005 169.10 25.65 25.08 0.57 0.3400 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 2 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element Description From (Inlet)To (Outlet)Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's ID Node Node Invert Invert Drop Slope Shape Diameter Width Roughness Elevation Elevation or Height (ft)(ft)(ft)(ft)(%)(inches)(inches) 79 N12 TO N11 84 x 60 inch Concrete Box Culvert N12 N11 274.72 17.14 17.01 0.13 0.0500 Rectangular 60.000 84.00 0.0150 80 N13 TO N12 84 x 60 inch Concrete Box Culvert N13 N12 87.01 17.01 16.98 0.03 0.0300 Rectangular 60.000 84.00 0.0130 81 N14 TO N13 84 x 60 inch Concrete Box Culvert N14 N13 221.60 16.98 16.92 0.06 0.0300 Rectangular 60.000 84.00 0.0130 82 N15 TO N14 84 x 60 inch Concrete Box Culvert N15 N14 283.93 16.92 16.84 0.08 0.0300 Rectangular 60.000 84.00 0.0130 83 N16 TO N15 84 x 60 inch Concrete Box Culvert N16 N15 176.68 16.09 16.84 -0.75 -0.4200 Rectangular 60.000 84.00 0.0130 84 N16 TO N18 84 x 60 inch Concrete Box Culvert N16 N18 327.45 16.09 15.59 0.50 0.1500 Rectangular 60.000 84.00 0.0130 85 N21 TO N20 84 x 60 inch Concrete Box Culvert N21 N20 13.79 15.59 15.59 0.00 0.0000 Rectangular 60.000 84.00 0.0130 86 N24 TO N23 96 x 60 inch Concrete Box Culvert N24 N23 175.49 14.92 15.59 -0.67 -0.3800 Rectangular 60.000 96.00 0.0130 87 N24 TO N25 96 x 60 inch Concrete Box Culvert N24 N25 124.32 14.92 14.86 0.06 0.0500 Rectangular 60.000 96.00 0.0130 88 N3 TO N4 60" RCP-CULVERT N3 N4 145.08 19.94 19.90 0.04 0.0300 CIRCULAR 60.000 60.00 0.0130 89 N4 TO N5 60"RCP-CULVERT N4 N5 175.75 19.90 19.80 0.10 0.0600 CIRCULAR 60.000 60.00 0.0130 90 N5 TO N6 60"RCP-CULVERT N5 N6 57.36 19.80 19.05 0.75 1.3100 CIRCULAR 60.000 60.00 0.0130 91 N7 TO N8 60"RCP-CULVERT N7 N8 171.62 18.42 17.77 0.65 0.3800 CIRCULAR 60.000 60.00 0.0130 92 N8 TO MH05 60"RCP-CULVERT N8 MH05 111.42 17.77 17.77 0.00 0.0000 CIRCULAR 60.000 60.00 0.0130 93 SDCB181 TO SDCB76 12"RCP SDCB181 SDCB76 31.64 18.00 17.91 0.09 0.2900 CIRCULAR 12.000 12.00 0.0130 94 SDCB256 TO SDCB286 EXISTING 12"RCP SDCB256 SDCB286 76.08 22.76 22.61 0.15 0.2000 CIRCULAR 12.000 12.00 0.0130 95 SDCB257 TO SDCB356 EXISTING 12"DI SDCB257 SDCB356 239.06 20.28 20.20 0.08 0.0300 CIRCULAR 12.000 12.00 0.0130 96 SDCB286 TO N11 EXISTING 6"RCP SDCB286 N11 248.32 22.61 18.46 4.15 1.6700 CIRCULAR 6.000 6.00 0.0130 97 SDCB288 TO SDCB360 EXISTING 12"RCP SDCB288 SDCB360 27.28 21.01 21.11 -0.10 -0.3700 CIRCULAR 12.000 12.00 0.0130 Pipes in BOLD are new pipes installed in this project.Page 3 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element ID 1 MH01 TO N1 2 MH02 TO MH03 3 MH04 TO N7 4 MH05 TO N9 5 MH06 TO N22 6 MH07 TO LW 7 N10 TO N11 8 N18 TO N19 9 N19TON20 10 N1 TO N2 11 N22 TO N23 12 N25 TO N26 13 N26 TO N27 14 N27 TO N28 15 N28 TO MH07 16 N2 TO MH02 17 N6 TO MH04 18 N9 TO N10 19 CB1 TO CB2 20 CB10 TO SDCB21 21 CB11 TO CB10 22 CB12 TO CB11 23 CB13 TO CB14 24 CB14 TO N16 25 CB15 TO CB14 26 CB16 TO CB15 27 CB17 TO CB18 28 CB18 TO CB19 29 CB19 TO N14 30 CB2 TO CB3 31 CB20 TO CB19 32 CB21 TO CB20 33 CB22 TO CB21 34 CB23 TO N12 35 CB24 TO CB23 36 CB25 TO CB24 37 CB26 TO SDCB360 38 CB28 TO CB27 39 CB29 TO CB28 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.5000 90.03 0 00:00 9.06 0.21 124.79 0.72 0.93 0.00 4.66 Calculated 0.5000 0.5000 75.16 0 08:25 7.05 0.84 124.90 0.60 0.98 0.00 4.88 Calculated 0.5000 0.6000 77.60 0 08:10 7.04 0.26 124.92 0.62 0.91 0.00 4.57 Calculated 0.5000 0.6000 78.46 0 08:10 5.10 1.03 162.65 0.48 0.88 0.00 4.39 Calculated 0.5000 0.6000 86.94 0 08:07 3.97 0.56 16.66 5.22 0.75 0.00 3.77 > CAPACITY 0.5000 0.6000 224.13 0 00:00 6.81 0.37 300.67 0.75 0.97 0.00 4.87 Calculated 0.5000 0.6000 79.55 0 08:09 6.87 0.45 162.64 0.49 0.90 0.00 4.48 Calculated 0.5000 0.6000 84.33 0 08:07 3.48 0.90 11.85 7.11 0.99 0.00 4.93 > CAPACITY 0.5000 0.5000 84.32 0 08:07 3.77 0.40 17.21 4.90 0.96 0.00 4.80 > CAPACITY 0.5000 0.6000 78.41 0 00:01 8.15 0.38 124.96 0.63 0.93 0.00 4.64 Calculated 0.5000 0.6000 86.94 0 08:07 4.41 0.30 21.65 4.02 0.72 0.00 3.58 > CAPACITY 0.5000 0.6000 89.79 0 08:08 5.37 0.16 300.41 0.30 0.77 0.00 3.87 Calculated 0.5000 0.5000 89.80 0 08:08 4.10 0.15 300.90 0.30 0.76 0.00 3.82 Calculated 0.5000 0.6000 109.58 0 00:01 5.15 0.47 300.11 0.37 0.78 0.00 3.89 Calculated 0.5000 0.6000 160.51 0 00:01 5.80 0.96 300.49 0.53 0.87 0.00 4.33 Calculated 0.5000 0.6000 79.97 0 00:01 8.46 0.44 124.92 0.64 0.94 0.00 4.70 Calculated 0.5000 0.5000 77.60 0 08:09 6.76 0.41 124.88 0.62 0.93 0.00 4.64 Calculated 0.5000 0.6000 78.55 0 08:13 4.71 0.46 162.94 0.48 0.89 0.00 4.46 Calculated 0.5000 0.5000 1.38 0 07:57 1.76 0.66 2.11 0.66 1.00 62.00 1.00 SURCHARGED 0.5000 0.5000 2.67 0 08:02 3.40 0.86 2.11 1.27 1.00 1408.00 1.00 SURCHARGED 0.5000 0.5000 1.54 0 08:02 1.96 1.41 1.95 0.79 1.00 421.00 1.00 SURCHARGED 0.5000 0.5000 1.60 0 08:00 2.04 1.21 1.95 0.82 1.00 110.00 1.00 SURCHARGED 0.5000 0.5000 0.99 0 07:57 1.25 2.57 2.52 0.39 1.00 1419.00 1.00 SURCHARGED 0.5000 0.8000 2.32 0 07:57 2.96 1.87 1.76 1.32 1.00 1426.00 1.00 SURCHARGED 0.5000 0.9000 1.34 0 07:56 2.91 0.78 4.14 0.32 1.00 1414.00 1.00 SURCHARGED 0.5000 0.5000 0.92 0 07:57 1.17 1.46 2.73 0.34 1.00 568.00 1.00 SURCHARGED 0.5000 0.5000 0.21 0 00:23 0.64 2.23 2.52 0.08 1.00 1368.00 1.00 SURCHARGED 0.5000 0.5000 0.37 0 00:22 0.79 2.15 2.52 0.15 1.00 1412.00 1.00 SURCHARGED 0.5000 0.7000 2.33 0 07:57 2.96 1.93 2.61 0.89 1.00 1418.00 1.00 SURCHARGED 0.5000 0.9000 3.08 0 08:01 3.92 0.68 2.11 1.46 1.00 98.00 1.00 SURCHARGED 0.5000 0.6000 2.05 0 07:57 2.61 0.76 2.42 0.85 1.00 1412.00 1.00 SURCHARGED 0.5000 0.8000 1.75 0 08:00 2.23 0.48 2.11 0.83 1.00 1402.00 1.00 SURCHARGED 0.5000 0.5000 0.80 0 07:58 1.01 1.22 2.11 0.38 1.00 911.00 1.00 SURCHARGED 0.5000 0.6000 1.02 0 07:54 1.30 4.04 2.83 0.36 1.00 1417.00 1.00 SURCHARGED 0.5000 0.6000 1.02 0 07:54 1.30 1.44 1.95 0.52 1.00 1410.00 1.00 SURCHARGED 0.5000 0.5000 1.02 0 07:54 1.30 0.60 1.95 0.52 1.00 1403.00 1.00 SURCHARGED 0.5000 0.5000 0.81 0 07:54 1.18 1.08 1.95 0.42 0.97 0.00 0.97 Calculated 0.5000 0.8000 0.96 0 00:01 2.94 0.98 2.52 0.38 0.85 0.00 0.85 Calculated 0.5000 0.8000 1.49 0 00:00 3.03 0.21 2.52 0.59 0.61 0.00 0.61 Calculated Pipes in BOLD are new pipes installed in this project.Page 4 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element ID 1 MH01 TO N140CB3 TO N001 41 CB30 TO CB29 42 CB31 TO CB30 43 CB32 TO CB31 44 CB33 TO CB32 45 CB35 TO CB34 46 CB36 TO SDCB320 47 CB37 TO SDCB326 48 CB38 TO CB37 49 CB4 TO SDCB76 50 CB5 TO N002 51 CB6 TO CB5 52 CB7 TO CB6 53 CB8 TO CB7 54 CB9 TO CB8 55 N002 TO N24 56 N003 TO N004 57 N004 TO N21 58 N005 TO SDCB355 59 SDCB21 TO N003 60 SDCB270 TO SDCB353 61 SDCB288 TO CB27 62 SDCB-296 TO CB34 63 SDCB319 TO SDCB320 64 SDCB320 TO SDCB365 65 SDCB321 TO SDCB361 66 SDCB326 TO N006 67 SDCB353 TO N8 68 SDCB355 TO CB36 69 SDCB356 TO CB15 70 SDCB361TON5 71 SDCB365 TO N3 72 SDCB-76 TO CB2 73 CB27 TO N10 74 CB27 TO SDCB270 75 MH03 TO N3 76 MH06 TO N21 77 N001 TO N002 78 N006 TO N005 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.5000 3.08 0 08:01 3.92 0.95 3.03 1.01 1.00 1418.00 1.00 SURCHARGED 0.5000 0.5000 2.28 0 00:00 3.33 0.19 2.29 1.00 0.83 0.00 0.78 Calculated 0.5000 0.5000 1.97 0 00:00 2.86 0.23 2.24 0.88 0.85 0.00 0.84 Calculated 0.5000 0.5000 2.04 0 00:00 3.05 0.22 2.27 0.90 0.94 0.00 0.92 Calculated 0.5000 0.5000 1.17 0 00:00 1.79 0.74 2.25 0.52 1.00 0.00 0.90 SURCHARGED 0.5000 0.5000 0.04 0 00:19 0.44 1.20 2.52 0.01 1.00 27.00 1.00 SURCHARGED 0.5000 0.7000 1.67 0 08:07 2.13 0.96 3.68 0.45 1.00 42.00 1.00 SURCHARGED 0.5000 0.5000 1.22 0 07:54 2.02 2.46 1.78 0.68 0.95 0.00 0.95 Calculated 0.5000 0.5000 0.17 0 08:12 0.45 8.42 1.78 0.09 0.63 0.00 0.63 Calculated 0.5000 0.5000 0.82 0 08:00 1.05 1.58 2.11 0.39 1.00 49.00 1.00 SURCHARGED 0.5000 0.5000 2.95 0 08:02 3.75 1.19 1.21 2.43 1.00 1435.00 1.00 SURCHARGED 0.5000 0.8000 2.95 0 08:02 3.75 0.71 1.74 1.70 1.00 1433.00 1.00 SURCHARGED 0.5000 0.5000 2.61 0 08:00 3.33 0.20 2.25 1.16 1.00 1433.00 1.00 SURCHARGED 0.5000 0.5000 1.90 0 08:00 2.42 0.92 2.25 0.84 1.00 1431.00 1.00 SURCHARGED 0.5000 0.5000 1.28 0 08:00 1.63 0.82 2.25 0.57 1.00 1428.00 1.00 SURCHARGED 0.5000 0.6000 3.75 0 00:03 4.94 0.39 0.93 4.02 1.00 1436.00 1.00 SURCHARGED 0.5000 0.5000 2.65 0 08:03 3.38 0.20 2.89 0.92 1.00 1428.00 1.00 SURCHARGED 0.5000 0.5000 2.65 0 08:04 3.37 0.96 1.18 2.24 1.00 1431.00 1.00 SURCHARGED 0.5000 0.5000 1.45 0 08:11 2.52 0.05 0.42 3.45 1.00 31.00 1.00 SURCHARGED 0.5000 0.5000 2.67 0 08:02 3.40 1.10 2.88 0.93 1.00 1420.00 1.00 SURCHARGED 0.5000 0.8000 1.01 0 08:00 1.29 1.66 2.74 0.37 1.00 70.00 1.00 SURCHARGED 0.5000 0.6000 1.00 0 07:54 1.27 1.45 2.35 0.42 1.00 24.00 1.00 SURCHARGED 0.5000 0.5000 0.07 0 00:25 0.39 9.24 1.31 0.05 1.00 6.00 1.00 SURCHARGED 0.5000 0.5000 0.36 0 00:09 1.89 0.16 3.13 0.11 1.00 1423.00 1.00 SURCHARGED 0.5000 0.7000 1.98 0 08:03 2.52 0.81 2.54 0.78 1.00 1422.00 1.00 SURCHARGED 0.5000 0.5000 0.75 0 08:00 0.99 2.34 2.38 0.32 1.00 1245.00 1.00 SURCHARGED 0.5000 0.5000 1.44 0 07:54 2.44 0.06 0.37 3.85 1.00 20.00 1.00 SURCHARGED 0.5000 0.6000 1.01 0 08:00 1.29 1.95 4.01 0.25 1.00 1424.00 1.00 SURCHARGED 0.5000 0.7000 1.45 0 08:09 2.43 0.34 3.68 0.39 1.00 32.00 1.00 SURCHARGED 0.5000 0.5000 0.48 0 00:01 3.26 0.06 4.59 0.11 1.00 40.00 1.00 SURCHARGED 0.5000 0.5000 0.74 0 08:02 1.53 2.21 10.77 0.07 0.59 0.00 0.59 Calculated 0.5000 0.6000 1.98 0 08:03 2.52 1.41 4.54 0.44 1.00 1422.00 1.00 SURCHARGED 0.5000 0.7000 1.72 0 08:00 2.19 0.49 2.11 0.82 1.00 71.00 1.00 SURCHARGED 0.5000 0.7000 1.28 0 07:58 3.68 0.95 3.90 0.33 1.00 1415.00 1.00 SURCHARGED 0.5000 0.7000 0.14 0 00:20 0.86 0.39 2.52 0.05 1.00 53.00 1.00 SURCHARGED 0.5000 0.6000 75.18 0 08:26 6.29 0.18 116.26 0.65 0.99 0.00 4.96 Calculated 0.5000 0.6000 86.94 0 08:07 5.94 0.60 5.65 15.40 0.85 0.00 4.24 > CAPACITY 0.5000 0.6000 4.54 0 00:01 6.13 0.11 4.00 1.14 1.00 1438.00 1.00 SURCHARGED 0.0000 0.0000 1.43 0 08:06 2.37 1.19 2.07 0.69 1.00 20.00 1.00 SURCHARGED Pipes in BOLD are new pipes installed in this project.Page 5 of 13 RENTON MUNICIPAL AIRPORT PIPE CONVEYANCE AND BACKWATER ANALYSIS - 100 YEAR STORM SN Element ID 1 MH01 TO N179N12 TO N11 80 N13 TO N12 81 N14 TO N13 82 N15 TO N14 83 N16 TO N15 84 N16 TO N18 85 N21 TO N20 86 N24 TO N23 87 N24 TO N25 88 N3 TO N4 89 N4 TO N5 90 N5 TO N6 91 N7 TO N8 92 N8 TO MH05 93 SDCB181 TO SDCB76 94 SDCB256 TO SDCB286 95 SDCB257 TO SDCB356 96 SDCB286 TO N11 97 SDCB288 TO SDCB360 Entrance Exit/Bend Peak Time of Max Travel Design Max Flow /Max Total Max Reported Losses Losses Flow Peak Flow Time Flow Design Flow Flow Depth /Time Flow Condition Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (cfs)(days hh:mm)(ft/sec)(min)(cfs)(min)(ft) 0.5000 0.6000 79.81 0 08:12 3.78 1.21 8.51 9.38 0.88 0.00 4.40 > CAPACITY 0.5000 0.6000 80.54 0 08:11 3.92 0.37 17.44 4.62 0.87 0.00 4.36 > CAPACITY 0.5000 0.6000 80.63 0 08:11 3.62 1.02 10.93 7.38 0.84 0.00 4.22 > CAPACITY 0.5000 0.6000 82.45 0 08:08 3.19 1.48 9.66 8.54 0.81 0.00 4.07 > CAPACITY 0.5000 0.5000 82.46 0 08:08 2.74 1.07 335.21 0.25 0.87 0.00 4.35 Calculated 0.5000 0.6000 84.34 0 08:06 2.50 2.18 201.05 0.42 0.97 0.00 4.83 Calculated 0.5000 0.6000 84.32 0 08:07 3.76 0.06 43.81 1.92 0.94 0.00 4.68 > CAPACITY 0.5000 0.5000 86.95 0 08:08 3.78 0.77 376.51 0.23 0.75 0.00 3.74 Calculated 0.5000 0.6000 89.79 0 08:08 5.43 0.38 132.74 0.68 0.79 0.00 3.95 Calculated 0.5000 0.6000 76.92 0 08:10 6.20 0.39 43.25 1.78 0.95 0.00 4.73 > CAPACITY 0.5000 0.5000 76.94 0 08:12 5.98 0.49 62.12 1.24 0.87 0.00 4.37 > CAPACITY 0.5000 0.6000 77.60 0 08:08 6.89 0.14 298.01 0.26 0.88 0.00 4.42 Calculated 0.5000 0.6000 77.62 0 08:11 6.91 0.41 159.91 0.49 0.92 0.00 4.62 Calculated 0.5000 0.6000 78.46 0 08:07 9.58 0.19 7.80 10.06 0.91 0.00 4.53 > CAPACITY 0.5000 0.5000 0.93 0 08:13 1.18 0.45 4.07 0.23 1.00 47.00 1.00 SURCHARGED 0.5000 0.5000 0.08 0 07:54 0.87 1.46 1.58 0.05 0.17 0.00 0.17 Calculated 0.5000 0.5000 0.72 0 00:00 1.91 2.09 0.65 1.11 1.00 37.00 1.00 SURCHARGED 0.5000 0.8000 0.22 0 07:54 1.55 2.67 0.73 0.31 0.69 0.00 0.35 Calculated 0.5000 0.6000 1.00 0 07:54 1.27 0.36 2.16 0.46 1.00 18.00 1.00 SURCHARGED Pipes in BOLD are new pipes installed in this project.Page 6 of 13 RENTON MUNICIPAL AIRPORT OUTFALLS - 100 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (ft)(ft)(cfs)(cfs)(ft)(ft) 1 LakeWash 1297967.16 185640.67 Outfall to Lake Washington 13.12 FIXED NO 18.00 224.13 0.00 4.88 18.00 Page 7 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 100 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Peak Peak Maximum Maximum Maximum ID Elevation (Max)(Max)Water Water Elevation Inflow Lateral HGL HGL Surcharge Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained (ft)(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft) 1 CB1 1298295.52 185270.31 CB TYPE 1-AIRCRAFT RATED 16.93 20.29 3.36 16.93 0.00 20.29 1.41 1.41 22.41 5.48 2.13 2 CB10 1298352.80 184339.18 CB TYPE 1-AIRCRAFT RATED 17.57 21.90 4.33 17.57 0.00 21.90 2.73 1.23 24.43 6.86 2.53 3 CB11 1298366.88 184173.46 CB TYPE 1-AIRCRAFT RATED 18.07 22.56 4.50 18.07 0.00 22.56 1.60 0.00 24.80 6.73 2.24 4 CB12 1298379.37 184026.40 CB TYPE 1-AIRCRAFT RATED 18.51 21.80 3.29 18.51 0.00 21.80 1.66 1.66 25.13 6.62 3.34 5 CB13 1298384.16 183816.88 CB TYPE 1-AIRCRAFT RATED 17.50 22.01 4.51 17.50 0.00 22.01 1.00 1.00 22.47 4.97 0.45 6 CB14 1298248.56 183680.20 CB TYPE 2 - 48" AIRCRAFT RATED 14.85 24.56 9.71 14.85 0.00 24.56 2.32 0.00 22.30 7.45 0.00 7 CB15 1298365.77 183609.23 CB TYPE 2 - 48" AIRCRAFT RATED 16.85 23.24 6.39 16.85 0.00 23.24 1.34 0.00 22.60 5.75 0.00 8 CB16 1298421.27 183695.26 CB TYPE 1-AIRCRAFT RATED 18.45 22.26 3.81 18.45 0.00 22.26 0.93 0.93 22.64 4.19 0.38 9 CB17 1298286.19 183264.22 CB TYPE 1-AIRCRAFT RATED 18.70 24.68 5.99 18.70 0.00 24.68 0.21 0.12 22.70 4.00 0.00 10 CB18 1298290.82 183178.70 CB TYPE 2-AIRCRAFT RATED 18.27 24.79 6.52 18.27 0.00 24.79 0.37 0.16 22.70 4.43 0.00 11 CB19 1298299.36 183077.37 CB TYPE 2 - 48" AIRCRAFT RATED 16.66 25.15 8.49 16.66 0.00 25.15 2.33 0.00 22.69 6.03 0.00 12 CB2 1298281.52 185202.18 CB TYPE 1-AIRCRAFT RATED 16.68 21.26 4.58 16.68 0.00 21.26 3.10 0.00 22.27 5.59 1.01 13 CB20 1298412.59 183040.83 CB TYPE 1-AIRCRAFT RATED 18.31 23.42 5.11 18.31 0.00 23.42 2.05 0.30 23.20 4.89 0.00 14 CB21 1298477.15 183045.72 CB TYPE 1-AIRCRAFT RATED 18.54 22.36 3.82 18.54 0.00 22.36 1.76 0.97 23.46 4.92 1.10 15 CB22 1298470.93 183119.45 CB TYPE 1-AIRCRAFT RATED 18.80 22.45 3.65 18.80 0.00 22.45 0.80 0.80 23.51 4.71 1.06 16 CB23 1298325.70 182783.03 CB TYPE 2 - 48" AIRCRAFT RATED 17.41 25.21 7.80 17.41 0.00 25.21 1.02 0.00 21.69 4.28 0.00 17 CB24 1298435.84 182759.65 CB TYPE 1-AIRCRAFT RATED 18.75 23.42 4.67 18.75 0.00 23.42 1.02 0.00 21.81 3.06 0.00 18 CB25 1298482.83 182762.99 CB TYPE 1-AIRCRAFT RATED 18.89 22.19 3.30 18.89 0.00 22.19 1.02 1.02 21.87 2.98 0.00 19 CB26 1298491.29 182378.80 CB TYPE 1-AIRCRAFT RATED 20.34 23.43 3.09 20.34 0.00 23.43 0.82 0.82 22.29 1.95 0.00 20 CB27 1298352.47 182457.94 CB TYPE 2 - 48" AIRCRAFT RATED 18.43 25.83 7.40 18.43 0.00 25.83 1.28 0.00 22.08 3.65 0.00 21 CB28 1298367.01 182285.54 CB TYPE 1-AIRCRAFT RATED 20.40 25.52 5.12 20.40 0.00 25.52 1.49 0.00 22.09 1.70 0.00 22 CB29 1298328.97 182282.33 CB TYPE 1-AIRCRAFT RATED 20.59 24.98 4.40 20.59 0.00 24.98 2.28 0.00 22.27 1.68 0.00 23 CB3 1298121.47 185188.41 CB TYPE 2 - 48" AIRCRAFT RATED 15.12 23.29 8.17 15.12 0.00 23.29 3.08 0.00 20.74 5.62 0.00 24 CB30 1298332.18 182244.43 CB TYPE 1-AIRCRAFT RATED 20.74 24.96 4.22 24.96 4.22 24.96 1.97 0.07 23.85 3.11 0.00 25 CB31 1298335.53 182204.57 CB TYPE 1-AIRCRAFT RATED 20.90 24.94 4.04 20.90 0.00 24.94 3.39 0.06 23.35 2.45 0.00 26 CB32 1298339.13 182164.73 CB TYPE 1-AIRCRAFT RATED 21.06 24.85 3.79 24.85 3.79 24.85 1.17 0.09 23.06 2.00 0.00 27 CB33 1298345.85 182085.02 CB TYPE 1-AIRCRAFT RATED 21.38 24.78 3.40 24.78 3.40 24.78 0.10 0.10 23.64 2.26 0.00 28 CB34 1298513.68 181876.00 CB TYPE 1-AIRCRAFT RATED 21.47 24.06 2.59 21.47 0.00 24.06 0.14 0.00 22.78 1.31 0.00 29 CB35 1298545.05 181880.15 CB TYPE 1-AIRCRAFT RATED 21.63 23.70 2.07 21.63 0.00 23.70 0.04 0.00 22.78 1.15 0.00 30 CB36 1298589.54 180989.99 CB TYPE 1-AIRCRAFT RATED 24.52 26.72 2.20 24.52 0.00 26.72 1.67 0.27 26.48 1.96 0.00 31 CB37 1298688.15 180498.31 CB TYPE 1-AIRCRAFT RATED 26.40 29.12 2.73 26.40 0.00 29.12 1.27 1.15 27.31 0.91 0.00 32 CB38 1298713.61 180293.51 CB TYPE 1-AIRCRAFT RATED 26.97 29.75 2.79 26.97 0.00 29.75 0.13 0.13 27.31 0.35 0.00 33 CB4 1298327.82 185047.44 CB TYPE 1-AIRCRAFT RATED 17.26 20.78 3.53 17.26 0.00 20.78 0.86 0.86 22.57 5.32 1.79 34 CB5 1298147.95 184874.21 CB TYPE 2 - 48" AIRCRAFT RATED 12.89 22.38 9.49 12.89 0.00 22.38 2.95 0.00 22.01 9.12 0.00 35 CB6 1298307.59 184888.00 CB TYPE 1-AIRCRAFT RATED 14.69 19.95 5.25 14.69 0.00 19.95 2.98 0.38 23.39 8.70 3.45 36 CB7 1298311.16 184848.06 CB TYPE 1-AIRCRAFT RATED 14.85 19.22 4.36 14.85 0.00 19.22 2.66 0.77 23.78 8.93 4.56 37 CB8 1298322.28 184714.45 CB TYPE 1-AIRCRAFT RATED 15.39 19.06 3.67 15.39 0.00 19.06 1.96 0.68 24.24 8.85 5.18 38 CB9 1298328.91 184634.73 CB TYPE 1-AIRCRAFT RATED 15.71 19.36 3.65 15.71 0.00 19.36 1.32 1.32 24.38 8.67 5.02 39 MH 01 1298288.42 180139.45 120 x 120 inch Rectangular Structure 22.09 28.09 6.00 22.09 0.00 28.09 75.00 75.00 26.78 4.69 0.00 Page 8 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 100 YEAR STORM SN Element X Coordinate Y Coordinate Description Invert Ground/Rim Ground/Rim Initial Initial Surcharge Peak Peak Maximum Maximum Maximum ID Elevation (Max)(Max)Water Water Elevation Inflow Lateral HGL HGL Surcharge Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Attained Attained (ft)(ft)(ft)(ft)(ft)(ft)(cfs)(cfs)(ft)(ft)(ft) 40 MH 02 1298284.70 180656.17 120 x 120 inch Rectangular Structure 20.90 26.90 6.01 20.90 0.00 26.90 79.97 0.00 25.65 4.75 0.00 41 MH03 1298248.67 181010.01 120 x 120 inch Rectangular Structure 20.08 26.09 6.01 20.08 0.00 26.09 75.16 0.00 25.16 5.08 0.00 42 MH04 1298218.34 181621.94 120 x 120 inch Rectangular Structure 18.67 24.68 6.02 18.67 0.00 24.68 77.60 0.00 23.30 4.63 0.00 43 MH05 1298235.32 182013.98 120 x 120 inch Rectangular Structure 17.77 24.53 6.76 17.77 0.00 24.53 78.46 0.00 22.09 4.32 0.00 44 MH06 1297743.35 184465.69 120 x 120 inch Rectangular Structure 15.59 21.76 6.17 15.59 0.00 21.76 86.94 0.00 19.46 3.87 0.00 45 MH07 1298003.35 185493.08 120 x 120 inch Rectangular Structure 13.34 19.82 6.49 13.34 0.00 19.82 224.13 0.00 18.34 5.00 0.00 46 SDCB181 1298319.75 185137.10 EXISTINGCB 18.32 20.13 1.81 18.32 0.00 20.13 0.94 0.94 22.54 4.22 2.41 47 SDCB21 1298177.13 184324.87 EX CB 17.95 24.15 6.20 17.95 0.00 24.15 2.67 0.00 23.27 5.32 0.00 48 SDCB256 1298328.10 182639.48 ExistingCB 22.76 24.91 2.15 22.76 0.00 22.91 0.08 0.08 22.91 0.15 0.00 49 SDCB257 1298376.55 183358.37 EXISTINGCB 20.28 23.18 2.90 22.28 2.00 23.18 0.42 0.42 23.18 2.90 0.00 50 SDCB270 1298511.08 181895.82 EX CB 21.37 23.17 1.80 21.37 0.00 23.17 1.02 1.02 22.78 1.41 0.00 51 SDCB286 1298333.95 182563.63 ExistingCB 22.61 24.86 2.25 22.61 0.00 22.86 0.22 0.15 22.80 0.19 0.00 52 SDCB288 1298462.57 182467.31 EX CB 21.01 24.31 3.30 21.01 0.00 24.31 1.00 0.00 22.19 1.18 0.00 53 SDCB296 1298541.74 181661.71 EXCB 21.76 23.71 1.95 21.76 0.00 23.71 0.18 0.18 21.76 0.00 0.00 54 SDCB-296 1298541.74 181661.71 EX CB 21.76 23.71 1.95 21.76 0.00 23.71 0.07 0.00 22.78 1.02 0.00 55 SDCB319 1298596.18 181113.97 EX CB 23.24 25.56 2.32 23.24 0.00 25.56 0.36 0.33 26.11 2.87 0.55 56 SDCB320 1298578.13 181112.40 EX CB 22.79 26.57 3.78 22.79 0.00 26.56 1.98 0.00 26.11 3.32 0.00 57 SDCB321 1298568.97 181432.54 EX CB 20.12 24.18 4.06 20.12 0.00 24.18 0.76 0.76 39.66 19.54 15.48 58 SDCB326 1298653.61 180795.00 EX CB 25.58 27.92 2.34 25.58 0.00 27.92 1.52 0.31 27.02 1.44 0.00 59 SDCB353 1298382.55 181887.15 EX CB 20.61 25.36 4.75 20.61 0.00 25.36 1.01 0.00 22.66 2.05 0.00 60 SDCB355 1298638.26 180979.66 EX CB 25.05 26.95 1.90 25.05 0.00 26.95 1.45 0.00 26.60 1.55 0.00 61 SDCB356 1298366.73 183597.23 EXISTINGCB 20.20 23.33 3.13 20.20 0.00 23.33 0.72 0.00 22.63 2.43 0.00 62 SDCB360 1298486.81 182454.79 EX CB 21.11 23.15 2.04 21.11 0.00 23.15 1.00 0.19 22.24 1.13 0.00 63 SDCB361 1298430.67 181420.43 EX CB 20.46 26.43 5.97 20.46 0.00 26.43 0.75 0.00 39.59 19.13 13.16 64 SDCB365 1298456.91 181101.09 EX CB 23.41 27.89 4.48 23.41 0.00 27.89 1.98 0.00 25.63 2.22 0.00 65 SDCB76 1298286.85 185138.14 EX CB 17.91 21.44 3.53 17.91 0.00 21.44 1.74 0.00 22.50 4.59 1.06 Page 9 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 100 YEAR STORM SN Element ID 1 CB1 2 CB10 3 CB11 4 CB12 5 CB13 6 CB14 7 CB15 8 CB16 9 CB17 10 CB18 11 CB19 12 CB2 13 CB20 14 CB21 15 CB22 16 CB23 17 CB24 18 CB25 19 CB26 20 CB27 21 CB28 22 CB29 23 CB3 24 CB30 25 CB31 26 CB32 27 CB33 28 CB34 29 CB35 30 CB36 31 CB37 32 CB38 33 CB4 34 CB5 35 CB6 36 CB7 37 CB8 38 CB9 39 MH 01 Minimum Average Average Time of Time of Total Total Freeboard HGL HGL Maximum Peak Flooded Time Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-inches)(minutes) 0.00 18.42 1.49 0 08:00 0 07:40 0.02 36.00 0.00 20.12 2.55 0 08:02 0 07:41 0.06 45.00 0.00 20.14 2.07 0 08:02 0 07:42 0.05 39.00 0.00 20.16 1.65 0 08:02 0 07:38 0.04 49.00 0.00 20.47 2.97 0 08:00 0 07:46 0.01 23.00 2.26 20.46 5.61 0 08:00 0 00:00 0.00 0.00 0.64 20.48 3.63 0 07:40 0 00:00 0.00 0.00 0.00 20.48 2.03 0 08:00 0 07:40 0.00 20.00 1.98 20.84 2.14 0 08:00 0 00:00 0.00 0.00 2.09 20.84 2.57 0 08:00 0 00:00 0.00 0.00 2.46 20.83 4.17 0 08:00 0 00:00 0.00 0.00 0.00 18.41 1.73 0 08:01 0 07:48 0.02 27.00 0.22 20.86 2.55 0 08:00 0 00:00 0.00 0.00 0.00 20.88 2.34 0 08:00 0 07:42 0.01 31.00 0.00 20.88 2.08 0 08:00 0 07:41 0.01 30.00 3.52 21.12 3.71 0 08:00 0 00:00 0.00 0.00 1.61 21.13 2.38 0 08:00 0 00:00 0.00 0.00 0.32 21.13 2.24 0 08:00 0 00:00 0.00 0.00 1.14 21.52 1.18 0 08:00 0 00:00 0.00 0.00 3.75 21.50 3.07 0 08:00 0 00:00 0.00 0.00 3.42 21.52 1.13 0 08:01 0 00:00 0.00 0.00 2.71 21.69 1.10 0 00:00 0 00:00 0.00 0.00 2.56 18.33 3.21 0 08:01 0 00:00 0.00 0.00 1.11 21.85 1.11 0 00:00 0 00:00 0.00 0.00 1.59 21.99 1.09 0 00:00 0 00:00 0.00 0.00 1.79 22.14 1.08 0 00:00 0 00:00 0.00 0.00 1.13 22.44 1.06 0 00:00 0 00:00 0.00 0.00 1.28 22.28 0.81 0 08:00 0 00:00 0.00 0.00 0.92 22.28 0.65 0 08:00 0 00:00 0.00 0.00 0.23 24.78 0.26 0 08:06 0 00:00 0.00 0.00 1.82 26.63 0.23 0 08:06 0 00:00 0.00 0.00 2.44 27.04 0.08 0 08:05 0 00:00 0.00 0.00 0.00 18.50 1.25 0 08:01 0 08:13 0.02 33.00 0.37 18.89 6.00 0 08:02 0 00:00 0.00 0.00 0.00 18.97 4.28 0 08:02 0 07:42 0.05 55.00 0.00 18.99 4.14 0 08:02 0 07:42 0.06 125.00 0.00 19.02 3.63 0 08:02 0 00:09 0.08 209.00 0.00 19.03 3.32 0 08:02 0 00:09 0.04 112.00 1.31 26.64 4.55 0 08:10 0 00:00 0.00 0.00 Page 10 of 13 RENTON MUNICIPAL AIRPORT CATCH BASINS, MANHOLES, AND JUNCTIONS - 100 YEAR STORM SN Element ID 1 CB140MH 02 41 MH03 42 MH04 43 MH05 44 MH06 45 MH07 46 SDCB181 47 SDCB21 48 SDCB256 49 SDCB257 50 SDCB270 51 SDCB286 52 SDCB288 53 SDCB296 54 SDCB-296 55 SDCB319 56 SDCB320 57 SDCB321 58 SDCB326 59 SDCB353 60 SDCB355 61 SDCB356 62 SDCB360 63 SDCB361 64 SDCB365 65 SDCB76 Minimum Average Average Time of Time of Total Total Freeboard HGL HGL Maximum Peak Flooded Time Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Occurrence Occurrence (ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-inches)(minutes) 1.25 25.45 4.55 0 08:10 0 00:00 0.00 0.00 0.92 24.97 4.89 0 08:09 0 00:00 0.00 0.00 1.38 23.06 4.39 0 08:09 0 00:00 0.00 0.00 2.44 21.81 4.04 0 08:08 0 00:00 0.00 0.00 2.30 19.19 3.60 0 08:07 0 00:00 0.00 0.00 1.48 18.08 4.74 0 00:01 0 00:00 0.00 0.00 0.00 18.56 0.24 0 08:01 0 07:40 0.01 37.00 0.88 20.05 2.10 0 08:03 0 00:00 0.00 0.00 2.00 22.82 0.06 0 07:54 0 00:00 0.00 0.00 0.00 20.56 0.28 0 07:40 0 07:40 0.00 0.00 0.39 22.28 0.91 0 08:00 0 00:00 0.00 0.00 2.06 22.68 0.07 0 07:54 0 00:00 0.00 0.00 2.12 21.52 0.51 0 08:00 0 00:00 0.00 0.00 1.95 21.76 0.00 0 00:30 0 00:00 0.00 0.00 0.93 22.28 0.52 0 08:00 0 00:00 0.00 0.00 0.00 24.75 1.51 0 08:04 0 07:47 0.00 37.00 0.45 24.75 1.96 0 08:06 0 00:00 0.00 0.00 0.00 34.97 14.85 0 08:01 0 07:49 0.17 1243.00 0.89 25.97 0.39 0 08:06 0 00:00 0.00 0.00 2.70 22.27 1.66 0 08:07 0 00:00 0.00 0.00 0.35 25.26 0.21 0 08:04 0 00:00 0.00 0.00 0.70 20.50 0.30 0 07:40 0 00:00 0.00 0.00 0.91 21.52 0.41 0 08:00 0 00:00 0.00 0.00 0.00 34.95 14.49 0 08:02 0 07:50 0.41 1209.00 2.26 24.71 1.30 0 08:06 0 00:00 0.00 0.00 0.00 18.43 0.52 0 08:01 0 07:45 0.01 27.00 Page 11 of 13 RENTON MUNICIPAL AIRPORT RAIN GAUGE - 100 YEAR STORM SN Element Description Data Data Rainfall Rain State County Return Rainfall Rainfall ID Source Source Type Units Period Depth Distribution ID (years)(inches) 1 Rain Gage-01 Time Series 100 year Intensity inches Washington King 100 4 SCS Type IA 24-hr Page 12 of 13 RENTON MUNICIPAL AIRPORT SUBBASINS - 100 YEAR STORM SN Element Area Drainage Impervious Pervious Average Flow Impervious Rain Gage Total Total Peak Time ID Node ID Area Area Slope Length Area ID Precipitation Runoff Runoff of Curve Curve Concentration Number Number (acres)(%)(ft)(%)(inches)(inches)(cfs)(days hh:mm:ss) 1 Sub-02 1.91 CB1 98.00 79.00 1.1500 344.00 60.00 Rain Gage-01 3.99 3.04 1.41 0 00:05:00 2 Sub-03 1.24 SDCB181 98.00 79.00 1.1000 202.00 63.00 Rain Gage-01 3.99 3.09 0.94 0 00:05:00 3 Sub-04 1.03 CB4 98.00 79.00 1.2000 180.00 77.00 Rain Gage-01 3.99 3.34 0.86 0 00:05:00 4 Sub-05 0.45 CB6 98.00 79.00 1.2000 187.00 81.00 Rain Gage-01 3.99 3.41 0.38 0 00:05:00 5 Sub-06 1.00 CB7 98.00 79.00 1.2000 218.00 67.00 Rain Gage-01 3.99 3.16 0.77 0 00:05:00 6 Sub-07 1.06 CB8 98.00 79.00 1.5000 267.00 40.00 Rain Gage-01 3.99 2.68 0.68 0 00:05:00 7 Sub-08 1.94 CB9 98.00 79.00 1.2500 370.00 48.00 Rain Gage-01 3.99 2.82 1.32 0 00:05:00 8 Sub-09 1.76 CB10 98.00 79.00 1.2500 300.00 51.00 Rain Gage-01 3.99 2.87 1.23 0 00:05:00 9 Sub-10 2.38 CB12 98.00 79.00 1.3000 275.00 51.00 Rain Gage-01 3.99 2.87 1.66 0 00:05:00 10 Sub-11 1.23 CB13 98.00 79.00 1.3400 240.00 74.00 Rain Gage-01 3.99 3.29 1.00 0 00:05:00 11 Sub-12 1.29 CB16 98.00 79.00 1.4300 264.00 56.00 Rain Gage-01 3.99 2.96 0.93 0 00:05:00 12 Sub-14 0.59 SDCB257 98.00 79.00 1.2800 234.00 55.00 Rain Gage-01 3.99 2.95 0.43 0 00:05:00 13 Sub-15 0.13 CB17 98.00 79.00 1.0000 60.00 100.00 Rain Gage-01 3.99 3.76 0.12 0 00:05:00 14 Sub-16 0.17 CB18 98.00 79.00 1.3000 133.00 100.00 Rain Gage-01 3.99 3.76 0.16 0 00:05:00 15 Sub-17 1.14 CB22 98.00 79.00 1.3500 166.00 52.00 Rain Gage-01 3.99 2.89 0.80 0 00:05:00 16 Sub-19 1.28 CB21 98.00 79.00 1.2300 234.00 63.00 Rain Gage-01 3.99 3.09 0.97 0 00:05:00 17 Sub-20 0.38 CB20 98.00 79.00 1.4100 188.00 69.00 Rain Gage-01 3.99 3.20 0.30 0 00:05:00 18 Sub-21 1.36 CB25 98.00 79.00 1.2400 267.00 62.00 Rain Gage-01 3.99 3.07 1.02 0 00:05:00 19 Sub-23 0.08 SDCB256 98.00 79.00 1.0000 45.00 100.00 Rain Gage-01 3.99 3.76 0.08 0 00:05:00 20 Sub-24 0.16 SDCB286 98.00 79.00 1.2000 92.00 100.00 Rain Gage-01 3.99 3.76 0.15 0 00:05:00 21 Sub-26 0.24 SDCB360 98.00 79.00 1.7000 192.00 67.00 Rain Gage-01 3.99 3.16 0.19 0 00:05:00 22 Sub-27 1.12 CB26 98.00 79.00 1.4000 258.00 58.00 Rain Gage-01 3.99 3.00 0.82 0 00:05:00 23 Sub-28 0.07 CB30 98.00 79.00 1.2000 50.00 100.00 Rain Gage-01 3.99 3.76 0.07 0 00:05:00 24 Sub-29 0.06 CB31 98.00 79.00 1.4000 51.00 100.00 Rain Gage-01 3.99 3.76 0.06 0 00:05:00 25 Sub-30 0.09 CB32 98.00 79.00 1.1000 53.00 100.00 Rain Gage-01 3.99 3.76 0.09 0 00:05:00 26 Sub-31 0.11 CB33 98.00 79.00 1.1000 50.00 100.00 Rain Gage-01 3.99 3.76 0.10 0 00:05:00 27 Sub-34 0.27 CB38 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.14 0 00:07:10 28 Sub-35 2.27 CB37 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 1.15 0 00:07:10 29 Sub-36 0.62 SDCB326 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.31 0 00:07:10 30 Sub-37 0.53 CB36 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.27 0 00:07:10 31 Sub-38 0.65 SDCB319 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.33 0 00:07:10 32 Sub-40 1.50 SDCB321 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.76 0 00:07:10 33 Sub-43 0.35 SDCB296 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.18 0 00:07:10 34 Sub-46 0.56 SDCB270 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.28 0 00:07:10 35 Sub-47 1.45 SDCB270 98.00 76.00 0.5000 500.00 25.00 Rain Gage-01 3.99 2.24 0.73 0 00:07:10 Page 13 of 13