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Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors Technical Information Report PREPARED FOR: Sunset Highlands Mixed Use, LLC 15007 Woodinville-Redmond Road Suite A Woodinville, WA 98072 PROJECT: Sunset Highlands Renton, WA 2230621.10 PREPARED BY: Quinten Foster Project Engineer REVIEWED BY: Scott T. Kaul, PE, LEED AP Associate Principal DATE: December 2024 Updated March 2025 DEVELOPMENT ENGINEERING HHuynh 07/21/2025 Surface Water Enginering jfarah 07/23/2025 Technical Information Report PREPARED FOR: Sunset Highlands Mixed Use, LLC 15007 Woodinville-Redmond Road Suite A Woodinville, WA 98072 PROJECT: Sunset Highlands Renton, WA 2230621.10 PREPARED BY: Quinten Foster Project Engineer REVIEWED BY: Scott T. Kaul, PE, LEED AP Associate Principal DATE: December 2024 Updated March 2025 I hereby state that this Technical Information Report for Sunset Highlands has been prepared by me or under my supervision and meets the standard of care and expertise that is usual and customary in this community for professional engineers. I understand that City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. 03/13/2025 Technical Information Report Sunset Highlands 2230621.10 Table of Contents Section Page 1.0 Project Overview ............................................................................................................................ 1 1.1 Purpose and Scope............................................................................................................. 1 1.2 Predeveloped Conditions .................................................................................................... 1 1.3 Development Conditions ..................................................................................................... 2 2.0 Conditions and Requirements Summary .................................................................................... 2 2.1 Core Requirements ............................................................................................................. 2 2.1.1 CR 1 – Discharge at the Natural Location ............................................................. 2 2.1.2 CR 2 – Offsite Analysis .......................................................................................... 2 2.1.3 CR 3 – Flow Control Facilities ................................................................................ 3 2.1.4 CR 4 – Conveyance System .................................................................................. 3 2.1.5 CR 5 – Construction Stormwater Pollution Prevention .......................................... 3 2.1.6 CR 6 – Maintenance and Operations .................................................................... 3 2.1.7 CR 7 – Financial Guarantees and Liability ............................................................ 3 2.1.8 CR 8 – Water Quality Facilities .............................................................................. 3 2.1.9 CR 9 – Onsite Best Management Practices (BMPs) ............................................. 3 2.2 Special Requirements ......................................................................................................... 4 2.2.1 SR 1 – Other Adopted Area-Specific Requirements.............................................. 4 2.2.2 SR 2 – Flood Hazard Area Delineation .................................................................. 5 2.2.3 SR 3 – Flood Protection Facilities .......................................................................... 5 2.2.4 SR 4 – Source Controls ......................................................................................... 5 2.2.5 SR 5 – Oil Control .................................................................................................. 5 2.2.6 SR 6 – Aquifer Protection Area .............................................................................. 5 3.0 Offsite Analysis .............................................................................................................................. 5 3.1 Downstream Analysis.......................................................................................................... 5 3.2 Upstream Analysis .............................................................................................................. 6 4.0 Flow Control, Low Impact Development (LID), and Water Quality Facility Analysis and Design ............................................................................................................................................. 6 4.1 Existing Site Hydrology ....................................................................................................... 6 4.2 Developed Site Hydrology .................................................................................................. 6 4.3 Performance Standards ...................................................................................................... 6 4.4 Flow Control System ........................................................................................................... 7 4.5 Water Quality System ......................................................................................................... 7 Technical Information Report Sunset Highlands 2230621.10 5.0 Conveyance System Analysis and Design .................................................................................. 7 6.0 Special Reports and Studies ........................................................................................................ 7 7.0 Other Permits ................................................................................................................................. 7 8.0 Construction Stormwater Pollution Prevention Analysis and Design ..................................... 8 8.1 ESC Plan Analysis and Design ........................................................................................... 8 8.2 SWPPS Plan Design ........................................................................................................... 8 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant ....................................... 8 10.0 Operation and Maintenance Manual ............................................................................................ 8 11.0 Conclusion ...................................................................................................................................... 8 Technical Information Report Sunset Highlands 2230621.10 Appendices Appendix A Figures A-1 ............Vicinity Map A-2 ............Soils Map A-3 ............Existing Conditions Map A-4 ............Developed Conditions Map A-5 ............Downstream Drainage Map A-6 ............FEMA Flood Map A-7 ............Aquifer Protection Map Appendix B TIR Worksheet Appendix C Hydrologic Analysis C-1 ............Drainage Basin Map C-2 ............Minor Floodplain Analysis C-3 ............WWHM Report C-4 ............Conveyance Analysis C-5 ............Water Quality Calculations C-6 ............Curb Inlet BioPod 4x6 C-7 ............ADS Chamber Cutsheets Appendix D Geotechnical Engineering Report\ South Sound Geotechnical Consulting February 12, 2018 Appendix E Non-Structural BMPs A-1 ............Required Best Management Practices (BMPs) for all Properties with Commercial Activities A-8 ............Storage or Solid and Food Wastes (Including Cooking Grease) A-45 ..........Maintenance of Public and Private Utility Corridors and Facilities Appendix F Critical Areas Report Sewall Wetland Consulting, Inc. March 22, 2018 Technical Information Report Sunset Highlands 1 2230621.10 1.0 Project Overview 1.1 Purpose and Scope This report accompanies the State Environmental Policy Act (SEPA) application for the Sunset Highlands Project. The project site is located in the Southwest Quarter of Section 3, Township 23 North, Range 5 East, Willamette Meridian, in the city of Renton, King County, Washington. This site is located at 4401 NE Sunset Boulevard, Renton (see Appendix A-1 for the Vicinity Map). The Sunset Highlands project is located on Parcel 0323059093, totaling approximately 0.82 acre, with the proposed disturbed area totaling approximately 0.70 acre. The proposed project is for an Indigo medical building of approximately 5,200 square feet. An asphalt drive lane is proposed around the building, with parking areas at the south end. The project also includes stormwater improvements, water, sanitary sewer, and dry utilities. The design for this project meets or exceeds the requirements of the 2022 City of Renton Surface Water Design Manual (Storm Manual), which establishes the methodology and design criteria used for this project. 1.2 Predeveloped Conditions South Sound Geotechnical Consulting evaluated the existing soils (see Appendix D). The onsite soils were evaluated to be approximately 1 foot of topsoil, followed by sand to approximately 2.5 to 3.5 feet. The geotechnical engineer determined “Bioswales, pervious pavements, or other shallow dispersion systems could be considered in the upper sand soils, if allowed by the city.” The remainder of the site is glacial till to the maximum explored depths by the geotechnical engineer. The glacial till, referred to as hardpan, is considered poor soil for infiltration. The geotechnical engineer has determined the hardpan below the upper sand is considered impermeable to vertical groundwater flow. Existing Vegetation/Cover: The existing site has been cleared in the past and there are only a few significant trees located around the perimeter of the site. There are several trees located adjacent to the western property line. The site consists primarily of light brush and grasses, and three driveways accessing the site from the north end. An existing sanitary 8-inch sewer main runs along the western portion of the project site with an existing manhole located near the southwest corner of the parcel. An existing 12-inch water main runs along the north side of Sunset Boulevard. Power and other utilities are located adjacent to the project site. There are several existing driveways at the north end of the site. The remainder of the site remains undeveloped. The site slopes to the south from the road at approximately 3 percent. The site sheet flows stormwater to the existing stream at the south end of the site. Refer to Appendix A-5 for the Downstream Drainage Map beyond the property boundaries. An evaluation of wetlands, streams, and buffers was conducted by Sewall Wetland Consulting, Inc. (see Appendix F). The stream is the upper ditched portion of the Honey Dew Creek, determined as a Type 4, non-fish bearing stream. The stream has a 50-foot degraded and denuded natural buffer. Technical Information Report Sunset Highlands 2 2230621.10 1.3 Development Conditions Approximately 0.70 acre of the 0.82-acre plot will be disturbed. A 21-inch fir tree and 24-inch fir tree along the western property line will be removed to accommodate utilities. The proposed improvements are for a new mixed-use building, an asphalt drive lane, and parking. The project also includes stormwater improvements, water, sanitary sewer, and dry utilities. The existing stream will be provided with a 40-foot stream buffer. A stormwater detention system with an outfall control structure, permeable paving, and bio- retention cells are proposed to mitigate the impact of the new development. 2.0 Conditions and Requirements Summary 2.1 Core Requirements 2.1.1 CR 1 – Discharge at the Natural Location Currently, runoff from the project site flows south to Honey Creek, which flows from the southeast corner of the site to the west. This flow regime is mimicked by the proposed storm discharge to Honey Creek. 2.1.2 CR 2 – Offsite Analysis AHBL staff performed a Level 1 offsite drainage analysis in May 2018. The analysis included: • Defining and mapping the study area. • Reviewing available information on the study area. • Field inspecting the study area. • Analyzing the existing drainage system, including its existing and predicted problems, if any. The project discharges to Honey Creek, where it crosses the southeast corner of the project site. The stream continues to flow to the west through a 71-inch by 47-inch elliptical culvert. The streambed just west of the culvert is heavily overgrown with blackberry vines and other brush. The stream flows behind a neighbor’s outbuilding/shop. The property was marked with “No Trespassing” signs. Once it passes the building, it immediately flows into two 36-inch by 60-inch arched pipe culverts. From this point, it flows underground across the neighboring lot and then across NE Sunset Boulevard to the north, where it exits the two arched pipes. From this point, the runoff flows into a ditch line and then rounds the corner and flows north along the east side of Union Avenue. Once it has turned this corner, it flows a short distance approximately 30 feet to two more arched pipes, and then continues to flow to the west across Union Avenue. Once across Union Avenue, the creek exits the culverts and flows into a gravelly streambed that borders the backside of the lots that front Sunset Boulevard. This streambed drops in elevation considerably and flows between a number of apartment complexes, and eventually flows into the Honey Creek Open Space. This is a treed park-like area approximately 0.75-mile downstream from the subject property. At this point, the stream is at the bottom of a very deep canyon. To our knowledge, there are no existing downstream restrictions; and the project will maintain the discharge to pre-developed rates. Therefore, the downstream conveyance system should have adequate capacity to convey the proposed flows from this project. A floodplain analysis was evaluated to determine the maximum water surface elevation anticipated for Honey Creek (see Section 2.2.2 below). Technical Information Report Sunset Highlands 3 2230621.10 2.1.3 CR 3 – Flow Control Facilities Per the Storm Manual, the project requires Flow Control Duration Standard – Matching Forested Conditions. An underground stormwater detention system is proposed to meet flow control requirements. The proposed conditions will meet the predeveloped conditions, as evaluated using the Western Washington Hydrology Model (WWHM) program from 50 percent of the 2-year up to the full 50-year flow and matching peaks for the 2- and 10-year return periods. Refer to Section 4.0 for design information. 2.1.4 CR 4 – Conveyance System The proposed project includes the construction of a new conveyance system to direct discharge to Honey Creek. Closed-pipe conveyance is provided from the detention system to the discharge to Honey Creek. Roof drains discharge directly to the detention chambers along the back of the units. Conveyance system calculations are summarized in Section 5.0 of this report. 2.1.5 CR 5 – Construction Stormwater Pollution Prevention An erosion and sediment control plan has been included with the site development submittal package. A Construction Stormwater Pollution Prevention Plan has been prepared under separate cover. 2.1.6 CR 6 – Maintenance and Operations A maintenance plan for the stormwater management system is provided under separate cover. 2.1.7 CR 7 – Financial Guarantees and Liability A bond, assignment of funds, or certified check will be provided as required prior to construction. 2.1.8 CR 8 – Water Quality Facilities Water quality is provided by a bioretention cell and a curb Inlet BioPod for the areas subject to pollution generating surfaces. Detailed discussion of the water quality system is provided in Section 4.5. 2.1.9 CR 9 – Onsite Best Management Practices (BMPs) The project falls under the Large Lot BMP requirements, based on the size of the property. Core Requirement 9 BMPs have been evaluated in the order described per the Storm Manual, with infeasibility justification provided. 1. Full Dispersion Infeasibility Justification: Full dispersion requires that a 100-foot minimum vegetated flow path be provided. The small area and site plan do not allow for the required flow path. Full dispersion also requires a maximum 15 percent of the site be impervious surfaces. The project will convert approximately 76 percent of the site to impervious surfaces. 2. Full Infiltration of Roof Runoff Infeasibility Justification: Full infiltration of Roof Runoff has been determined infeasible by the geotechnical analysis performed by South Sound Geotechnical Consulting. The geotechnical analysis recommends not using trenches or ponds. Technical Information Report Sunset Highlands 4 2230621.10 3. Option 1 - Full Infiltration Infeasibility Justification: Full infiltration has been determined infeasible by the geotechnical analysis performed by South Sound Geotechnical Consulting. The soil layer that can infiltrate is shallow. The proposed detention system will require excavation below this layer; therefore, infiltration in the upper soil was determined infeasible. The detention system proposed will have exposed subgrade to promote infiltration (to the maximum extent possible). 3. Option 2 - Limited Infiltration Infeasibility Justification: Limited infiltration BMPs per the Storm Manual are the same as full infiltration systems but located in poor infiltrative soils that are likely to clog and work less effectively over time. Infiltration has been determined infeasible by the geotechnical analysis performed by South Sound Geotechnical Consulting. Shallow facilities are recommended by the geotechnical engineer. Limited infiltration facilities would not adequately provide infiltration. 3. Option 3 - Bioretention Bioretention is proposed for the site to meet the Onsite BMP and water quality requirements. The bioretention facility is proposed in the upper alluvium soils where small amounts of infiltration are feasible. The shallow bioretention cell and amended soil mix is proposed to stay 3 feet from the hardpan soils. The amended soils should help to protect and preserve the infiltrative soil layer. All pollution generating impervious surfaces will be directed to the bioretention cells. 3. Option 3 - Permeable Pavement Permeable paving is proposed for the site to meet the Onsite BMP and water quality requirements. Permeable paving is proposed at the north end of the site in front of the building and as a portion of the parking area in the northeast corner. The geotechnical analysis has determined soils in the area meet the suitability criteria. Soil Amendment: All disturbed areas will be amended per the Soil Amendment BMP. The pollution generating impervious surfaces will be provided with treatment and flow control. 2.2 Special Requirements 2.2.1 SR 1 – Other Adopted Area-Specific Requirements No other area specific requirements apply to the site. 1. Master Drainage Plans (MDPs) The project does not lie within an area covered by an approved Master Drainage Plan. 2. Basin Plans (BPs) The project does not lie within an area with an adopted Basin Plan. 3. Salmon Conservation Plans (SCPs) The project does not lie within an area with an adopted Salmon Conservation Plan. 4. Lake Management Plans The project does not lie within an area with an adopted Lake Management Plan. Technical Information Report Sunset Highlands 5 2230621.10 5. Hazard Mitigation Plan The project does not lie within a flood hazard area and is not tributary to any identified flooding per the City of Renton Hazard Mitigation Plan, April 2010. 6. Shared Facility Drainage Plans (SFDPs) The project does not propose a Shared Facility Drainage Plan. 2.2.2 SR 2 – Flood Hazard Area Delineation The proposed project is not within or adjacent to a flood hazard area, as identified by City of Renton in the Hazard Plan per FEMA study. A Minor Floodplain Analysis for Honey Creek at the discharge will be provided with final site development permit. Preliminary delineation has determined the 100-year water surface to be 2.94 feet above the bottom of the stream. The upstream maximum floodplain elevation has been delineated at 392.05. To determine the potential flooding elevation, the downstream culvert was evaluated, and a preliminary backwater analysis conducted. The upstream culverts have a maximum combined discharge capacity of 25.2 cfs based on the slope and material using Manning’s Equation. The combined 100-year flow from the site and upstream drainage will be effectively conveyed through the downstream elliptical culvert. The downstream culvert has a capacity of 43.77 cfs. A preliminary backwater analysis has been used to evaluate the ultimate creek level adjacent to the project based on a 100-year storm flow of 25.7 cfs. The backwater analysis can expect the water level to reach approximately 2.94 feet at about 150 feet from the culvert. The anticipated water surface will be 392.05. The discharge for the site is set at 392.5, to be above the anticipated maximum water level. 2.2.3 SR 3 – Flood Protection Facilities The project does not meet the any of the conditions requiring flood protection facilities. 2.2.4 SR 4 – Source Controls Source control BMPs as identified in the King County Stormwater Pollution Prevention Manual and Renton Municipal Code, Title IV, have been incorporated into the layout and design of the proposed stormwater management system. The site use will require non-structural BMPs to maintain source control. BMPs A-01, A-08, and A-45 from the King County Stormwater Pollution Prevention Manual shall be adhered to. 2.2.5 SR 5 – Oil Control The proposed site will not meet the high-use site criteria. No oil control is proposed. 2.2.6 SR 6 – Aquifer Protection Area The project site is not located within the APA. An Enhanced Basic Water Quality Treatment system will treat the pollution generating surfaces onsite. Per geotechnical findings, the onsite soil infiltration rate is less than 9 inches per hour; therefore, no lining is proposed. 3.0 Offsite Analysis 3.1 Downstream Analysis Refer to CR 2 above for AHBL’s downstream analysis of the site. Technical Information Report Sunset Highlands 6 2230621.10 3.2 Upstream Analysis The project site does not receive any substantive runoff from offsite properties except for the flows through Honey Creek, which flows through the southeast corner of the project site. The current flow pattern will not be modified by this project. 4.0 Flow Control, Low Impact Development (LID), and Water Quality Facility Analysis and Design The developed basin has been split between multiple different basins. All pollution generating impervious surfaces are directed to a water quality facility. Each basin is directed toward a flow control facility. Basin 1 has no pollution generating surfaces and will be conveyed directly into the detention chambers. Basin 2 will be conveyed into a BioPod for treatment before being directed into the detention chambers. Basin 3 will flow into a bioretention facility prior to being directed into the detention chambers. Basins 4 and 5 will consist of pervious concrete to address flow control. Each basin that is conveyed to the underground detention system will retain and release water at the appropriate rates. Refer to Appendix C-1 for the basin map and specific area breakdowns for each basin. 4.1 Existing Site Hydrology The existing site has been previously cleared. Although previously cleared, to meet the area- specific flow control facility requirements the existing conditions will be modeled as forest. The threshold discharge area currently directs site runoff to Honey Creek, a stable stream showing no impacts of high flows and no known drainage problems. The existing basin for modeling is determined as the same footprint as the developed conditions to provide stormwater management replicating existing conditions. The geotechnical analysis identifies the potential for some infiltration at the upper layer of alluvium. To best mimic the observed site conditions the predeveloped hydrology will be evaluated as Type C soils. 4.2 Developed Site Hydrology All onsite improvements will be provided with flow control and water quality management. A bioretention facility will provide water quality management for pollution generating surfaces. A storm chamber detention system will provide flow control to match predevelopment and post- development flow duration curves for all flows from 50 percent of the 2-year flow up to the full 50-year flow. All onsite impervious surfaces will be conveyed to the detention system to effectively mitigate runoff. The Geotechnical Engineering Study discovered dense till soils ranging from 3.5 to 4.5 feet below existing ground surface. Therefore, the soils should be modeled as Type C soils. 4.3 Performance Standards The Area-Specific Flow Control Facility requirement for this project will be the Flow Control Duration Standard – Matching Forested Conditions. There are no known erosion or sedimentation problems on or adjacent to the property, but the City has previously identified to the required flow control standards per the City of Renton Flow Control Application Map. This project falls under the Large Lot BMP Requirements. Full dispersion is not feasible for the site because the impervious area exceeds the 15 percent ratio of the native vegetation surface. Full and limited infiltration are infeasible because the geotechnical engineer identified dense till soils onsite. Bioretention cells are proposed to provide water quality treatment, to meet a portion of the flow control, and to meet onsite BMP requirements. To reduce the impact to site soils and soil stabilization, the outfall for the stormwater system proposes to discharge close to the site downstream, Honey Creek. Technical Information Report Sunset Highlands 7 2230621.10 To meet conveyance requirements, all new pipe systems have been sized to sufficiently convey and contain the 25-year peak flow. Enhanced Basic Water Quality Treatment is required for pollution generating target surfaces for the project. The pollution generating surfaces will be conveyed to a bioretention cell and a Curb Inlet BioPod for treatment before entering the detention system. The project will require a commercial site development permit; therefore, source control BMPs are required. Structural source controls will be provided based on the use of the site as commercial retail and housing. Nonstructural source control measures will be provided per SR 4. Refer to Appendix E for Non-Structural BMPs. The site is not considered high use; therefore, oil control is not required. 4.4 Flow Control System The flow control system schematic layout can be found on the civil plan sheets. Refer to Appendix C-3 for supporting documentation on the size of the detention system and flow control structure. Refer to Appendix C-7 for manufacturer details. 4.5 Water Quality System A bioretention cell is proposed to treat runoff from pollution generating surfaces from Basin 3. Soils under the permeable pavement meet the soil suitability criteria. The bioretention cell has been sized to meet the 91 percent infiltration rate (see Appendix C-3 for the WWHM printout). The bottom of the bioretention soil will be placed to maintain a 3-foot separation from the poor soils onsite where hardpan may be encountered. A curb Inlet BioPod is proposed to treat runoff from Basin 2. Refer to Appendix C-5 for BioPod sizing calculations. 5.0 Conveyance System Analysis and Design Closed-pipe conveyance is provided from the detention system to the discharge at Honey Creek. Roof drains are conveyed to the detention system. The calculations show that the proposed conveyance system has adequate capacity to convey the 25-year, 24-hour and the 100-year, 24-hour runoff events. The 25-year flow is 0.45 cfs and the 100-year flow is 0.55 cfs. The capacity of the discharge pipe for the system is 3.27 cfs, sufficiently sized to convey the stormwater from the system. The conveyance basins are based on full project build out areas. A minimum scouring velocity of 2 feet per second is provided for the 2-year event. Refer to Appendix C-4 for the Conveyance Analysis. 6.0 Special Reports and Studies A Minor Floodplain Analysis has been evaluated as part of Appendix C. A geotechnical engineering report has been prepared by South Sound Geotechnical Consulting (see Appendix D). A Critical Areas Report has been prepared by Sewall Wetland Consulting, Inc. (see Appendix F). 7.0 Other Permits This project will require a Building Permit and Civil Construction Permit. A Buffer Enhancement Plan will be required for the existing stream buffer. Technical Information Report Sunset Highlands 8 2230621.10 8.0 Construction Stormwater Pollution Prevention Analysis and Design 8.1 ESC Plan Analysis and Design A Construction Stormwater Pollution Prevention Plan is provided under a separate document. 8.2 SWPPS Plan Design A Temporary Erosion and Sediment Control Plan (TESC Plan) is provided as Sheet C2.1 in Civil Permit set. A CSWPP supervisor will be appointed by the Contractor at the time of construction to implement and update TESC plans as required. The CSWPP supervisor shall be a Certified Professional in Erosion and Sediment Control or a Certified Erosion and Sediment Control Lead. The CSWPP supervisor will be responsible for compliance with all City of Renton construction stormwater requirements. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant A bond quantities worksheet is provided under a separate cover. Utility easements are proposed and identified on the civil plan sheets. All easement requests will be submitted to the City of Renton Community and Economic Development (CED) Department. 10.0 Operation and Maintenance Manual An operation and maintenance manual will be provided for final site development under a separate cover. 11.0 Conclusion This project is designed to meet the 2022 City of Renton Surface Water Design Manual guidelines for stormwater management. This analysis is based on data and records either supplied to or obtained by AHBL, Inc. These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. We conclude that this project, as proposed, will not create any new problems within the existing downstream drainage system. AHBL, Inc. Quinten Foster Project Engineer QJF/lsk December 2024 Updated March 2025 Q:\2023\2230621\WORDPROC\Reports\20250313 Rpt (Storm TIR) 2230621.10.docx Technical Information Report Sunset Highlands 2230621.10 Appendix A Figures A-1 .................... Vicinity Map A-2 .................... Soils Map A-3 .................... Existing Conditions Map A-4 .................... Developed Conditions Map A-5 .................... Downstream Drainage Map A-6 .................... FEMA Flood Map A-7 .................... Aquifer Protection Map 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MIXED USE 2190210.10 VICINITY MAP A-1 NOT TO SCALE VICINITY MAP SUNSET HIGHLANDS - 2230621.10 Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/10/2018 Page 1 of 3 52 6 1 4 8 0 52 6 1 4 9 0 52 6 1 5 0 0 52 6 1 5 1 0 52 6 1 5 2 0 52 6 1 5 3 0 52 6 1 5 4 0 52 6 1 5 5 0 52 6 1 5 6 0 52 6 1 5 7 0 52 6 1 5 8 0 52 6 1 4 8 0 52 6 1 4 9 0 52 6 1 5 0 0 52 6 1 5 1 0 52 6 1 5 2 0 52 6 1 5 3 0 52 6 1 5 4 0 52 6 1 5 5 0 52 6 1 5 6 0 52 6 1 5 7 0 52 6 1 5 8 0 563190 563200 563210 563220 563230 563240 563250 563260 563190 563200 563210 563220 563230 563240 563250 563260 47° 30' 16'' N 12 2 ° 9 ' 3 9 ' ' W 47° 30' 16'' N 12 2 ° 9 ' 3 5 ' ' W 47° 30' 13'' N 12 2 ° 9 ' 3 9 ' ' W 47° 30' 13'' N 12 2 ° 9 ' 3 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:517 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 13, Sep 7, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 8, 2014—Jul 15, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/10/2018 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 0.0 4.5% RdC Ragnar-Indianola association, sloping 1.0 95.5% Totals for Area of Interest 1.0 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/10/2018 Page 3 of 3 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MIXED USE 2190210.10 EXISTING CONDITIONS MAP A-3 SUNSET HIGHLANDS - 2230621.10 S0 0 ° 1 5 ' 5 9 " W 2 5 6 . 7 1 ' B I K E B I K E VAN B I K E W 14"FIR 16"FIR 24"FIR 12"FIR 20"FIR 16"FIR 30"FIR 16"FIR 177.5 L F 303.5 L F WF A3 WF A5 WF A7 WF A8 WF AA8 WF AA6 WF AA5 ROCK E R Y ROCKERY - - - - LS PV LS LS LS WF AA7 WF AA4 M WATE R V A L V E WATE R M A N H O L E A S P H A L T ASPH A L T AS P H A L T AS P H A L T AS P H A L T GRAVEL ASPH A L T - SIDEW A L K 24" FIR 30" Fir 18" MAPLE 30" FIR WF A6 CATCH BASIN RIM 398.80 12" CONC NE 394.86 IE 12" CONC N 394.84 IE 12" CONC SW 394.91 IE CATCH BASIN RIM 399.93 12" CONC NE 395.33 IE 12" CONC SW 395.21 IE- > SB SIGNAL BOX SB TV EXIST I N G S T R E A M N63°5 7 ' 2 7 " E 1423. 1 4 ' ( M ) 1423. 2 1 ' ( S T ) 595.0 7 ' ( C ) 595.1 0 ' ( S T ) 828.0 7 ' ( C ) 828.1 1 ' ( S T ) S 2 6 ° 0 2 ' 3 3 " E 4 5 . 0 0 ' FOUND INVERTED NAIL IN CONCRETE POST, INCASED FOUND INVERTED NAIL IN CONCRETE POST, INCASED 48" CMP CULVERT 389.11 IE 8" CONCRETE CULVERT 393.56 IE CATCH BASIN RIM 400.13 12" CONC SW 397.30 IE CATCH BASIN RIM 400.78 12" CONC SW 397.38 IE 20' SEWER EASEMENT S0 ° 1 5 ' 5 9 " W 25 6 . 7 1 ' N89° 37' 58"W164.55' N0 ° 0 0 ' 2 5 " E 17 4 . 6 8 ' N63° 5 7 ' 2 7 " E 184.4 5 ' PROPOSED COMMERCIAL BUILDING NE SU N S E T B L V D 40.00' STREAM BUFFER DISCHARGE TO EXISTING STREAM DETENTION CHAMBERS 400 396 397 397 3 9 8 399 397 39 8 39 9 FF: 399.50 PERVIOUS CONCRETE OR PERVIOUS PAVING PERVIOUS CONCRETE OR PERVIOUS PAVING FRENCH DRAIN FRENCH DRAIN 6.50' ROW DEDICATION FLOW LINE TO BE MAINTAINED PER MODIFICATION REQUEST ANTICIPATED HIGH WATER MARK = 392.05 1 C4.2 2 C4.2 CO #1 IE: 398.85 6" (SW) CO #2 CO #3 CB #4 CB #1 CO #5 CB #2 CB #3 CB #5 IE: 397.00 6" (S) IE: 396.50 6" (N) CO #4 IE: 396.19 6" (SE) IE: 392.50 12" (N) 56 LF 12" CPEP @ 1.03% 14 LF 12" CPEP @ 0.00% 43 LF 6" CPEP @ 2.77% 5 LF 6" CPEP @ 0.50% 35 LF 12" CPEP @ 4.69% 47 LF 6" CPEP @ 3.71% 37 LF 6" CPEP @ 3.41% 21 LF 6" CPEP @ 1.19% 103 L F 6 " C P E P @ 0 . 8 3 % 16 LF 6" CPEP @ 5.99% 87 LF 6" CPEP @ 1.14% 26 LF 6" CPEP @ 0.50% 10 LF 6" CPEP @ 12.92% 3 C4.2 BIORETENTION POND CB #6 CB #7 27 LF 6" CPEP @ 0.50% CO #6 PROPOSED MEDICAL OFFICE SHELL 5,200 SF FOOTPRINT STORM STRUCTURE TABLE STRUCTURE NAME CB #1 54" TYPE 2 CONTROL STRUCTURE N 618.12 E 953.98 CB #2 NYLOPLAST DRAIN 30" N 611.60 E 866.55 CB #3 4'x6' BIOPOD SURFACE VAULT WITH INTERNAL BYPASS N 584.71 E 873.84 CB #4 48" TYPE 2 N 661.81 E 980.15 CB #5 TYPE 1 N 628.11 E 991.20 CB #6 NYLOPLAST DRAIN 30" N 658.30 E 972.96 CB #7 NYLOPLAST DRAIN 30" N 629.70 E 946.88 STRUCTURE DETAILS RIM = 398.05 IE = 393.08 (12" S) IE = 393.08 (12" NW) RIM = 397.78 IE = 394.23 (6" SE) IE = 394.64 (6" N) IE = 393.14 (24" NE) RIM = 394.97 IE = 394.40 (6" NE) RIM = 398.44 IE = 395.00 (6" NW) IE = 395.00 (6" E) IE = 394.50 (12" S) IE = 394.50 (12" SW) RIM = 397.71 IE = 396.16 (12" N) RIM = 398.44 IE = 394.40 (12" NE) IE = 393.14 (24" SW) IE = 393.14 (12" SE) RIM = 398.24 IE = 393.08 (12" SE) IE = 393.08 (12" SW) STORM STRUCTURE TABLE STRUCTURE NAME CO #1 N 733.37 E 895.69 CO #2 N 726.26 E 881.13 CO #3 N 639.68 E 884.04 CO #4 N 668.09 E 1000.28 CO #5 N 621.39 E 865.67 CO #6 N 587.01 E 878.56 STRUCTURE DETAILS RIM = 399.76 IE = 398.00 (6" NE) IE = 398.00 (6" SW) RIM = 399.33 IE = 397.03 (6" NE) IE = 397.03 (6" S) RIM = 398.43 IE = 396.04 (6" N) IE = 396.04 (6" SW) RIM = 397.00 IE = 395.25 (6" N) IE = 395.25 (6" S) IE = 395.25 (6" W) RIM = 397.85 IE = 395.91 (6" S) IE = 395.91 (6" NE) RIM = 397.66 IE = 394.37 (6" SW) IE = 394.37 (6" NW) CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS T A C O M A 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB S E A T T L E S P O K A N E T R I - C I T I E S SUNSET HIGHLANDS RENTON PROJECT AHBL JOB #2230621.10 2 Know what's below. before you dig.Call R R-____ GRAPHIC SCALE 0 20 40 1" = 20 FEET 10 N STORM DRAINAGE PLAN A-4 1 Q: \ 2 0 2 3 \ 2 2 3 0 6 2 1 \ 1 0 _ C I V \ C A D \ E X H I B I T S \ D e v e l o p e d C o n d i t i o n s . d w g REFER TO ARCHITECTURAL PLANS FOR DOWNSPOUT LOCATIONS 0323059093 SITE ADDRESS 4409 NE SUNSET BOULEVARD RENTON, WA 98059 BASIS OF BEARING TRUE NORTH. BASED UPON GLOBAL POSITIONING SYSTEM (GPS) LAMBERT GRID WASHINGTON STATE NORTH ZONE COORDINATES. A CONVERGENCE ANGLE OF 00°58'31.09" COUNTERCLOCKWISE WAS APPLIED AT A BRASS PIN IN CONCRETE POST, INCASES, AT THE INTERSECTION OF 148TH AVENUE SE AND SE 112TH STREET. THE MONUMENT IS THE SOUTHEAST SECTION CORNER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 5 EAST OF THE WILLAMETTE MERIDIAN. THE NORTH AMERICAN DATUM OF 1983/1991 (NAD 83/91) GRID COORDINATES WERE FOUND TO BE 186170.695 / 1316637.784 AT THAT POINT. THE INVERSE OF BOTH THE SEA LEVEL CORRECTION FACTOR OF 0.999981199 AND THE GRID SCALE FACTOR OF 0.999999475 WAS APPLIED TO THE GRID COORDINATES FOR SHOWN GROUND DISTANCES. LEGAL DESCRIPTION PARCEL NUMBER LOT 2 OF CITY OF RENTON SHORT PLAT NO. 345-79, RECORDED UNDER KING COUNTY RECORDING NO. 7908179008, BEIGN A PORTION OF THE SOUTHWEST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON. CITY OF RENTON CITY OF RENTON PUGET SOUND ENERGY PUGET SOUND ENERGY QWEST COMMUNICATIONS SCHOOL DISTRICT NO. 403 RENTON FIRE UTILITIES/SERVICES WATER: SEWER: POWER: GAS: TELEPHONE: SCHOOLS: FIRE: UTILITY NOTE TRENCH NOTE FILL SPECIFICATION IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND AHBL ASSUMES NO RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE APPROXIMATE ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES THAT HAPPEN DUE TO THE CONTRACTOR'S FAILURE TO LOCATE EXACTLY AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. AHBL ASSUMES NO LIABILITY FOR THE LOCATION OF UNDERGROUND UTILITIES. IMPORTED FILL MATERIAL SHALL NOT CONTAIN PETROLEUM PRODUCTS, OR SUBSTANCES WHICH ARE HAZARDOUS, DANGEROUS, TOXIC, OR WHICH OTHERWISE VIOLATE ANY STATE, FEDERAL, OR LOCAL LAW, ORDINANCE, CODE, REGULATION, RULE, ORDER, OR STANDARD. TOPOGRAPHIC NOTE THE EXISTING CULTURAL AND TOPOGRAPHIC DATA SHOWN ON THESE DRAWINGS HAS BEEN PREPARED, IN PART, BASED UPON INFORMATION FURNISHED BY OTHERS. WHILE THIS INFORMATION IS BELIEVED TO BE RELIABLE, AHBL CANNOT ENSURE ACCURACY AND THUS IS NOT RESPONSIBLE FOR THE ACCURACY OF THAT INFORMATION OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED INTO THESE DRAWINGS AS A RESULT. RENTON CONTROL MONUMENTS CITY OF RENTON CONTROL POINT 2097. CONTROL POINT 2097 WAS FOUND TO HAVE A LAMBERT GRIDE NORTH ZONE COORDINATE OF 191108.643 FT. / 1316760.378 FT. CITY OF RENTON CONTROL POINT 1845. CONTROL POINT 1845 WAS FOUND TO HAVE A LAMBERT GRID NORTH ZONE COORDINATE OF 186170.657 FT. / 1316637.843 FT. 1" = 1/4 MILES VICINITY MAP SITE JON GRAVES ARCHITECTS & PLANNERS, PLLC 3110 RUSTON WAY, SUITE B TACOMA, WA 98403 PH. (253) 272-4214 FAX (253) 272-4218 CONTACT: TYLER GRAFF ARCHITECT OWNER ADF PROPERTIES, LLC 15007 WOODINVILLE-REDMOND ROAD SUITE A WOODINVILLE, WA 98072 CONTACT: MR. DALE FONK CIVIL ENGINEER CENTRE POINT CONSULTANTS, INC., PS 206 RAILROAD AVENUE NORTH KENT, WA 98032 PH. (253) 813-1901 FAX (253) 813-1908 CONTACT: STEPHEN WOODS, PLS SURVEYOR AHBL ENGINEERS, PLANNERS, & SURVEYORS 2215 NORTH 30TH STREET, SUITE 300 TACOMA, WA 98403 PH. (253) 383-2422 FAX (253) 383-2572 CONTACT: MATT WEBER, PE VERTICAL DATUM = NORTH AMERICAN VERTICAL DATUM NAVD 88 (CITY OF RENTON) CITY OF RENTON SURVEY CONTROL POINT 2189 BASE: CITY OF RENTON CONTROL POINT #1845 FOUND MONUMENT INCASED AT STREET INTERSECTION OF 148TH AVENUE SOUTHEAST AND SOUTHEAST 112TH STREET. KING COUNTY SURVEY CONTROL POINT NO. 3725. ELEVATION: 467.77 FEET SITE NO. 1 SET MAG NAIL IN SIDEWALK, 3' SOUTH OF FACE OF CURB ON SOUTH SIDE OF SUNSET BLVD. AT CENTER OF DRIVEWAY ELEVATION: 400.60' SITE NO.2 SET PK NAIL IN ASPHALT, 8.8' NORTHEAST OF LIGHT STANDARD, 27' NORTHEAST OF SOUTH END OF 6' CYCLONE FENCE. ELEVATION: 396.77 BENCHMARK WATER METER TRAFFIC SIGNAL BOX SANITARY SEWER LINE ON-SITE CLEARING LIMITS ROOF DRAIN LINE PROPOSED PAVING STORM DRAIN LINE WATER LINE CHAIN LINK FENCE CONTOURS WOOD FENCE WIRE FENCE SIGNAL POLE RD W D S FIRE DEP'T CONNECTION WATER VALVE HYDRANT DRAIN MH CLEANOUT SANITARY MH SIGN GUY WIRE CATCH BASIN TELEPHONE MH TELEPHONE RISER MONUMENT POWER/TELE. POLE LIGHT LEGEND EXISTING DESCRIPTION PROPOSED ELEV WETLAND RESOURCES 9505 19TH AVE. SE, SUITE 106 EVERETT, WA 98208 PH. (425) 337-3174 CONTACT: SCOTT BRAINARD WETLAND CONSULTANT 385 390 395 400 405 385 390 395 400 405 10+00 FG FG 4 0 0 . 9 1 10+50 FG 3 9 9 . 5 0 FG 3 9 9 . 5 0 11+00 FG 3 9 9 . 4 3 FG 3 9 8 . 6 4 11+50 FG 3 9 8 . 2 5 FG 3 9 7 . 2 2 12+00 FG BIO-RETENTION POND 52.00' BUILDING MIN. 4.0' WIDE BERM EXISTING ROW BOUNDARY PROPOSED ROW BOUNDARY PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE STORMTECH DETENTION CHAMBERS 40' STREAM BUFFER RETAINING WALL 6" VERTICAL CURB BOTTOM OF ROCK: 392.25 BOTTOM OF CHAMBER: 392.75 385 390 395 400 405 385 390 395 400 405 20+00 FG 3 9 8 . 7 4 FG 3 9 8 . 3 8 20+50 FG 3 9 8 . 0 4 FG 21+00 FG 21+25 FG BIO-RETENTION POND EXISTING STREAM STORM OUTLET WITH OUTFALL PROTECTION IE: 392.50 RETAINING WALL MIN. 4.0' WIDE BERM PROPERTY LINE PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE STORMTECH DETENTION CHAMBERS HIGH WATER MARK = 392.05 2.02' 40' STREAM BUFFER 1.96' 14 LF 12" CPEP @ 0.00% CB #1, 54" TYPE 2 CONTROL STRUCTURE N: 618.12 E: 953.98 RIM: 398.05 IE: 393.08 12" (S) IE: 393.08 12" (NW) 56 LF 12" CPEP @ 1 . 0 3 % 6" VERTICAL CURB N: 629.70 E: 946.88 IE: 393.08 12" (SE) IE: 393.08 12" (SW) RIM: 398.24 CB #7, NYLOPLAST DRAIN 30" BOTTOM OF ROCK: 392.25 BOTTOM OF CHAMBER: 392.75 390 395 400 390 395 400 23+00 FG 3 9 7 . 8 6 FG 3 9 7 . 9 6 23+50 FG 3 9 8 . 5 8 FG 3 9 8 . 5 8 24+00 FG 3 9 8 . 5 1 FG 3 9 8 . 4 9 24+40 FG 3 9 8 . 5 3 CB #2, NYLOPLAST DRAIN 30" N: 611.60 E: 866.55 RIM: 397.78 IE: 394.23 6" (SE) IE: 394.64 6" (N) IE: 393.14 24" (NE) PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE PROPOSED GRADE AT SECTION LINE EXISTING GRADE AT SECTION LINE STORMTECH DETENTION CHAMBERS CB #6, NYLOPLAST DRAIN 30" N: 658.30 E: 972.96 RIM: 398.44 IE: 394.40 12" (NE) IE: 393.14 24" (SW) IE: 393.14 12" (SE) VALLEY GUTTER BOTTOM OF ROCK: 392.25 BOTTOM OF CHAMBER: 392.75 CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS T A C O M A 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB S E A T T L E S P O K A N E T R I - C I T I E S SUNSET HIGHLANDS RENTON PROJECT AHBL JOB #2230621.10 2 Know what's below. before you dig.Call R R-____ SITE SECTIONS A-4 2 1 SCALE: H:1"=20', V:1"=2' SITE SECTION 1 2 SCALE: H:1"=20', V:1"=2' SITE SECTION 2 3 SCALE: H:1"=20', V:1"=2' SITE SECTION 3 Q: \ 2 0 2 3 \ 2 2 3 0 6 2 1 \ 1 0 _ C I V \ C A D \ E X H I B I T S \ D e v e l o p e d C o n d i t i o n s . d w g 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MIXED USE 2190210.10 DOWNSTREAM DRAINAGE MAP A-5 SUNSET HIGHLANDS - 2230621.10 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MIXED USE 2190210.10 FEMA FLOOD MAP A-6 SUNSET HIGHLANDS - 2230621.10 SITE 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX !!! ! ! !!!!! ! ! !! ! ! !! ! !! PW-12 PW-11PW-17 PW-4 PW-9 PW-8 RW-3 RW-2 EW-3 PW-5A PW-12 PW-10 ,§-405 ,§-405 115544tthhPPllSSEE SW 34th StSW 34th St Ea s t V a l l e y R d Ea s t V a l l e y R d 114488tthh AAvvee SSEE 14 0 t h A v e S E 14 0 t h A v e S E 16 4 t h A v e S E 16 4 t h A v e S E Ta l b o t R d S Ta l b o t R d S N 30th StN 30th St 68 t h A v e S 68 t h A v e S Rai n i e r A v e S Rai n i e r A v e S SE 192nd StSE 192nd St SE May Val l e y R d SE May Va l l e y R d E Va l l e y H w y E Va l l e y H w y SE Pe t r o v i t s k y R d SE Pe t r o v i t s k y R d Forest Dr S E Forest Dr S E S 128th StS 128th St 11 2 t h A v e S E 11 2 t h A v e S E 84 t h A v e S 84 t h A v e S SE 168th StSE 168th St S 55th StS 55th St N 10th StN 10th St NE 2nd StNE 2nd St SW 41st StSW 41st St 11 6 t h A v e S E 11 6 t h A v e S E 14 0 t h A v e S E 14 0 t h A v e S E SE 192nd StSE 192nd St 14 8 t h A v e S E 14 8 t h A v e S E 11 44 00tthh AA vv ee SS EE SW 27th StSW 27th St B e n s o n R d S B e n s o n R d S H o u s e r W a y N H o u s e r W a y N Lin d A v e S W Lin d A v e S W N 8th StN 8th St PP uu gg eettDDrrSSEE RReennttoonnAAvvee SS SW 7th StSW 7th St I- 4 0 5 F W Y I- 4 0 5 F W Y Ra i n i e r A v e N Ra i n i e r A v e N NNEEPPaa rr kk DDrr NE 4th StNE 4th St SW 43rd StSW 43rd St SE Carr RdSE Carr Rd NE 3rd StNE 3rd St Lo g a n A v e N Lo g a n A v e N Du v a l l A v e N E Du v a l l A v e N E I- 4 0 5 F W Y I- 4 0 5 F W Y I- 4 0 5 F W Y I- 4 0 5 F W Y I-405 FWYI-405 FWY I-4 0 5 F W Y I- 4 0 5 F W Y NE 4th StNE 4th St I- 4 0 5 F W Y I- 4 0 5 F W Y II--440055FFWWYY I-4 0 5 F W Y I-4 0 5 F W Y I-405 FWYI-405 FWY I- 4 0 5 F W Y I- 4 0 5 F W Y I-405 FWYI-405 FWY NE 4th StNE 4th St BN I n c BN I n c B N I n c B N I n c BN IncBN Inc BN I n c BN I n c B N I n c B N I n c BN I n c BN I n c B N I n c B N I n c B N I n c B N I n c BB NN II nn cc B N I n c B N I n c BN I n c BN I n c BN IncBN Inc BN I n c BN I n c Cedar River Green River Black River May Creek Duwamish Waterway Springbrook Creek Lake Washington Lake Youngs Panther Lake Lake Boren Reference 15-B Wellfield Capture Zones One Year Capture Zone Five Year Capture Zone Ten Year Capture ZoneCedar Valley Sole SourceAquifer Project Review Area Streamflow Source Area Cedar Valley Sole Source Aquifer Aquifer Protection Area Zones Zone 1 Zone 1 Modified Zone 2Network Structure !Production Well !Springbrook Springs Renton City Limits Potential Annexation Area Groundwater Protection Areas Date: 01/09/2014 µ0 1 2Miles PROJECT SITE SUNSET HIGHLANDS MIXED USE 2190210.10 AQUIFER PROTECTION MAP A-7 SUNSET HIGHLANDS - 2230621.10 Technical Information Report Sunset Highlands 2230621.10 Appendix B TIR Worksheet CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 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 ____________________________________ __________________ SUNSET HIGHLANDS MIXED USE, LLC 15007 WOODINVILLE-REDMOND ROAD #1 WOODINVILLE, WA 98072 SCOTT KAUL, PE AHBL 253-383-2422 SUNSET HIGHLANDS 23 NORTH 5 EAST SW 1/4 4409 NE SUNSET BOULEVARD X X X X 02/16/2018 02/16/2018 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 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 ______________________ _____________________________________ MAY CREEK/ CEDAR RIVER/ LAKE WASHINGTON X HONEY CREEK HIGHLANDS REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 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 8 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: ____________ On-site BMPs: _______________________________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ RdC 2-15%MODERATE 1 May 2018 DETENTION SYSTEM WITH CONTROL STRUCTURE DETERMINED BY CONTRACTOR DETERMINED BY CONTRACTOR DETERMINED BY CONTRACTOR REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ 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: COMMERCIAL AND RESIDENTIAL 392.53 NAVD 88 REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 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 Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Covenant Native Growth Protection Covenant Tract Other ____________________________ Cast in Place Vault Retaining Wall Rockery > 4′ High Structural on Steep Slope Other _______________________________ X X X X X X X X X X X X X X X STORM CHAMBER X X BIORETENTION REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ____________________________________________________________________________________ Signed/Date 5/17/2018 Technical Information Report Sunset Highlands 2230621.10 Appendix C Hydrologic Analysis C-1.................... Drainage Basin Map C-2.................... Minor Floodplain Analysis C-3.................... WWHM Report C-4.................... Conveyance Analysis C-5.................... Water Quality Calculations C-6.................... Curb Inlet BioPod 4x6 C-7.................... ADS Chamber Cutsheets S00°15'59"W 256.71' BIKE BIKE V A N BIKE R2 6 ' - 0 " W 14 " F I R 16 " F I R 2 4 " F I R 12 " F I R 20 " F I R 16 " F I R 16 " F I R 1 7 7 . 5 L F SA N I T A R Y S E W E R M A N H O L E RI M 3 9 6 . 3 2 8" P V C S 3 9 3 . 3 5 I E 8" P V C S E 3 9 3 . 3 8 I E 8" P V C N 3 9 3 . 2 7 I E WF A 5 WF A 7 WF A 8 WF A A 8 WF A A 6 RO C K E R Y - - -- LS P V LS LS LS WF A A 7 M W A T E R V A L V E W A T E R M A N H O L E E X I S T I N G 1 2 " G V ASPHALT A S P H A L T ASPHALT ASPHALT ASPHALT GR A V E L A S P H A L T - 24 " F I R 30 " F i r 18 " M A P L E 30 " F I R WF A 6 SA N I T A R Y S E W E R MA N H O L E RIM 4 0 0 . 4 3 12 " C O N C N E 3 8 8 . 0 8 I E 8" P V C S 3 8 8 . 9 1 I E 12 " C O N C S W 3 8 8 . 0 8 I E CA T C H B A S I N RI M 3 9 9 . 9 3 12 " C O N C N E 3 9 5 . 3 3 I E 12 " C O N C S W 3 9 5 . 2 1 I E SA N I T A R Y S E W E R M A N H O L E RI M 4 0 0 . 7 1 12 " C O N C N E 3 8 8 . 8 0 I E 12 " C O N C S W 3 8 8 . 6 1 I E > SB SI G N A L B O X SB T V E X I S T I N G S T R E A M N 6 3 ° 5 7 ' 2 7 " E 1 4 2 3 . 1 4 ' ( M ) 1 4 2 3 . 2 1 ' ( S T ) 5 9 5 . 0 7 ' ( C ) 5 9 5 . 1 0 ' ( S T ) 48 " C M P C U L V E R T 38 9 . 1 1 I E CA T C H B A S I N RIM 4 0 0 . 1 3 12 " C O N C S W 3 9 7 . 3 0 I E 20 ' S E W E R E A S E M E N T N GRAPHIC SCALE 0 30 60 1" = 30 FEET 15 Civil Engineers Structural EngineersLandscape Architects Community Planners Land SurveyorsNeighbors SUNSET HIGHLANDS MIXED USE 2230621.10 Q:\2023\2230621\10_CIV\CAD\EXHIBITS\Developed Basin Map.dwg BASIN 1 AREA ROOF 0.12 ACRES LAWN 0.11 ACRES BASIN 1 BASIN 2 BASIN 3 BASIN 4 BASIN 5 BYPASS BASIN BASIN 2 AREA ROAD 0.096 ACRES SIDEWALK 0.016 ACRES LAWN 0.03 ACRES BASIN 3 AREA ROAD 0.11 ACRES LAWN 0.005 ACRES BIORETENTION 0.03 ACRES BASIN 4 AREA PERVIOUS CONCRETE 0.04 ACRES LAWN 0.01 ACRES SIDEWALK 0.02 ACRES BASIN 5 AREA PERVIOUS CONCRETE 0.03 ACRES LAWN 0.02 ACRES BYPASS BASIN AREA LAWN 0.08 ACRES UNDISTURBED AREA UNDISTURBED AREA AREA FOREST 0.12 ACRES Minor Floodplain Analysis Sunset Highlands 1 2230621.10 Sunset Highlands 4409 NE Sunset Boulevard Renton, WA 98059 Minor Floodplain Analysis November 2018 Project No. 2230621.10 Minor Floodplain Analysis To evaluate the anticipated maximum water surface the characteristics of the culverts, pipes, and channel of Honey Creek are evaluated. The maximum water surface for the creek in the 100-year storm event is determined to be elevation 392.05. The maximum water surface elevation was evaluated by routing the 100-year storm through the system. The 100-year storm is determined to be 25.7 cfs. The 100-year flow frequency for the site is 0.5 cfs unmitigated (Influent Pipe #3). For the existing upstream pipes the full flow capacity of each pipe is used as the 100-year storm size. The discharge from the 48” upstream pipe (Influent Pipe #1), is 22.2 cfs. The discharge from the 8” upstream pipe (Influent Pipe #2), is 3.0 cfs. The combined flow of 25.7 cfs is used to evaluate the water level that the downstream culvert and Honey Creek will reach. See sheet C2.1 for influent and discharge pipes. The 100-year storm corresponds to an elevation of 2.89’ above invert for the downstream culvert (Discharge Pipe #1). The capacity of the downstream culvert of 43.77 cfs is sufficient to handle additional flows beyond the 0.5 cfs increase from the project site. A backwater analysis is used to determine the maximum water surface level reached for the 100-year storm. The upstream influent pipes are approximately 150’ from the downstream culvert. The backwater analysis determines the creek flow depth of 2.94’ above invert at the start of the reach. The 2.94’ backwater height corresponds to elevation 392.04 as the maximum water surface elevation anticipated. See sheet C2.9 for the backwater analysis. The discharge for the site is set at elevation 392.75, providing approximately 0.70’ of separation from outfall to the 392.05 elevation, 100-year water surface. Summary · Combined 100-year flow is 25.7 cfs o Flow from the site (Influent Pipe #3) is 0.5 cfs o Flow from the 8” upstream pipe (Influent Pipe #2) is 3.0 cfs o Flow from the 48” upstream pipe (Influent Pipe #1) is 22.2 cfs · The downstream 48” culvert is sufficiently sized to accommodate the maximum influent from upstream discharge. o The downstream culvert (Discharge Pipe #1) capacity is calculated to be 43.77 cfs. o The flow depth of the pipe for the 100-year storm is 2.94’ · The maximum water surface determined using the backwater analysis is elevation 392.05. There are no known existing onsite drainage problems on or adjacent to the project site. The proposed project is not anticipated to adversely affect hydrology of the existing stream. Q:\2023\2230621\10_CIV\NON_CAD\REPORTS\_Storm Report\xxC-2 Minor Floodplain Analysis Narrative.docx DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.1 *NOTE: ELEVATIONS PER AHBL SURVEY DISCHARGE LOCATION - 48" CMP INFLUENT PIPE #2 UPSTREAM INFLUENT PIPE #1 UPSTREAM INFLUENT PIPE #3 PROJECT SITE H O N E Y C R E E K DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.2 INFLUENT PIPE #1 - 48" CMP CULVERT INLET IE: 385.57 CULVERT OUTLET IE: 385.22 LENGTH: 430± DIAMETER: 48" PER CITY OF RENTON ONLINE GIS FULL FLOW CAPACITY OF UPSTREAM CULVERT IS 22.2 CFS DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.3 INFLUENT PIPE #1 DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.4 INFLUENT PIPE #2 - 8" CONCRETE CULVERT INLET IE: UNKOWN CULVERT OUTLET IE: 390.15 LENGTH: 37± DIAMETER: 8" PER CITY OF RENTON ONLINE GIS ASSUMED SLOPE OF 6.0% FULL FLOW CAPACITY OF UPSTREAM CULVERT IS 3.0 CFS DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.5 INFLUENT PIPE #3 - ONSITE PEAK FLOW ONSITE FLOW FREQUENCIES MITIGATED FLOWS ARE FOR THE DEVELOPED SCENARIO WITH FLOWS GOING TO THE DETENTION SYSTEM. THE 100-YEAR FLOW FROM THE SITE IS NOT MITIGATED IN THIS ANALYSIS. DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.6 HONEY CREEK ANALYSIS DITCH UPSTREAM IE: 389.10 DITCH DOWNSTREAM IE: 388.89 LENGTH: 147± INFLUENT PIPE #1 - FULL FLOW : 22.2 CFS INFLUENT PIPE #2 - FULL FLOW : 3.0 CFS INFLUENT PIPE #3 - 100-YEAR : 0.5 CFS COMBINED FLOW: 25.7 CFS HONEY CREEK DEPTH FOR 100-YEAR STORM EVENT IS 2.48 FT WITHOUT ANY BACKWATER EFFECTS. DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.7 DISCHARGE PIPE #1 - 48" CULVERT CULVERT INLET IE: 388.97 CULVERT OUTLET IE: 388.89 LENGTH: 25.3 DIAMETER: 48" *NOTE DOWNSTREAM CULVERT ELEVATION IS HIGHER THAN UPSTREAM CULVERT BECAUSE OF DATUM DIFFERENCES FROM SURVEY TO RENTON GIS. PER AHBL SURVEY FULL FLOW CAPACITY OF UPSTREAM CULVERT IS 43.8 CFS DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.8 DISCHARGE PIPE ANALYSIS FOR THE 100-YEAR STORM EVENT THE DISCHARGE PIPE DEPTH OF 2.89 CONTROLS OVER THE CHANNEL DEPTH OF 2.48. A BACKWATER ANALYSIS IS PROVIDED BELOW FOR THE REACH ADJACENT TO THE PROJECT. INFLUENT PIPE #1 - FULL FLOW : 22.2 CFS INFLUENT PIPE #2 - FULL FLOW : 3.0 CFS INFLUENT PIPE #3 - 100-YEAR : 0.5 CFS COMBINED FLOW: 25.7 CFS DRAWN BY:DATE:JOB NO.: 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS MINOR FLOODPLAIN ANALYSIS RI MAY 2018 2230621.10 C-2.9 BACKWATER ANALYSIS Col. 1. Depth of flow (ft) assigned from 6 to 2 feet Col. 2. Water area (ft2) corresponding to depth y in Col. 1 Col. 3 Hydraulic radius (ft) corresponding to y in Col. 1 Col. 4. Four-thirds power of the hydraulic radius Col. 5. Mean velocity (fps) obtained by dividing Q (30 cfs) by the water area in Col. 2 Col. 6. Velocity head (ft) Col. 7. Specific energy (ft) obtained by adding the velocity head in Col. 6 to depth of flow in Col. 1 Col. 8. Change of specific energy (ft) equal to the difference between the E value in Col. 7 and that of the previous step. Col. 9. Friction slope Sf, computed from V as given in Col. 5 and R4/3 in Col. 4 Col. 10. Average friction slope between the steps, equal to the arithmetic mean of the friction slope just computed in Col. 9 and that of the previous step Col. 11. Difference between the bottom slope, So, and the average friction slope, Sf Col. 12. Length of the reach (ft) between the consecutive steps; Computed by ∆x = ∆E/(So - Sf) or by dividing the value in Col. 8 by the value in Col. 11 Col. 13. Distance from the beginning point to the section under consideration. This is equal to the cumulative sum of the values in Col. 12 computed for previous steps. ASSUMPTIONS ANALYSIS UPSTREAM DICH ELEVATION 389.11 + 2.94 = 392.05 MAX W.S. DOWNSTREAM DITCH ELEVATION 388.97 + 2.89 = 391.86 W.S. APPROXIMATE OPEN CHANNEL LENGTH IS 150 FEET TO THE UPSTREAM CULVERT. WWHM2012 PROJECT REPORT Sunset Highlands 3/12/2025 1:13:59 PM Page 2 General Model Information WWHM2012 Project Name:Sunset Highlands Site Name:Sunset Highlands Mixed Use Site Address: City: Report Date:3/12/2025 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.167 Version Date:2024/06/28 Version:4.3.1 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sunset Highlands 3/12/2025 1:13:59 PM Page 3 Landuse Basin Data Predeveloped Land Use Predeveloped Basin Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.69 Pervious Total 0.69 Impervious Land Use acre Impervious Total 0 Basin Total 0.69 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 Sunset Highlands 3/12/2025 1:13:59 PM Page 4 Mitigated Land Use BASIN 2 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.03 Pervious Total 0.03 Impervious Land Use acre ROADS FLAT 0.096 SIDEWALKS FLAT 0.016 Impervious Total 0.112 Basin Total 0.142 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: StormTech 2 StormTech 2 Sunset Highlands 3/12/2025 1:13:59 PM Page 5 BASIN 3 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.005 Pervious Total 0.005 Impervious Land Use acre ROADS FLAT 0.11 Impervious Total 0.11 Basin Total 0.115 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface tion BASIN 3 Surface tion BASIN 3 Sunset Highlands 3/12/2025 1:13:59 PM Page 6 Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.11 Pervious Total 0.11 Impervious Land Use acre ROOF TOPS FLAT 0.12 Impervious Total 0.12 Basin Total 0.23 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: StormTech 2 StormTech 2 Sunset Highlands 3/12/2025 1:13:59 PM Page 7 SIDEWALK BASIN 4 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.02 Element Flow Componant: Surface Componant Flows To: Permeable Pavement BASIN 4 Sunset Highlands 3/12/2025 1:13:59 PM Page 8 LANDSCAPE BASIN 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .01 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Permeable Pavement BASIN 4Permeable Pavement BASIN 4 Sunset Highlands 3/12/2025 1:13:59 PM Page 9 LANDSCAPE BASIN 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .02 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Permeable Pavement BASIN 5Permeable Pavement BASIN 5 Sunset Highlands 3/12/2025 1:13:59 PM Page 10 bypass basin Bypass:Yes GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.08 Pervious Total 0.08 Impervious Land Use acre Impervious Total 0 Basin Total 0.08 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 Sunset Highlands 3/12/2025 1:13:59 PM Page 11 Routing Elements Predeveloped Routing Sunset Highlands 3/12/2025 1:13:59 PM Page 12 Mitigated Routing Bioretention BASIN 3 Bottom Length: 100.00 ft. Bottom Width: 4.78 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:0.4 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):23.007 Total Volume Through Riser (ac-ft.):0.325 Total Volume Through Facility (ac-ft.):23.332 Percent Infiltrated:98.61 Total Precip Applied to Facility:3.811 Total Evap From Facility:1.733 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: StormTech 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0316 0.0000 0.0000 0.0000 0.0275 0.0314 0.0001 0.0000 0.0000 0.0549 0.0310 0.0003 0.0000 0.0000 0.0824 0.0307 0.0004 0.0000 0.0000 0.1099 0.0303 0.0006 0.0000 0.0000 0.1374 0.0299 0.0007 0.0000 0.0000 0.1648 0.0295 0.0009 0.0000 0.0002 0.1923 0.0291 0.0011 0.0000 0.0002 0.2198 0.0288 0.0013 0.0000 0.0003 0.2473 0.0284 0.0014 0.0000 0.0004 0.2747 0.0280 0.0016 0.0000 0.0005 0.3022 0.0276 0.0018 0.0000 0.0006 0.3297 0.0272 0.0020 0.0000 0.0008 0.3571 0.0269 0.0022 0.0000 0.0010 0.3846 0.0265 0.0024 0.0000 0.0012 0.4121 0.0261 0.0026 0.0000 0.0014 0.4396 0.0257 0.0028 0.0000 0.0016 0.4670 0.0254 0.0030 0.0000 0.0019 0.4945 0.0250 0.0033 0.0000 0.0021 0.5220 0.0246 0.0035 0.0000 0.0024 0.5495 0.0242 0.0037 0.0000 0.0028 0.5769 0.0238 0.0039 0.0000 0.0031 0.6044 0.0235 0.0042 0.0000 0.0035 0.6319 0.0231 0.0044 0.0000 0.0039 0.6593 0.0227 0.0047 0.0000 0.0043 Sunset Highlands 3/12/2025 1:13:59 PM Page 13 0.6868 0.0223 0.0049 0.0000 0.0044 0.7143 0.0219 0.0052 0.0000 0.0044 0.7418 0.0216 0.0055 0.0000 0.0044 0.7692 0.0212 0.0057 0.0000 0.0044 0.7967 0.0208 0.0060 0.0000 0.0044 0.8242 0.0204 0.0063 0.0000 0.0044 0.8516 0.0201 0.0066 0.0000 0.0044 0.8791 0.0197 0.0068 0.0000 0.0044 0.9066 0.0193 0.0071 0.0000 0.0044 0.9341 0.0189 0.0074 0.0000 0.0044 0.9615 0.0185 0.0077 0.0000 0.0044 0.9890 0.0182 0.0080 0.0000 0.0044 1.0165 0.0178 0.0084 0.0000 0.0044 1.0440 0.0174 0.0087 0.0000 0.0044 1.0714 0.0170 0.0090 0.0000 0.0044 1.0989 0.0166 0.0093 0.0000 0.0044 1.1264 0.0163 0.0096 0.0000 0.0044 1.1538 0.0159 0.0100 0.0000 0.0044 1.1813 0.0155 0.0103 0.0000 0.0044 1.2088 0.0151 0.0107 0.0000 0.0044 1.2363 0.0148 0.0110 0.0000 0.0044 1.2637 0.0144 0.0114 0.0000 0.0044 1.2912 0.0140 0.0117 0.0000 0.0044 1.3187 0.0136 0.0121 0.0000 0.0044 1.3462 0.0132 0.0125 0.0000 0.0044 1.3736 0.0129 0.0128 0.0000 0.0044 1.4011 0.0125 0.0132 0.0000 0.0044 1.4286 0.0121 0.0136 0.0000 0.0044 1.4560 0.0117 0.0140 0.0000 0.0044 1.4835 0.0114 0.0144 0.0000 0.0044 1.5000 0.0110 0.0146 0.0000 0.0044 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.5000 0.0316 0.0146 0.0000 0.0332 0.0000 1.5275 0.0320 0.0155 0.0000 0.0332 0.0000 1.5549 0.0324 0.0164 0.0000 0.0344 0.0000 1.5824 0.0328 0.0173 0.0000 0.0350 0.0000 1.6099 0.0331 0.0182 0.0000 0.0356 0.0000 1.6374 0.0335 0.0191 0.0000 0.0362 0.0000 1.6648 0.0339 0.0200 0.0000 0.0368 0.0000 1.6923 0.0343 0.0210 0.0000 0.0375 0.0000 1.7198 0.0347 0.0219 0.0000 0.0381 0.0000 1.7473 0.0350 0.0229 0.0000 0.0387 0.0000 1.7747 0.0354 0.0238 0.0000 0.0393 0.0000 1.8022 0.0358 0.0248 0.0000 0.0399 0.0000 1.8297 0.0362 0.0258 0.0000 0.0405 0.0000 1.8571 0.0366 0.0268 0.0000 0.0411 0.0000 1.8846 0.0369 0.0278 0.0000 0.0417 0.0000 1.9121 0.0373 0.0288 0.0000 0.0423 0.0000 1.9396 0.0377 0.0298 0.0000 0.0429 0.0000 1.9670 0.0381 0.0309 0.0000 0.0435 0.0000 1.9945 0.0384 0.0319 0.0000 0.0441 0.0000 2.0220 0.0388 0.0330 0.0346 0.0443 0.0000 2.0495 0.0392 0.0341 0.1165 0.0443 0.0000 2.0769 0.0396 0.0352 0.2257 0.0443 0.0000 2.1044 0.0400 0.0362 0.3555 0.0443 0.0000 2.1319 0.0403 0.0374 0.5015 0.0443 0.0000 Sunset Highlands 3/12/2025 1:13:59 PM Page 14 2.1593 0.0407 0.0385 0.6597 0.0443 0.0000 2.1868 0.0411 0.0396 0.8261 0.0443 0.0000 2.2143 0.0415 0.0407 0.9966 0.0443 0.0000 2.2418 0.0419 0.0419 1.1671 0.0443 0.0000 2.2692 0.0422 0.0430 1.3333 0.0443 0.0000 2.2967 0.0426 0.0442 1.4914 0.0443 0.0000 2.3242 0.0430 0.0454 1.6378 0.0443 0.0000 2.3516 0.0434 0.0466 1.7695 0.0443 0.0000 2.3791 0.0437 0.0477 1.8845 0.0443 0.0000 2.4066 0.0441 0.0490 1.9818 0.0443 0.0000 2.4341 0.0445 0.0502 2.0620 0.0443 0.0000 2.4615 0.0449 0.0514 2.1274 0.0443 0.0000 2.4890 0.0453 0.0526 2.1826 0.0443 0.0000 2.5000 0.0454 0.0531 2.2635 0.0443 0.0000 Sunset Highlands 3/12/2025 1:13:59 PM Page 15 Permeable Pavement BASIN 4 Pavement Area:0.0372 acre.Pavement Length: 81.00 ft. Pavement Width: 20.00 ft. Pavement slope 1:0 To 1 Pavement thickness: 0.5 Pour Space of Pavement: 0.05 Material thickness of second layer: 0.333 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0.5 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate:0.4 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):10.287 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):10.287 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0.5 Discharge Structure Riser Height:2.1 ft. Riser Diameter:240 in. Notch Type:Rectangular Notch Width:5.000 ft. Notch Height:0.667 ft. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: StormTech 2 Permeable Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.037 0.000 0.000 0.000 0.0233 0.037 0.000 0.000 0.015 0.0467 0.037 0.000 0.000 0.015 0.0700 0.037 0.001 0.000 0.015 0.0933 0.037 0.001 0.000 0.015 0.1167 0.037 0.001 0.000 0.015 0.1400 0.037 0.002 0.000 0.015 0.1633 0.037 0.002 0.000 0.015 0.1867 0.037 0.002 0.000 0.015 0.2100 0.037 0.003 0.000 0.015 0.2333 0.037 0.003 0.000 0.015 0.2567 0.037 0.003 0.000 0.015 0.2800 0.037 0.004 0.000 0.015 0.3033 0.037 0.004 0.000 0.015 0.3267 0.037 0.004 0.000 0.015 0.3500 0.037 0.005 0.000 0.015 0.3733 0.037 0.005 0.000 0.015 0.3967 0.037 0.005 0.000 0.015 0.4200 0.037 0.006 0.000 0.015 0.4433 0.037 0.006 0.000 0.015 0.4667 0.037 0.006 0.000 0.015 0.4900 0.037 0.007 0.000 0.015 0.5133 0.037 0.007 0.000 0.015 0.5367 0.037 0.007 0.000 0.015 Sunset Highlands 3/12/2025 1:13:59 PM Page 16 0.5600 0.037 0.008 0.000 0.015 0.5833 0.037 0.008 0.000 0.015 0.6067 0.037 0.008 0.000 0.015 0.6300 0.037 0.009 0.000 0.015 0.6533 0.037 0.009 0.000 0.015 0.6767 0.037 0.009 0.000 0.015 0.7000 0.037 0.010 0.000 0.015 0.7233 0.037 0.010 0.000 0.015 0.7467 0.037 0.010 0.000 0.015 0.7700 0.037 0.010 0.000 0.015 0.7933 0.037 0.011 0.000 0.015 0.8167 0.037 0.011 0.000 0.015 0.8400 0.037 0.011 0.000 0.015 0.8633 0.037 0.011 0.000 0.015 0.8867 0.037 0.011 0.000 0.015 0.9100 0.037 0.011 0.000 0.015 0.9333 0.037 0.011 0.000 0.015 0.9567 0.037 0.011 0.000 0.015 0.9800 0.037 0.011 0.000 0.015 1.0033 0.037 0.011 0.000 0.015 1.0267 0.037 0.011 0.000 0.015 1.0500 0.037 0.012 0.000 0.015 1.0733 0.037 0.012 0.000 0.015 1.0967 0.037 0.012 0.000 0.015 1.1200 0.037 0.012 0.000 0.015 1.1433 0.037 0.012 0.000 0.015 1.1667 0.037 0.012 0.000 0.015 1.1900 0.037 0.012 0.000 0.015 1.2133 0.037 0.012 0.000 0.015 1.2367 0.037 0.012 0.000 0.015 1.2600 0.037 0.012 0.000 0.015 1.2833 0.037 0.012 0.000 0.015 1.3067 0.037 0.012 0.000 0.015 1.3300 0.037 0.012 0.000 0.015 1.3533 0.037 0.013 0.000 0.015 1.3767 0.037 0.014 0.000 0.015 1.4000 0.037 0.015 0.000 0.015 1.4233 0.037 0.016 0.000 0.015 1.4467 0.037 0.016 0.026 0.015 1.4700 0.037 0.017 0.118 0.015 1.4933 0.037 0.018 0.246 0.015 1.5167 0.037 0.019 0.402 0.015 1.5400 0.037 0.020 0.582 0.015 1.5633 0.037 0.021 0.783 0.015 1.5867 0.037 0.022 1.003 0.015 1.6100 0.037 0.022 1.239 0.015 1.6333 0.037 0.023 1.492 0.015 1.6567 0.037 0.024 1.761 0.015 1.6800 0.037 0.025 2.043 0.015 1.7033 0.037 0.026 2.340 0.015 1.7267 0.037 0.027 2.649 0.015 1.7500 0.037 0.028 2.971 0.015 1.7733 0.037 0.029 3.305 0.015 1.7967 0.037 0.029 3.651 0.015 1.8200 0.037 0.030 4.008 0.015 1.8433 0.037 0.031 4.376 0.015 1.8667 0.037 0.032 4.755 0.015 1.8900 0.037 0.033 5.143 0.015 Sunset Highlands 3/12/2025 1:13:59 PM Page 17 1.9133 0.037 0.034 5.542 0.015 1.9367 0.037 0.035 5.951 0.015 1.9600 0.037 0.035 6.369 0.015 1.9833 0.037 0.036 6.797 0.015 2.0067 0.037 0.037 7.234 0.015 2.0300 0.037 0.038 7.680 0.015 2.0533 0.037 0.039 8.134 0.015 2.0767 0.037 0.040 8.598 0.015 Sunset Highlands 3/12/2025 1:13:59 PM Page 18 Permeable Pavement BASIN 5 Pavement Area:0.0331 acre.Pavement Length: 80.00 ft. Pavement Width: 18.00 ft. Pavement slope 1:0 To 1 Pavement thickness: 0.5 Pour Space of Pavement: 0.05 Material thickness of second layer: 0.333 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0.5 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate:0.4 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):5.878 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):5.878 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0.376 Discharge Structure Riser Height:2.1 ft. Riser Diameter:216 in. Notch Type:Rectangular Notch Width:5.000 ft. Notch Height:0.667 ft. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: StormTech 2 Permeable Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.033 0.000 0.000 0.000 0.0233 0.033 0.000 0.000 0.013 0.0467 0.033 0.000 0.000 0.013 0.0700 0.033 0.000 0.000 0.013 0.0933 0.033 0.001 0.000 0.013 0.1167 0.033 0.001 0.000 0.013 0.1400 0.033 0.001 0.000 0.013 0.1633 0.033 0.002 0.000 0.013 0.1867 0.033 0.002 0.000 0.013 0.2100 0.033 0.002 0.000 0.013 0.2333 0.033 0.003 0.000 0.013 0.2567 0.033 0.003 0.000 0.013 0.2800 0.033 0.003 0.000 0.013 0.3033 0.033 0.004 0.000 0.013 0.3267 0.033 0.004 0.000 0.013 0.3500 0.033 0.004 0.000 0.013 0.3733 0.033 0.004 0.000 0.013 0.3967 0.033 0.005 0.000 0.013 0.4200 0.033 0.005 0.000 0.013 0.4433 0.033 0.005 0.000 0.013 0.4667 0.033 0.006 0.000 0.013 0.4900 0.033 0.006 0.000 0.013 0.5133 0.033 0.006 0.000 0.013 0.5367 0.033 0.007 0.000 0.013 Sunset Highlands 3/12/2025 1:13:59 PM Page 19 0.5600 0.033 0.007 0.000 0.013 0.5833 0.033 0.007 0.000 0.013 0.6067 0.033 0.007 0.000 0.013 0.6300 0.033 0.008 0.000 0.013 0.6533 0.033 0.008 0.000 0.013 0.6767 0.033 0.008 0.000 0.013 0.7000 0.033 0.008 0.000 0.013 0.7233 0.033 0.009 0.000 0.013 0.7467 0.033 0.009 0.000 0.013 0.7700 0.033 0.009 0.000 0.013 0.7933 0.033 0.010 0.000 0.013 0.8167 0.033 0.010 0.000 0.013 0.8400 0.033 0.010 0.000 0.013 0.8633 0.033 0.010 0.000 0.013 0.8867 0.033 0.010 0.000 0.013 0.9100 0.033 0.010 0.000 0.013 0.9333 0.033 0.010 0.000 0.013 0.9567 0.033 0.010 0.000 0.013 0.9800 0.033 0.010 0.000 0.013 1.0033 0.033 0.010 0.000 0.013 1.0267 0.033 0.010 0.000 0.013 1.0500 0.033 0.010 0.000 0.013 1.0733 0.033 0.010 0.000 0.013 1.0967 0.033 0.010 0.000 0.013 1.1200 0.033 0.010 0.000 0.013 1.1433 0.033 0.010 0.000 0.013 1.1667 0.033 0.010 0.000 0.013 1.1900 0.033 0.010 0.000 0.013 1.2133 0.033 0.010 0.000 0.013 1.2367 0.033 0.011 0.000 0.013 1.2600 0.033 0.011 0.000 0.013 1.2833 0.033 0.011 0.000 0.013 1.3067 0.033 0.011 0.000 0.013 1.3300 0.033 0.011 0.000 0.013 1.3533 0.033 0.011 0.000 0.013 1.3767 0.033 0.012 0.000 0.013 1.4000 0.033 0.013 0.000 0.013 1.4233 0.033 0.014 0.000 0.013 1.4467 0.033 0.015 0.026 0.013 1.4700 0.033 0.015 0.118 0.013 1.4933 0.033 0.016 0.246 0.013 1.5167 0.033 0.017 0.402 0.013 1.5400 0.033 0.018 0.582 0.013 1.5633 0.033 0.018 0.783 0.013 1.5867 0.033 0.019 1.003 0.013 1.6100 0.033 0.020 1.239 0.013 1.6333 0.033 0.021 1.492 0.013 1.6567 0.033 0.021 1.761 0.013 1.6800 0.033 0.022 2.043 0.013 1.7033 0.033 0.023 2.340 0.013 1.7267 0.033 0.024 2.649 0.013 1.7500 0.033 0.025 2.971 0.013 1.7733 0.033 0.025 3.305 0.013 1.7967 0.033 0.026 3.651 0.013 1.8200 0.033 0.027 4.008 0.013 1.8433 0.033 0.028 4.376 0.013 1.8667 0.033 0.028 4.755 0.013 1.8900 0.033 0.029 5.143 0.013 Sunset Highlands 3/12/2025 1:13:59 PM Page 20 1.9133 0.033 0.030 5.542 0.013 1.9367 0.033 0.031 5.951 0.013 1.9600 0.033 0.031 6.369 0.013 1.9833 0.033 0.032 6.797 0.013 2.0067 0.033 0.033 7.234 0.013 2.0300 0.033 0.034 7.680 0.013 2.0533 0.033 0.035 8.134 0.013 2.0767 0.033 0.035 8.598 0.013 Sunset Highlands 3/12/2025 1:13:59 PM Page 21 StormTech 2 Chamber Model:740 Dimensions Max Row Length:125 Number of Chambers:90 Number of Endcaps:12 Top Stone Depth:6 Bottom Stone Depth:9 Discharge Structure Riser Height:2.75 ft. Riser Diameter:18 in. Notch Type:Rectangular Notch Width:0.010 ft. Notch Height:1.237 ft. Orifice 1 Diameter:0.650 in.Elevation:0 ft. Element Flow Outlets: Outlet 1 Outlet 2 Outlets Flow To: StormTech Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.069 0.000 0.000 0.000 0.0833 0.074 0.002 0.003 0.000 0.1667 0.074 0.004 0.004 0.000 0.2500 0.074 0.007 0.005 0.000 0.3333 0.074 0.009 0.006 0.000 0.4167 0.074 0.011 0.007 0.000 0.5000 0.074 0.014 0.008 0.000 0.5833 0.074 0.016 0.008 0.000 0.6667 0.074 0.018 0.009 0.000 0.7500 0.074 0.021 0.009 0.000 0.8333 0.074 0.026 0.010 0.000 0.9167 0.074 0.031 0.011 0.000 1.0000 0.074 0.036 0.011 0.000 1.0833 0.074 0.041 0.011 0.000 1.1667 0.074 0.046 0.012 0.000 1.2500 0.074 0.051 0.012 0.000 1.3333 0.074 0.056 0.013 0.000 1.4167 0.074 0.060 0.013 0.000 1.5000 0.074 0.065 0.014 0.000 1.5833 0.074 0.070 0.015 0.000 1.6667 0.074 0.075 0.016 0.000 1.7500 0.074 0.079 0.018 0.000 1.8333 0.074 0.084 0.020 0.000 1.9167 0.074 0.089 0.023 0.000 2.0000 0.074 0.093 0.025 0.000 2.0833 0.074 0.097 0.028 0.000 2.1667 0.074 0.102 0.031 0.000 2.2500 0.074 0.106 0.034 0.000 2.3333 0.074 0.110 0.037 0.000 2.4167 0.074 0.114 0.040 0.000 2.5000 0.074 0.119 0.043 0.000 2.5833 0.074 0.122 0.046 0.000 2.6667 0.074 0.126 0.050 0.000 2.7500 0.074 0.130 0.053 0.000 0.127 AC-FT REQUIRED ATRISER HEAD 0.158 AC-FT PROVIDED AT RISER HEAD Sunset Highlands 3/12/2025 1:13:59 PM Page 22 2.8333 0.074 0.133 0.436 0.000 2.9167 0.074 0.137 1.128 0.000 3.0000 0.074 0.140 1.993 0.000 3.0833 0.074 0.142 2.937 0.000 3.1667 0.074 0.145 3.867 0.000 3.2500 0.074 0.147 4.694 0.000 3.3333 0.074 0.150 5.349 0.000 3.4167 0.074 0.152 5.810 0.000 3.5000 0.074 0.154 6.128 0.000 3.5833 0.074 0.157 6.525 0.000 3.6667 0.074 0.159 6.841 0.000 3.7500 0.074 0.161 7.143 0.000 Sunset Highlands 3/12/2025 1:13:59 PM Page 23 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.69 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.255 Total Impervious Area:0.432248 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.026955 5 year 0.04444 10 year 0.057713 25 year 0.076262 50 year 0.091305 100 year 0.107356 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.021747 5 year 0.031744 10 year 0.039332 25 year 0.050075 50 year 0.058951 100 year 0.068606 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.033 0.030 1950 0.039 0.031 1951 0.055 0.040 1952 0.019 0.014 1953 0.016 0.013 1954 0.023 0.017 1955 0.035 0.019 1956 0.028 0.020 1957 0.026 0.024 1958 0.026 0.015 Sunset Highlands 3/12/2025 1:14:38 PM Page 24 1959 0.022 0.014 1960 0.043 0.034 1961 0.022 0.021 1962 0.015 0.012 1963 0.021 0.020 1964 0.026 0.019 1965 0.020 0.021 1966 0.017 0.015 1967 0.041 0.032 1968 0.024 0.020 1969 0.023 0.024 1970 0.019 0.019 1971 0.025 0.024 1972 0.042 0.027 1973 0.020 0.014 1974 0.023 0.020 1975 0.032 0.025 1976 0.023 0.019 1977 0.008 0.013 1978 0.019 0.018 1979 0.012 0.012 1980 0.060 0.035 1981 0.018 0.020 1982 0.042 0.043 1983 0.029 0.020 1984 0.018 0.014 1985 0.011 0.019 1986 0.045 0.023 1987 0.041 0.028 1988 0.018 0.014 1989 0.011 0.012 1990 0.115 0.053 1991 0.052 0.041 1992 0.022 0.017 1993 0.021 0.014 1994 0.009 0.011 1995 0.028 0.018 1996 0.066 0.039 1997 0.052 0.038 1998 0.019 0.020 1999 0.072 0.040 2000 0.020 0.019 2001 0.005 0.015 2002 0.028 0.032 2003 0.038 0.024 2004 0.044 0.056 2005 0.029 0.022 2006 0.030 0.021 2007 0.085 0.061 2008 0.091 0.061 2009 0.041 0.028 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1154 0.0610 2 0.0907 0.0606 3 0.0854 0.0561 Sunset Highlands 3/12/2025 1:14:38 PM Page 25 4 0.0719 0.0530 5 0.0658 0.0429 6 0.0603 0.0408 7 0.0554 0.0404 8 0.0520 0.0398 9 0.0520 0.0388 10 0.0451 0.0382 11 0.0445 0.0345 12 0.0430 0.0337 13 0.0423 0.0322 14 0.0419 0.0319 15 0.0414 0.0314 16 0.0410 0.0298 17 0.0408 0.0281 18 0.0385 0.0280 19 0.0384 0.0269 20 0.0350 0.0248 21 0.0330 0.0245 22 0.0321 0.0243 23 0.0303 0.0240 24 0.0292 0.0238 25 0.0288 0.0227 26 0.0285 0.0219 27 0.0280 0.0212 28 0.0280 0.0208 29 0.0264 0.0205 30 0.0261 0.0204 31 0.0257 0.0202 32 0.0246 0.0199 33 0.0239 0.0199 34 0.0231 0.0199 35 0.0228 0.0197 36 0.0227 0.0196 37 0.0225 0.0194 38 0.0222 0.0193 39 0.0217 0.0191 40 0.0215 0.0190 41 0.0211 0.0187 42 0.0210 0.0187 43 0.0201 0.0182 44 0.0200 0.0177 45 0.0197 0.0169 46 0.0194 0.0166 47 0.0192 0.0154 48 0.0186 0.0150 49 0.0185 0.0145 50 0.0182 0.0145 51 0.0178 0.0144 52 0.0176 0.0143 53 0.0175 0.0143 54 0.0157 0.0142 55 0.0146 0.0136 56 0.0119 0.0132 57 0.0111 0.0130 58 0.0106 0.0125 59 0.0086 0.0124 60 0.0079 0.0122 61 0.0052 0.0111 Sunset Highlands 3/12/2025 1:14:39 PM Page 26 Sunset Highlands 3/12/2025 1:14:39 PM Page 27 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0135 18465 15995 86 Pass 0.0143 16095 11150 69 Pass 0.0150 14333 8322 58 Pass 0.0158 12694 6083 47 Pass 0.0166 11180 4616 41 Pass 0.0174 9903 3839 38 Pass 0.0182 8819 3296 37 Pass 0.0190 7833 2804 35 Pass 0.0198 7007 2443 34 Pass 0.0206 6293 2162 34 Pass 0.0213 5679 1970 34 Pass 0.0221 5172 1799 34 Pass 0.0229 4697 1686 35 Pass 0.0237 4280 1580 36 Pass 0.0245 3906 1478 37 Pass 0.0253 3527 1353 38 Pass 0.0261 3183 1232 38 Pass 0.0268 2864 1105 38 Pass 0.0276 2594 1012 39 Pass 0.0284 2353 909 38 Pass 0.0292 2137 825 38 Pass 0.0300 1953 762 39 Pass 0.0308 1795 697 38 Pass 0.0316 1669 642 38 Pass 0.0323 1514 586 38 Pass 0.0331 1343 517 38 Pass 0.0339 1223 466 38 Pass 0.0347 1123 421 37 Pass 0.0355 1042 374 35 Pass 0.0363 970 339 34 Pass 0.0371 910 305 33 Pass 0.0378 838 273 32 Pass 0.0386 766 251 32 Pass 0.0394 704 229 32 Pass 0.0402 634 210 33 Pass 0.0410 570 189 33 Pass 0.0418 488 177 36 Pass 0.0426 425 167 39 Pass 0.0434 376 158 42 Pass 0.0441 341 147 43 Pass 0.0449 307 138 44 Pass 0.0457 271 130 47 Pass 0.0465 235 121 51 Pass 0.0473 196 114 58 Pass 0.0481 171 106 61 Pass 0.0489 145 100 68 Pass 0.0496 125 96 76 Pass 0.0504 107 90 84 Pass 0.0512 95 85 89 Pass 0.0520 84 78 92 Pass 0.0528 71 71 100 Pass 0.0536 61 64 104 Pass 0.0544 55 55 100 Pass Sunset Highlands 3/12/2025 1:14:39 PM Page 28 0.0551 45 36 80 Pass 0.0559 40 27 67 Pass 0.0567 37 20 54 Pass 0.0575 35 19 54 Pass 0.0583 29 14 48 Pass 0.0591 25 11 44 Pass 0.0599 22 7 31 Pass 0.0606 17 1 5 Pass 0.0614 15 0 0 Pass 0.0622 11 0 0 Pass 0.0630 9 0 0 Pass 0.0638 8 0 0 Pass 0.0646 8 0 0 Pass 0.0654 8 0 0 Pass 0.0661 7 0 0 Pass 0.0669 7 0 0 Pass 0.0677 7 0 0 Pass 0.0685 7 0 0 Pass 0.0693 7 0 0 Pass 0.0701 7 0 0 Pass 0.0709 7 0 0 Pass 0.0717 6 0 0 Pass 0.0724 5 0 0 Pass 0.0732 5 0 0 Pass 0.0740 5 0 0 Pass 0.0748 4 0 0 Pass 0.0756 4 0 0 Pass 0.0764 4 0 0 Pass 0.0772 4 0 0 Pass 0.0779 4 0 0 Pass 0.0787 4 0 0 Pass 0.0795 4 0 0 Pass 0.0803 4 0 0 Pass 0.0811 4 0 0 Pass 0.0819 4 0 0 Pass 0.0827 3 0 0 Pass 0.0834 3 0 0 Pass 0.0842 3 0 0 Pass 0.0850 3 0 0 Pass 0.0858 2 0 0 Pass 0.0866 2 0 0 Pass 0.0874 2 0 0 Pass 0.0882 2 0 0 Pass 0.0889 2 0 0 Pass 0.0897 2 0 0 Pass 0.0905 2 0 0 Pass 0.0913 1 0 0 Pass Sunset Highlands 3/12/2025 1:14:39 PM Page 29 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Sunset Highlands 3/12/2025 1:14:39 PM Page 30 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Sunset Highlands 3/12/2025 1:14:39 PM Page 31 Appendix Predeveloped Schematic Sunset Highlands 3/12/2025 1:14:40 PM Page 32 Mitigated Schematic Sunset Highlands 3/12/2025 1:14:43 PM Page 33 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Sunset Highlands.wdm MESSU 25 PreSunset Highlands.MES 27 PreSunset Highlands.L61 28 PreSunset Highlands.L62 30 POCSunset Highlands1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Predeveloped Basin MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Sunset Highlands 3/12/2025 1:14:43 PM Page 34 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Sunset Highlands 3/12/2025 1:14:43 PM Page 35 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Predeveloped Basin*** PERLND 10 0.69 COPY 501 12 PERLND 10 0.69 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC Sunset Highlands 3/12/2025 1:14:43 PM Page 36 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN Sunset Highlands 3/12/2025 1:14:43 PM Page 37 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Sunset Highlands.wdm MESSU 25 MitSunset Highlands.MES 27 MitSunset Highlands.L61 28 MitSunset Highlands.L62 30 POCSunset Highlands1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 IMPLND 8 IMPLND 4 IMPLND 17 PERLND 38 PERLND 39 GENER 2 RCHRES 1 RCHRES 2 IMPLND 19 RCHRES 3 IMPLND 18 RCHRES 4 RCHRES 5 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 StormTech 2 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 END OPCODE PARM # # K *** 2 0. END PARM END GENER PERLND GEN-INFO Sunset Highlands 3/12/2025 1:14:43 PM Page 38 <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 38 A/B, Lawn, Flat 1 1 1 1 27 0 39 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 38 0 0 1 0 0 0 0 0 0 0 0 0 39 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 38 0 0 4 0 0 0 0 0 0 0 0 0 1 9 39 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 38 0 5 0.8 400 0.05 0.3 0.996 39 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 38 0 0 2 2 0 0 0 39 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 38 0.1 0.5 0.25 0 0.7 0.25 39 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 38 0 0 0 0 3 1 0 39 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** Sunset Highlands 3/12/2025 1:14:43 PM Page 39 # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 17 SIDEWALKS/FLAT 1 1 1 27 0 19 Porous Pavement 1 1 1 27 0 18 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 8 0 0 1 0 0 0 4 0 0 1 0 0 0 17 0 0 1 0 0 0 19 0 0 1 0 0 0 18 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 8 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 17 0 0 4 0 0 0 1 9 19 0 0 4 0 0 0 1 9 18 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 8 0 0 0 0 0 4 0 0 0 0 0 17 0 0 0 0 0 19 0 0 0 0 0 18 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 17 400 0.01 0.1 0.1 19 400 0.01 0.1 0.1 18 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 8 0 0 4 0 0 17 0 0 19 0 0 18 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 Sunset Highlands 3/12/2025 1:14:43 PM Page 40 8 0 0 4 0 0 17 0 0 19 0 0 18 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** BASIN 2*** PERLND 16 0.03 RCHRES 5 2 PERLND 16 0.03 RCHRES 5 3 IMPLND 1 0.096 RCHRES 5 5 IMPLND 8 0.016 RCHRES 5 5 BASIN 3*** PERLND 16 0.005 RCHRES 1 2 PERLND 16 0.005 RCHRES 1 3 IMPLND 1 0.11 RCHRES 1 5 Basin 1*** PERLND 16 0.11 RCHRES 5 2 PERLND 16 0.11 RCHRES 5 3 IMPLND 4 0.12 RCHRES 5 5 SIDEWALK BASIN 4*** IMPLND 17 0.5378 IMPLND 18 53 LANDSCAPE BASIN 4*** PERLND 38 0.2689 IMPLND 18 54 PERLND 38 0.2689 IMPLND 18 55 IMPLND 18 0.0372 RCHRES 4 5 LANDSCAPE BASIN 5*** PERLND 39 0.605 IMPLND 19 54 PERLND 39 0.605 IMPLND 19 55 IMPLND 19 0.0331 RCHRES 3 5 bypass basin*** PERLND 16 0.08 COPY 501 12 PERLND 16 0.08 COPY 601 12 PERLND 16 0.08 COPY 501 13 PERLND 16 0.08 COPY 601 13 ******Routing****** PERLND 16 0.03 COPY 1 12 IMPLND 1 0.096 COPY 1 15 IMPLND 8 0.016 COPY 1 15 PERLND 16 0.03 COPY 1 13 RCHRES 2 1 RCHRES 5 7 RCHRES 2 COPY 1 17 RCHRES 1 1 RCHRES 5 7 RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES 2 8 PERLND 16 0.11 COPY 1 12 IMPLND 4 0.12 COPY 1 15 PERLND 16 0.11 COPY 1 13 RCHRES 4 1 RCHRES 5 7 RCHRES 4 COPY 1 17 RCHRES 3 1 RCHRES 5 7 RCHRES 3 COPY 1 17 RCHRES 5 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Sunset Highlands 3/12/2025 1:14:43 PM Page 41 <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Surface tion BAS-017 2 1 1 1 28 0 1 2 Bioretention BAS-016 2 1 1 1 28 0 1 3 Permeable Paveme-022 2 1 1 1 28 0 1 4 Permeable Paveme-021 2 1 1 1 28 0 1 5 StormTech 2 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.02 0.0 0.0 0.0 0.0 3 3 0.02 0.0 0.0 0.5 0.0 4 4 0.02 0.0 0.0 0.5 0.0 5 5 0.02 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES Sunset Highlands 3/12/2025 1:14:43 PM Page 42 SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 640.54 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 56 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.031635 0.000000 0.000000 0.000000 0.027473 0.031407 0.000140 0.000000 0.000000 0.054945 0.031029 0.000285 0.000000 0.000000 0.082418 0.030651 0.000435 0.000000 0.000000 0.109890 0.030272 0.000589 0.000000 0.000000 0.137363 0.029894 0.000749 0.000000 0.000006 0.164835 0.029515 0.000913 0.000000 0.000150 0.192308 0.029137 0.001081 0.000000 0.000217 0.219780 0.028759 0.001255 0.000000 0.000299 0.247253 0.028380 0.001433 0.000000 0.000397 0.274725 0.028002 0.001616 0.000000 0.000511 0.302198 0.027623 0.001804 0.000000 0.000644 0.329670 0.027245 0.001997 0.000000 0.000795 0.357143 0.026867 0.002194 0.000000 0.000965 0.384615 0.026488 0.002396 0.000000 0.001156 0.412088 0.026110 0.002603 0.000000 0.001367 0.439560 0.025731 0.002814 0.000000 0.001601 0.467033 0.025353 0.003031 0.000000 0.001856 0.494505 0.024975 0.003252 0.000000 0.002134 0.521978 0.024596 0.003477 0.000000 0.002436 0.549451 0.024218 0.003708 0.000000 0.002763 0.576923 0.023839 0.003943 0.000000 0.003114 0.604396 0.023461 0.004183 0.000000 0.003490 0.631868 0.023082 0.004428 0.000000 0.003893 0.659341 0.022704 0.004678 0.000000 0.004323 0.686813 0.022326 0.004932 0.000000 0.004426 0.714286 0.021947 0.005191 0.000000 0.004426 0.741758 0.021569 0.005455 0.000000 0.004426 0.769231 0.021190 0.005724 0.000000 0.004426 0.796703 0.020812 0.005997 0.000000 0.004426 0.824176 0.020434 0.006275 0.000000 0.004426 0.851648 0.020055 0.006558 0.000000 0.004426 0.879121 0.019677 0.006846 0.000000 0.004426 0.906593 0.019298 0.007138 0.000000 0.004426 Sunset Highlands 3/12/2025 1:14:43 PM Page 43 0.934066 0.018920 0.007435 0.000000 0.004426 0.961538 0.018542 0.007737 0.000000 0.004426 0.989011 0.018163 0.008044 0.000000 0.004426 1.016484 0.017785 0.008355 0.000000 0.004426 1.043956 0.017406 0.008671 0.000000 0.004426 1.071429 0.017028 0.008992 0.000000 0.004426 1.098901 0.016650 0.009318 0.000000 0.004426 1.126374 0.016271 0.009648 0.000000 0.004426 1.153846 0.015893 0.009983 0.000000 0.004426 1.181319 0.015514 0.010323 0.000000 0.004426 1.208791 0.015136 0.010668 0.000000 0.004426 1.236264 0.014757 0.011017 0.000000 0.004426 1.263736 0.014379 0.011371 0.000000 0.004426 1.291209 0.014001 0.011730 0.000000 0.004426 1.318681 0.013622 0.012094 0.000000 0.004426 1.346154 0.013244 0.012462 0.000000 0.004426 1.373626 0.012865 0.012836 0.000000 0.004426 1.401099 0.012487 0.013213 0.000000 0.004426 1.428571 0.012109 0.013596 0.000000 0.004426 1.456044 0.011730 0.013984 0.000000 0.004426 1.483516 0.011352 0.014376 0.000000 0.004426 1.500000 0.010973 0.014705 0.000000 0.004426 END FTABLE 2 FTABLE 1 38 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.010973 0.000000 0.000000 0.000000 0.027473 0.032013 0.000874 0.000000 0.033194 0.054945 0.032391 0.001759 0.000000 0.034410 0.082418 0.032770 0.002654 0.000000 0.035018 0.109890 0.033148 0.003559 0.000000 0.035626 0.137363 0.033527 0.004475 0.000000 0.036234 0.164835 0.033905 0.005402 0.000000 0.036842 0.192308 0.034283 0.006338 0.000000 0.037450 0.219780 0.034662 0.007285 0.000000 0.038058 0.247253 0.035040 0.008243 0.000000 0.038666 0.274725 0.035419 0.009211 0.000000 0.039274 0.302198 0.035797 0.010189 0.000000 0.039882 0.329670 0.036175 0.011177 0.000000 0.040490 0.357143 0.036554 0.012176 0.000000 0.041098 0.384615 0.036932 0.013186 0.000000 0.041706 0.412088 0.037311 0.014206 0.000000 0.042314 0.439560 0.037689 0.015236 0.000000 0.042922 0.467033 0.038067 0.016277 0.000000 0.043530 0.494505 0.038446 0.017328 0.000000 0.044138 0.521978 0.038824 0.018389 0.034569 0.044259 0.549451 0.039203 0.019461 0.116539 0.044259 0.576923 0.039581 0.020543 0.225672 0.044259 0.604396 0.039960 0.021636 0.355486 0.044259 0.631868 0.040338 0.022739 0.501498 0.044259 0.659341 0.040716 0.023852 0.659695 0.044259 0.686813 0.041095 0.024976 0.826090 0.044259 0.714286 0.041473 0.026110 0.996598 0.044259 0.741758 0.041852 0.027254 1.167052 0.044259 0.769231 0.042230 0.028409 1.333311 0.044259 0.796703 0.042608 0.029575 1.491422 0.044259 0.824176 0.042987 0.030751 1.637810 0.044259 0.851648 0.043365 0.031937 1.769522 0.044259 0.879121 0.043744 0.033133 1.884482 0.044259 0.906593 0.044122 0.034340 1.981777 0.044259 0.934066 0.044500 0.035558 2.061968 0.044259 0.961538 0.044879 0.036785 2.127417 0.044259 0.989011 0.045257 0.038023 2.182633 0.044259 1.000000 0.045409 0.038522 2.263538 0.044259 END FTABLE 1 FTABLE 4 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** Sunset Highlands 3/12/2025 1:14:43 PM Page 44 0.000000 0.037190 0.000000 0.000000 0.000000 0.023333 0.037190 0.000347 0.000000 0.015000 0.046667 0.037190 0.000694 0.000000 0.015000 0.070000 0.037190 0.001041 0.000000 0.015000 0.093333 0.037190 0.001388 0.000000 0.015000 0.116667 0.037190 0.001736 0.000000 0.015000 0.140000 0.037190 0.002083 0.000000 0.015000 0.163333 0.037190 0.002430 0.000000 0.015000 0.186667 0.037190 0.002777 0.000000 0.015000 0.210000 0.037190 0.003124 0.000000 0.015000 0.233333 0.037190 0.003471 0.000000 0.015000 0.256667 0.037190 0.003818 0.000000 0.015000 0.280000 0.037190 0.004165 0.000000 0.015000 0.303333 0.037190 0.004512 0.000000 0.015000 0.326667 0.037190 0.004860 0.000000 0.015000 0.350000 0.037190 0.005207 0.000000 0.015000 0.373333 0.037190 0.005554 0.000000 0.015000 0.396667 0.037190 0.005901 0.000000 0.015000 0.420000 0.037190 0.006248 0.000000 0.015000 0.443333 0.037190 0.006595 0.000000 0.015000 0.466667 0.037190 0.006942 0.000000 0.015000 0.490000 0.037190 0.007289 0.000000 0.015000 0.513333 0.037190 0.007593 0.000000 0.015000 0.536667 0.037190 0.007897 0.000000 0.015000 0.560000 0.037190 0.008200 0.000000 0.015000 0.583333 0.037190 0.008504 0.000000 0.015000 0.606667 0.037190 0.008808 0.000000 0.015000 0.630000 0.037190 0.009112 0.000000 0.015000 0.653333 0.037190 0.009415 0.000000 0.015000 0.676667 0.037190 0.009719 0.000000 0.015000 0.700000 0.037190 0.010023 0.000000 0.015000 0.723333 0.037190 0.010326 0.000000 0.015000 0.746667 0.037190 0.010630 0.000000 0.015000 0.770000 0.037190 0.010934 0.000000 0.015000 0.793333 0.037190 0.011238 0.000000 0.015000 0.816667 0.037190 0.011541 0.000000 0.015000 0.840000 0.037190 0.011585 0.000000 0.015000 0.863333 0.037190 0.011628 0.000000 0.015000 0.886667 0.037190 0.011671 0.000000 0.015000 0.910000 0.037190 0.011715 0.000000 0.015000 0.933333 0.037190 0.011758 0.000000 0.015000 0.956667 0.037190 0.011802 0.000000 0.015000 0.980000 0.037190 0.011845 0.000000 0.015000 1.003333 0.037190 0.011888 0.000000 0.015000 1.026667 0.037190 0.011932 0.000000 0.015000 1.050000 0.037190 0.011975 0.000000 0.015000 1.073333 0.037190 0.012019 0.000000 0.015000 1.096667 0.037190 0.012062 0.000000 0.015000 1.120000 0.037190 0.012105 0.000000 0.015000 1.143333 0.037190 0.012149 0.000000 0.015000 1.166667 0.037190 0.012192 0.000000 0.015000 1.190000 0.037190 0.012236 0.000000 0.015000 1.213333 0.037190 0.012279 0.000000 0.015000 1.236667 0.037190 0.012322 0.000000 0.015000 1.260000 0.037190 0.012366 0.000000 0.015000 1.283333 0.037190 0.012409 0.000000 0.015000 1.306667 0.037190 0.012452 0.000000 0.015000 1.330000 0.037190 0.012496 0.000000 0.015000 1.353333 0.037190 0.013364 0.000000 0.015000 1.376667 0.037190 0.014231 0.000000 0.015000 1.400000 0.037190 0.015099 0.000000 0.015000 1.423333 0.037190 0.015967 0.000000 0.015000 1.446667 0.037190 0.016835 0.026602 0.015000 1.470000 0.037190 0.017702 0.118500 0.015000 1.493333 0.037190 0.018570 0.246746 0.015000 1.516667 0.037190 0.019438 0.402942 0.015000 1.540000 0.037190 0.020306 0.582760 0.015000 1.563333 0.037190 0.021174 0.783425 0.015000 1.586667 0.037190 0.022041 1.002960 0.015000 1.610000 0.037190 0.022909 1.239864 0.015000 Sunset Highlands 3/12/2025 1:14:43 PM Page 45 1.633333 0.037190 0.023777 1.492946 0.015000 1.656667 0.037190 0.024645 1.761230 0.015000 1.680000 0.037190 0.025512 2.043900 0.015000 1.703333 0.037190 0.026380 2.340257 0.015000 1.726667 0.037190 0.027248 2.649697 0.015000 1.750000 0.037190 0.028116 2.971687 0.015000 1.773333 0.037190 0.028983 3.305757 0.015000 1.796667 0.037190 0.029851 3.651485 0.015000 1.820000 0.037190 0.030719 4.008489 0.015000 1.843333 0.037190 0.031587 4.376424 0.015000 1.866667 0.037190 0.032455 4.754976 0.015000 1.890000 0.037190 0.033322 5.143853 0.015000 1.913333 0.037190 0.034190 5.542789 0.015000 1.936667 0.037190 0.035058 5.951536 0.015000 1.960000 0.037190 0.035926 6.369864 0.015000 1.983333 0.037190 0.036793 6.797559 0.015000 2.006667 0.037190 0.037661 7.234419 0.015000 2.030000 0.037190 0.038529 7.680257 0.015000 2.053333 0.037190 0.039397 8.134894 0.015000 2.076667 0.037190 0.040264 8.598165 0.015000 END FTABLE 4 FTABLE 3 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.033058 0.000000 0.000000 0.000000 0.023333 0.033058 0.000309 0.000000 0.013333 0.046667 0.033058 0.000617 0.000000 0.013333 0.070000 0.033058 0.000926 0.000000 0.013333 0.093333 0.033058 0.001234 0.000000 0.013333 0.116667 0.033058 0.001543 0.000000 0.013333 0.140000 0.033058 0.001851 0.000000 0.013333 0.163333 0.033058 0.002160 0.000000 0.013333 0.186667 0.033058 0.002468 0.000000 0.013333 0.210000 0.033058 0.002777 0.000000 0.013333 0.233333 0.033058 0.003085 0.000000 0.013333 0.256667 0.033058 0.003394 0.000000 0.013333 0.280000 0.033058 0.003702 0.000000 0.013333 0.303333 0.033058 0.004011 0.000000 0.013333 0.326667 0.033058 0.004320 0.000000 0.013333 0.350000 0.033058 0.004628 0.000000 0.013333 0.373333 0.033058 0.004937 0.000000 0.013333 0.396667 0.033058 0.005245 0.000000 0.013333 0.420000 0.033058 0.005554 0.000000 0.013333 0.443333 0.033058 0.005862 0.000000 0.013333 0.466667 0.033058 0.006171 0.000000 0.013333 0.490000 0.033058 0.006479 0.000000 0.013333 0.513333 0.033058 0.006749 0.000000 0.013333 0.536667 0.033058 0.007019 0.000000 0.013333 0.560000 0.033058 0.007289 0.000000 0.013333 0.583333 0.033058 0.007559 0.000000 0.013333 0.606667 0.033058 0.007829 0.000000 0.013333 0.630000 0.033058 0.008099 0.000000 0.013333 0.653333 0.033058 0.008369 0.000000 0.013333 0.676667 0.033058 0.008639 0.000000 0.013333 0.700000 0.033058 0.008909 0.000000 0.013333 0.723333 0.033058 0.009179 0.000000 0.013333 0.746667 0.033058 0.009449 0.000000 0.013333 0.770000 0.033058 0.009719 0.000000 0.013333 0.793333 0.033058 0.009989 0.000000 0.013333 0.816667 0.033058 0.010259 0.000000 0.013333 0.840000 0.033058 0.010298 0.000000 0.013333 0.863333 0.033058 0.010336 0.000000 0.013333 0.886667 0.033058 0.010375 0.000000 0.013333 0.910000 0.033058 0.010413 0.000000 0.013333 0.933333 0.033058 0.010452 0.000000 0.013333 0.956667 0.033058 0.010490 0.000000 0.013333 0.980000 0.033058 0.010529 0.000000 0.013333 1.003333 0.033058 0.010567 0.000000 0.013333 1.026667 0.033058 0.010606 0.000000 0.013333 Sunset Highlands 3/12/2025 1:14:43 PM Page 46 1.050000 0.033058 0.010645 0.000000 0.013333 1.073333 0.033058 0.010683 0.000000 0.013333 1.096667 0.033058 0.010722 0.000000 0.013333 1.120000 0.033058 0.010760 0.000000 0.013333 1.143333 0.033058 0.010799 0.000000 0.013333 1.166667 0.033058 0.010837 0.000000 0.013333 1.190000 0.033058 0.010876 0.000000 0.013333 1.213333 0.033058 0.010915 0.000000 0.013333 1.236667 0.033058 0.010953 0.000000 0.013333 1.260000 0.033058 0.010992 0.000000 0.013333 1.283333 0.033058 0.011030 0.000000 0.013333 1.306667 0.033058 0.011069 0.000000 0.013333 1.330000 0.033058 0.011107 0.000000 0.013333 1.353333 0.033058 0.011879 0.000000 0.013333 1.376667 0.033058 0.012650 0.000000 0.013333 1.400000 0.033058 0.013421 0.000000 0.013333 1.423333 0.033058 0.014193 0.000000 0.013333 1.446667 0.033058 0.014964 0.026602 0.013333 1.470000 0.033058 0.015736 0.118500 0.013333 1.493333 0.033058 0.016507 0.246746 0.013333 1.516667 0.033058 0.017278 0.402942 0.013333 1.540000 0.033058 0.018050 0.582760 0.013333 1.563333 0.033058 0.018821 0.783425 0.013333 1.586667 0.033058 0.019592 1.002960 0.013333 1.610000 0.033058 0.020364 1.239864 0.013333 1.633333 0.033058 0.021135 1.492946 0.013333 1.656667 0.033058 0.021906 1.761230 0.013333 1.680000 0.033058 0.022678 2.043900 0.013333 1.703333 0.033058 0.023449 2.340257 0.013333 1.726667 0.033058 0.024220 2.649697 0.013333 1.750000 0.033058 0.024992 2.971687 0.013333 1.773333 0.033058 0.025763 3.305757 0.013333 1.796667 0.033058 0.026534 3.651485 0.013333 1.820000 0.033058 0.027306 4.008489 0.013333 1.843333 0.033058 0.028077 4.376424 0.013333 1.866667 0.033058 0.028848 4.754976 0.013333 1.890000 0.033058 0.029620 5.143853 0.013333 1.913333 0.033058 0.030391 5.542789 0.013333 1.936667 0.033058 0.031163 5.951536 0.013333 1.960000 0.033058 0.031934 6.369864 0.013333 1.983333 0.033058 0.032705 6.797559 0.013333 2.006667 0.033058 0.033477 7.234419 0.013333 2.030000 0.033058 0.034248 7.680257 0.013333 2.053333 0.033058 0.035019 8.134894 0.013333 2.076667 0.033058 0.035791 8.598165 0.013333 END FTABLE 3 FTABLE 5 46 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.069843 0.000000 0.000000 0.083333 0.073983 0.002331 0.003314 0.166667 0.073983 0.004662 0.004687 0.250000 0.073983 0.007002 0.005740 0.333333 0.073983 0.009332 0.006628 0.416667 0.073983 0.011667 0.007411 0.500000 0.073983 0.014002 0.008118 0.583333 0.073983 0.016336 0.008769 0.666667 0.073983 0.018671 0.009374 0.750000 0.073983 0.021006 0.009943 0.833333 0.073983 0.026073 0.010481 0.916667 0.073983 0.031122 0.010992 1.000000 0.073983 0.036153 0.011481 1.083333 0.073983 0.041148 0.011950 1.166667 0.073983 0.046116 0.012401 1.250000 0.073983 0.051057 0.012836 1.333333 0.073983 0.055962 0.013257 1.416667 0.073983 0.060822 0.013665 1.500000 0.073983 0.065637 0.014061 1.583333 0.073983 0.070416 0.015025 Sunset Highlands 3/12/2025 1:14:43 PM Page 47 1.666667 0.073983 0.075141 0.016664 1.750000 0.073983 0.079821 0.018659 1.833333 0.073983 0.084447 0.020908 1.916667 0.073983 0.089010 0.023347 2.000000 0.073983 0.093510 0.025935 2.083333 0.073983 0.097947 0.028637 2.166667 0.073983 0.102312 0.031427 2.250000 0.073983 0.106596 0.034282 2.333333 0.073983 0.110817 0.037181 2.416667 0.073983 0.114948 0.040108 2.500000 0.073983 0.118953 0.043047 2.583333 0.073983 0.122850 0.046473 2.666667 0.073983 0.126648 0.050104 2.750000 0.073983 0.130302 0.053854 2.833333 0.073983 0.133812 0.436432 2.916667 0.073983 0.137133 1.128692 3.000000 0.073983 0.140211 1.993131 3.083333 0.073983 0.142884 2.937494 3.166667 0.073983 0.145413 3.867865 3.250000 0.073983 0.147816 4.694605 3.333333 0.073983 0.150147 5.349719 3.416667 0.073983 0.152478 5.810531 3.500000 0.073983 0.154818 6.127971 3.583333 0.073983 0.157148 6.525761 3.666667 0.073983 0.159483 6.841767 3.750000 0.073983 0.161817 7.143715 END FTABLE 5 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1.167 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 5 HYDR RO 1 1 1 WDM 1018 FLOW ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 Sunset Highlands 3/12/2025 1:14:43 PM Page 48 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 MASS-LINK 53 IMPLND IWATER SURO IMPLND EXTNL SURLI END MASS-LINK 53 MASS-LINK 54 PERLND PWATER SURO IMPLND EXTNL SURLI END MASS-LINK 54 MASS-LINK 55 PERLND PWATER IFWO IMPLND EXTNL SURLI END MASS-LINK 55 END MASS-LINK END RUN Sunset Highlands 3/12/2025 1:14:43 PM Page 49 Predeveloped HSPF Message File Sunset Highlands 3/12/2025 1:14:43 PM Page 50 Mitigated HSPF Message File Sunset Highlands 3/12/2025 1:14:43 PM Page 51 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2025; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS 2230621.10 CONVEYANCE ANALYSIS C-4 DISCHARGE PIPE CAPACITY FLOW FREQUENCIES NOTE: MITIGATED FLOW IS BEFORE DETENTION AND FLOW MITIGATION. 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS 2230621.10 CONVEYANCE ANALYSIS C-4 SCOURING VELOCITY 2 YEAR STORM EVENT 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX SUNSET HIGHLANDS WQ CALCS EXHIBIT C-5 WATER QUALITY PRE-DETENTION: Basin 2 Areas and flows: 4x6 Surface Collection BioPod: Treatment Capacity: 0.074 > 0.0215 Bypass: 2.0 > 0.1083 Therefore, a 4x6 Curb Inlet BioPod is sufficiently sized. 3'-0" 6" 6" TOP SLAB 4'-0" 36"X36" ACCESS HATCH ELEVATION VIEW 2'-0"2'-0" 4'-0" 1'-0" 6'-0" 7'-0" 4'-0"5'-0" ALTERNATE OUTLET LOCATION PLAN VIEW LEFT END VIEW 1'-0" INLET Ø12" RCP MAX. OUTLET UNDERDRAIN PIPE ALTERNATE INLET LOCATIONS AVAILABLE 2'-0" 18"X36" ACCESS HATCH BYPASS WEIR/OUTLET BAY OPENING TO BIOFILTRATION CHAMBER INLET CONTOUR RACK WITH PERFORATED FLOOR 24"x7" OPENING FOR CURB INLETSEE CURB INLET DETAIL THIS SHEET CURB INLET DETAIL CURB INLET WITH 6" NOSING 2" MULCH 1'-6" StormMix™ MEDIA 6" DRAIN ROCK CAST-IN PLACE CURB & GUTTER BY OTHERS 7" 4"-6" RECOMMENDED CURB INLET THROAT OPENING Bioretention/ Biofiltration Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.COPYRIGHT © 2021 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. SHEET NAME REVISION SHEET REV DATE - BioPod™ Biofilter System CUSTOMER PROJECT NAME - - - (STANDARD) 1 OF 1Specifier Drawing BPS-46IB Surface Vault with Internal Bypass PERFORMANCE SPECIFICATIONS Treatment Flow Capacities: NJDEP 80% Removal, 75 micron 0.083 cfs WA Ecology GULD - Basic, Enhanced & Phosphorus 0.074 cfs *Contact Oldcastle for alternative treatment flow capacities. Bypass Capacity 2.0 cfs NOTES: 1.DESIGN LOADINGS: A.300 PSF PEDESTRIAN LOADING B.DESIGN SOIL COVER: 0' MAXIMUM C.ASSUMED WATER TABLE: BELOW BASE OF PRECAST (ENGINEER-OF-RECORD TO CONFIRM SITE WATER TABLE ELEVATION) D.LATERAL EARTH PRESSURE: 45 PCF (DRAINED) E.LATERAL LIVE LOAD SURCHARGE: 80 PSF (APPLIED TO 8'-0" BELOW GRADE) F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28-DAY MINIMUM COMPRESSIVE STRENGTH: 5,000 PSI MINIMUM. 3.REINFORCING: REBAR, ASTM A615/A706, GRADE 60 4.CEMENT: ASTM C150 5.REQUIRED ALLOWABLE SOIL BEARING CAPACITY: 2,500 PSF 6.REFERENCE STANDARD: A.ASTM C890 B.ASTM C913 C.ACI 318-14 7.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. ENGINEER-OF-RECORD SHALL VERIFY THAT NOTED PARAMETERS MEET OR EXCEED PROJECT REQUIREMENTS. IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW. 8.INLET AND OUTLET HOLES WILL BE FACTORY CORED/CAST PER PLANS AND CUSTOMER REQUIREMENTS. INLET AND OUTLET LOCATIONS CAN BE MIRRORED. 9.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS, AND ELEVATIONS OF OPENINGS. 10.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 11.SECTION HEIGHTS, SLAB/WALL THICKNESSES, AND KEYWAYS ARE SUBJECT TO CHANGE AS REQUIRED FOR SITE REQUIREMENTS AND/OR DUE TO PRODUCT AVAILABILITY AND PRODUCTION FACILITY CONSTRAINTS. 12.MAXIMUM PICK WEIGHTS": A.TOP: XX,XXX LBS B.BASE: XX,XXX LBS* (* COMBINED WEIGHT OF BASE INCLUDES BYPASS WEIR, DIVIDER WALL, ROCK & MEDIA) 13.INTERNALS SHALL CONSIST OF UNDERDRAIN PIPE, ROCK, STORMMIX™ MEDIA, MULCH, AND INLET CONTOUR RACK. Structure ID Treatment Flow Rate (cfs) Peak Flow Rate (cfs) Rim Elevation Pipe Data Pipe Size Pipe Type Invert Elevation Outlet Notes: Pipe Location SITE SPECIFIC DATA ID - - - ---- Advanced Drainage Systems, Inc. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-800 SYSTEM 1.STORMTECH SC-800 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-800/DC-780 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE; AASHTO M43 #3, 357, 4, 467, 5, 56, OR 57. 8.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH SC-800 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-800/DC-780 CONSTRUCTION GUIDE". 2.THE USE OF CONSTRUCTION EQUIPMENT OVER SC-800 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-800/DC-780 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/SC-800/DC-780 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-800-821-6710 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-800 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH SC-800. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 550 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. 10.MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 11.ADS DOES NOT DESIGN OR PROVIDE MEMBRANE LINER SYSTEMS. TO MINIMIZE THE LEAKAGE POTENTIAL OF LINER SYSTEMS, THE MEMBRANE LINER SYSTEM SHOULD BE DESIGNED BY A KNOWLEDGEABLE GEOTEXTILE PROFESSIONAL AND INSTALLED BY A QUALIFIED CONTRACTOR. ©2024 ADS, INC. PROJECT INFORMATION ADS SALES REP PROJECT NO. ENGINEERED PRODUCT MANAGER SUNSET HIGHLANDS RENTON, WA, USA St o r m T e c h 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 1 1 / 1 4 / 2 0 2 4 DR A W N : U U PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N SU N S E T H I G H L A N D S RE N T O N , W A , U S A SHEET OF2 6 PROPOSED ELEVATIONS: MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):403.70 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):397.45 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):396.95 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):396.95 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):396.95 TOP OF STONE:396.20 TOP OF SC-800 CHAMBER:395.70 12" x 12" TOP MANIFOLD INVERT:394.15 24" ISOLATOR ROW PLUS INVERT:393.14 24" ISOLATOR ROW PLUS INVERT:393.14 12" BOTTOM CONNECTION INVERT:393.08 BOTTOM OF SC-800 CHAMBER:392.95 UNDERDRAIN INVERT:392.20 BOTTOM OF STONE:392.20 PROPOSED LAYOUT 73 STORMTECH SC-800 CHAMBERS 12 STORMTECH SC-800 END CAPS 6 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 6877 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (BASE STONE INCLUDED) 2897 SYSTEM AREA (SF) 281.1 SYSTEM PERIMETER (ft) MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 1.60"12" BOTTOM PRE-CORED END CAP, PART#: SC800EPE12BPC / TYP OF ALL 12" BOTTOM CONNECTIONSAPRE-CORED END CAP 14.40"12" TOP PRE-CORED END CAP, PART#: SC800EPE12TPC / TYP OF ALL 12" TOP CONNECTIONSBPRE-CORED END CAP 2.30"24" BOTTOM PRE-CORED END CAP, PART#: SC800EPE24BPC / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSCPRE-CORED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: SC74024RAMP (TYP 2 PLACES)DFLAMP 14.40"12" x 12" TOP MANIFOLD, ADS N-12EMANIFOLD 1.60"12" BOTTOM CONNECTIONFPIPE CONNECTION 2.3 CFS IN30" DIAMETER (24.00" SUMP MIN)GNYLOPLAST (INLET W/ ISO PLUS ROW) 30" DIAMETER (24.00" SUMP MIN)HNYLOPLAST (INLET W/ ISO PLUS ROW) 2.0 CFS OUT30" DIAMETER (DESIGN BY ENGINEER)INYLOPLAST (OUTLET) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINJUNDERDRAIN 4" SEE DETAIL (TYP 2 PLACES)KINSPECTION PORT ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 12.50' OF ADSPLUS625 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS 0 10 20 114.71' 25 . 8 5 ' 108.78' 23 . 2 5 ' NOTES •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. *INVERT ABOVE BASE OF CHAMBER B A J F I EK D C G H St o r m T e c h 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m ACCEPTABLE FILL MATERIALS: STORMTECH SC-800 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. 5.WHERE RECYCLED CONCRETE AGGREGATE IS USED IN LAYERS 'A' OR 'B' THE MATERIAL SHOULD ALSO MEET THE ACCEPTABILITY CRITERIA OUTLINED IN TECHNICAL NOTE 6.20 "RECYCLED CONCRETE STRUCTURAL BACKFILL". NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.SC-800 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. REFERENCE STORMTECH DESIGN MANUAL FOR BEARING CAPACITY GUIDANCE. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 15" (375 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE OR RECYCLED CONCRETE5 AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 33" (838 mm) 15" (375 mm) MIN* 6" (150 mm) MIN 6" (150 mm) MIN (SEE NOTE 3) D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 21" (525 mm). 12" (300 mm) MIN 12" (300 mm) MIN51" (1295 mm)6" (150 mm) MIN EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-800 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 8' (2.4 m) MAX **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 1 1 / 1 4 / 2 0 2 4 DR A W N : U U PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N SU N S E T H I G H L A N D S RE N T O N , W A , U S A SHEET OF3 6 St o r m T e c h 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SC-800 ISOLATOR ROW PLUS DETAIL NTS SC-800 END CAP OPTIONAL INSPECTION PORT SC-800 CHAMBER ONE LAYER OF ADSPLUS625 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE END CAP PART #: SC800EPE24BPC NYLOPLAST STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART#: SC74024RAMP NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER 8" NYLOPLAST UNIVERSAL INLINE DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAYAND CONCRETE COLLAR 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST NYLOPLAST 8" LOCKING SOLID COVER AND FRAME 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 1 1 / 1 4 / 2 0 2 4 DR A W N : U U PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N SU N S E T H I G H L A N D S RE N T O N , W A , U S A SHEET OF4 6 St o r m T e c h 1- 8 0 0 - 8 2 1 - 6 7 1 0 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-BNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS STORMTECH CHAMBER PART #STUB B C SC800EPE06TPC 6" (150 mm)21.4" (544 mm)--- SC800EPE06BPC ---0.9" (23 mm) SC800EPE08TPC 8" (200 mm)19.2" (488 mm)--- SC800EPE08BPC ---1.0" (25 mm) SC800EPE10TPC 10" (250 mm)17.0" (432 mm)--- SC800EPE10BPC ---1.2" (30 mm) SC800EPE12TPC 12" (300 mm)14.4" (366 mm)--- SC800EPE12BPC ---1.6" (41 mm) SC800EPE15TPC 15" (375 mm)11.3" (287 mm)--- SC800EPE15BPC ---1.7" (43 mm) SC800EPE18TPC 18" (450 mm)8.0" (203 mm)--- SC800EPE18BPC ---2.0" (51 mm) SC800EPE24BPC 24" (600 mm)---2.3" (58 mm) SC800EPE NONE SOLID END CAP NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)51.0" X 33.0" X 85.4" (1295 mm X 838 mm X 2169 mm) CHAMBER STORAGE 50.6 CUBIC FEET (1.43 m³) MINIMUM INSTALLED STORAGE*81.0 CUBIC FEET (2.29 m³) WEIGHT 81.8 lbs.(37.1 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)46.5" X 32.6" X 10.5" (1181 mm X 828 mm X 267 mm) END CAP STORAGE 3.4 CUBIC FEET (0.09 m³) MINIMUM INSTALLED STORAGE**15.4 CUBIC FEET (0.43 m³) WEIGHT 15.7 lbs.(7.1 kg) * ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS **ASSUMES 6" (152 mm) STONE ABOVE AND BELOW END CAPS, 6" (152 mm) BETWEEN ROWS, 12" (305 mm) BEYOND END CAPS PRE-CORED HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "BPC" PRE-CORED HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "TPC" SC-800 TECHNICAL SPECIFICATION NTS 90.6" (2301 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION C B 51.0" (1295 mm) 33.0" (838 mm) 46.5" (1181 mm)12.2" (310 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END 32.6" (828 mm) 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 1 1 / 1 4 / 2 0 2 4 DR A W N : U U PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N SU N S E T H I G H L A N D S RE N T O N , W A , U S A SHEET OF5 6 NYLOPLAST DRAIN BASIN NTS NOTES 1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6.TO ORDER CALL: 800-821-6710 A PART #GRATE/SOLID COVER OPTIONS 8" (200 mm)2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm)2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm)2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm)2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm)2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm)2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm)2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS 18" (457 mm) MIN WIDTH A AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF Ny l o p l a s t 77 0 - 9 3 2 - 2 4 4 3 | WW W . N Y L O P L A S T - U S . C O M ® 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : 1 1 / 1 4 / 2 0 2 4 DR A W N : U U PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S / S T O R M T E C H U N D E R T H E D I R E C T I O N O F T H E P R O J E C T ’ S E N G I N E E R O F R E C O R D ( “ E O R ” ) O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H I S D R A W I N G I S N O T I N T E N D E D F O R U S E I N B I D D I N G O R C O N S T R U C T I O N WI T H O U T T H E E O R ’ S P R I O R A P P R O V A L . E O R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O B I D D I N G A N D / O R C O N S T R U C T I O N . I T I S T H E U L T I M A T E R E S P O N S I B I L I T Y O F T H E E O R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E LA W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N SU N S E T H I G H L A N D S RE N T O N , W A , U S A SHEET OF6 6 Technical Information Report Sunset Highlands 2230621.10 Appendix D Geotechnical Engineering Report\ South Sound Geotechnical Consulting February 12, 2018 South Sound Geotechnical Consulting February 12, 2018 ADF Properties, LLC 15007 Woodinville Redmond Road, Suite A Woodinville, WA 98072 Attention: Mr. Dale Fonk Subject: Geotechnical Engineering Report Sunset Highlands Mixed Use Development 4409 NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 Mr. Fonk, South Sound Geotechnical Consulting (SSGC) has completed a geotechnical assessment for the planned mixed use development at the above address. Our services have been completed in general conformance with our proposal P17092 (dated November 27 2017) and authorized per signature of our services agreement. Our scope of services included completion of five test pits and two infiltration tests, laboratory testing, engineering analyses, and preparation of this report. PROJECT INFORMATION Mixed use development is planned on property at 4409 NE Sunset Boulevard in Renton, Washington. The property is on the south side of the street and encompasses approximately 0.8 acres. We understand two multi-family buildings are planned with two separate retail spaces. Residential buildings will be three-story structures, with retail buildings anticipated to be one- to two-story structures. Buildings will be supported on conventional spread footing foundations with concrete slab-on-grade floors. Porous pavements are being considered to facilitate stormwater control. SITE CONDITIONS The property is currently vacant and covered with principally grass and weeds. It slopes gently down to the south (from street grade of Sunset Boulevard) with overall elevations change on the order of 5 (+/-) feet. A wetland borders the southern property boundary. SUBSURFACE CONDITIONS Subsurface conditions were characterized by completing five (5) test pits on the site on January 24, 2018. Test pits were advanced to final depths between about 5 and 6 feet below existing ground surface. Approximate locations of the explorations are shown on Figure 1, Exploration Plan. Logs of the test pits are provided in Appendix A. A summary description of observed subgrade conditions is provided below. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 2 Soil Conditions Surface topsoil and/or fill was observed in all test pits and ranged in depth from about 1 to 1.5 feet at the test pit locations. We understand the site was previously developed as a single-family residence, and therefore thicker fill sections may locally be present in other areas. Native soil below the topsoil/fill was fine-medium sand with silt, to silty sand. These soils were in a loose to medium dense condition and extended to depths between 2.5 to 4 feet in the test pits. These soils are interpreted to represent alluvium outwash or reworked sandy glacial till. Below these soils was silty sand with gravel in a medium dense to dense condition that extended to the bottom of the test pits. This soil is considered sandy glacial till. Groundwater Conditions Seepage was observed in all of the test pits at depths between about 2.5 to 3.5 feet. The dense glacial till below the upper sand is considered impermeable to vertical groundwater flow and can cause perched groundwater conditions during the wetter seasons of the year. Groundwater levels will fluctuate due to seasonal precipitation variations and on- and off-site drainage patterns. Geologic Setting Soils within the project area have been classified by the NRCS in the Soil Survey of King County Area, Washington. Surface soils on the site are mapped as Ragnar-Indianola Association. This soil is described as fine sandy loam and loamy fine sand that formed on glacial terraces near streams. Glacial till (Alderwood and Everett soils) are mapped nearby the property. Upper sand soils observed in the test pit appear to confirm the mapped soil type, with dense glacial till below. GEOTECHNICAL DESIGN CONSIDERATIONS The development is considered feasible based on observed soil conditions in the test pits. Properly prepared native soils can be used for support of conventional spread footing foundations, floor slabs, and pavements. Infiltration to assist in stormwater control will be difficult at this site. The dense glacial till at fairly shallow depth will create a barrier to vertical groundwater flow as observed by shallow seepage in test pits. Some infiltration potential is present in the looser upper sands, but the limited thickness of these layers will most likely only support porous pavements or shallow dispersion type infiltration facilities. Recommendations presented in the following sections should be considered general and may require modifications when earthwork and grading occur. They are based upon the subsurface conditions observed in the test pits and the assumption that finish site grades will be similar to existing grades. It should be noted that subsurface conditions across the site may vary from those depicted on the exploration logs and can change with time. Therefore, proper site preparation will depend upon the Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 3 weather and soil conditions encountered at the time of construction. We recommend SSGC review final plans and further assess subgrade conditions at the time of construction, as warranted. General Site Preparation Site grading and earthwork should include procedures to control surface water runoff. Grading the site without adequate drainage control measures may negatively impact site soils, resulting in increased export of impacted soil and import of fill materials, thereby potentially increasing the cost of the earthwork and subgrade preparation phases of the project. Site grading should include removal (stripping) of topsoil and any fill encountered, or very loose or soft soils in building and pavement areas. Subgrades should consist of firm, undisturbed native soils following stripping. General Subgrade Preparation Subgrades in building footprints and pavement areas should consist of firm, undisturbed native soil. We recommend exposed subgrades in building and conventional pavement areas are proofrolled using a large roller, loaded dump truck, or other mechanical equipment to assess subgrade conditions following stripping. Proofrolling efforts should result in the upper 1 foot of subgrade soils in building and conventional pavement areas achieving a compaction level of at least 95 percent of the maximum dry density (MDD) per the ASTM D1557 test method. Wet, loose, or soft subgrades that cannot achieve this compaction level should be removed (over-excavated) and replaced with structural fill. The depth of over-excavation should be based on soil conditions at the time of construction. A representative of SSGC should be present to assess subgrade conditions during proofrolling. Subgrade preparation guidelines for porous (pervious) pavements typically recommend limiting or eliminating compaction of subgrade so densification and reduction of infiltration capacity will not occur. Subgrades in porous (pervious) pavement areas should not be proofrolled following stripping. Probing of porous pavement subgrades should be completed to identify soft or loose areas that should be remediated. Grading and Drainage Positive drainage should be provided during construction and maintained throughout the life of the development. Allowing surface water into cut or fill areas, utility trenches and building footprints should be prevented. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 4 Structural Fill Materials The suitability of soil for use as structural fill will depend on the gradation and moisture content of the soil when it is placed. Soils with higher fines content (soil fraction passing the U.S. No. 200 sieve) will become sensitive with higher moisture content. It is often difficult to achieve adequate compaction if soil moisture is outside of optimum ranges for soils that contain more than about 5 percent fines. Site Soils: Topsoil or organic rich soils are not considered suitable as structural fill. Native soils observed could be suitable for use as structural fill provided they can be moisture conditioned to within optimal ranges. Some of the native soils have considerable fine (silt) content and therefore will be moisture sensitive and difficult to use as structural fill. Optimum moisture is considered within about +/- 2 percent of the moisture content required to achieve the maximum density per the ASTM D-1557 test method. If moisture content is higher or lower than optimum, soils would need to be dried or wetted prior to placement as structural fill. Import Fill Materials: We recommend import structural fill placed during dry weather consist of material which meets the specifications for Gravel Borrow as described in Section 9-03.14(1) of the 2016 Washington State Department of Transportation (WSDOT) Specifications for Road, Bridge, and Municipal Construction (Publication M 41-10). Gravel Borrow should be protected from disturbance if exposed to wet conditions after placement. During wet weather, or for backfill on wet subgrades, import soil suitable for compaction in wetter conditions should be provided. Imported fill for use in wet conditions should conform to specifications for Select Borrow as described in Section 9-03.14(2), or Crushed Surfacing per Section 9-03.9(3) of the 2016 WSDOT M-41 manual, with the modification that a maximum of 5 percent by weight shall pass the U.S. No. 200 sieve for these soil types. Structural fill placement and compaction is weather-dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend site grading and earthwork be scheduled for the drier months of the year. Structural fill should not consist of frozen material. Structural Fill Placement We recommend structural fill is placed in lifts not exceeding about 10 inches in loose measure. It may be necessary to adjust lift thickness based on site and fill conditions during placement and compaction. Finer grained soil used as structural fill and/or lighter weight compaction equipment may require significantly thinner lifts to attain required compaction levels. Granular soil with lower fines contents could potentially be placed in thicker lifts if they can be adequately compacted. Structural fill should be compacted to attain the recommended levels presented in Table 1, Compaction Criteria. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 5 Table 1. Compaction Criteria Fill Application Compaction Criteria* Footing areas 95 % Upper 2 feet in pavement areas, slabs and sidewalks, and utility trenches 95 % Below 2 feet in pavement areas, slabs and sidewalks, and utility trenches 92 % Utility trenches or general fill in non-paved or -building areas 90 % *Per the ASTM D 1557 test method. Trench backfill within about 2 feet of utility lines should not be over-compacted to reduce the risk of damage to the line. In some instances the top of the utility line may be within 2 feet of the surface. Backfill in these circumstances should be compacted to a firm and unyielding condition. We recommend fill procedures include maintaining grades that promote drainage and do not allow ponding of water within the fill area. The contractor should protect compacted fill subgrades from disturbance during wet weather. In the event of rain during structural fill placement, the exposed fill surface should be allowed to dry prior to placement of additional fill. Alternatively, the wet soil can be removed. We recommend consideration is given to protecting haul routes and other high traffic areas with free-draining granular fill material (i.e. sand and gravel containing less than 5 percent fines) or quarry spalls to reduce the potential for disturbance to the subgrade during inclement weather. Earthwork Procedures Conventional earthmoving equipment should be suitable for earthwork at this site. Earthwork may be difficult during periods of wet weather or if elevated soil moisture is present. Excavated site soils may not be suitable as structural fill depending on the soil moisture content and weather conditions at the time of earthwork. If soils are stockpiled and wet weather is anticipated, the stockpile should be protected with securely anchored plastic sheeting. If stockpiled soils become wet and unusable, it will become necessary to import clean, granular soils to complete wet weather site work. Wet or disturbed subgrade soils should be over-excavated to expose firm, non-yielding, non-organic soils and backfilled with compacted structural fill. We recommend the earthwork portion of this project be completed during extended periods of dry weather. If earthwork is completed during the wet season (typically October through May) it may be necessary to take extra measures to protect subgrade soils. If earthwork takes place during freezing conditions, we recommend the exposed subgrade is allowed to thaw and re-compacted prior to placing subsequent lifts of structural fill. Alternatively, the frozen soil can be removed to unfrozen soil and replaced with structural fill. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 6 The contractor is responsible for designing and constructing stable, temporary excavations (including utility trenches) as required to maintain stability of excavation sides and bottoms. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Temporary excavation cuts should be sloped at inclinations of 1.5H:1V (Horizontal:Vertical) or flatter, unless the contractor can demonstrate the safety of steeper cut slopes. Permanent cut and fill slopes should be inclined at 2H:1V, or flatter. A qualified geotechnical engineer and materials testing firm should be retained during the construction phase of the project to observe earthwork operations and to perform necessary tests and observations during subgrade preparation, placement and compaction of structural fill, and backfilling of excavations. Foundations Foundations can be placed on native subgrade soils or on a zone of structural fill above prepared subgrades as described in this report. The following recommendations are for conventional spread footing foundations: Bearing Capacity (net allowable): 2,500 pounds per square foot (psf) for footings supported on firm native soils or structural fill over native subgrades prepared as described in this report. Footing Width (Minimum): 18 inches (Strip) 24 inches (Column) Embedment Depth (Minimum): 18 inches (Exterior) 12 inches (Interior) Settlement: Total: < 1 inch Differential: < 1/2 inch (over 30 feet) Allowable Lateral Passive Resistance: 325 psf/ft* (below 12 inches) Allowable Coefficient of Friction: 0.35* *These values include a factor of safety of approximately 1.5. The net allowable bearing pressures presented above may be increased by one-third to resist transient, dynamic loads such as wind or seismic forces. Lateral resistance to footings should be ignored in the upper 12-inches from exterior finish grade unless restricted. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 7 Foundation Construction Considerations All foundation subgrades should be free of water and loose soil prior to placing concrete, and should be prepared as recommended in this report. Concrete should be placed soon after excavating and compaction to reduce disturbance to bearing soils. Should soils at foundation level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete. We recommend SSGC observe all foundation subgrades prior to placement of concrete. Foundation Drainage Ground surface adjacent foundations should be sloped away to facilitate drainage. We recommend footing drains are installed around perimeter footings. Footing drains should include a minimum 4- inch diameter perforated rigid plastic or metal drain line installed along the exterior base of the footing. The perforated drain lines should be connected to a tight line pipe that discharges to an approved storm drain receptor. The drain line should be surrounded by a zone of clean, free-draining granular material having less than 5 percent passing the No. 200 sieve or meeting the requirements of section 9-03.12(2) “Gravel Backfill for Walls” in the 2016 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction manual (M41-10). The free-draining aggregate zone should be at least 12 inches wide and wrapped in filter fabric. The granular fill should extend to within 6 inches of final grade where it should be capped with compacted fill containing sufficient fines to reduce infiltration of surface water into the footing drains. Alternately, the ground surface can be paved with asphalt or concrete. Cleanouts are recommended for maintenance of the drain system. On-Grade Floor Slabs On-grade floor slabs should be placed on native soils or structural fill prepared as described in this report. We recommend a modulus subgrade reaction of 225 pounds per square inch per inch (psi/in) for native soil or compacted granular structural fill over properly prepared native soil. We recommend a capillary break is provided between the prepared subgrade and bottom of slab. Capillary break material should be a minimum of 4 inches thick and consist of compacted clean, free- draining, well graded course sand and gravel. The capillary break material should contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve. Alternatively, a clean angular gravel such as No. 7 aggregate per Section 9-03.1(4) C of the 2016 WSDOT (M41-10) manual could be used for this purpose. We recommend positive separations and/or isolation joints are provided between slabs and foundations, and columns or utility lines to allow independent movement where needed. Backfill in interior trenches beneath slabs should be compacted in accordance with recommendations presented in this report. A vapor retarder should be considered beneath concrete slabs that will be covered with moisture sensitive or impervious coverings (such as tile, wood, etc.), or when the slab will support equipment or stored Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 8 materials sensitive to moisture. We recommend the slab designer refer to ACI 302 and/or ACI 360 for procedures and limitations regarding the use and placement of vapor retarders. Seismic Considerations Seismic parameters and values in Table 2 are recommended based on the 2015 International Building Code (IBC). Table 2. Seismic Parameters PARAMETER VALUE 2015 International Building Code (IBC) Site Classification1 D Ss Spectral Acceleration for a Short Period 1.408 S1 Spectral Acceleration for a 1-Second Period 0.530g Fa Site Coefficient for a Short Period 1.00 Fv Site Coefficient for a 1-Second Period 1.5 1 Note: In general accordance with 2015 International Building Code, Section 1613.3.1 for risk categories I,II,III. IBC Site Class is based on characteristics of the upper 100 feet of the subsurface profile. Ss, S1, Fa, and Fv values based on the USGS US Seismic Design Maps website using referenced site latitude and longitude. Liquefaction Soil liquefaction is a condition where loose, typically granular soils located below the groundwater surface lose strength during ground shaking, and is often associated with earthquakes. The King County “Liquefaction Susceptibility” Map (Map 11-5, dated May 2010) depicts the site in an area with very low to low liquefaction potential. Native soils at fairly shallow depth consist of dense to very dense glacial till. The risk of liquefaction at this site is considered low for the design level earthquake. Infiltration Characteristics We understand stormwater control will be provided by infiltration facilities, if feasible. Assessment of infiltration was completed per the 2016 King County Surface Water Design Manual (and 2014 DOE Stormwater Management Manual for Western Washington. Two small-scale Pilot Infiltration Tests (PIT) were attempted on the site. However, shallow seepage into the PIT-1 test hole prevented accurate measurements. Seepage was not observed in the PIT-2 test site. Results of the infiltration test is provided in Table 3. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 9 Table 3. Infiltration Rates Test Site and Depth (ft) Soil Type Field Infiltration Rate (in/hr) Corrected Infiltration Rate (in/hr) Correction Factors* (Fg/Ft/Fp) PIT-1, 2 ft Alluvium N/A N/A (0.7/0.5/0.8) PIT-2, 2 ft Alluvium 1.5 0.42 (0.7/0.5/0.8) *Correction Factors from the 2016 King County Surface Design Manual. Calculated and corrected infiltration rates are considered appropriate for the upper soil tested. Gradation tests completed on samples from two of the test pits suggests the upper sand soils are similar across the site and would provide similar infiltration rates. We recommend a preliminary long-term design rate of 0.4 inches per hour (in/hr) is used for design of infiltration facilities located in soils above dense unweathered till. Other correction factors should be applied to the above recommended long-term rate, as required for the type of infiltration system selected. It should be noted that infiltrated water will migrate down to the denser till and then flow laterally downslope towards the wetland (to the south). Shallow perched groundwater was observed in all of the test pits. Infiltration facilities such as trenches or ponds are not considered feasible on this site. Bioswales, pervious pavements, or other shallow dispersion systems could be considered in the upper sand soils, if allowed by the City. Cation Exchange Capacity (CEC) and organic content test were completed on a sample from the base of the PIT-2 site. Test results are summarized in the table below. Table 4. CEC and Organic Content Results Test Location, Sample Number, and Depth CEC Results (milliequivalents) CEC Required* (milliequivalents) Organic Content Results (%) Organic Content Required* (%) PIT-2, S-1, 2 ft 12.1 ≥ 5 4.11 ≥1.0 *Per the 2016 DOE Stormwater Management Manual for Western Washington Organic content and CEC test results satisfy King County and DOE requirements. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 10 Conventional Pavement Sections Subgrades for conventional pavement areas should be prepared as described in the “Subgrade Preparation” section of this report. Subgrades below pavement sections should be graded or crowned to promote drainage and not allow for ponding of water beneath the section. If drainage is not provided and ponding occurs, the subgrade soils could become saturated, lose strength, and result in premature distress to the pavement. In addition, the pavement surfacing should also be graded to promote drainage and reduce the potential for ponding of water on the pavement surface. Minimum recommended pavement sections for conventional pavements are presented in Table 5. Pavement sections in public right-of-ways should conform to City of Edgewood requirements for the road designation. Table 5. Preliminary Pavement Sections Traffic Area Minimum Recommended Pavement Section Thickness (inches) Asphalt Concrete Surface1 Portland Cement Concrete2 Aggregate Base Course3,4 Subbase Aggregate5 Access Drive 3 - 6 12 Parking 2 - 4 12 1 1/2 –inch nominal aggregate hot-mix asphalt (HMA) per WSDOT 9-03.8(1) 2 A 28 day minimum compressive strength of 4,000 psi and an allowable flexural strength of at least 250 psi 3 Crushed Surfacing Base Course per WSDOT 9-03.9(3) 4Although not required for structural support under concrete pavements, a minimum four-inch thick base course layer is recommended to help reduce potentials for slab curl, shrinkage cracking, and subgrade “pumping” through joints 5 Native granular soils compacted to 95% of the ASTM D1557 test method, or Gravel Borrow per WSDOT 9-03.14(1) or Crushed Surfacing Base Course WSDOT 9-03.9(3) Conventional Pavement Maintenance The performance and lifespan of pavements can be significantly impacted by future maintenance. The above pavement sections represent minimum recommended thicknesses and, as such, periodic maintenance should be completed. Proper maintenance will slow the rate of pavement deterioration, and will improve pavement performance and life. Preventative maintenance consists of both localized maintenance (crack and joint sealing and patching) and global maintenance (surface sealing). Added maintenance measures should be anticipated over the lifetime of the pavement section if any existing fill or topsoil is left in-place beneath pavement sections. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 11 Porous Pavements Porous (pervious) asphalt pavements could be considered to facilitate stormwater control provided subgrades consist of the upper sand (alluvium) soil. We recommend pervious pavements are only considered in light duty traffic areas. Porous pavements are not recommended in heavy duty traffic areas, or areas directly underlain by dense glacial till. Infiltration characteristics of site soils are discussed in the “Infiltration Characteristics” section of this report. Porous pavement sections typically use a storage bed of free–draining imported granular material under the surface pavement. The thickness of the storage layer should be sized for the amount of stormwater to be stored and infiltration characteristics of the soil, and can range from about 6 inches to over 18 inches. Storage bed material should conform to the gradation criteria presented in Section 9- 03.9(2) “Permeable Ballast” of the WSDOT Specifications for Road, Bridge, and Municipal Construction (Publication M 41-10). A thin (approximately 2-inch) choker course layer of material meeting criteria of Section 9-03.12(4) of the WSDOT manual should be placed above and below the storage bed material. A geotextile separation fabric could be used in lieu of the lower choker course material. Gradations of the storage bed and choker course layers are presented in Table 6. Table 6. Storage Bed and Choker Course Materials US Standard Sieve Size Total Percent Passing Sieve Storage Bed WSDOT 9-03.9(2) Choker Course WSDOT 9-03.12(4) 2 ½” 99-100 2” 65-100 1 ½” 1” 100 3/4” 40-80 80-100 3/8” 0-40 #4 5 0-4 #200 0-1.5 0-2 We recommend the pervious asphalt layer have a thickness of at least 3-inches. Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 12 The lower choker course layer and initial lift of storage bed material should be compacted with non-vibratory rollers to limit densification of subgrade soils. The upper storage bed and the choker course layer should be compacted to a firm and unyielding condition achieving a compaction level of approximately 92 percent of the maximum dry density per the ASTM D-1557 test method. Porous Pavement Maintenance The performance and lifespan of porous pavements is highly dependent on maintenance. Maintenance of porous pavements will be necessary to retain the drainage characteristics of the asphalt. Regular cleaning of the surface will be required for the porous pavement. Typically, this is completed using vacuum equipment to remove fine sediment and vegetation that will collect on the asphalt surface. It is not practical at this time to estimate the amount of cleaning required for this site as it will be dependent on the amount of vehicle traffic, surrounding vegetation, and cleanliness of adjacent road surfaces leading into the site. However, at least annual cleaning of the surface via vacuuming should be completed with more frequent cleaning if excessive dirt or vegetation is observed collecting on the pavement surface during particular times of the year. Regular sweeping of the asphalt surface could help in maintaining a cleaner surface. Porous pavements typically have slightly coarser average aggregate size (fewer fines) to achieve the porosity of the asphalt. As such, they have the tendency to ravel and not wear as well as conventional asphalt sections, particularly in high traffic areas and in areas where repetitive short radius turns occur. Regular maintenance will improve the lifespan of the porous pavement section. REPORT CONDITIONS This report has been prepared for the exclusive use of ADF Properties and their agents for specific application to the project discussed, and has been prepared in accordance with generally accepted geotechnical engineering practices in the area. No warranties, either express or implied, are intended or made. The analysis and recommendations presented in this report are based on observed soil conditions and test results at the indicated locations, and from other geologic information discussed. This report does not reflect variations that may occur across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. This report was prepared for the planned type of development of the site as discussed herein. It is not valid for third party entities or alternate types of development on the site without the express written consent of SSGC. If development plans change we should be notified to review those changes and modify our recommendations as necessary. N South Sound Geotechnical Consulting P.O. Box 39500 Lakewood, WA 98496 (253) 973-0515 Figure 1 – Exploration Plan Sunset Highlands Mixed-Use Renton, WA SSGC Project #18003 Approximate Test Pit Location PIT - 1 TP - 1 PIT-1 PIT - 1 Approximate Infiltration Test Location Scale: NTS Base map from drawing “Profile Exhibit”, by AHBL, Inc) TP-2 Legend TP-4 TP-1 TP-3 TP-1 TP-1 TP-1 PIT-2 TP-5 TP-1 Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 A-1 Appendix A Field Exploration Procedures and Test Pit Logs Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 Field Exploration Procedures8 Our field exploration for this project included five test pits and one infiltration test completed on January 24, 2018. The approximate locations of the explorations are shown on Figure 1, Exploration Plan. The exploration locations were determined by pacing from site features. Ground surface elevations referenced on the logs were inferred from Google Satellite imagery. Test pit locations and elevations should be considered accurate only to the degree implied by the means and methods used. A private excavation company subcontracted to SSGC dug the test pits. Soil samples were collected and stored in moisture tight containers for further assessment and laboratory testing. Explorations were backfilled with excavated soils and tamped when completed. Please note that backfill in the explorations will likely settle with time. Backfill material located in building areas should be re-excavated and recompacted, or replaced with structural fill. The following logs indicate the observed lithology of soils and other materials observed in the explorations at the time of excavation. Where a soil contact was observed to be gradational, our log indicates the average contact depth. Our logs also indicate the approximate depth to groundwater (where observed at the time of excavation), along with sample numbers and approximate sample depths. Soil descriptions on the logs are based on the Unified Soil Classification System. Project: Sunset Apartments SSGC Job # 18003 TEST PIT LOGS PAGE 1 OF 2 Location: Auburn, WA TEST PIT LOGS FIGURE A-1 South Sound Geotechnical Consulting TP-1 TO TP-5 Logged by: THR Test Pit TP-1 Depth (feet) Material Description 0 – 1 1 – 3.5 3.5 - 5.5 Fill/Topsoil: Silt, sand, and gravel over about 3 inches of topsoil. SAND with some silt: Loose to medium dense, moist to wet, reddish brown. (Sample S-1 @ 2 feet) Silty SAND with gravel: Medium dense to dense, moist, gray. (Sandy Glacial Till) Test pit completed at approximately 5.5 feet on 1/24/18. Seepage observed at about 3.5 feet at time of excavation. Approximate surface elevation: 398 feet Test Pit TP-2 Depth (feet) Material Description 0 – 1 1 – 4 4 - 6 Topsoil: Silty sand with organics: Loose, moist, dark brown. SAND with some silt: Loose to medium dense, moist to wet, reddish brown. SAND with silt and gravel: Medium dense to dense, moist, gray. (Sandy Glacial Till) Test pit completed at approximately 6 feet on 1/24/18. Seepage observed at about 3.5 feet at time of excavation. Approximate surface elevation: 396 feet Test Pit TP-3 Depth (feet) Material Description 0 – 1.5 1.5 – 2.5 2.5 - 5 Fill: Silt, sand, and gravel with some organics: Loose, moist, dark brown. SAND with some silt: Loose to medium dense, moist to wet, reddish brown. SAND with silt and gravel: Medium dense to dense, moist, gray. (Sandy Glacial Till) Test pit completed at approximately 5 feet on 1/24/18. Seepage observed at about 2.5 feet at time of excavation. Approximate surface elevation: 396 feet Project: Sunset Apartments SSGC Job # 18003 TEST PIT LOGS PAGE 2 OF 2 Location: Auburn, WA TEST PIT LOGS FIGURE A-1 South Sound Geotechnical Consulting TP-1 TO TP-5 Logged by: THR Test Pit TP-4 Depth (feet) Material Description 0 – 1.5 1.5 – 3.5 3.5 - 6 Fill: Silt, sand, and gravel with some organics: Loose, moist, dark brown. Silty SAND with some gravel and occasional cobble: Medium dense, moist, grayish brown. SAND with silt and gravel: Medium dense to dense, moist, gray. (Sandy Glacial Till) Test pit completed at approximately 6 feet on 1/24/18. Seepage observed at about 3 feet at time of excavation. Approximate surface elevation: 397 feet Test Pit TP-5 Depth (feet) Material Description 0 – 1 1 – 2.5 2.5 - 5 Fill: Silt, sand, and gravel with some organics: Loose, moist, dark brown. Silty SAND with some gravel and occasional cobble: Medium dense, moist, grayish brown. SAND with silt and gravel: Medium dense to dense, moist, gray. (Sandy Glacial Till) Test pit completed at approximately 5 feet on 1/24/18. Seepage observed at about 2.5 feet at time of excavation. Approximate surface elevation: 398 feet Geotechnical Engineering Report SSGC South Lawrence Avenue Self Storage South Lawrence Avenue at South 19th Street Tacoma, Washington SSGC Project No. 17051 July 18, 2017 B-1 Appendix B Laboratory Testing and Results Geotechnical Engineering Report SSGC Sunset Highlands Mixed-Use Development NE Sunset Boulevard Renton, Washington SSGC Project No. 18003 February 12, 2018 B-1 Laboratory Testing Select soil samples were tested for organic content and cation exchange capacity (CEC) by Northwest Agricultural Consultants of Kennewick, Washington. Gradation tests were completed by Construction Testing Laboratories (CTL) of Puyallup, Washington. Results of the laboratory testing are included in this appendix. Re p o r t s h a l l n o t b e r e p r o d u c e d e x c e p t i n f u l l w i t h o u t t h e w r i t t e n a p p r o v a l o f t h e L a b o r a t o r y . R e p o r t p e r t a i n s o n l y t o t h e m a t e r i a l t e s t e d . Tested By: B. Rowden Checked By: C. Pedersen Particle Size Distribution Report ASTM C-117,C136 PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 3.8 5.1 49.8 31.1 10.2 6 i n . 3 i n . 2 i n . 1½ in . 1 i n . ¾ in . ½ in . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO) Material Description Atterberg Limits Classification Remarks Source of Sample: TP-5Sample Number: 18-098 Date: Client: Project: Project No:Figure Grab Sample, S-1 Sampled at 2'3/4" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100.0 99.5 98.4 96.2 92.2 84.6 61.0 24.0 13.9 10.2 Report: #02 Sampled by: Client South Sound Geotechnical Sunset Apartments (JO #18003) 7073 PL=LL=PI= USCS=AASHTO= *(no specification provided) 01-31-18 Construction Testing Laboratories 400 Valley Ave. NE, Suite #102 Puyallup WA, 98372 Tel. (253) 383-8778 Re p o r t s h a l l n o t b e r e p r o d u c e d e x c e p t i n f u l l w i t h o u t t h e w r i t t e n a p p r o v a l o f t h e L a b o r a t o r y . R e p o r t p e r t a i n s o n l y t o t h e m a t e r i a l t e s t e d . Tested By: B. Rowden Checked By: C. Pedersen Particle Size Distribution Report ASTM C-117,C136 PE R C E N T F I N E R 0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.6 2.6 47.8 39.5 9.5 6 i n . 3 i n . 2 i n . 1½ in . 1 i n . ¾ in . ½ in . 3/ 8 i n . #4 #1 0 #2 0 #3 0 #4 0 #6 0 #1 0 0 #1 4 0 #2 0 0 SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO) Material Description Atterberg Limits Classification Remarks Source of Sample: TP-1Sample Number: 18-097 Date: Client: Project: Project No:Figure Grab Sample, S-1 Sampled at 2'3/8" #4 #8 #16 #30 #50 #100 #200 100.0 99.4 97.6 91.6 70.8 28.0 13.0 9.5 Report: #01 Sampled by: Client South Sound Geotechnical Sunset Apartments (JO #18003) 7073 PL=LL=PI= USCS=AASHTO= *(no specification provided) 01-31-18 Construction Testing Laboratories 400 Valley Ave. NE, Suite #102 Puyallup WA, 98372 Tel. (253) 383-8778 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 www.nwag.com lab@nwag.com Sample ID Organic Matter Cation Exchange Capacity IT-2, S-1 4.11% 12.1 meq/100g Method ASTM D2974 EPA 9081 South Sound Geotechnical Consulting PO Box 39500 Lakewood, WA 98496 Report: 43567-1 Date: February 5, 2018 Project No: 18003 Project Name: Sunset Highlands UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Group Symbol Group NameB Coarse Grained Soils More than 50% retained on No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels Less than 5% finesC Cu 4 and 1 Cc 3E GW Well-graded gravelF Cu 4 and/or 1 Cc 3E GP Poorly graded gravelF Gravels with Fines More than 12% finesC Fines classify as ML or MH GM Silty gravelF,G, H Fines classify as CL or CH GC Clayey gravelF,G,H Sands 50% or more of coarse fraction passes No. 4 sieve Clean Sands Less than 5% finesD Cu 6 and 1 Cc 3E SW Well-graded sandI Cu 6 and/or 1 Cc 3E SP Poorly graded sandI Sands with Fines More than 12% finesD Fines classify as ML or MH SM Silty sandG,H,I Fines Classify as CL or CH SC Clayey sandG,H,I Fine-Grained Soils 50% or more passes the No. 200 sieve Silts and Clays Liquid limit less than 50 inorganic PI 7 and plots on or above “A” lineJ CL Lean clayK,L,M PI 4 or plots below “A” lineJ ML SiltK,L,M organic Liquid limit - oven dried 0.75 OL Organic clayK,L,M,N Liquid limit - not dried Organic siltK,L,M,O Silts and Clays Liquid limit 50 or more inorganic PI plots on or above “A” line CH Fat clayK,L,M PI plots below “A” line MH Elastic SiltK,L,M organic Liquid limit - oven dried 0.75 OH Organic clayK,L,M,P Liquid limit - not dried Organic siltK,L,M,Q Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 6010 230 DxD )(D F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. Technical Information Report Sunset Highlands 2230621.10 Appendix E Non-Structural BMPs A-1 .................... Required Best Management Practices (BMPs) for all Properties with Commercial Activities A-8 .................... Storage or Solid and Food Wastes (Including Cooking Grease) A-45 .................. Maintenance of Public and Private Utility Corridors and Facilities Stormwater Pollution Prevention Manual • King County 27 A-1 Required Best Management Practices for all Properties with Commercial Activities The following Best Management Practices (BMPs) are required for all commercial, industrial, agricultural, public, or residential properties with commercial activities in unincorporated King County. Best Management Practices (BMPs) are required by King County Code 9.12. If the BMPs included here are not enough to prevent contamination of stormwater, you will be required to take additional measures. Required BMPs: Clean and Maintain Storm Drainage System • Evaluate the condition of the catch basin by checking the amount of sediment in the bottom of the sump. Catch basins must be cleaned out when the solids, trash, and debris in the sump reaches one–half of the depth between the bottom of the sump and the bottom of the lowest inflow or outflow pipe connected to the catch basin or is at least 6 inches below this point. • Hire a professional drainage contractor to inspect and maintain your system or clean the system yourself. If there is sediment or other debris in the drainage pipes, then a professional contractor must be hired to flush or jet out the pipes. • Small amounts of floating oil can be soaked up with oil absorbent pads, bagged and disposed of as solid waste. • Up to one cubic yard of nonhazardous solid material may be disposed of as solid waste in your regular garbage. If you exceed this threshold hire a professional drainage contractor. All of the solids and stagnant water collected from catch basin sumps must be disposed of properly. None of the sump contents can be flushed into the catch basin outflow pipe. Depending on the nature of the pollutants in the sump, and the associated types of activities taking place on the site, the sump contents may need to be handled as contaminated waste. Contractors who perform catch basin clean–out services are required to follow appropriate disposal requirements. • Clean and maintain catch basins annually. Sites with activities generating a lot of sediments and other debris will have to inspect and clean out their catch basins more often. Frequent sweeping of paved parking and storage areas will save time and money in maintaining the drainage system. • Other components of drainage systems such as ponds, tanks, and bioswales must also be maintained. If this maintenance is beyond your ability, contractors are available to complete this work. Label All Storm Drain Inlets on Your Property • Stencil or apply storm drain markers adjacent to storm drains to help prevent the improper disposal of pollutants. If the storm drain grate is stamped with warnings against polluting, then additional marking may not be required if there is no evidence of pollutants being dumped or washed into the storm drain. Stormwater Pollution Prevention Manual • King County28 Eliminate Illicit Connections to the Storm Drainage System • Connections to the storm drainage system that convey substances other than stormwater are prohibited. Examples are connections from internal floor drains, HVAC systems, industrial processes, sinks, and toilets. • Illicit connections must be immediately removed, permanently plugged or re–plumbed. • The discharge must be re–plumbed so that it goes to the sanitary sewer, a septic system, an on–site treatment system, or a holding tank for off–site disposal. There are restrictions on what can be disposed of to the sanitary sewer and septic systems. You may be required to do additional investigation to determine where all stormwater and non–stormwater discharges go. This may include smoke, dye, and chemical testing or closed circuit television inspection. Additional Information: • Drainage System Maintenance Contractors Information Sheet • For stencils and instructions or to determine if you have an illicit connection, contact King County Stormwater Services at 206–477–4811 or kingcounty.gov/stormwater. Stormwater Pollution Prevention Manual • King County 35 A-8 Storage or Solid and Food Wastes (Including Cooking Grease) This refers to garbage dumpsters and outdoor waste containers such as cooking oil/grease receptacles. Best Management Practices (BMPs) are required by King County Code 9.12. If the BMPs included here are not enough to prevent contamination of stormwater, you will be required to take additional measures. Required BMPs: • Store wastes in leak–proof containers with solid lids. • Keep dumpsters closed except when adding waste. • Used cooking oil/grease containers should be labeled with their contents. • Clean up any spills immediately using dry methods. Grease cannot be left on the ground. • Have spill cleanup materials nearby. • Use a lid or cover when transporting cooking oil/grease containers from kitchens to outside grease containers. • Ensure that drip pans or absorbent materials are used whenever grease containers are emptied by vacuum trucks or other means. • Dispose of collected cooking oil/grease as garbage if it is not being recycled. Do not dispose of fats, oils or grease (FOG) into the sanitary sewer or septic system. Required Routine Maintenance: • Keep the area around the grease container clean and free of debris. • Check storage containers frequently for leaks and to ensure that lids are on securely. • Replace leaking or damaged containers. Contact waste hauler for replacements. • Sweep and clean the storage area as needed if it is paved. Do not hose down waste storage areas. • When cleaning or rinsing waste containers, dispose of all wastewater into a sanitary sewer. If no sewer is available, store in a holding tank, dead end sump, or truck o site to an approved disposal location. Additional Information: • Disposal Information Sheet For more information or assistance contact the King County Stormwater Services at 206–477–4811 and visit kingcounty.gov/stormwater. Stormwater Pollution Prevention Manual • King County 77 A-45 Maintenance of Public and Private Utility Corridors and Facilities This covers maintenance activities associated with the transmission and distribution of public and private utilities such as petroleum products, natural gas, water, sewage, and electrical power. This includes the maintenance of underground utility vaults, pump stations, and similar facilities. Best Management Practices (BMPs) are required by King County Code 9.12. If the BMPs included here are not enough to prevent contamination of stormwater, you will be required to take additional measures. Required BMPs: • Minimize the amount of herbicides and other pesticides used to maintain access roads and facilities. • Stabilize access roads or areas of bare ground with gravel, crushed rock, or another method to prevent erosion. Use and manage vegetation to minimize bare ground/soils that may be susceptible to erosion. • Provide stormwater drainage for roads and maintenance areas. Grade roads with a crown or slope to minimize the potential for erosion from runo. Provide ditches, swales, and culverts to convey stormwater runo. • Keep ditches and culverts clear to reduce the possibility of the drainage becoming plugged or blocked, causing overows and erosion. • Check utility vaults or other underground structures for oil prior to pumping out any collected water. Contaminated water must be collected for proper disposal. Small amounts of oil may be captured with absorbent material. Never discharge contaminated water, including high or low pH, to storm drainage facilities or surface waters. • When removing water and/or sediment from electrical transformer vaults, determine from records or testing if the transformers contain PCBs. • Clean up any debris or spilled material immediately after completing maintenance and repair activities. Additional Information: • Landscaping Activities and Vegetation Management – Activity Sheet A-26 • Erosion and Sediment Control Standards – King County Surface Water Design Manual, Appendix D • Work in public road right of ways requires permission from King County Utility Inspection Program (206) 296–8122. Technical Information Report Sunset Highlands 2230621.10 Appendix F Critical Areas Report Sewall Wetland Consulting, Inc. March 22, 2018 March 22, 2018 ADF Properties, LLC 15007 Woodinville Redmond Road, Suite A Woodinville, Washington 98072 RE: Sunset Highlands Critical Areas Report – Parcel # 0323059093 SWC Job #18-108 This report describes our observations of any jurisdictional wetlands, streams and buffers on or within 200’ of Parcel # 0323059093, located off NE Sunset Way, in the City of Renton, Washington (the “site”). Above: King County iMap of site Specifically, the site is a 0.81 acre irregular shaped parcel located in the SW ¼ of Section 3, Township 23 North, Range 5 East of the Willamette meridian in King County Washington. Sewall Wetland Consulting, Inc. Po Box 880 Phone: 253-859-0515 Fall City, WA 98024 ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 2 METHODOLOGY Ed Sewall of Sewall Wetland Consulting, Inc. inspected the site on February 20, 2018. The site was previously delineated by Sewall Wetland Consulting on May 17, 2007. The site was reviewed using methodology described in the Washington State Wetlands Identification Manual (WADOE, March 1997). This is the methodology currently recognized by the City of Renton and the State of Washington for wetland determinations and delineations. The site was also inspected using the methodology described in the Corps of Engineers Wetlands Delineation Manual (Environmental Laboratory, 1987), and the Western Mountains, Valleys and Coast region Supplement (Version 2.0) dated June 24, 2010, as required by the US Army Corps of Engineers. Soil colors were identified using the 1990 Edited and Revised Edition of the Munsell Soil Color Charts (Kollmorgen Instruments Corp. 1990). ] ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 3 Soil colors were identified using the 1990 Edited and Revised Edition of the Munsell Soil Color Charts (Kollmorgen Instruments Corp. 1990). OBSERVATIONS Existing Site Documentation. Prior to visiting the site, a review of several natural resource inventory maps was conducted. Resources reviewed included the National Wetland Inventory Map, WADNR Fpars, and the NRCS Soil Survey online mapping and Data. Soil Survey According to the King County Soil Survey, the soils onsite are completely comprised of the Ragnar Indianola soil association, sloping (RDC). Ragnar soils are not considered to be hydric (wetland) soils, according to the publication Hydric Soils of the United States (USDA NTCHS Pub No.1491, 1991). Above: USDA Soil Survey Map of the site National Wetlands Inventory (NWI) According to the NWI map for the site there are no wetlands on or near the site. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 4 Above: National Wetlands Inventory Map of the site. WADNR Fpars Stream Mapping The Washington Department of Natural Resources Fpars stream type mapping website depicts no streams on or near the site. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 5 Above: WADNR Fpars stream mapping City of Renton Water Resource Map The US Fish and Wildlife online wetland mapper and the Department of Natural Resources FPARS maps do not show any wetlands or streams located onsite. However, there is a non-fish bearing portion of Honey Dew Creek mapped offsite to the northeast. According to the City of Renton flood hazard and wetlands maps, there are no known flood hazards or wetlands within 100-feet of the site (Figures 4-3-050Q2 and 4-3-050Q5). The City of Renton Water Class Map in RMC 4-3-050Q4 shows Honey Dew Creek extending across NE Sunset Boulevard, at which point it becomes a Class 4 stream, and then entering the site. City of Renton Water Class Map ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 6 Sewall Wetland Consulting, Critical Areas Study Sunset Property November 7, 2007 Our company prepared a critical areas study and restoration plan for the stream buffer in November of 2007. At that time, a Type 4 stream was found along the south edge of the site. This is a ditched upper portion of Honey Dew Creek. At that time this stream had a 35’ buffer which was reduced to 25’ with enhancement and a split rail fence. The mitigation area was installed and initially monitored until transient use of the site destroyed and eliminated much of the plantings in the area. Above: Previously approved mitigation plan sections showing stream and 25’ buffer. Field observations Uplands The site is generally devoid of vegetation as the blackberry and giant knotweed thicket that was a transient encampment has been kept mowed down. The only existing vegetation is along the property boundaries and along the stream at the southern end of the property. Dominant vegetation within the vegetated uplands included red alder ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 7 (Alnus rubra), Japanese knotweed (Polyganum cuspidatum), and Himalayan blackberry (Rubus armeniacus). Soils within the uplands generally revealed a compact 16-inch gravelly sandy loam layer with a color of 10YR 3/3. Soils within the uplands were dry at the time of our May 17th site visit. Wetlands No areas meeting wetland criteria are found on the site. Streams A ditched stream, identified as Stream A, flows eastward across the southeast property corner of the site between two culverts. Stream A was flagged with white with blue dot boundary flagging labeled A1 though A8 on the north ordinary high water mark (OHWM) and AA1 through AA8 on the south OHWM. The onsite section of the stream is assumed to be part of the mapped Honey Dew Creek, as previously described. The City of Renton Aquifer protection map (RMC Figure 4-3-050Q1) shows that this stream flows subsurface within a pipe from the north side of NE Sunset Boulevard onto the site, surfaces across the site, and then exits via a second culvert which discharges at the west side of Duvall Avenue NE, approximately 1000-feet to the east of the site. The banks of the ditch and associated stream buffers contain forested and scrub-shrub vegetative communities. Dominant vegetation adjacent to the stream includes red alder (Alnus rubra), Himalayan blackberry (Rubus armeniacus), and giant knotweed (Polyganum cupsodatum). Stream A has an average channel with of approximately 2-feet and an average depth of approximately 12-inches. At the time of site visit, the channel contained flowing water approximately 8-inches deep. The stream bed was unconsolidated and comprised of a mixture of sand and gravel. Due to the long distances in which this stream is located within subsurface pipes, the segmented portion of stream and stream buffer located onsite provide very little hydrologic or ecologic function. The site ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 8 is totally surrounded by urban development, and no evidence of wildlife presence was observed onsite during our field visit. Stream A would be considered a Type Ns stream, due to lack of fish use and season flow. Typically, Type Ns streams have a 50’ buffer as well as a 15’ building setback for structures. Proposed Project The proposed project is the construction of a multifamily apartment complex. Due to the diagonal configuration of the site forcing structures on an angle across the site, as well as the fact the buffer was a previously fenced 25’ area and now includes a degraded area, a reduced buffer is proposed. Under RMC 44-3-050-I.1, Type Ns streams can have their buffer reduced to 40’ if it meets the following criteria; a. Criteria for Reduction of Degraded Stream Buffer Width with Enhancement: A reduced buffer will be approved in a degraded stream buffer only if: i. It will provide an overall improvement in water quality; and Response: Removal of existing trash and use by transients will greatly improve water quality. Planting with native trees and shrubs will help filter any runoff and improve stream function. ii. It will provide an overall enhancement to fish, wildlife, or their habitat; and Response: The reduced and enhanced buffer will improve water quality and shading of the stream, which will improve overall functions of the stream. Removal of transients and trash will greatly improve water quality and create a safe habitat area that doesn’t exist today. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 9 iii. It will provide a net improvement in drainage and/or stormwater detention capabilities; and Response: The proposed reduced buffer and site stormwater facilities will improve stormwater functions of the site. iv. It will not be materially detrimental to any other property or the City as a whole; and Response: The proposed reduced buffer will not be detrimental to any property and will be an improvement over current heavily degraded conditions. v. It will provide all exposed areas with stabilized native vegetation, as appropriate; and Response: The proposed enhancement of the reduced buffer will stabilize the buffer with native vegetation. vi. The request is not made in conjunction with buffer reduction, an vii. It will provide, as part of the buffer reduction request, buffer enhancement plan prepared by a qualified professional and fund a review of the plan by the City’s consultant. The plan shall assess habitat, water quality, stormwater detention, groundwater recharge, shoreline protection, and erosion protection functions of the buffer; assess the effects of the proposed modification on those functions; and address the six (6) criteria listed above. Response: A stream buffer enhancement plan will be provided to the City as required after this reduction request is approved. The impacted buffer area for the structure will be averaged as shown on the plan. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 10 If you have any questions in regards to this report or need additional information, please feel free to contact me at (253) 859-0515 or at esewall@sewallwc.com . Sincerely, Sewall Wetland Consulting, Inc. Ed Sewall Senior Wetlands Ecologist PWS #212 ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 11 REFERENCES Cowardin, L., V. Carter, F. Golet, and E. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, FWS/OBS-79-31, Washington, D. C. Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1. U. S. Army Corps of Engineers Waterways Experiment Station, Vicksburg, Mississippi. Muller-Dombois, D. and H. Ellenberg. 1974. Aims and Methods of Vegetation Ecology. John Wiley & Sons, Inc. New York, New York. Munsell Color. 1988. Munsell Soil Color Charts. Kollmorgen Instruments Corp., Baltimore, Maryland. National Technical Committee for Hydric Soils. 1991. Hydric Soils of the United States. USDA Misc. Publ. No. 1491. Reed, P., Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). 1988. U. S. Fish and Wildlife Service, Inland Freshwater Ecology Section, St. Petersburg, Florida. Reed, P.B. Jr. 1993. 1993 Supplement to the list of plant species that occur in wetlands: Northwest (Region 9). USFWS supplement to Biol. Rpt. 88(26.9) May 1988. City of Renton Code USDA NRCS & National Technical Committee for Hydric Soils, September 1995. Field Indicators of Hydric Soils in the United States - Version 2.1 ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 12 Above and below: stream as it passes through the site. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 13 Above and below: Looking north across the site. ADF/#18-108 Sewall Wetland Consulting, Inc. March 22, 2018 Page 14 Above and below: Stream as it passes off-site to the west 14"FIR 16"FIR 24"FIR 12"FIR 20"FIR 16"FIR 30"FIR 16"FIR 303.5 L F ROCK E R Y ROCKE R Y ROCKERY - - - - - 5' H O G W I R E F E N C E 6' CYC L O N E F E N C E LS PV LS LS LS - SIDEW A L K 48" Po p l a r 24" CEDAR 30" Fir 18" MAPLE 30" FIR - > SB SIGNAL BOX SB TV N63°57 ' 2 7 " E 1423.1 4 ' ( M ) 1423.2 1 ' ( S T ) 595.07 ' ( C ) 595.10 ' ( S T ) S 2 6 ° 0 2 ' 3 3 " E 4 5 . 0 0 ' NE SU N S E T B L V D N0 ° 0 0 ' 2 5 " E 17 4 . 6 8 ' N89° 37' 58"W 164.55' S0 ° 1 5 ' 5 9 " W 25 6 . 7 1 ' N63° 5 7 ' 2 7 " E 184.4 5 ' 400 397398399 401 400 396 397 398 399 400 396397 398 3 9 9 STORM CHAMBER DETENTION SYSTEMSTORM CHAMBER DETENTION SYSTEM PERVIOUS PAVERS (TYP.) PERVIOUS PAVERS (TYP.) PERVIOUS ACCESS PATH 40' BUFFER BUFFER AVERAGING IMPACTED AREA 331 SF BUFFER AVERAGING REPLACEMENT AREA 331 SF 32' 31' Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors SUNSET HIGHLANDS 2140679.10