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HomeMy WebLinkAboutRS _Preliminary_Drainage_Report_Steele House_251209_v1.pdfCivil Engineering & Development Services 1700 NW Gilman Blvd., Ste. 200; Issaquah, WA 98027 (425) 821-5038 PRELIMINAREY TECHNICAL INFORMATION REPORT City of Renton For Steele House 3001 NE 16th Street Renton, WA 98056 October 20, 2025 Prepared by: Jamey Barr, Project Engineer Prepared For: Stephen Housing Association 13055 SE 192nd ST, Renton, WA 98058 (253) 638-9798 Steele House Technical Information Report April 7, 2025 P a g e | i Table of Contents I. PROJECT OVERVIEW................................................................................................................1 II. CONDITIONS AND REQUIREMENTS SUMMARY ......................................................................8 III. OFFSITE ANALYSIS .................................................................................................................13 IV. FLOW CONTROL, LOW IMPACT DEVELOPMENT AND WATER QUALITY FACILITY ANALYSIS AND DESIGN..........................................................................................................................28 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN.....................................................................32 VI. SPECIAL REPORTS AND STUDIES............................................................................................32 VII. OTHER PERMITS....................................................................................................................32 VIII. CSWPP ANALYSIS AND DESIGN .............................................................................................32 IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION of COVENANT....................32 X. OPERATION AND MAINTENANCE MANUAL..........................................................................32 List of Figures Figure 1 – TIR Worksheet Figure 2 – Vicinity Map Figure 3 – Site Photo Figure 4 – Soils Map and Legend Figure 5 – Existing Conditions Map Figure 6 – Onsite Developed Conditions Map Figure 7 – Offsite Developed Conditions Map Figure 8 – Drainage Review Flow Chart Figure 9 – Downstream flow path Appendix A WWHM Output Appendix B Geotechnical Engineering Report by The Riley Group, Inc. dated February 16, 2021 Appendix C Flow control and Water quality BMP exhibits. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Phone _____ Address Project Engineer Company ____ Phone _______ Part 2 PROJECT LOCATION AND DESCRIPTION Project Name _ DLS-Permitting Permit #_____ Location Township Range _ Section _ Site Address _______ Part 3 TYPE OF PERMIT APPLICATION □ Land use (e.g.,Subdivision / Short Subd. / UPD) □ Building (e.g.,M/F / Commercial / SFR) □ Clearing and Grading □ Right-of-Way Use □ Other ___________________________ Part 4 OTHER REVIEWS AND PERMITS1 □ DFW HPA □ COE CWA 404 □ ECY Dam Safety □ FEMA Floodplain □ COE Wetlands □ Other _________ □ Shoreline Management □ Structural Rockery/Vault/______ □ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review (check one): Date (include revision dates): Date of Final: □ □ □ □ □ Full Targeted Simplified Large Project Directed Site Improvement Plan (Engr. Plans) Plan Type (check one): Date (include revision dates): Date of Final: □ Full □ Modified □ Simplified Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental /Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No._ _ Date of Approval: __________________________ 1 DFW: WA State Dept. of Fish and Wildlife. HPA: hydraulic project approval. COE: (Army) Corps of Engineers. CWA: Clean Water Act. ECY: WA State Dept. of Ecology. FEMA: Federal Emergency Management Agency. ESA: Endangered Species Act. 2021 Surface Water Design Manual 1 Last revised 7/23/2021 STEPHEN HOUSING ASSOC. (253) 638-9798 13055 SE 192ND ST. RENTON, WA 98058 EDWARD MECUM G2 CIVIL (425) 821-5038 WAT BACK INN 23 N 05 E 4 3001 NE 16TH ST RENTON, WA 98056 X X X 4/7/2025 NA STEELE HOUSE KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Describe: Completion Date:Re: KCSWDM 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 □Steep Slope □ Lake □Erosion Hazard □ Wetlands □Landslide Hazard □ Closed Depression □Coal Mine Hazard □ Floodplain □Seismic Hazard □ Other □Habitat Protection □ Part 10 SOILS Soil Type Slopes Erosion Potential □ High Groundwater Table (within 5 feet) □ Sole Source Aquifer □ Other ______________ _______________________ □ Seeps/Springs □ Additional Sheets Attached 2021 Surface Water Design Manual 2 Last revised 7/23/2021 INDIANOLA lOAMY SAND EAST LAKE WASHINGTON - RENTON CORE REQUIREMENTS #1-9 0-2%LOW KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT □ Core 2 - Offsite Analysis____________________ _________________________________ □ Sensitive/Critical Areas _____________________ _________________________________ □ SEPA _____________________________________ _________________________________ □ LID Infeasibility____________________________ _________________________________ □ Other _____________________________________ _________________________________ □ □ 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 Level: 1 / 2 / 3 or Exemption Number ______________ summary sheet)Flow Control BMPs Conveyance System Spill containment located at: Erosion and Sediment Control /CSWPP/CESCL/ESC Site Supervisor: Construction Stormwater Pollution Prevention Contact Phone: After Hours Phone: Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog summary sheet)or Exemption No. Landscape Management Plan: Yes / No For Entire Project:Total Replaced Impervious surfaces on the site % of Target Impervious that had a feasible FCBMP Total New Pervious Surfaces on the site Repl. Imp. on site mitigated w/flow control facility implemented Repl. Imp. on site mitigated w/water quality facility Repl. Imp. on site mitigated with FCBMP 2021 Surface Water Design Manual 3 Last revised 7/23/2021 SOUTH OF SITE TO ADJACENT PARCEL THEN TO CONVEYANCE SYSTEM WITHIN KIRKLAND AVE NE INFILTRATION TRENCH & CALVFS WITH FINAL SUBMITTAL TBD 6,033 SF 3,733 SF 6,033 6,033 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Special Requirements (as applicable): Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / 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: 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 ^ Protection of Flow Control BMP Facilities (existing and proposed) ^ Maintain 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 Facilities, restore operation of Flow Control BMP Facilities as necessary ^ Flag limits of SAO and open space preservation areas ^ Other 2021 Surface Water Design Manual 4 Last revised 7/23/2021 NA NA INFILTRATION TRENCH, & CALVFS X X X X X X X X KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description □ Detention □Vegetated Flowpath □ Infiltration □Wetpool □ Regional Facility □Filtration □ Shared Facility □Oil Control □ Flow Control BMPs □Spill Control □ Other □Flow Control BMPs □Other Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS □ Drainage Easement □ Cast in Place Vault □ Covenant □ Retaining Wall □ Native Growth Protection Covenant □ Rockery > 4’ High □ Tract □ Structural on Steep Slope □ Other □ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. Signed/Date 2021 Surface Water Design Manual 5 Last revised 7/23/2021 X TRENCH & CALVFS CALVFS X X STORMFILTER INFILTRATION TRENCHX Steele House Technical Information Report April 7, 2025 P a g e | 1 I. PROJECT OVERVIEW Project:Steele House Site Address:3001 NE 16th Street Tax Parcel #: 7227801475 Zoning District:R-14, Residential High Density Site Area:15,740 SF (0.361 Acres) Site Location:The site is in the City of Renton within the SW Quarter of Section 4, Township 23 North, Range 5 East, W.M, King County, Washington. Figure 2: Vicinity Map Pre-developed Site Conditions The project site is in the City of Renton, consisting of one parcel totaling 15,740 SF (0.361 Acres) that is Zoned R-14 (Residential High Density). The site is on the southeast corner of the intersection of NE 16th Street and Jefferson Avenue NE. The site is bordered to the west and south by single-family residences, to the east by Jefferson Avenue NE and to the north by NE 16th Street. Steele House Technical Information Report April 7, 2025 P a g e | 2 Figure 3: Site Photo The site is currently developed with a single-family residence and a detached shed. The site is currently accessed from both NE 16th Street and Jefferson Avenue NE. The site is vegetated with mainly grass, a few shrubs and a few trees along the south property line. The site is gently sloped to the south at slopes of 1-5%. The property is located within the Johns Creek Subbasin of the West Lake Washington Basin. The frontage improvements along Jefferson Ave NE were recently completed (as-built June 2023) by the City of Renton (Project #SWP27-4016). This improvement project included the improvement of water quality in John's Creek through the installation of bioretention swales and pervious concrete sidewalks on NE 16th Street & Jefferson Avenue NE to provide treatment for total suspended solids (TSS), oil (total petroleum hydrocarbons), dissolved copper, dissolved zinc, and total phosphorus and will also reduce flows to John's Creek by increasing stormwater infiltration. Critical Areas According to COR Maps, there are no critical areas on the site. Soils Per the US Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS) Web Soil Survey (WSS), the entire project site is underlain with Indianola loamy sand, 5 to 15 percent slopes (See Figure 4 below). Soils encountered in on-site investigations include gray sand Steele House Technical Information Report April 7, 2025 P a g e | 3 with some silt and gravel see the Geotechnical Engineering Report prepared by The Riley Group, Inc. for additional information (Appendix B). Figure 4: Soil Map and Legend Developed Site Conditions The property is proposed to be developed into one building, providing six dwelling units. All units will face north with walkways to NE 16th Street while vehicular access to units will be provided from the south via a new private alley. Frontage improvements associated with the City of Renton 16th St CIP will be provided as required. The proposal includes new sidewalks from the units to the existing sidewalk on NE 16th Street improvements. Stormwater from the new improvements on-site will be infiltrated and the off-site drainage will be collected within the city stormwater systems. Steele House Technical Information Report April 7, 2025 P a g e | 4 Please refer to Core Requirement # 9 in Section II and Section IV of this TIR for additional discussion on stormwater BMPs. Developed Conditions Maps for Onsite and Offsite improvements are provided as Figure 6, and Figure 7 at this end of this Section. NE 16TH ST JE F F E R S O N A V E N E 0 GRAPHIC SCALE 20 10 20 SCALE: 1" = 20' 1700 NW GILMAN BLVD, STE 200 ISSAQUAH, WA 98027 PHONE: (425) 821-5038 EXISTING CONDITIONS MAP FIGURE 5 JE F F E R S O N A V E N E NE 16TH ST BASIN 1 (CAVFS) BASIN 2 0 GRAPHIC SCALE 40 20 40 SCALE: 1" = 40' OFFSITE DEVELOPED AREAS 1700 NW GILMAN BLVD, STE 200 ISSAQUAH, WA 98027 PHONE: (425) 821-5038 OFFSITE DEVELOPED BASIN MAP JE F F E R S O N A V E N E NE 16TH ST BASIN 1 (CAVFS) BASIN 2 0 GRAPHIC SCALE 40 20 40 SCALE: 1" = 40' BASIN 1 DEVELOPED AREA 1700 NW GILMAN BLVD, STE 200 ISSAQUAH, WA 98027 PHONE: (425) 821-5038 ONSITE DEVELOPED BASIN MAP BASIN 2 DEVELOPED AREA Steele House Technical Information Report April 7, 2025 P a g e | 5 II. CONDITIONS AND REQUIREMENTS SUMMARY The 2022 City of Renton Surface Water Design Manual (RSWDM) was utilized to determine and address all core and special requirements. Based on the criteria specified in Figure 1.1.2.A of the RSWDM, the project falls under Full Drainage Review. Per Section 1.1.2.4 of the RSWDM, the project must meet all nine (9) core and all six (6) special requirements. See Figure 8 below for more information on how the type of drainage review was determined. Figure 8: Drainage Review Flow Chart Steele House Technical Information Report April 7, 2025 P a g e | 6 Core Requirements Core Requirement #1: Discharge at the Natural Location Runoff from site is from the north side along 16th st to the south property line and discharge to the area offsite to the south. See Offsite Analysis in Section III of this Technical Information Report (TIR) for a complete description of the existing drainage paths. Core Requirement #2: Offsite Analysis An Offsite Analysis has been completed for the site and no existing or potential problems have been identified. This analysis is included in Section III of this TIR. Core Requirement #3: Flow Control Facilities The developed site meets the requirements for flow control, thus based on existing soils, infiltration facilities will be utilized to the meet that standard. The resulting flow for the 100 year event using a the continuous model of WWHM is a reduction, thus meets the Threshold discharge area exemption of less than 0.15 increase difference. Please refer to Section IV for discussion and analysis and Appendix A for a copy of the full WWHM data output. Core Requirement #4: Conveyance System Conveyance in compliance with the requirements detailed in Section 1.2.4.1 of the City of Renton 2022 SWDM. Detailed calculations will be provided with final engineering. Core Requirement #5: Construction Stormwater Pollution Prevention A temporary erosion and sediment control (TESC) plan providing details on best management practices (BMPs) to be implemented during construction will be included in the final engineering construction plan set. A Construction Stormwater Pollution Prevention Plan (CSWPPP) will also be provided with final engineering. Core Requirement #6: Maintenance and Operations An Operation and Maintenance Manual will be provided with final engineering. Core Requirement #7: Financial Guarantees and Liability The owner will arrange for any financial guarantees and liabilities required by the permit. Core Requirement #8: Water Quality Facilities The site meets the threshold for water quality. A BMP of “Compost Amended Vegetated filter Strip (CAVFS) as approved by the Dept. of Ecology, is proposed to treat a majority of the runoff from the site driveway access and parking areas. A small basin area along the north part of the paved access entrance will be treated by Contech Stormfilter single cartridge catch basin. Core Requirement #9: Flow Control BMPs This site meets the threshold for Flow Control, the existing soils onsite have been tested by the Geotechnical Engineer and a long term infiltration rate provided. Thus Infiltration Steele House Technical Information Report April 7, 2025 P a g e | 7 BMP’s have been chosen to meet Flow Control. See further detailed discussion in Section IV of this TIR. Impervious Surface BMPs Full Dispersion: Infeasible. The space required for a 100-foot native vegetated flowpath segment is not available on site. Full Infiltration: Feasible. The Geotechnical Engineering Report prepared by The Riley Group; Inc. dated February 16, 2021 (Appendix B) states that infiltration is feasible at the site. Full infiltration is proposed for the roof and road improvements. Limited Infiltration: Not Applicable, due to all surfaces are being fully infiltrated onsite. Rain Gardens/Bioretention: Feasible. BMP’s relying on infiltration are feasible as described above. The BMP of CAVFS as described by the Department of Ecology will be utilized for the site. Permeable Pavement: Feasible. Although the Geotechnical Report prepared by The Riley Group; Inc. dated February 16, 2022 (Appendix B) does not state specifically that permeable pavement is feasible. Basic Dispersion: Infeasible. The space required for the 50-foot Basic Dispersion trenches and flow path is not available on the site. Reduced Impervious Surface Credit: Infeasible. Native Growth Retention Credit: Infeasible. The necessary area to allow for 3.5 SF of native vegetated surface for every SF of impervious surface is not available on the site. Tree Retention Credit: Feasible. At least 30% of significant trees will be retained per Department of Community and Economic Development notes in the Pre-Application Meeting. Soil Amendment: Feasible. All disturbed, pervious areas of the project will meet soil amendment requirements. Steele House Technical Information Report April 7, 2025 P a g e | 8 Special Requirements Special Requirement #1: Other Adopted Area-Specific Requirements Master Drainage Plans– N/A Basin Plan – N/A Salmon Conservation Plans- N/A Lake Management Plans – N/A Hazard Mitigation Plan- N/A Shared Facility Drainage Plans – N/A Special Requirement #2: Flood Hazard Area Delineation The limits of this project do not lie within a flood hazard area composed of the 100-year floodplain, fringe or floodway per FEMA Flood Map # 53033C0668G effective 08/19/2020. Special Requirement #3: Flood Protection Facilities This project does not rely on or propose to modify/construct a new flood protection facility. Special Requirement #4: Source controls The project is not a commercial building or development; therefore, this requirement is not applicable. Special Requirement #5: Oil Control This project is not considered high use in need of oil control. Special Requirement #6: Aquifer Protection Area The site is not located within the Aquifer Protection Area. Steele House Technical Information Report April 7, 2025 P a g e | 9 III. DOWNSTREAM ANALYSIS A Level 1 Downstream analysis has been conducted per the requirements in Section 1.2.2.1 of the RSWDM. Please see Tasks 1 through 4 below for a summary of the results. Task 1: Define and Map the Study Area A Level 1 Offsite Analysis has been performed for the project site per Section 1.2.2 of the 2022 City of Renton Surface Water Design Manual. The project site is comprised of a single tax parcel #722780-1475. The site currently developed with a single-family residence and a gravel driveway access. The majority of the site is covered with lawn, with a few scattered trees. The site is contained within the Lower Cedar River basin within the Lake Washington/Cedar River Watershed. Slopes are approximately 2% across the site. No concentrated flow exists onsite. Runoff generally sheet flows to the adjacent undeveloped property to the south. Existing roof drainage from the existing residence is released to the yard by splash blocks and sheet flows to the downstream. The study area for this analysis extends downstream for approximately one quarter mile and includes no upstream offsite drainage area tributary to the project site. A map showing the study area is included in Figure 9 below. King C ou n ty Kin g C ounty iMap Date: 3/13 /20 25 Notes: Th e informatio n in clu de d on t his map ha s been compiled b y Kin g Cou nt y staf f from a variety of source s an d is su bject to cha ng ewithout n otice. Kin g Count y makes no re present ations o r wa rra nties, expre ss o r implied , a s to accu ra cy, complet en ess, t ime lin ess,or rig hts to the use of such informa tion . This d ocu me nt is not intend ed for u se as a survey prod uct. King Cou nty shall not be lia blefor a ny g en eral, sp ecial, indirect, incide ntal, o r conse qu ential damag es including, but not limite d to , lo st reve nu es o r lo st p ro fitsresulting from th e use or misu se of t he info rmat ion cont aine d on this map . An y sale of this m ap o r in formatio n o n t his map isprohibited except by written p ermission of King Cou nty.± SITE 1/4 MILE DOWNSTREAM Steele House Technical Information Report April 7, 2025 P a g e | 10 Task 2: Review All Available Information on the Study Area We have reviewed the site and the applicable resources for both listed and potential problems. The receiving waterbody, Lower Cedar River, is impaired at a Category 5 – 303d level for pH, Temperature, and Dissolved Oxygen per the Washington Department of Ecology Water Quality Atlas. No other critical areas or critical area buffers were located on the site per King County iMap, the City of Renton GIS maps, FEMA maps, or the CED Wetlands Inventory. Task 3: Field Inspect the Study Area A Level 1 Downstream Analysis was performed on March 3rd, 2025. The analysis was performed at approximately 5:30 PM with a temperature of about 40°. The tributary basin detailed in Task 1 was confirmed during the site visit. Information collected during this study is included in the Task 4 system description. Task 4: Describe the Drainage System The site is one drainage basins with 1 Threashold discharge location. A Parcel line is the developed site “basin line” has been added to the downstream map to reflect this information. Stormwater runoff first sheet flows from the site to the south property line where it continues to sheet flow offsite through the adjacent property. Runoff continues to sheet flow through the adjacent property where it continues to flow approximately 400’ where it is then collected within the west vertical curb and gutter along Kirkland ave. Runoff is then conveyed to the south within the curb and gutter approximately 140’ where it is collected within a type 1 catch basin within the vertical curb. Runoff is then conveyed approximately 15’ to a type 2 catch basin within Kirkland Ave NE. Runoff is then conveyed within the 12” main within Kirkland Ave NE south 780’ to a point ¼ miles downstream from the site prior to NE12th St. IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Part A: Existing Site Hydrology The 15,889 SF (0.36 AC) site is currently developed with a single-family residence in the middle of parcel 722780-1475. The residence gets accessed from a gravel driveway on the north side of the parcel along NE 16th St. The remainder of the site is vegetated with lawn, along with several large trees mainly along the south property line. The site is gently sloped to the south and southeast at slopes of 0-2%. The property is located within the Lower Cedar River drainage basin. See full downstream analysis in Section III of this Technical Information Report (TIR). Soils encountered in on-site investigations include medium dense silty sand with gravel over very dense glacial till per the Geotechnical Engineering Report prepared by The Riley Group, Inc. (Appendix B). WWHM 2012 was used to model the site limits of disturbance using the forested condition. Steele House Technical Information Report April 7, 2025 P a g e | 11 Part B: Developed Site Hydrology The developed site proposes an area of 9,766 sf of new or replaced impervious surface, thus requiring flow control mitigation per Core requirement #9. The developed site was broken into two developed basins, each implementing different BMP’s for flow control. Developed basins were itemized by surface areas and as shown on Figure 7 Onsite Developed basin map. This information was implemented as the developed basin within the WWHM software. The Geotechnical Engineer performed several test pits and performed an infiltration test pit in accordance with a Small-Scale Pilot infiltration test described in the 2022 Renton Surface Water Design Manual. The Field measured rate was found to be 10 in/hr. Correction factors were applied and yield a long term design rate of 4 in/hr. This was used within WWHM to size the individual BMP’s which provide flow control and water quality mitigation Part C: Performance Standards Based on the City of Renton’s flow control map, the project site is located within the Flow Control Duration Standard (Forested Conditions). Flow control facilities are required to match the flow duration of pre-developed rates for forested (historical) site conditions over the range of flows extending from 50% of 2-year up to the full 50-year flow and matches the peaks for the 2- and 10- year return periods. The Site is a Multi-family development which requires enhanced basin Water Quality treatment Due to the nature of the underlying soils, infiltration BMP’s have been implemented thus resulting in basin water quality treatment required. Treatment has been provided for both basins treating runoff from the target surfaces in accordance with Section 1.2.8.1.A of the RSWDM. Part D: Flow Control System Basin 1 Basin 1 utilizes the underlain soils in order to achieve full infiltration and water quality via bioretention utilizing the Compost Amended Vegetated filter strip (CAVFS) BMP. This BMP has been approved by the Department of Ecology although not specified in the RSWDM. Runoff is designed to sheet flow across the access and parking area across the gravel level spreader, into a 180 lf x 4’ CAVFS strip at an average of 4-5% slope. The material depth is 1’ deep as designed. Beneath the system a long term infiltration rate of 4 in/hr was utilized. This yields 99.67% infiltration which meets the performance standards within Part C per WWHM output. The overflow from the system will follow the natural drainage pattern downstream as described in Section III. The resulting overflow meets the exemption per section 1.2 E. Mitigation of targeted surface that bypass facility. This exemption calls for a max of 0.15 cfs tributary to the existing downstream. The site Predeveloped 100 year peak flow is 0.0096 cfs, the developed overflow 100 year is 0.0003 cfs thus meets the exemption. Steele House Technical Information Report April 7, 2025 P a g e | 12 Basin 2 Basin 2 utilizes the underlain soils in order to achieve full infiltration via a gravel trench bed. The gravel trench bed element requires a 290 sf x 4’ effective depth with 40% voids in order to achieve full 100% infiltration. Due to site constraints a linear trench of equal footprint and depth was used to meet the volume requirements. This satisfies the performance requirements outlined in Part C. Part E: Water Quality System Basin 1 Water Quality will be provided for surfaces tributary to the CAVFS system as previously described within the flow control section. This system also provides for water quality treatment. Runoff is designed to sheet flow across the access and parking area across the gravel level spreader, into a 180 lf x 4’ CAVFS strip at an average of 4-5% slope. The material depth is 1’ deep as designed. This yields 100% of volume filtered through the system which meets the performance standards as stated in Part C. BASIN 2 Water Quality for the basin 2 will be maintained by routing the runoff through a single cartridge StormFilter catch basin by Contech. V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN A conveyance system analysis will be provided with final engineering VI. SPECIAL REPORTS AND STUDIES •Geotechnical Engineering Report by The Riley Group, Inc. dated September 16, 2020 •Infiltration Assessment by The Riley Group, Inc. dated September 2, 2020 •Wetland and Stream Reconnaissance for 13016- 156th Ave. SE Renton WA by Altmann Oliver Associates, LLC, dated January 29, 2020. VII. OTHER PERMITS •Civil Construction Permit •Building Permits •Right-of-Way Use Permit VIII. CSWPP ANALYSIS AND DESIGN A CSWPPP will be provided with final engineering. IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION of COVENANT Bond Quantities, Facility Summary and Declaration of Covenant to be provided with Final Engineering. Steele House Technical Information Report April 7, 2025 P a g e | 13 X. OPERATION AND MAINTENANCE MANUAL An Operation and Maintenance Manual to be provided with Final Engineering. Steele House Technical Information Report Appendix A WWHM Flow Control & Water Quality output WWHM2012 PROJECT REPORT BASIN 1 (CAVFS) FLOW CONTROL AND WATER QUALITY SYSTEM Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 2 General Model Information WWHM2012 Project Name:Way Back Inn CAVFS BASIN Site Name:Way Back Inn Site Address: City: Report Date:3/13/2025 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year STEELE HOUSE Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 3 Landuse Basin Data Predeveloped Land Use PREDEVELOPED Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.124 Pervious Total 0.124 Impervious Land Use acre Impervious Total 0 Basin Total 0.124 Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 4 Mitigated Land Use DEV BASIN 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.008 Pervious Total 0.008 Impervious Land Use acre ROADS FLAT 0.12 Impervious Total 0.12 Basin Total 0.128 Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 5 Routing Elements Predeveloped Routing Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 6 Mitigated Routing CAVFS 1 CAVFS Length: 180.00 ft. CAVFS Width:4.00 ft. Gravel thickness: 1 ft. Material thickness of CAVFS layer: 1 ft. Slope of CAVFS layer: 0.05 ft. Infiltration On Infiltration rate:10 Infiltration safety factor:0.4 Total Volume Infiltrated (ac-ft.):18.916 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):18.978 Percent Infiltrated:99.67 Total Precip Applied to Facility:0.732 Total Evap From Facility:0.56 Outlet Control Overflow Height: 0.5 ft. Overflow width: 90 in. Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 7 CAVFS 1 Surface 1 Way Back Inn CAVFS BASIN 3/13/2025 8:40:06 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.124 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.008 Total Impervious Area:0.12 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003646 5 year 0.005726 10 year 0.006905 25 year 0.008153 50 year 0.008926 100 year 0.009583 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.00015 5 year 0.000192 10 year 0.000221 25 year 0.00026 50 year 0.000291 100 year 0.000322 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.000 1950 0.004 0.000 1951 0.008 0.000 1952 0.003 0.000 1953 0.002 0.000 1954 0.003 0.000 1955 0.005 0.000 1956 0.004 0.000 1957 0.003 0.000 1958 0.004 0.000 Way Back Inn CAVFS BASIN 3/13/2025 8:40:42 AM Page 9 1959 0.003 0.000 1960 0.005 0.000 1961 0.003 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.003 0.000 1965 0.002 0.000 1966 0.002 0.000 1967 0.005 0.000 1968 0.003 0.000 1969 0.003 0.000 1970 0.002 0.000 1971 0.003 0.000 1972 0.006 0.000 1973 0.003 0.000 1974 0.003 0.000 1975 0.004 0.000 1976 0.003 0.000 1977 0.000 0.000 1978 0.003 0.000 1979 0.002 0.000 1980 0.006 0.000 1981 0.002 0.000 1982 0.004 0.000 1983 0.004 0.000 1984 0.002 0.000 1985 0.001 0.000 1986 0.006 0.000 1987 0.006 0.000 1988 0.002 0.000 1989 0.001 0.000 1990 0.012 0.000 1991 0.007 0.000 1992 0.003 0.000 1993 0.003 0.000 1994 0.001 0.000 1995 0.004 0.000 1996 0.009 0.000 1997 0.007 0.000 1998 0.002 0.000 1999 0.007 0.000 2000 0.003 0.000 2001 0.001 0.000 2002 0.003 0.000 2003 0.004 0.000 2004 0.005 0.000 2005 0.004 0.000 2006 0.004 0.000 2007 0.009 0.000 2008 0.011 0.000 2009 0.005 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0117 0.0004 2 0.0112 0.0003 3 0.0087 0.0003 Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 10 4 0.0085 0.0003 5 0.0080 0.0002 6 0.0071 0.0002 7 0.0070 0.0002 8 0.0067 0.0002 9 0.0063 0.0002 10 0.0060 0.0002 11 0.0057 0.0002 12 0.0056 0.0002 13 0.0055 0.0002 14 0.0054 0.0002 15 0.0051 0.0002 16 0.0050 0.0002 17 0.0050 0.0002 18 0.0045 0.0002 19 0.0044 0.0002 20 0.0043 0.0002 21 0.0041 0.0002 22 0.0040 0.0002 23 0.0040 0.0002 24 0.0039 0.0002 25 0.0039 0.0002 26 0.0037 0.0002 27 0.0036 0.0002 28 0.0036 0.0002 29 0.0034 0.0002 30 0.0032 0.0001 31 0.0031 0.0001 32 0.0031 0.0001 33 0.0031 0.0001 34 0.0031 0.0001 35 0.0031 0.0001 36 0.0030 0.0001 37 0.0029 0.0001 38 0.0029 0.0001 39 0.0028 0.0001 40 0.0028 0.0001 41 0.0027 0.0001 42 0.0027 0.0001 43 0.0027 0.0001 44 0.0026 0.0001 45 0.0025 0.0001 46 0.0025 0.0001 47 0.0025 0.0001 48 0.0025 0.0001 49 0.0024 0.0001 50 0.0024 0.0001 51 0.0023 0.0001 52 0.0022 0.0001 53 0.0020 0.0001 54 0.0019 0.0001 55 0.0016 0.0001 56 0.0015 0.0001 57 0.0014 0.0001 58 0.0014 0.0001 59 0.0009 0.0001 60 0.0005 0.0001 61 0.0003 0.0001 Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 11 Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0018 17545 0 0 Pass 0.0019 16170 0 0 Pass 0.0020 14968 0 0 Pass 0.0020 13851 0 0 Pass 0.0021 12820 0 0 Pass 0.0022 11813 0 0 Pass 0.0023 10900 0 0 Pass 0.0023 10119 0 0 Pass 0.0024 9392 0 0 Pass 0.0025 8733 0 0 Pass 0.0025 8147 0 0 Pass 0.0026 7593 0 0 Pass 0.0027 7065 0 0 Pass 0.0028 6590 0 0 Pass 0.0028 6147 0 0 Pass 0.0029 5777 0 0 Pass 0.0030 5435 0 0 Pass 0.0030 5101 0 0 Pass 0.0031 4808 0 0 Pass 0.0032 4524 0 0 Pass 0.0033 4254 0 0 Pass 0.0033 4017 0 0 Pass 0.0034 3784 0 0 Pass 0.0035 3546 0 0 Pass 0.0035 3339 0 0 Pass 0.0036 3138 0 0 Pass 0.0037 2952 0 0 Pass 0.0038 2785 0 0 Pass 0.0038 2599 0 0 Pass 0.0039 2449 0 0 Pass 0.0040 2304 0 0 Pass 0.0040 2160 0 0 Pass 0.0041 2027 0 0 Pass 0.0042 1898 0 0 Pass 0.0043 1790 0 0 Pass 0.0043 1687 0 0 Pass 0.0044 1587 0 0 Pass 0.0045 1483 0 0 Pass 0.0045 1379 0 0 Pass 0.0046 1292 0 0 Pass 0.0047 1220 0 0 Pass 0.0048 1155 0 0 Pass 0.0048 1098 0 0 Pass 0.0049 1048 0 0 Pass 0.0050 997 0 0 Pass 0.0051 930 0 0 Pass 0.0051 883 0 0 Pass 0.0052 837 0 0 Pass 0.0053 789 0 0 Pass 0.0053 743 0 0 Pass 0.0054 713 0 0 Pass 0.0055 668 0 0 Pass 0.0056 631 0 0 Pass Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 13 0.0056 596 0 0 Pass 0.0057 565 0 0 Pass 0.0058 539 0 0 Pass 0.0058 497 0 0 Pass 0.0059 473 0 0 Pass 0.0060 434 0 0 Pass 0.0061 399 0 0 Pass 0.0061 366 0 0 Pass 0.0062 348 0 0 Pass 0.0063 323 0 0 Pass 0.0063 296 0 0 Pass 0.0064 272 0 0 Pass 0.0065 256 0 0 Pass 0.0066 235 0 0 Pass 0.0066 217 0 0 Pass 0.0067 195 0 0 Pass 0.0068 180 0 0 Pass 0.0068 158 0 0 Pass 0.0069 145 0 0 Pass 0.0070 129 0 0 Pass 0.0071 119 0 0 Pass 0.0071 109 0 0 Pass 0.0072 97 0 0 Pass 0.0073 91 0 0 Pass 0.0073 82 0 0 Pass 0.0074 76 0 0 Pass 0.0075 68 0 0 Pass 0.0076 61 0 0 Pass 0.0076 54 0 0 Pass 0.0077 48 0 0 Pass 0.0078 41 0 0 Pass 0.0078 38 0 0 Pass 0.0079 33 0 0 Pass 0.0080 27 0 0 Pass 0.0081 22 0 0 Pass 0.0081 21 0 0 Pass 0.0082 20 0 0 Pass 0.0083 19 0 0 Pass 0.0084 17 0 0 Pass 0.0084 14 0 0 Pass 0.0085 12 0 0 Pass 0.0086 8 0 0 Pass 0.0086 4 0 0 Pass 0.0087 3 0 0 Pass 0.0088 3 0 0 Pass 0.0089 3 0 0 Pass 0.0089 3 0 0 Pass Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0148 acre-feet On-line facility target flow:0.0194 cfs. Adjusted for 15 min:0.0194 cfs. Off-line facility target flow:0.0109 cfs. Adjusted for 15 min:0.0109 cfs. Way Back Inn CAVFS BASIN 3/13/2025 8:40:43 AM Page 15 LID Report Way Back Inn CAVFS BASIN 3/13/2025 8:41:09 AM Page 16 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. Way Back Inn CAVFS BASIN 3/13/2025 8:41:09 AM Page 17 POC 3 POC #3 was not reported because POC must exist in both scenarios and both scenarios must have been run. Way Back Inn CAVFS BASIN 3/13/2025 8:41:09 AM Page 18 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. Way Back Inn CAVFS BASIN 3/13/2025 8:41:09 AM Page 19 Appendix Predeveloped Schematic Way Back Inn CAVFS BASIN 3/13/2025 8:41:11 AM Page 20 Mitigated Schematic Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 21 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 Way Back Inn CAVFS BASIN.wdm MESSU 25 PreWay Back Inn CAVFS BASIN.MES 27 PreWay Back Inn CAVFS BASIN.L61 28 PreWay Back Inn CAVFS BASIN.L62 30 POCWay Back Inn CAVFS BASIN1.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 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 Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 22 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 Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 23 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** PREDEVELOPED*** PERLND 10 0.124 COPY 501 12 PERLND 10 0.124 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 24 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 Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 25 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 Way Back Inn CAVFS BASIN.wdm MESSU 25 MitWay Back Inn CAVFS BASIN.MES 27 MitWay Back Inn CAVFS BASIN.L61 28 MitWay Back Inn CAVFS BASIN.L62 30 POCWay Back Inn CAVFS BASIN1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 CAVFS 1 Surface 1 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 *** 13 C, Pasture, 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 *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 26 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 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 *** 13 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 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 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 13 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 *** 1 ROADS/FLAT 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 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 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 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 27 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEV BASIN 1*** PERLND 13 0.008 RCHRES 1 2 PERLND 13 0.008 RCHRES 1 3 IMPLND 1 0.12 RCHRES 1 5 ******Routing****** PERLND 13 0.008 COPY 1 12 IMPLND 1 0.12 COPY 1 15 PERLND 13 0.008 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 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 *** 1 CAVFS 1 Surface-008 3 1 1 1 28 0 1 2 CAVFS 1 2 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 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 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 * * * * * * * * * * * * * * *** Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 28 1 0 1 0 0 4 5 6 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 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 0.03 0.0 0.0 0.0 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 6.0 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 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 2 71 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004132 0.000000 0.000000 0.000000 0.071429 0.004132 0.000122 0.000000 0.000000 0.142857 0.004132 0.000245 0.000000 0.000000 0.214286 0.004132 0.000367 0.000000 0.000000 0.285714 0.004132 0.000490 0.000000 0.000000 0.357143 0.004132 0.000612 0.000000 0.000000 0.428571 0.004132 0.000735 0.000000 0.000000 0.500000 0.004132 0.000857 0.000000 0.000000 0.571429 0.004132 0.000980 0.000000 0.000000 0.642857 0.004132 0.001102 0.000000 0.000000 0.714286 0.004132 0.001225 0.000000 0.000000 0.785714 0.004132 0.001347 0.000000 0.000000 0.857143 0.004132 0.001470 0.000000 0.000000 0.928571 0.004132 0.001592 0.000000 0.000000 1.000000 0.004132 0.001715 0.000000 0.000000 1.071429 0.004132 0.001833 0.000000 0.000000 1.142857 0.004132 0.001952 0.000000 0.000000 1.214286 0.004132 0.002070 0.000000 0.000000 1.285714 0.004132 0.002189 0.000000 0.000000 1.357143 0.004132 0.002307 0.000000 0.000000 1.428571 0.004132 0.002426 0.000000 0.000000 1.500000 0.004132 0.002544 0.000000 0.000000 1.571429 0.004132 0.002663 0.000000 0.000000 1.642857 0.004132 0.002781 0.000000 0.000000 1.714286 0.004132 0.002900 0.000000 0.000000 1.785714 0.004132 0.003018 0.000000 0.000000 1.857143 0.004132 0.003137 0.000273 0.083333 1.928571 0.004132 0.003255 0.000328 0.083333 2.000000 0.004132 0.003374 0.000388 0.083333 2.071429 0.004132 0.003492 0.000455 0.083333 2.142857 0.004132 0.003611 0.000528 0.083333 2.214286 0.004132 0.003729 0.000608 0.083333 2.285714 0.004132 0.003848 0.000694 0.083333 2.357143 0.004132 0.003966 0.000787 0.083333 2.428571 0.004132 0.004085 0.000888 0.083333 2.500000 0.004132 0.004204 0.000995 0.083333 2.571429 0.004132 0.004322 0.001110 0.083333 2.642857 0.004132 0.004441 0.001233 0.083333 2.714286 0.004132 0.004559 0.001363 0.083333 2.785714 0.004132 0.004678 0.001502 0.083333 2.857143 0.004132 0.004796 0.001648 0.083333 2.928571 0.004132 0.004915 0.001802 0.083333 3.000000 0.004132 0.005033 0.001965 0.083333 Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 29 3.071429 0.004132 0.005152 0.002137 0.083333 3.142857 0.004132 0.005270 0.002317 0.083333 3.214286 0.004132 0.005389 0.002506 0.083333 3.285714 0.004132 0.005507 0.002704 0.083333 3.357143 0.004132 0.005626 0.002911 0.083333 3.428571 0.004132 0.005744 0.003128 0.083333 3.500000 0.004132 0.005863 0.003354 0.083333 3.571429 0.004132 0.005981 0.003589 0.083333 3.642857 0.004132 0.006100 0.003835 0.083333 3.714286 0.004132 0.006218 0.004091 0.083333 3.785714 0.004132 0.006337 0.004357 0.083333 3.857143 0.004132 0.006455 0.004634 0.083333 3.928571 0.004132 0.006574 0.004921 0.083333 4.000000 0.004132 0.006692 0.005220 0.083333 4.071429 0.004132 0.006811 0.005531 0.083333 4.142857 0.004132 0.006929 0.005853 0.083333 4.214286 0.004132 0.007048 0.006188 0.083333 4.285714 0.004132 0.007166 0.006537 0.083333 4.357143 0.004132 0.007285 0.006900 0.083333 4.428571 0.004132 0.007403 0.007281 0.083333 4.500000 0.004132 0.007522 0.007682 0.083333 4.571429 0.004132 0.007640 0.008115 0.083333 4.642857 0.004132 0.007759 0.032500 0.083333 4.714286 0.004132 0.007877 0.032500 0.083333 4.785714 0.004132 0.007996 0.032500 0.083333 4.857143 0.004132 0.008114 0.032500 0.083333 4.928571 0.004132 0.008233 0.032500 0.083333 5.000000 0.004132 0.010744 0.032500 0.083333 END FTABLE 2 FTABLE 1 24 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004132 0.000000 0.000000 0.000000 0.000000 0.035715 0.004132 0.000148 0.000000 0.115833 0.000000 0.071429 0.004132 0.000295 0.000000 0.115833 0.000000 0.142857 0.004132 0.000590 2.659020 0.115833 0.000000 0.214286 0.004132 0.000885 11.57910 0.115833 0.000000 0.285714 0.004132 0.001181 23.98583 0.115833 0.000000 0.357143 0.004132 0.001476 39.07945 0.115833 0.000000 0.428571 0.004132 0.001771 56.44577 0.115833 0.000000 0.500000 0.004132 0.002066 75.81877 0.115833 0.000000 0.571429 0.004132 0.002361 77.33871 0.115833 0.000000 0.642857 0.004132 0.002656 80.11586 0.115833 0.000000 0.714286 0.004132 0.002952 83.70996 0.115833 0.000000 0.785714 0.004132 0.003247 87.96350 0.115833 0.000000 0.857143 0.004132 0.003542 92.78459 0.115833 0.000000 0.928571 0.004132 0.003837 98.10992 0.115833 0.000000 1.000000 0.004132 0.004132 103.8914 0.115833 0.000000 1.071429 0.004132 0.004427 110.0897 0.115833 0.000000 1.142857 0.004132 0.004723 116.6713 0.115833 0.000000 1.214286 0.004132 0.005018 123.6058 0.115833 0.000000 1.285714 0.004132 0.005313 130.8653 0.115833 0.000000 1.357143 0.004132 0.005608 138.4231 0.115833 0.000000 1.428571 0.004132 0.005903 146.2534 0.115833 0.000000 1.500000 0.004132 0.006198 154.3307 0.115833 0.000000 1.500000 0.004132 0.006198 162.6297 0.115833 0.000000 END FTABLE 1 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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 RCHRES 1 EXTNL PREC Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 30 WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 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*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1004 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL 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 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 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 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 31 Predeveloped HSPF Message File Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 32 Mitigated HSPF Message File Way Back Inn CAVFS BASIN 3/13/2025 8:41:13 AM Page 33 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 WWHM2012 PROJECT REPORT BASIN 2 FLOW CONTROL Way Back Inn Site 3/13/2025 8:53:21 AM Page 2 General Model Information WWHM2012 Project Name:Way Back Inn Site Site Name:Way Back Inn Site Address: City: Report Date:3/13/2025 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year STEELE HOUSE Way Back Inn Site 3/13/2025 8:53:21 AM Page 3 Landuse Basin Data Predeveloped Land Use PREDEVELOPED Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.155 Pervious Total 0.155 Impervious Land Use acre Impervious Total 0 Basin Total 0.155 Way Back Inn Site 3/13/2025 8:53:21 AM Page 4 Mitigated Land Use DEVELOPED Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.047 Pervious Total 0.047 Impervious Land Use acre ROADS FLAT 0.012 ROOF TOPS FLAT 0.086 SIDEWALKS FLAT 0.01 Impervious Total 0.108 Basin Total 0.155 Way Back Inn Site 3/13/2025 8:53:21 AM Page 5 Routing Elements Predeveloped Routing Way Back Inn Site 3/13/2025 8:53:21 AM Page 6 Mitigated Routing Gravel Trench Bed 1 Bottom Length:145.00 ft. Bottom Width:2.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:4 Pour Space of material for first layer:0.4 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:10 Infiltration safety factor:0.4 Total Volume Infiltrated (ac-ft.):19.256 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):19.256 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:4 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.006 0.000 0.000 0.000 0.0444 0.006 0.000 0.000 0.026 0.0889 0.006 0.000 0.000 0.026 0.1333 0.006 0.000 0.000 0.026 0.1778 0.006 0.000 0.000 0.026 0.2222 0.006 0.000 0.000 0.026 0.2667 0.006 0.000 0.000 0.026 0.3111 0.006 0.000 0.000 0.026 0.3556 0.006 0.000 0.000 0.026 0.4000 0.006 0.001 0.000 0.026 0.4444 0.006 0.001 0.000 0.026 0.4889 0.006 0.001 0.000 0.026 0.5333 0.006 0.001 0.000 0.026 0.5778 0.006 0.001 0.000 0.026 0.6222 0.006 0.001 0.000 0.026 0.6667 0.006 0.001 0.000 0.026 0.7111 0.006 0.001 0.000 0.026 0.7556 0.006 0.002 0.000 0.026 0.8000 0.006 0.002 0.000 0.026 0.8444 0.006 0.002 0.000 0.026 0.8889 0.006 0.002 0.000 0.026 0.9333 0.006 0.002 0.000 0.026 0.9778 0.006 0.002 0.000 0.026 1.0222 0.006 0.002 0.000 0.026 Way Back Inn Site 3/13/2025 8:53:21 AM Page 7 1.0667 0.006 0.002 0.000 0.026 1.1111 0.006 0.003 0.000 0.026 1.1556 0.006 0.003 0.000 0.026 1.2000 0.006 0.003 0.000 0.026 1.2444 0.006 0.003 0.000 0.026 1.2889 0.006 0.003 0.000 0.026 1.3333 0.006 0.003 0.000 0.026 1.3778 0.006 0.003 0.000 0.026 1.4222 0.006 0.003 0.000 0.026 1.4667 0.006 0.003 0.000 0.026 1.5111 0.006 0.004 0.000 0.026 1.5556 0.006 0.004 0.000 0.026 1.6000 0.006 0.004 0.000 0.026 1.6444 0.006 0.004 0.000 0.026 1.6889 0.006 0.004 0.000 0.026 1.7333 0.006 0.004 0.000 0.026 1.7778 0.006 0.004 0.000 0.026 1.8222 0.006 0.004 0.000 0.026 1.8667 0.006 0.005 0.000 0.026 1.9111 0.006 0.005 0.000 0.026 1.9556 0.006 0.005 0.000 0.026 2.0000 0.006 0.005 0.000 0.026 2.0444 0.006 0.005 0.000 0.026 2.0889 0.006 0.005 0.000 0.026 2.1333 0.006 0.005 0.000 0.026 2.1778 0.006 0.005 0.000 0.026 2.2222 0.006 0.005 0.000 0.026 2.2667 0.006 0.006 0.000 0.026 2.3111 0.006 0.006 0.000 0.026 2.3556 0.006 0.006 0.000 0.026 2.4000 0.006 0.006 0.000 0.026 2.4444 0.006 0.006 0.000 0.026 2.4889 0.006 0.006 0.000 0.026 2.5333 0.006 0.006 0.000 0.026 2.5778 0.006 0.006 0.000 0.026 2.6222 0.006 0.007 0.000 0.026 2.6667 0.006 0.007 0.000 0.026 2.7111 0.006 0.007 0.000 0.026 2.7556 0.006 0.007 0.000 0.026 2.8000 0.006 0.007 0.000 0.026 2.8444 0.006 0.007 0.000 0.026 2.8889 0.006 0.007 0.000 0.026 2.9333 0.006 0.007 0.000 0.026 2.9778 0.006 0.007 0.000 0.026 3.0222 0.006 0.008 0.000 0.026 3.0667 0.006 0.008 0.000 0.026 3.1111 0.006 0.008 0.000 0.026 3.1556 0.006 0.008 0.000 0.026 3.2000 0.006 0.008 0.000 0.026 3.2444 0.006 0.008 0.000 0.026 3.2889 0.006 0.008 0.000 0.026 3.3333 0.006 0.008 0.000 0.026 3.3778 0.006 0.009 0.000 0.026 3.4222 0.006 0.009 0.000 0.026 3.4667 0.006 0.009 0.000 0.026 3.5111 0.006 0.009 0.000 0.026 3.5556 0.006 0.009 0.000 0.026 3.6000 0.006 0.009 0.000 0.026 Way Back Inn Site 3/13/2025 8:53:21 AM Page 8 3.6444 0.006 0.009 0.000 0.026 3.6889 0.006 0.009 0.000 0.026 3.7333 0.006 0.009 0.000 0.026 3.7778 0.006 0.010 0.000 0.026 3.8222 0.006 0.010 0.000 0.026 3.8667 0.006 0.010 0.000 0.026 3.9111 0.006 0.010 0.000 0.026 3.9556 0.006 0.010 0.000 0.026 4.0000 0.006 0.010 0.000 0.026 Way Back Inn Site 3/13/2025 8:53:21 AM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.155 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.047 Total Impervious Area:0.108 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.004557 5 year 0.007157 10 year 0.008631 25 year 0.010192 50 year 0.011158 100 year 0.011979 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.000 1950 0.006 0.000 1951 0.010 0.000 1952 0.003 0.000 1953 0.003 0.000 1954 0.004 0.000 1955 0.006 0.000 1956 0.005 0.000 1957 0.004 0.000 1958 0.005 0.000 Way Back Inn Site 3/13/2025 8:54:08 AM Page 10 1959 0.004 0.000 1960 0.007 0.000 1961 0.004 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.004 0.000 1965 0.003 0.000 1966 0.003 0.000 1967 0.006 0.000 1968 0.004 0.000 1969 0.004 0.000 1970 0.003 0.000 1971 0.003 0.000 1972 0.007 0.000 1973 0.003 0.000 1974 0.004 0.000 1975 0.005 0.000 1976 0.004 0.000 1977 0.000 0.000 1978 0.003 0.000 1979 0.002 0.000 1980 0.007 0.000 1981 0.003 0.000 1982 0.005 0.000 1983 0.005 0.000 1984 0.003 0.000 1985 0.002 0.000 1986 0.008 0.000 1987 0.007 0.000 1988 0.003 0.000 1989 0.002 0.000 1990 0.015 0.000 1991 0.009 0.000 1992 0.003 0.000 1993 0.004 0.000 1994 0.001 0.000 1995 0.005 0.000 1996 0.011 0.000 1997 0.009 0.000 1998 0.002 0.000 1999 0.008 0.000 2000 0.004 0.000 2001 0.001 0.000 2002 0.004 0.000 2003 0.005 0.000 2004 0.006 0.001 2005 0.005 0.000 2006 0.005 0.000 2007 0.011 0.000 2008 0.014 0.000 2009 0.007 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0146 0.0007 2 0.0140 0.0000 3 0.0108 0.0000 Way Back Inn Site 3/13/2025 8:54:08 AM Page 11 4 0.0107 0.0000 5 0.0100 0.0000 6 0.0089 0.0000 7 0.0088 0.0000 8 0.0084 0.0000 9 0.0079 0.0000 10 0.0075 0.0000 11 0.0071 0.0000 12 0.0070 0.0000 13 0.0069 0.0000 14 0.0068 0.0000 15 0.0064 0.0000 16 0.0063 0.0000 17 0.0062 0.0000 18 0.0056 0.0000 19 0.0054 0.0000 20 0.0054 0.0000 21 0.0051 0.0000 22 0.0050 0.0000 23 0.0050 0.0000 24 0.0049 0.0000 25 0.0049 0.0000 26 0.0046 0.0000 27 0.0045 0.0000 28 0.0045 0.0000 29 0.0043 0.0000 30 0.0040 0.0000 31 0.0039 0.0000 32 0.0039 0.0000 33 0.0039 0.0000 34 0.0039 0.0000 35 0.0038 0.0000 36 0.0038 0.0000 37 0.0037 0.0000 38 0.0036 0.0000 39 0.0035 0.0000 40 0.0035 0.0000 41 0.0034 0.0000 42 0.0034 0.0000 43 0.0033 0.0000 44 0.0033 0.0000 45 0.0032 0.0000 46 0.0032 0.0000 47 0.0031 0.0000 48 0.0031 0.0000 49 0.0030 0.0000 50 0.0030 0.0000 51 0.0028 0.0000 52 0.0028 0.0000 53 0.0026 0.0000 54 0.0024 0.0000 55 0.0020 0.0000 56 0.0019 0.0000 57 0.0018 0.0000 58 0.0018 0.0000 59 0.0012 0.0000 60 0.0006 0.0000 61 0.0004 0.0000 Way Back Inn Site 3/13/2025 8:54:08 AM Page 12 Way Back Inn Site 3/13/2025 8:54:08 AM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0023 17560 0 0 Pass 0.0024 16164 0 0 Pass 0.0025 14974 0 0 Pass 0.0025 13856 0 0 Pass 0.0026 12814 0 0 Pass 0.0027 11813 0 0 Pass 0.0028 10902 0 0 Pass 0.0029 10121 0 0 Pass 0.0030 9383 0 0 Pass 0.0031 8733 0 0 Pass 0.0032 8147 0 0 Pass 0.0033 7593 0 0 Pass 0.0034 7063 0 0 Pass 0.0034 6590 0 0 Pass 0.0035 6145 0 0 Pass 0.0036 5781 0 0 Pass 0.0037 5431 0 0 Pass 0.0038 5097 0 0 Pass 0.0039 4808 0 0 Pass 0.0040 4526 0 0 Pass 0.0041 4252 0 0 Pass 0.0042 4017 0 0 Pass 0.0043 3784 0 0 Pass 0.0043 3546 0 0 Pass 0.0044 3337 0 0 Pass 0.0045 3138 0 0 Pass 0.0046 2952 0 0 Pass 0.0047 2785 0 0 Pass 0.0048 2599 0 0 Pass 0.0049 2447 0 0 Pass 0.0050 2304 0 0 Pass 0.0051 2162 0 0 Pass 0.0051 2026 0 0 Pass 0.0052 1898 0 0 Pass 0.0053 1790 0 0 Pass 0.0054 1688 0 0 Pass 0.0055 1585 0 0 Pass 0.0056 1483 0 0 Pass 0.0057 1380 0 0 Pass 0.0058 1292 0 0 Pass 0.0059 1217 0 0 Pass 0.0060 1155 0 0 Pass 0.0060 1098 0 0 Pass 0.0061 1048 0 0 Pass 0.0062 997 0 0 Pass 0.0063 930 0 0 Pass 0.0064 883 0 0 Pass 0.0065 837 0 0 Pass 0.0066 789 0 0 Pass 0.0067 743 0 0 Pass 0.0068 713 0 0 Pass 0.0069 668 0 0 Pass 0.0069 630 0 0 Pass Way Back Inn Site 3/13/2025 8:54:08 AM Page 14 0.0070 595 0 0 Pass 0.0071 565 0 0 Pass 0.0072 539 0 0 Pass 0.0073 496 0 0 Pass 0.0074 473 0 0 Pass 0.0075 434 0 0 Pass 0.0076 399 0 0 Pass 0.0077 366 0 0 Pass 0.0077 348 0 0 Pass 0.0078 323 0 0 Pass 0.0079 296 0 0 Pass 0.0080 272 0 0 Pass 0.0081 256 0 0 Pass 0.0082 235 0 0 Pass 0.0083 217 0 0 Pass 0.0084 195 0 0 Pass 0.0085 180 0 0 Pass 0.0086 158 0 0 Pass 0.0086 145 0 0 Pass 0.0087 129 0 0 Pass 0.0088 119 0 0 Pass 0.0089 109 0 0 Pass 0.0090 97 0 0 Pass 0.0091 91 0 0 Pass 0.0092 82 0 0 Pass 0.0093 76 0 0 Pass 0.0094 68 0 0 Pass 0.0095 61 0 0 Pass 0.0095 54 0 0 Pass 0.0096 48 0 0 Pass 0.0097 41 0 0 Pass 0.0098 38 0 0 Pass 0.0099 33 0 0 Pass 0.0100 27 0 0 Pass 0.0101 22 0 0 Pass 0.0102 21 0 0 Pass 0.0103 20 0 0 Pass 0.0104 19 0 0 Pass 0.0104 17 0 0 Pass 0.0105 13 0 0 Pass 0.0106 12 0 0 Pass 0.0107 9 0 0 Pass 0.0108 4 0 0 Pass 0.0109 3 0 0 Pass 0.0110 3 0 0 Pass 0.0111 3 0 0 Pass 0.0112 3 0 0 Pass Way Back Inn Site 3/13/2025 8:54:08 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0172 acre-feet On-line facility target flow:0.0227 cfs. Adjusted for 15 min:0.0227 cfs. Off-line facility target flow:0.0128 cfs. Adjusted for 15 min:0.0128 cfs. Way Back Inn Site 3/13/2025 8:54:08 AM Page 16 LID Report Way Back Inn Site 3/13/2025 8:54:30 AM Page 17 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. Way Back Inn Site 3/13/2025 8:54:30 AM Page 18 Appendix Predeveloped Schematic Way Back Inn Site 3/13/2025 8:54:31 AM Page 19 Mitigated Schematic Way Back Inn Site 3/13/2025 8:54:33 AM Page 20 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 Way Back Inn Site.wdm MESSU 25 PreWay Back Inn Site.MES 27 PreWay Back Inn Site.L61 28 PreWay Back Inn Site.L62 30 POCWay Back Inn Site1.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 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 Way Back Inn Site 3/13/2025 8:54:33 AM Page 21 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 Way Back Inn Site 3/13/2025 8:54:33 AM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** PREDEVELOPED*** PERLND 10 0.155 COPY 501 12 PERLND 10 0.155 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Way Back Inn Site 3/13/2025 8:54:33 AM Page 23 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 Way Back Inn Site 3/13/2025 8:54:33 AM Page 24 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 Way Back Inn Site.wdm MESSU 25 MitWay Back Inn Site.MES 27 MitWay Back Inn Site.L61 28 MitWay Back Inn Site.L62 30 POCWay Back Inn Site1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 IMPLND 4 IMPLND 8 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 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 *** 13 C, Pasture, 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 *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO Way Back Inn Site 3/13/2025 8:54:33 AM Page 25 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 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 *** 13 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 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 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 13 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 *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 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 4 0 0 1 0 0 0 8 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 4 0 0 4 0 0 0 1 9 8 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 4 0 0 0 0 0 8 0 0 0 0 0 Way Back Inn Site 3/13/2025 8:54:33 AM Page 26 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEVELOPED *** PERLND 13 0.047 RCHRES 1 2 PERLND 13 0.047 RCHRES 1 3 IMPLND 1 0.012 RCHRES 1 5 IMPLND 4 0.086 RCHRES 1 5 IMPLND 8 0.01 RCHRES 1 5 ******Routing****** PERLND 13 0.047 COPY 1 12 IMPLND 1 0.012 COPY 1 15 IMPLND 4 0.086 COPY 1 15 IMPLND 8 0.01 COPY 1 15 PERLND 13 0.047 COPY 1 13 RCHRES 1 1 COPY 501 17 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 *** 1 Gravel Trench Be-005 2 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 *** Way Back Inn Site 3/13/2025 8:54:33 AM Page 27 1 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 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 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.03 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 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.006657 0.000000 0.000000 0.000000 0.044444 0.006657 0.000118 0.000000 0.026852 0.088889 0.006657 0.000237 0.000000 0.026852 0.133333 0.006657 0.000355 0.000000 0.026852 0.177778 0.006657 0.000473 0.000000 0.026852 0.222222 0.006657 0.000592 0.000000 0.026852 0.266667 0.006657 0.000710 0.000000 0.026852 0.311111 0.006657 0.000828 0.000000 0.026852 0.355556 0.006657 0.000947 0.000000 0.026852 0.400000 0.006657 0.001065 0.000000 0.026852 0.444444 0.006657 0.001184 0.000000 0.026852 0.488889 0.006657 0.001302 0.000000 0.026852 0.533333 0.006657 0.001420 0.000000 0.026852 0.577778 0.006657 0.001539 0.000000 0.026852 0.622222 0.006657 0.001657 0.000000 0.026852 0.666667 0.006657 0.001775 0.000000 0.026852 0.711111 0.006657 0.001894 0.000000 0.026852 0.755556 0.006657 0.002012 0.000000 0.026852 0.800000 0.006657 0.002130 0.000000 0.026852 0.844444 0.006657 0.002249 0.000000 0.026852 0.888889 0.006657 0.002367 0.000000 0.026852 0.933333 0.006657 0.002485 0.000000 0.026852 0.977778 0.006657 0.002604 0.000000 0.026852 1.022222 0.006657 0.002722 0.000000 0.026852 1.066667 0.006657 0.002841 0.000000 0.026852 1.111111 0.006657 0.002959 0.000000 0.026852 1.155556 0.006657 0.003077 0.000000 0.026852 1.200000 0.006657 0.003196 0.000000 0.026852 1.244444 0.006657 0.003314 0.000000 0.026852 1.288889 0.006657 0.003432 0.000000 0.026852 1.333333 0.006657 0.003551 0.000000 0.026852 1.377778 0.006657 0.003669 0.000000 0.026852 Way Back Inn Site 3/13/2025 8:54:33 AM Page 28 1.422222 0.006657 0.003787 0.000000 0.026852 1.466667 0.006657 0.003906 0.000000 0.026852 1.511111 0.006657 0.004024 0.000000 0.026852 1.555556 0.006657 0.004142 0.000000 0.026852 1.600000 0.006657 0.004261 0.000000 0.026852 1.644444 0.006657 0.004379 0.000000 0.026852 1.688889 0.006657 0.004498 0.000000 0.026852 1.733333 0.006657 0.004616 0.000000 0.026852 1.777778 0.006657 0.004734 0.000000 0.026852 1.822222 0.006657 0.004853 0.000000 0.026852 1.866667 0.006657 0.004971 0.000000 0.026852 1.911111 0.006657 0.005089 0.000000 0.026852 1.955556 0.006657 0.005208 0.000000 0.026852 2.000000 0.006657 0.005326 0.000000 0.026852 2.044444 0.006657 0.005444 0.000000 0.026852 2.088889 0.006657 0.005563 0.000000 0.026852 2.133333 0.006657 0.005681 0.000000 0.026852 2.177778 0.006657 0.005799 0.000000 0.026852 2.222222 0.006657 0.005918 0.000000 0.026852 2.266667 0.006657 0.006036 0.000000 0.026852 2.311111 0.006657 0.006154 0.000000 0.026852 2.355556 0.006657 0.006273 0.000000 0.026852 2.400000 0.006657 0.006391 0.000000 0.026852 2.444444 0.006657 0.006510 0.000000 0.026852 2.488889 0.006657 0.006628 0.000000 0.026852 2.533333 0.006657 0.006746 0.000000 0.026852 2.577778 0.006657 0.006865 0.000000 0.026852 2.622222 0.006657 0.006983 0.000000 0.026852 2.666667 0.006657 0.007101 0.000000 0.026852 2.711111 0.006657 0.007220 0.000000 0.026852 2.755556 0.006657 0.007338 0.000000 0.026852 2.800000 0.006657 0.007456 0.000000 0.026852 2.844444 0.006657 0.007575 0.000000 0.026852 2.888889 0.006657 0.007693 0.000000 0.026852 2.933333 0.006657 0.007811 0.000000 0.026852 2.977778 0.006657 0.007930 0.000000 0.026852 3.022222 0.006657 0.008048 0.000000 0.026852 3.066667 0.006657 0.008167 0.000000 0.026852 3.111111 0.006657 0.008285 0.000000 0.026852 3.155556 0.006657 0.008403 0.000000 0.026852 3.200000 0.006657 0.008522 0.000000 0.026852 3.244444 0.006657 0.008640 0.000000 0.026852 3.288889 0.006657 0.008758 0.000000 0.026852 3.333333 0.006657 0.008877 0.000000 0.026852 3.377778 0.006657 0.008995 0.000000 0.026852 3.422222 0.006657 0.009113 0.000000 0.026852 3.466667 0.006657 0.009232 0.000000 0.026852 3.511111 0.006657 0.009350 0.000000 0.026852 3.555556 0.006657 0.009468 0.000000 0.026852 3.600000 0.006657 0.009587 0.000000 0.026852 3.644444 0.006657 0.009705 0.000000 0.026852 3.688889 0.006657 0.009823 0.000000 0.026852 3.733333 0.006657 0.009942 0.000000 0.026852 3.777778 0.006657 0.010060 0.000000 0.026852 3.822222 0.006657 0.010179 0.000000 0.026852 3.866667 0.006657 0.010297 0.000000 0.026852 3.911111 0.006657 0.010415 0.000000 0.026852 3.955556 0.006657 0.010534 0.000000 0.026852 4.000000 0.006657 0.010652 0.000000 0.026852 4.044444 0.006657 0.010948 0.099321 0.026852 END FTABLE 1 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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 Way Back Inn Site 3/13/2025 8:54:33 AM Page 29 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL 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 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 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 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Way Back Inn Site 3/13/2025 8:54:33 AM Page 30 Predeveloped HSPF Message File Way Back Inn Site 3/13/2025 8:54:33 AM Page 31 Mitigated HSPF Message File Way Back Inn Site 3/13/2025 8:54:33 AM Page 32 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 WWHM2012 PROJECT REPORT Way Back Inn Site 3/13/2025 4:47:32 PM Page 2 General Model Information WWHM2012 Project Name:Way Back Inn Site Site Name:Way Back Inn Site Address: City: Report Date:3/13/2025 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year STEELE HOUSE Way Back Inn Site 3/13/2025 4:47:32 PM Page 3 Landuse Basin Data Predeveloped Land Use PREDEVELOPED Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.155 Pervious Total 0.155 Impervious Land Use acre Impervious Total 0 Basin Total 0.155 Way Back Inn Site 3/13/2025 4:47:32 PM Page 4 Mitigated Land Use DEVELOPED Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.047 Pervious Total 0.047 Impervious Land Use acre ROADS FLAT 0.012 ROOF TOPS FLAT 0.086 SIDEWALKS FLAT 0.01 Impervious Total 0.108 Basin Total 0.155 Way Back Inn Site 3/13/2025 4:47:32 PM Page 5 Routing Elements Predeveloped Routing Way Back Inn Site 3/13/2025 4:47:32 PM Page 6 Mitigated Routing Gravel Trench Bed 1 Bottom Length:145.00 ft. Bottom Width:2.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:4 Pour Space of material for first layer:0.4 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:10 Infiltration safety factor:0.4 Total Volume Infiltrated (ac-ft.):19.256 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):19.256 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:4 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.006 0.000 0.000 0.000 0.0444 0.006 0.000 0.000 0.026 0.0889 0.006 0.000 0.000 0.026 0.1333 0.006 0.000 0.000 0.026 0.1778 0.006 0.000 0.000 0.026 0.2222 0.006 0.000 0.000 0.026 0.2667 0.006 0.000 0.000 0.026 0.3111 0.006 0.000 0.000 0.026 0.3556 0.006 0.000 0.000 0.026 0.4000 0.006 0.001 0.000 0.026 0.4444 0.006 0.001 0.000 0.026 0.4889 0.006 0.001 0.000 0.026 0.5333 0.006 0.001 0.000 0.026 0.5778 0.006 0.001 0.000 0.026 0.6222 0.006 0.001 0.000 0.026 0.6667 0.006 0.001 0.000 0.026 0.7111 0.006 0.001 0.000 0.026 0.7556 0.006 0.002 0.000 0.026 0.8000 0.006 0.002 0.000 0.026 0.8444 0.006 0.002 0.000 0.026 0.8889 0.006 0.002 0.000 0.026 0.9333 0.006 0.002 0.000 0.026 0.9778 0.006 0.002 0.000 0.026 1.0222 0.006 0.002 0.000 0.026 Way Back Inn Site 3/13/2025 4:47:32 PM Page 7 1.0667 0.006 0.002 0.000 0.026 1.1111 0.006 0.003 0.000 0.026 1.1556 0.006 0.003 0.000 0.026 1.2000 0.006 0.003 0.000 0.026 1.2444 0.006 0.003 0.000 0.026 1.2889 0.006 0.003 0.000 0.026 1.3333 0.006 0.003 0.000 0.026 1.3778 0.006 0.003 0.000 0.026 1.4222 0.006 0.003 0.000 0.026 1.4667 0.006 0.003 0.000 0.026 1.5111 0.006 0.004 0.000 0.026 1.5556 0.006 0.004 0.000 0.026 1.6000 0.006 0.004 0.000 0.026 1.6444 0.006 0.004 0.000 0.026 1.6889 0.006 0.004 0.000 0.026 1.7333 0.006 0.004 0.000 0.026 1.7778 0.006 0.004 0.000 0.026 1.8222 0.006 0.004 0.000 0.026 1.8667 0.006 0.005 0.000 0.026 1.9111 0.006 0.005 0.000 0.026 1.9556 0.006 0.005 0.000 0.026 2.0000 0.006 0.005 0.000 0.026 2.0444 0.006 0.005 0.000 0.026 2.0889 0.006 0.005 0.000 0.026 2.1333 0.006 0.005 0.000 0.026 2.1778 0.006 0.005 0.000 0.026 2.2222 0.006 0.005 0.000 0.026 2.2667 0.006 0.006 0.000 0.026 2.3111 0.006 0.006 0.000 0.026 2.3556 0.006 0.006 0.000 0.026 2.4000 0.006 0.006 0.000 0.026 2.4444 0.006 0.006 0.000 0.026 2.4889 0.006 0.006 0.000 0.026 2.5333 0.006 0.006 0.000 0.026 2.5778 0.006 0.006 0.000 0.026 2.6222 0.006 0.007 0.000 0.026 2.6667 0.006 0.007 0.000 0.026 2.7111 0.006 0.007 0.000 0.026 2.7556 0.006 0.007 0.000 0.026 2.8000 0.006 0.007 0.000 0.026 2.8444 0.006 0.007 0.000 0.026 2.8889 0.006 0.007 0.000 0.026 2.9333 0.006 0.007 0.000 0.026 2.9778 0.006 0.007 0.000 0.026 3.0222 0.006 0.008 0.000 0.026 3.0667 0.006 0.008 0.000 0.026 3.1111 0.006 0.008 0.000 0.026 3.1556 0.006 0.008 0.000 0.026 3.2000 0.006 0.008 0.000 0.026 3.2444 0.006 0.008 0.000 0.026 3.2889 0.006 0.008 0.000 0.026 3.3333 0.006 0.008 0.000 0.026 3.3778 0.006 0.009 0.000 0.026 3.4222 0.006 0.009 0.000 0.026 3.4667 0.006 0.009 0.000 0.026 3.5111 0.006 0.009 0.000 0.026 3.5556 0.006 0.009 0.000 0.026 3.6000 0.006 0.009 0.000 0.026 Way Back Inn Site 3/13/2025 4:47:32 PM Page 8 3.6444 0.006 0.009 0.000 0.026 3.6889 0.006 0.009 0.000 0.026 3.7333 0.006 0.009 0.000 0.026 3.7778 0.006 0.010 0.000 0.026 3.8222 0.006 0.010 0.000 0.026 3.8667 0.006 0.010 0.000 0.026 3.9111 0.006 0.010 0.000 0.026 3.9556 0.006 0.010 0.000 0.026 4.0000 0.006 0.010 0.000 0.026 Way Back Inn Site 3/13/2025 4:47:32 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.155 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.047 Total Impervious Area:0.108 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.004557 5 year 0.007157 10 year 0.008631 25 year 0.010192 50 year 0.011158 100 year 0.011979 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.000 1950 0.006 0.000 1951 0.010 0.000 1952 0.003 0.000 1953 0.003 0.000 1954 0.004 0.000 1955 0.006 0.000 1956 0.005 0.000 1957 0.004 0.000 1958 0.005 0.000 Way Back Inn Site 3/13/2025 4:48:22 PM Page 10 1959 0.004 0.000 1960 0.007 0.000 1961 0.004 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.004 0.000 1965 0.003 0.000 1966 0.003 0.000 1967 0.006 0.000 1968 0.004 0.000 1969 0.004 0.000 1970 0.003 0.000 1971 0.003 0.000 1972 0.007 0.000 1973 0.003 0.000 1974 0.004 0.000 1975 0.005 0.000 1976 0.004 0.000 1977 0.000 0.000 1978 0.003 0.000 1979 0.002 0.000 1980 0.007 0.000 1981 0.003 0.000 1982 0.005 0.000 1983 0.005 0.000 1984 0.003 0.000 1985 0.002 0.000 1986 0.008 0.000 1987 0.007 0.000 1988 0.003 0.000 1989 0.002 0.000 1990 0.015 0.000 1991 0.009 0.000 1992 0.003 0.000 1993 0.004 0.000 1994 0.001 0.000 1995 0.005 0.000 1996 0.011 0.000 1997 0.009 0.000 1998 0.002 0.000 1999 0.008 0.000 2000 0.004 0.000 2001 0.001 0.000 2002 0.004 0.000 2003 0.005 0.000 2004 0.006 0.001 2005 0.005 0.000 2006 0.005 0.000 2007 0.011 0.000 2008 0.014 0.000 2009 0.007 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0146 0.0007 2 0.0140 0.0000 3 0.0108 0.0000 Way Back Inn Site 3/13/2025 4:48:22 PM Page 11 4 0.0107 0.0000 5 0.0100 0.0000 6 0.0089 0.0000 7 0.0088 0.0000 8 0.0084 0.0000 9 0.0079 0.0000 10 0.0075 0.0000 11 0.0071 0.0000 12 0.0070 0.0000 13 0.0069 0.0000 14 0.0068 0.0000 15 0.0064 0.0000 16 0.0063 0.0000 17 0.0062 0.0000 18 0.0056 0.0000 19 0.0054 0.0000 20 0.0054 0.0000 21 0.0051 0.0000 22 0.0050 0.0000 23 0.0050 0.0000 24 0.0049 0.0000 25 0.0049 0.0000 26 0.0046 0.0000 27 0.0045 0.0000 28 0.0045 0.0000 29 0.0043 0.0000 30 0.0040 0.0000 31 0.0039 0.0000 32 0.0039 0.0000 33 0.0039 0.0000 34 0.0039 0.0000 35 0.0038 0.0000 36 0.0038 0.0000 37 0.0037 0.0000 38 0.0036 0.0000 39 0.0035 0.0000 40 0.0035 0.0000 41 0.0034 0.0000 42 0.0034 0.0000 43 0.0033 0.0000 44 0.0033 0.0000 45 0.0032 0.0000 46 0.0032 0.0000 47 0.0031 0.0000 48 0.0031 0.0000 49 0.0030 0.0000 50 0.0030 0.0000 51 0.0028 0.0000 52 0.0028 0.0000 53 0.0026 0.0000 54 0.0024 0.0000 55 0.0020 0.0000 56 0.0019 0.0000 57 0.0018 0.0000 58 0.0018 0.0000 59 0.0012 0.0000 60 0.0006 0.0000 61 0.0004 0.0000 Way Back Inn Site 3/13/2025 4:48:22 PM Page 12 Way Back Inn Site 3/13/2025 4:48:22 PM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0023 17560 0 0 Pass 0.0024 16164 0 0 Pass 0.0025 14974 0 0 Pass 0.0025 13856 0 0 Pass 0.0026 12814 0 0 Pass 0.0027 11813 0 0 Pass 0.0028 10902 0 0 Pass 0.0029 10121 0 0 Pass 0.0030 9383 0 0 Pass 0.0031 8733 0 0 Pass 0.0032 8147 0 0 Pass 0.0033 7593 0 0 Pass 0.0034 7063 0 0 Pass 0.0034 6590 0 0 Pass 0.0035 6145 0 0 Pass 0.0036 5781 0 0 Pass 0.0037 5431 0 0 Pass 0.0038 5097 0 0 Pass 0.0039 4808 0 0 Pass 0.0040 4526 0 0 Pass 0.0041 4252 0 0 Pass 0.0042 4017 0 0 Pass 0.0043 3784 0 0 Pass 0.0043 3546 0 0 Pass 0.0044 3337 0 0 Pass 0.0045 3138 0 0 Pass 0.0046 2952 0 0 Pass 0.0047 2785 0 0 Pass 0.0048 2599 0 0 Pass 0.0049 2447 0 0 Pass 0.0050 2304 0 0 Pass 0.0051 2162 0 0 Pass 0.0051 2026 0 0 Pass 0.0052 1898 0 0 Pass 0.0053 1790 0 0 Pass 0.0054 1688 0 0 Pass 0.0055 1585 0 0 Pass 0.0056 1483 0 0 Pass 0.0057 1380 0 0 Pass 0.0058 1292 0 0 Pass 0.0059 1217 0 0 Pass 0.0060 1155 0 0 Pass 0.0060 1098 0 0 Pass 0.0061 1048 0 0 Pass 0.0062 997 0 0 Pass 0.0063 930 0 0 Pass 0.0064 883 0 0 Pass 0.0065 837 0 0 Pass 0.0066 789 0 0 Pass 0.0067 743 0 0 Pass 0.0068 713 0 0 Pass 0.0069 668 0 0 Pass 0.0069 630 0 0 Pass Way Back Inn Site 3/13/2025 4:48:22 PM Page 14 0.0070 595 0 0 Pass 0.0071 565 0 0 Pass 0.0072 539 0 0 Pass 0.0073 496 0 0 Pass 0.0074 473 0 0 Pass 0.0075 434 0 0 Pass 0.0076 399 0 0 Pass 0.0077 366 0 0 Pass 0.0077 348 0 0 Pass 0.0078 323 0 0 Pass 0.0079 296 0 0 Pass 0.0080 272 0 0 Pass 0.0081 256 0 0 Pass 0.0082 235 0 0 Pass 0.0083 217 0 0 Pass 0.0084 195 0 0 Pass 0.0085 180 0 0 Pass 0.0086 158 0 0 Pass 0.0086 145 0 0 Pass 0.0087 129 0 0 Pass 0.0088 119 0 0 Pass 0.0089 109 0 0 Pass 0.0090 97 0 0 Pass 0.0091 91 0 0 Pass 0.0092 82 0 0 Pass 0.0093 76 0 0 Pass 0.0094 68 0 0 Pass 0.0095 61 0 0 Pass 0.0095 54 0 0 Pass 0.0096 48 0 0 Pass 0.0097 41 0 0 Pass 0.0098 38 0 0 Pass 0.0099 33 0 0 Pass 0.0100 27 0 0 Pass 0.0101 22 0 0 Pass 0.0102 21 0 0 Pass 0.0103 20 0 0 Pass 0.0104 19 0 0 Pass 0.0104 17 0 0 Pass 0.0105 13 0 0 Pass 0.0106 12 0 0 Pass 0.0107 9 0 0 Pass 0.0108 4 0 0 Pass 0.0109 3 0 0 Pass 0.0110 3 0 0 Pass 0.0111 3 0 0 Pass 0.0112 3 0 0 Pass Way Back Inn Site 3/13/2025 4:48:22 PM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0144 acre-feet On-line facility target flow:0.0173 cfs. Adjusted for 15 min:0.0173 cfs. Off-line facility target flow:0.0097 cfs. Adjusted for 15 min:0.0097 cfs. Way Back Inn Site 3/13/2025 4:48:22 PM Page 16 LID Report Way Back Inn Site 3/13/2025 4:48:48 PM Page 17 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. Way Back Inn Site 3/13/2025 4:48:48 PM Page 18 Appendix Predeveloped Schematic Way Back Inn Site 3/13/2025 4:48:50 PM Page 19 Mitigated Schematic Way Back Inn Site 3/13/2025 4:48:52 PM Page 20 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 Way Back Inn Site.wdm MESSU 25 PreWay Back Inn Site.MES 27 PreWay Back Inn Site.L61 28 PreWay Back Inn Site.L62 30 POCWay Back Inn Site1.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 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 Way Back Inn Site 3/13/2025 4:48:52 PM Page 21 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 Way Back Inn Site 3/13/2025 4:48:52 PM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** PREDEVELOPED*** PERLND 10 0.155 COPY 501 12 PERLND 10 0.155 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Way Back Inn Site 3/13/2025 4:48:52 PM Page 23 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 Way Back Inn Site 3/13/2025 4:48:52 PM Page 24 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 Way Back Inn Site.wdm MESSU 25 MitWay Back Inn Site.MES 27 MitWay Back Inn Site.L61 28 MitWay Back Inn Site.L62 30 POCWay Back Inn Site1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 IMPLND 4 IMPLND 8 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 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 *** 13 C, Pasture, 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 *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO Way Back Inn Site 3/13/2025 4:48:52 PM Page 25 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 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 *** 13 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 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 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 13 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 *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 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 4 0 0 1 0 0 0 8 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 4 0 0 4 0 0 0 1 9 8 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 4 0 0 0 0 0 8 0 0 0 0 0 Way Back Inn Site 3/13/2025 4:48:52 PM Page 26 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DEVELOPED *** PERLND 13 0.047 RCHRES 1 2 PERLND 13 0.047 RCHRES 1 3 IMPLND 1 0.012 RCHRES 1 5 IMPLND 4 0.086 RCHRES 1 5 IMPLND 8 0.01 RCHRES 1 5 ******Routing****** PERLND 13 0.047 COPY 1 12 IMPLND 1 0.012 COPY 1 15 IMPLND 4 0.086 COPY 1 15 IMPLND 8 0.01 COPY 1 15 PERLND 13 0.047 COPY 1 13 RCHRES 1 1 COPY 501 17 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 *** 1 Gravel Trench Be-005 2 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 *** Way Back Inn Site 3/13/2025 4:48:52 PM Page 27 1 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 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 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.03 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 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.006657 0.000000 0.000000 0.000000 0.044444 0.006657 0.000118 0.000000 0.026852 0.088889 0.006657 0.000237 0.000000 0.026852 0.133333 0.006657 0.000355 0.000000 0.026852 0.177778 0.006657 0.000473 0.000000 0.026852 0.222222 0.006657 0.000592 0.000000 0.026852 0.266667 0.006657 0.000710 0.000000 0.026852 0.311111 0.006657 0.000828 0.000000 0.026852 0.355556 0.006657 0.000947 0.000000 0.026852 0.400000 0.006657 0.001065 0.000000 0.026852 0.444444 0.006657 0.001184 0.000000 0.026852 0.488889 0.006657 0.001302 0.000000 0.026852 0.533333 0.006657 0.001420 0.000000 0.026852 0.577778 0.006657 0.001539 0.000000 0.026852 0.622222 0.006657 0.001657 0.000000 0.026852 0.666667 0.006657 0.001775 0.000000 0.026852 0.711111 0.006657 0.001894 0.000000 0.026852 0.755556 0.006657 0.002012 0.000000 0.026852 0.800000 0.006657 0.002130 0.000000 0.026852 0.844444 0.006657 0.002249 0.000000 0.026852 0.888889 0.006657 0.002367 0.000000 0.026852 0.933333 0.006657 0.002485 0.000000 0.026852 0.977778 0.006657 0.002604 0.000000 0.026852 1.022222 0.006657 0.002722 0.000000 0.026852 1.066667 0.006657 0.002841 0.000000 0.026852 1.111111 0.006657 0.002959 0.000000 0.026852 1.155556 0.006657 0.003077 0.000000 0.026852 1.200000 0.006657 0.003196 0.000000 0.026852 1.244444 0.006657 0.003314 0.000000 0.026852 1.288889 0.006657 0.003432 0.000000 0.026852 1.333333 0.006657 0.003551 0.000000 0.026852 1.377778 0.006657 0.003669 0.000000 0.026852 Way Back Inn Site 3/13/2025 4:48:52 PM Page 28 1.422222 0.006657 0.003787 0.000000 0.026852 1.466667 0.006657 0.003906 0.000000 0.026852 1.511111 0.006657 0.004024 0.000000 0.026852 1.555556 0.006657 0.004142 0.000000 0.026852 1.600000 0.006657 0.004261 0.000000 0.026852 1.644444 0.006657 0.004379 0.000000 0.026852 1.688889 0.006657 0.004498 0.000000 0.026852 1.733333 0.006657 0.004616 0.000000 0.026852 1.777778 0.006657 0.004734 0.000000 0.026852 1.822222 0.006657 0.004853 0.000000 0.026852 1.866667 0.006657 0.004971 0.000000 0.026852 1.911111 0.006657 0.005089 0.000000 0.026852 1.955556 0.006657 0.005208 0.000000 0.026852 2.000000 0.006657 0.005326 0.000000 0.026852 2.044444 0.006657 0.005444 0.000000 0.026852 2.088889 0.006657 0.005563 0.000000 0.026852 2.133333 0.006657 0.005681 0.000000 0.026852 2.177778 0.006657 0.005799 0.000000 0.026852 2.222222 0.006657 0.005918 0.000000 0.026852 2.266667 0.006657 0.006036 0.000000 0.026852 2.311111 0.006657 0.006154 0.000000 0.026852 2.355556 0.006657 0.006273 0.000000 0.026852 2.400000 0.006657 0.006391 0.000000 0.026852 2.444444 0.006657 0.006510 0.000000 0.026852 2.488889 0.006657 0.006628 0.000000 0.026852 2.533333 0.006657 0.006746 0.000000 0.026852 2.577778 0.006657 0.006865 0.000000 0.026852 2.622222 0.006657 0.006983 0.000000 0.026852 2.666667 0.006657 0.007101 0.000000 0.026852 2.711111 0.006657 0.007220 0.000000 0.026852 2.755556 0.006657 0.007338 0.000000 0.026852 2.800000 0.006657 0.007456 0.000000 0.026852 2.844444 0.006657 0.007575 0.000000 0.026852 2.888889 0.006657 0.007693 0.000000 0.026852 2.933333 0.006657 0.007811 0.000000 0.026852 2.977778 0.006657 0.007930 0.000000 0.026852 3.022222 0.006657 0.008048 0.000000 0.026852 3.066667 0.006657 0.008167 0.000000 0.026852 3.111111 0.006657 0.008285 0.000000 0.026852 3.155556 0.006657 0.008403 0.000000 0.026852 3.200000 0.006657 0.008522 0.000000 0.026852 3.244444 0.006657 0.008640 0.000000 0.026852 3.288889 0.006657 0.008758 0.000000 0.026852 3.333333 0.006657 0.008877 0.000000 0.026852 3.377778 0.006657 0.008995 0.000000 0.026852 3.422222 0.006657 0.009113 0.000000 0.026852 3.466667 0.006657 0.009232 0.000000 0.026852 3.511111 0.006657 0.009350 0.000000 0.026852 3.555556 0.006657 0.009468 0.000000 0.026852 3.600000 0.006657 0.009587 0.000000 0.026852 3.644444 0.006657 0.009705 0.000000 0.026852 3.688889 0.006657 0.009823 0.000000 0.026852 3.733333 0.006657 0.009942 0.000000 0.026852 3.777778 0.006657 0.010060 0.000000 0.026852 3.822222 0.006657 0.010179 0.000000 0.026852 3.866667 0.006657 0.010297 0.000000 0.026852 3.911111 0.006657 0.010415 0.000000 0.026852 3.955556 0.006657 0.010534 0.000000 0.026852 4.000000 0.006657 0.010652 0.000000 0.026852 4.044444 0.006657 0.010948 0.099321 0.026852 END FTABLE 1 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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 Way Back Inn Site 3/13/2025 4:48:52 PM Page 29 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL 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 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 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 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Way Back Inn Site 3/13/2025 4:48:52 PM Page 30 Predeveloped HSPF Message File Way Back Inn Site 3/13/2025 4:48:52 PM Page 31 Mitigated HSPF Message File Way Back Inn Site 3/13/2025 4:48:52 PM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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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 Steele House Technical Information Report Appendix B Geotechnical Engineering Report by The Riley Group, Inc. dated September 16, 2021 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone 425.415.0551 ♦ Fax 425.415.0311 www.riley-group.com GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: WAY BACK INN PO BOX 621 RENTON, WASHINGTON 98057 RGI PROJECT NO. 2021-807-1 WAY BACK INN RENTON 3001 NORTHEAST 16TH STREET RENTON, WASHINGTON FEBRUARY 16, 2021 Geotechnical Engineering Report i February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................................... 1 2.0 PROJECT DESCRIPTION ............................................................................................................... 1 3.0 FIELD EXPLORATION AND LABORATORY TESTING .......................................................... 1 3.1 FIELD EXPLORATION ................................................................................................................................... 1 3.2 LABORATORY TESTING ................................................................................................................................ 2 4.0 SITE CONDITIONS ........................................................................................................................... 2 4.1 SURFACE .................................................................................................................................................. 2 4.2 GEOLOGY ................................................................................................................................................. 2 4.3 SOILS ....................................................................................................................................................... 2 4.4 GROUNDWATER ........................................................................................................................................ 3 4.5 SEISMIC CONSIDERATIONS ........................................................................................................................... 3 4.6 GEOLOGIC HAZARD AREAS .......................................................................................................................... 4 5.0 DISCUSSION AND RECOMMENDATIONS ................................................................................. 4 5.1 GEOTECHNICAL CONSIDERATIONS ................................................................................................................. 4 5.2 EARTHWORK ............................................................................................................................................. 4 5.2.1 Erosion and Sediment Control ..................................................................................................... 4 5.2.2 Stripping and Subgrade Preparation ............................................................................................ 5 5.2.3 Excavations................................................................................................................................... 6 5.2.4 Structural Fill ................................................................................................................................ 6 5.2.5 Wet Weather Construction Considerations ................................................................................. 7 5.3 FOUNDATIONS .......................................................................................................................................... 7 5.4 RETAINING WALLS ..................................................................................................................................... 8 5.5 SLAB-ON-GRADE CONSTRUCTION ................................................................................................................. 9 5.6 DRAINAGE ................................................................................................................................................ 9 5.6.1 Surface ......................................................................................................................................... 9 5.6.2 Subsurface .................................................................................................................................... 9 5.6.3 Infiltration .................................................................................................................................. 10 5.7 UTILITIES ................................................................................................................................................ 10 6.0 ADDITIONAL SERVICES .............................................................................................................. 10 7.0 LIMITATIONS ................................................................................................................................. 11 LIST OF FIGURES AND APPENDICES Figure 1 ..................................................................................................................... Site Vicinity Map Figure 2 ............................................................................................... Geotechnical Exploration Plan Figure 3 ............................................................................................... Retaining Wall Drainage Detail Figure 4 ....................................................................................................Typical Footing Drain Detail Appendix A .......................................................................... Field Exploration and Laboratory Testing Geotechnical Engineering Report ii February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 Executive Summary This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the GER must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of limitations. RGI’s geotechnical scope of work included the advancement of four test pits to approximate depths of 5 to 8 feet below existing site grades. Based on the information obtained from our subsurface exploration, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during field exploration include loose to medium dense silty sand with trace gravel over medium dense sand with some silt and gravel and gravelly sand with some silt. Groundwater: No groundwater seepage was encountered during our subsurface exploration. Foundations: Foundations for the proposed building may be supported on conventional spread footings bearing on medium dense native soil or structural fill. Slab-on-grade: Slab-on-grade floors and slabs for the proposed building can be supported on medium dense native soil or structural fill. Geotechnical Engineering Report 1 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 1.0 Introduction This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the Way Back Inn Renton in Renton, Washington. The purpose of this evaluation is to assess subsurface conditions and provide geotechnical recommendations for the construction of five residential building units. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, RGI should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings and specifications when available to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The project site is located at 3001 Northeast 16th Street in Renton, Washington. The approximate location of the site is shown on Figure 1. The site is currently occupied by a single family residence. RGI understands the existing structure will be removed and five new residential building units will be constructed at the site. At the time of preparing this GER, building plans were not available for our review. Based on our experience with similar construction, RGI anticipates that the proposed building will be supported on perimeter walls with bearing loads of two to six kips per linear foot, and a series of columns with a maximum load up to 30 kips. Slab-on-grade floor loading of 150 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION On January 18, 2022, RGI observed the excavation of four test pits. The approximate exploration locations are shown on Figure 2. Field logs of each exploration were prepared by the geologist that continuously observed the excavation. These logs included visual classifications of the materials encountered during excavation as well as our interpretation of the subsurface conditions between samples. The test pit logs included in Appendix A represent an interpretation of the field Geotechnical Engineering Report 2 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 logs and include modifications based on laboratory observation and analysis of the samples. 3.2 LABORATORY TESTING During the field exploration, a representative portion of each recovered sample was sealed in containers and transported to our laboratory for further visual and laboratory examination. Selected samples retrieved from the test pits were tested for moisture content and grain size analysis to aid in soil classification and provide input for the recommendations provided in this GER. The results and descriptions of the laboratory tests are enclosed in Appendix A. 4.0 Site Conditions 4.1 SURFACE The subject site is an irregular-shaped parcel of land approximately 0.38 acres in size. The site is bound to the north by Northeast 16th Street, to the east and south by residential properties, and to the west by Jefferson Avenue Northeast. The existing site is occupied by a single family residence. The site is relatively flat with an overall elevation difference less than 5 feet. The site is vegetated with grass and decorative plants, shrubs, and trees. 4.2 GEOLOGY Review of the Geologic Map of Surficial Deposits in the Seattle 30’ by 60’ Quadrangle, Washington, by James C. Yount, etc. (1993) indicates that the soil in the project vicinity is mapped as Vashon till (Qt), which is light to dark gray, nonsorted, nonstratified mixture of clay, silt, sand, and gravel. However, soil encountered at the site matches the description for Vashon recessional outwash deposit (Qvr) found mapped to the west of the site, which is poorly to moderately sorted stratified gravel and sand with some silt and clay. 4.3 SOILS The soils encountered during field exploration include loose to medium dense silty sand with trace gravel over medium dense sand with some silt and gravel and gravelly sand with some silt. More detailed descriptions of the subsurface conditions encountered are presented in the test pits included in Appendix A. Sieve analysis was performed on three selected soil samples. Grain size distribution curves are included in Appendix A. Geotechnical Engineering Report 3 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 4.4 GROUNDWATER No groundwater seepage was encountered during our subsurface exploration. It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils following periods of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. 4.5 SEISMIC CONSIDERATIONS Based on the International Building Code (IBC), RGI recommends the follow seismic parameters for design. Table 1 IBC Parameter 2018 Value Site Soil Class1 D2 Site Latitude 47.5068 Site Longitude -122.1795 Short Period Spectral Response Acceleration, SS (g) 1.426 1-Second Period Spectral Response Acceleration, S1 (g) 0.489 Adjusted Short Period Spectral Response Acceleration, SMS (g) 1.426 Adjusted 1-Sec Period Spectral Response Acceleration, SM1 (g) 0.8853 Numeric seismic design value at 0.2 second; SDS(g) 0.951 Numeric seismic design value at 1.0 second; SD1(g) 0.593 1. Note: In general accordance with Chapter 20 of ASCE 7-16. The Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. Note: ASCE 7-16 require a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope of our services does not include the required 100 foot soil profile determination. Test pits extended to a maximum depth of 8 feet, and this seismic site class definition considers that similar soil continues below the maximum depth of the subsurface exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. 3. Note: In accordance with ASCE 11.4.8, a ground motion hazard analysis is not required for the following cases: • Structures on Site Class E sites with SS greater than or equal to 1.0, provided the site coefficient Fa is taken as equal to that of Site Class C. • Structures on Site Class D sites with S1 greater than or equal to 0.2, provided that the value of the seismic response coefficient Cs is determined by Eq. 12.8-2 for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. 12.8-3 for TL ≥ T > 1.5Ts or Eq. 12.8-4 for T > TL. • Structures on Site Class E sites with S1 greater than or equal to 0.2, provided that T is less than or equal to Ts and the equivalent static force procedure is used for design. The above exceptions do not apply to seismically isolated structures, structures with damping systems or structures designed using the response history procedures of Chapter 16. Geotechnical Engineering Report 4 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil’s strength. RGI reviewed the results of the field and laboratory testing and assessed the potential for liquefaction of the site’s soil during an earthquake. Since the site is underlain by medium dense soils and lacks an established shallow groundwater table, RGI considers that the possibility of liquefaction during an earthquake is low. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on the definition in the Renton Municipal Code, the site does not contain geologically hazardous areas. 5.0 Discussion and Recommendations 5.1 GEOTECHNICAL CONSIDERATIONS Based on our study, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed building can be supported on conventional spread footings bearing on competent native soil or structural fill. Slab-on-grade floors can be similarly supported. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHWORK The earthwork is expected to include excavating and backfilling the building foundations and preparing slab subgrades. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. The impacts on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. Geotechnical Engineering Report 5 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 RGI recommends the following erosion control Best Management Practices (BMPs):  Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall  Retaining existing vegetation whenever feasible  Establishing a quarry spall construction entrance  Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas  Covering soil stockpiles with anchored plastic sheeting  Revegetating or mulching exposed soils with a minimum 3-inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather  Directing runoff away from exposed soils and slopes  Minimizing the length and steepness of slopes with exposed soils and cover excavation surfaces with anchored plastic sheeting  Decreasing runoff velocities with check dams, straw bales or coir wattles  Confining sediment to the project site  Inspecting and maintaining erosion and sediment control measures frequently (The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement of dysfunctional erosion control elements should be anticipated.) Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING AND SUBGRADE PREPARATION Stripping efforts should include removal of pavements, vegetation, organic materials, and deleterious debris from areas slated for building, pavement, and utility construction. The test pits encountered about 6 inches of topsoil and rootmass. Deeper areas of stripping may be required in heavily vegetated areas of the site. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non-yielding, non-organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional Geotechnical Engineering Report 6 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 mitigative measures beyond that which would be expected during the drier summer and fall months. 5.2.3 EXCAVATIONS All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of loose to medium dense silty sand with trace to some gravel and medium dense sand with some silt and gravel. Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 1.5H:1V (Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, or excavations greater than 20 feet in depth are planned, using temporary shoring to support the excavations should be considered. For open cuts at the site, RGI recommends:  No traffic, construction equipment, stockpiles or building supplies are allowed at the top of cut slopes within a distance of at least five feet from the top of the cut  Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting  Construction activities are scheduled so that the length of time the temporary cut is left open is minimized  Surface water is diverted away from the excavation  The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 5.2.4 STRUCTURAL FILL RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following recommendations for structural fill. The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non-yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is that Geotechnical Engineering Report 7 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 moisture that results in the greatest compacted dry density with a specified compactive effort. Non-organic site soils are only considered suitable for structural fill provided that their moisture content is within about two percent of the optimum moisture level as determined by American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557). Excavated site soils may not be suitable for re-use as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. Even during dry weather, moisture conditioning (such as, windrowing and drying) of site soils to be reused as structural fill may be required. If on-site soils are or become unusable, it may become necessary to import clean, granular soils to complete site work. Prior to use, an RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to 95 percent of the maximum dry density. The soil’s maximum density and optimum moisture should be determined by ASTM D1557. Placement and compaction of structural fill should be observed by RGI. A representative number of in-place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. 5.2.5 WET WEATHER CONSTRUCTION CONSIDERATIONS RGI recommends that preparation for site grading and construction include procedures intended to drain ponded water, control surface water runoff, and to collect shallow subsurface seepage zones in excavations where encountered. It will not be possible to successfully compact the subgrade or utilize on-site soils as structural fill if accumulated water is not drained prior to grading or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on-site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork phases of the project. Free water should not be allowed to pond on the subgrade soils. RGI anticipates that the use of berms and shallow drainage ditches, with sumps and pumps in utility trenches, will be required for surface water control during wet weather and/or wet site conditions. 5.3 FOUNDATIONS Following site preparation and grading, the proposed building foundations can be supported on conventional spread footings bearing on competent native soil or structural fill. Loose, organic, or other unsuitable soils may be encountered in the proposed building footprint. If unsuitable soils are encountered, they should be overexcavated and backfilled Geotechnical Engineering Report 8 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 with structural fill. If loose soils are encountered, the soils should be moisture conditioned and compacted to a firm and unyielding condition. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. Table 2 Foundation Design Design Parameter Value Allowable Bearing Capacity 2,000 psf1 Friction Coefficient 0.30 Passive pressure (equivalent fluid pressure) 250 pcf2 Minimum foundation dimensions Columns: 24 inches Walls: 16 inches 1. psf = pounds per square foot 2. pcf = pounds per cubic foot The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with structural fill as described in Section 5.2.4. The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post-construction settlements of 1 inch and 1/2 inch, respectively, should be expected. 5.4 RETAINING WALLS If retaining walls are needed in the building area, RGI recommends cast-in-place concrete walls be used. The magnitude of earth pressure development on retaining walls will partly depend on the quality of the wall backfill. RGI recommends placing and compacting wall backfill as structural fill. Wall drainage will be needed behind the wall face. A typical retaining wall drainage detail is shown in Figure 3. With wall backfill placed and compacted as recommended, level backfill and drainage properly installed, RGI recommends using the values in the following table for design. Geotechnical Engineering Report 9 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 Table 3 Retaining Wall Design Design Parameter Value Allowable Bearing Capacity 2,000 psf Active Earth Pressure (unrestrained walls) 35 pcf At-rest Earth Pressure (restrained walls) 50 pcf For seismic design, an additional uniform load of 7 times the wall height (H) for unrestrained walls and 14H in psf for restrained walls should be applied to the wall surface. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 5.3. 5.5 SLAB-ON-GRADE CONSTRUCTION RGI recommends that the concrete slab be placed on top of medium dense native soil or structural fill. Immediately below the floor slab, RGI recommends placing a four-inch thick capillary break layer of clean, free-draining sand or gravel that has less than five percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8- to 10-millimeter thick plastic membrane should be placed on a 4-inch thick layer of clean gravel. For the anticipated floor slab loading, we estimate post-construction floor settlements of 1/4- to 1/2-inch. 5.6 DRAINAGE 5.6.1 SURFACE Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non-pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.6.2 SUBSURFACE RGI recommends installing perimeter foundation drains. A typical footing drain detail is shown on Figure 4. The foundation drains and roof downspouts should be tightlined Geotechnical Engineering Report 10 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6.3 INFILTRATION RGI evaluated the potential to infiltrate stormwater runoff at the site. An infiltration test was completed in test pit IT-1 at a depth of approximately 4.5 feet below existing grade in general accordance with a Small-Scale Pilot Infiltration Test described in the 2017 City of Renton Surface Water Design Manual (CRSWDM). Table 4 Infiltration Rates Test Location Test Depth Field Measured Rate (Inches per hour) Design Rate (Inches per hour) IT-1 4.5 10 4 CRSWDM correction factors were applied to the field measured rate of 10 inches per hour. Idesign = Imeasured x Ftesting x Fplugging x Fgeometry Correction factors of 0.5 (Ftesting) for the PIT test method and 0.8 (Fplugging) for loamy sand loams were applied to the field measured rate to estimate the long-term design infiltration rate. We assumed Fgeometry = 1. The application of the correction factors yield a long-term design rate (Idesign) of 4 inches per hour. This rate can be used to design a site specific infiltration element. 5.7 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Renton specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.4. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil’s maximum density as determined by the referenced ASTM D1557. 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. Geotechnical Engineering Report 11 February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. If these services are desired, please let us know and we will prepare a cost proposal. 7.0 Limitations This GER is the property of RGI, Way Back Inn, and its designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the Way Back Inn Renton project in Renton, Washington, and for the exclusive use of Way Back Inn and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, we can provide a proposal for these services. The analyses and recommendations presented in this GER are based upon data obtained from the explorations performed on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client’s responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor’s option and risk. USGS, 2020, Mercer Island, Washington USGS, 2020, Renton, Washington 7.5-Minute Quadrangle Approximate Scale: 1"=1000' 0 500 1000 2000 N Site Vicinity Map Figure 1 02/2022 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone: 425.415.0551 Fax: 425.415.0311 Way Back Inn Renton RGI Project Number: 2021-807-1 Date Drawn: Address: 3001 Northeast 16th Street, Renton, Washington 98056 SITE IT-1 TP-1 TP-2 TP-3 02/2022 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone: 425.415.0551 Fax: 425.415.0311 Way Back Inn Renton RGI Project Number: 2021-807-1 Date Drawn: Address: 3001 Northeast 16th Street, Renton, Washington 98056 Figure 2 Approximate Scale: 1"=50' 0 25 50 100 N = Test pit by RGI 01/18/22 = Infiltration test by RGI, 01/18/22 = Site boundary Geotechnical Exploration Plan Incliniations) 12" Over the Pipe 3" Below the Pipe Perforated Pipe 4" Diameter PVC Compacted Structural Backfill (Native or Import) 12" min. Filter Fabric Material 12" Minimum Wide Free-Draining Gravel Slope to Drain (See Report for Appropriate Excavated Slope 02/2022 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone: 425.415.0551 Fax: 425.415.0311 Way Back Inn Renton RGI Project Number: 2021-807-1 Date Drawn: Address: 3001 Northeast 16th Street, Renton, Washington 98056 Retaining Wall Drainage Detail Figure 3 Not to Scale 3/4" Washed Rock or Pea Gravel 4" Perforated Pipe Building Slab Structural Backfill Compacted Filter Fabric 02/2022 Corporate Office 17522 Bothell Way Northeast Bothell, Washington 98011 Phone: 425.415.0551 Fax: 425.415.0311 Way Back Inn Renton RGI Project Number: 2021-807-1 Date Drawn: Address: 3001 Northeast 16th Street, Renton, Washington 98056 Typical Footing Drain Detail Figure 4 Not to Scale Geotechnical Engineering Report February 16, 2021 Way Back Inn, Renton, Washington RGI Project No. 2021-807-1 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING On January 18, 2022, RGI performed field explorations using a mini excavator. We explored subsurface soil conditions at the site by observing the excavation of four test pits to a maximum depth of 8 feet below existing grade. The test pit locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing property lines and paved roads. A geologist from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test exploration, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS). Representative soil samples obtained from the explorations were placed in closed containers and taken to our laboratory for further examination and testing. As a part of the laboratory testing program, the soil samples were classified in our in house laboratory based on visual observation, texture, plasticity, and the limited laboratory testing described below. Moisture Content Determinations Moisture content determinations were performed in accordance with ASTM D2216-10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216) on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The moisture content of typical sample was measured and is reported on the test pit logs. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses was determined using D6913-04(2009) Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) on three of the samples. Project Name:Way Back Inn Renton Project Number:2021-807-1 Client:Way Back Inn Test Pit No.: TP-1 Date(s) Excavated:1/18/2022 Excavation Method:Test Pit Excavator Type:Mini Excavator Groundwater Level:Not Encountered Test Pit Backfill:Cuttings Logged By CN Bucket Size:N/A Excavating Contractor:Kelly's Excavating Sampling Method(s)Grab Location 3001 Northeast 16th Street, Renton, Washington Surface Conditions:Grass Total Depth of Excavation:8 feet bgs Approximate Surface Elevation N/A Compaction Method Bucket US C S S y m b o l TPSL SM SP-SM SP-SM REMARKS AND OTHER TESTS 12% moisture, 19% fines 12% moisture, 8% fines 16% moisture, 10% fines Gr a p h i c L o g MATERIAL DESCRIPTION 6" topsoil Reddish brown silty SAND with trace gravel, loose to medium dense, moist Gray SAND with some silt and gravel, medium dense, moist Gray gravelly SAND with some silt, medium dense, moist Test Pit terminated at 8' De p t h ( f e e t ) 0 5 Sa m p l e N u m b e r Sa m p l e T y p e El e v a t i o n ( f e e t ) Sheet 1 of 1 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name:Way Back Inn Renton Project Number:2021-807-1 Client:Way Back Inn Test Pit No.: TP-2 Date(s) Excavated:1/18/2022 Excavation Method:Test Pit Excavator Type:Mini Excavator Groundwater Level:Not Encountered Test Pit Backfill:Cuttings Logged By CN Bucket Size:N/A Excavating Contractor:Kelly's Excavating Sampling Method(s)Grab Location 3001 Northeast 16th Street, Renton, Washington Surface Conditions:Grass Total Depth of Excavation:8 feet bgs Approximate Surface Elevation N/A Compaction Method Bucket US C S S y m b o l TPSL SM SP-SM REMARKS AND OTHER TESTS 11% moisture 6% moisture 12% moisture Gr a p h i c L o g MATERIAL DESCRIPTION 6" topsoil Reddish brown silty SAND with trace gravel, loose to medium dense, moist Gray SAND with some silt and gravel, medium dense, moist Test Pit terminated at 8' De p t h ( f e e t ) 0 5 Sa m p l e N u m b e r Sa m p l e T y p e El e v a t i o n ( f e e t ) Sheet 1 of 1 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name:Way Back Inn Renton Project Number:2021-807-1 Client:Way Back Inn Test Pit No.: TP-3 Date(s) Excavated:1/18/2022 Excavation Method:Test Pit Excavator Type:Mini Excavator Groundwater Level:Not Encountered Test Pit Backfill:Cuttings Logged By CN Bucket Size:N/A Excavating Contractor:Kelly's Excavating Sampling Method(s)Grab Location 3001 Northeast 16th Street, Renton, Washington Surface Conditions:Grass Total Depth of Excavation:8 feet bgs Approximate Surface Elevation N/A Compaction Method Bucket US C S S y m b o l TPSL SM SP-SM REMARKS AND OTHER TESTS 4% moisture 7% moisture 13% moisture Gr a p h i c L o g MATERIAL DESCRIPTION 6" topsoil Reddish brown silty SAND with trace gravel, loose to medium dense, moist Gray SAND with some silt and gravel, medium dense, moist Test Pit terminated at 8' De p t h ( f e e t ) 0 5 Sa m p l e N u m b e r Sa m p l e T y p e El e v a t i o n ( f e e t ) Sheet 1 of 1 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name:Way Back Inn Renton Project Number:2021-807-1 Client:Way Back Inn Test Pit No.: IT-1 Date(s) Excavated:1/18/2022 Excavation Method:Test Pit Excavator Type:Mini Excavator Groundwater Level:Not Encountered Test Pit Backfill:Cuttings Logged By CN Bucket Size:N/A Excavating Contractor:Kelly's Excavating Sampling Method(s) Location 3001 Northeast 16th Street, Renton, Washington Surface Conditions:Grass Total Depth of Excavation:5 feet bgs Approximate Surface Elevation N/A Compaction Method Bucket US C S S y m b o l TPSL SM SP-SM REMARKS AND OTHER TESTSGr a p h i c L o g MATERIAL DESCRIPTION 6" topsoil Reddish brown silty SAND with trace gravel, loose to medium dense, moist Gray SAND with some silt and gravel, medium dense, moist Test Pit terminated at 5' De p t h ( f e e t ) 0 5 Sa m p l e N u m b e r Sa m p l e T y p e El e v a t i o n ( f e e t ) Sheet 1 of 1 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 Project Name:Way Back Inn Renton Project Number:2021-807-1 Client:Way Back Inn Key to Logs US C S S y m b o l REMARKS AND OTHER TESTSGr a p h i c L o g MATERIAL DESCRIPTIONDe p t h ( f e e t ) Sa m p l e N u m b e r Sa m p l e T y p e El e v a t i o n ( f e e t ) 1 2 3 4 5 6 7 8 COLUMN DESCRIPTIONS 1 Elevation (feet): Elevation (MSL, feet). 2 Depth (feet): Depth in feet below the ground surface. 3 Sample Type: Type of soil sample collected at the depth interval shown. 4 Sample Number: Sample identification number. 5 USCS Symbol: USCS symbol of the subsurface material. 6 Graphic Log: Graphic depiction of the subsurface material encountered. 7 MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. 8 REMARKS AND OTHER TESTS: Comments and observations regarding drilling or sampling made by driller or field personnel. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve) MATERIAL GRAPHIC SYMBOLS Silty SAND (SM)Poorly graded SAND with Silt (SP-SM) Topsoil TYPICAL SAMPLER GRAPHIC SYMBOLS Auger sampler Bulk Sample 3-inch-OD California w/ brass rings CME Sampler Grab Sample 2.5-inch-OD Modified California w/ brass liners Pitcher Sample 2-inch-OD unlined split spoon (SPT) Shelby Tube (Thin-walled, fixed head) OTHER GRAPHIC SYMBOLS Water level (at time of drilling, ATD) Water level (after waiting) Minor change in material properties within a stratum Inferred/gradational contact between strata ?Queried contact between strata GENERAL NOTES 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. Sheet 1 of 1 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Way Back Inn Renton SAMPLE ID/TYPE TP-1 PROJECT NO.2021-807-1 SAMPLE DEPTH 2' TECH/TEST DATE EW 1/29/2022 DATE RECEIVED 1/18/2022 WATER CONTENT (Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil & Tare (gm) (w1)637.7 Weight Of Sample (gm)584.6 Wt Dry Soil & Tare (gm) (w2)584.6 Tare Weight (gm) 125.6 Weight of Tare (gm) (w3)125.6 (W6) Total Dry Weight (gm) 459.0 Weight of Water (gm) (w4=w1-w2) 53.1 SIEVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3) 459.0 Cumulative Moisture Content (%) (w4/w5)*100 12 Wt Ret (Wt-Tare) (%Retained)% PASS +Tare {(wt ret/w6)*100}(100-%ret) % COBBLES 0.0 12.0"125.6 0.00 0.00 100.00 cobbles % C GRAVEL 1.8 3.0"125.6 0.00 0.00 100.00 coarse gravel % F GRAVEL 11.8 2.5" coarse gravel % C SAND 7.8 2.0" coarse gravel % M SAND 28.8 1.5"125.6 0.00 0.00 100.00 coarse gravel % F SAND 31.1 1.0" coarse gravel % FINES 18.7 0.75"133.8 8.20 1.79 98.21 fine gravel % TOTAL 100.0 0.50" fine gravel 0.375"157.4 31.80 6.93 93.07 fine gravel D10 (mm)#4 187.8 62.20 13.55 86.45 coarse sand D30 (mm)#10 223.7 98.10 21.37 78.63 medium sand D60 (mm)#20 medium sand Cu #40 356.0 230.40 50.20 49.80 fine sand Cc #60 fine sand #100 474.2 348.60 75.95 24.05 fine sand #200 498.8 373.20 81.31 18.69 fines PAN 584.6 459.00 100.00 0.00 silt/clay 556.6 431 93.899782 6.10021786 DESCRIPTION Silty SAND with trace gravel USCS SM Prepared For:Reviewed By: Way Back Inn ELW 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 % P A S S I N G Grain size in millimeters 12"3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Way Back Inn Renton SAMPLE ID/TYPE TP-1 PROJECT NO.2021-807-1 SAMPLE DEPTH 6' TECH/TEST DATE EW 1/29/2022 DATE RECEIVED 1/18/2022 WATER CONTENT (Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil & Tare (gm) (w1)627.2 Weight Of Sample (gm)575.5 Wt Dry Soil & Tare (gm) (w2)575.5 Tare Weight (gm) 133.8 Weight of Tare (gm) (w3)133.8 (W6) Total Dry Weight (gm) 441.7 Weight of Water (gm) (w4=w1-w2) 51.7 SIEVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3) 441.7 Cumulative Moisture Content (%) (w4/w5)*100 12 Wt Ret (Wt-Tare) (%Retained)% PASS +Tare {(wt ret/w6)*100}(100-%ret) % COBBLES 0.0 12.0"133.8 0.00 0.00 100.00 cobbles % C GRAVEL 4.9 3.0"133.8 0.00 0.00 100.00 coarse gravel % F GRAVEL 20.1 2.5" coarse gravel % C SAND 9.6 2.0" coarse gravel % M SAND 26.5 1.5"133.8 0.00 0.00 100.00 coarse gravel % F SAND 31.2 1.0" coarse gravel % FINES 7.7 0.75"155.4 21.60 4.89 95.11 fine gravel % TOTAL 100.0 0.50" fine gravel 0.375"206.2 72.40 16.39 83.61 fine gravel D10 (mm)0.12 #4 244.2 110.40 24.99 75.01 coarse sand D30 (mm)0.3 #10 286.7 152.90 34.62 65.38 medium sand D60 (mm)1.7 #20 medium sand Cu 14.2 #40 403.8 270.00 61.13 38.87 fine sand Cc 0.4 #60 fine sand #100 524.9 391.10 88.54 11.46 fine sand #200 541.4 407.60 92.28 7.72 fines PAN 575.5 441.70 100.00 0.00 silt/clay 556.6 422.8 95.721078 4.27892235 DESCRIPTION Poorly graded SAND with some silt and gravel USCS SP-SM Prepared For:Reviewed By: Way Back Inn ELW 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 % P A S S I N G Grain size in millimeters 12"3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 GRAIN SIZE ANALYSIS ASTM D421, D422, D1140, D2487, D6913 PROJECT TITLE Way Back Inn Renton SAMPLE ID/TYPE TP-1 PROJECT NO.2021-807-1 SAMPLE DEPTH 8' TECH/TEST DATE EW 1/29/2022 DATE RECEIVED 1/18/2022 WATER CONTENT (Delivered Moisture) Total Weight Of Sample Used For Sieve Corrected For Hygroscopic Moisture Wt Wet Soil & Tare (gm) (w1)734.3 Weight Of Sample (gm)653.1 Wt Dry Soil & Tare (gm) (w2)653.1 Tare Weight (gm) 133.4 Weight of Tare (gm) (w3)133.4 (W6) Total Dry Weight (gm) 519.7 Weight of Water (gm) (w4=w1-w2) 81.2 SIEVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3) 519.7 Cumulative Moisture Content (%) (w4/w5)*100 16 Wt Ret (Wt-Tare) (%Retained)% PASS +Tare {(wt ret/w6)*100}(100-%ret) % COBBLES 0.0 12.0"133.4 0.00 0.00 100.00 cobbles % C GRAVEL 3.3 3.0"133.4 0.00 0.00 100.00 coarse gravel % F GRAVEL 28.2 2.5" coarse gravel % C SAND 10.0 2.0" coarse gravel % M SAND 24.4 1.5"133.4 0.00 0.00 100.00 coarse gravel % F SAND 24.1 1.0" coarse gravel % FINES 10.0 0.75"150.3 16.90 3.25 96.75 fine gravel % TOTAL 100.0 0.50" fine gravel 0.375"231.0 97.60 18.78 81.22 fine gravel D10 (mm)0.075 #4 297.0 163.60 31.48 68.52 coarse sand D30 (mm)0.34 #10 349.1 215.70 41.50 58.50 medium sand D60 (mm)2.2 #20 medium sand Cu 29.3 #40 476.1 342.70 65.94 34.06 fine sand Cc 0.7 #60 fine sand #100 583.4 450.00 86.59 13.41 fine sand #200 601.2 467.80 90.01 9.99 fines PAN 653.1 519.70 100.00 0.00 silt/clay 556.6 423.2 81.431595 18.5684048 DESCRIPTION Poorly graded gravelly SAND with some silt USCS SP-SM Prepared For:Reviewed By: Way Back Inn ELW 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000 % P A S S I N G Grain size in millimeters 12"3" 2" 1".75" .375" #4 #10 #20 #40 #60 #100 #200 Steele House Technical Information Report Appendix C Flow Control & Water Quality Exhibits 6-4 Pierce County Stormwater Management and Site Development Manual Volume V — Runoff Treatment BMPs Figure 6.1. - Example of a Compost Amended Vegetated Filter Strip (CAVFS). Applications and Limitations CAVFS can be used to meet basic runoff treatment and enhanced runoff treatment objectives. It has practical application in areas where there is space for roadside embankments that can be built to the CAVFS specifications. Soil Design Criteria The CAVFS design incorporates composted material into the native soils in accordance with the criteria in Soil Preservation and Amendment BMP for turf areas (see Volume III, Section 3.1). However, as noted below, the compost shall not contain biosolids or manure. The goal is to create a healthy soil environment for a lush growth of turf. •Soil/Compost Mix: ◦Presumptive approach: Place and rototill 1.75 inches of composted material into 6.25 inches of soil (a total amended depth of about 9.5 inches), for a settled depth of 8 6-5 Pierce County Stormwater Management and Site Development Manual Volume V — Runoff Treatment BMPs inches. Water or roll to compact soil to 85 percent maximum. Plant grass. ◦Custom approach: Place and rototill the calculated amount of composted material into a depth of soil needed to achieve 8 inches of settled soil at 5 percent organic content. Water or roll to compact soil to 85 percent maximum. Plant grass. The amount of compost or other soil amendments used varies by soil type and organic matter content. If there is a good possibility that site conditions may already contain a relatively high organic content, then it may be possible to modify the pre-approved rate described above and still be able to achieve the 5 percent organic content target. ◦The final soil mix (including compost and soil) should have an initial saturated hydraulic conductivity less than 12 inches per hour, and a minimum long-term hydraulic conductivity of 1 inch per hour, per ASTM Designation D 2434 (Standard Test Method for Permeability of Granular Soils) at 85 percent compaction per ASTM Designation D 1557 (Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort. Infiltration rate and hydraulic conductivity are assumed to be approximately the same in a uniform mix soil. Note: Long-term saturated hydraulic conductivity is determined by applying the appropriate infiltration correction factors as explained under “Determining Design Bioretention Soil Mix Infiltration Rate” in bioretention cells, swales, and planter boxes (Volume III, Section 3.4). ◦The final soil mixture should have a minimum organic content of 5 percent by dry weight per ASTM Designation D 2974 (Standard Test Method for Moisture, Ash and Organic Matter of Peat and Other Organic Soils) (Tackett 2004). ◦Achieving the above recommendations will depend on the specific soil and compost characteristics. In general, the recommendation can be achieved with 60 percent to 65 percent loamy sand mixed with 25 percent to 30 percent compost or 30 percent sandy loam, 30 percent coarse sand, and 30 percent compost. ◦The final soil mixture should be tested prior to installation for fertility, micronutrient analysis, and organic material content. ◦Clay content for the final soil mix should be less than 5 percent. ◦Compost must not contain biosolids, manure, any street or highway sweepings, or any catch basin solids. ◦The pH for the soil mix should be between 5.5 and 7.0 (Stenn 2003). If the pH falls outside the acceptable range, it may be modified with lime to increase the pH or iron sulfate plus sulfur to lower the pH. The lime or iron sulfate must be mixed uniformly into the soil prior to use in LID areas (Low-Impact Development Center 2004). ◦The soil mix should be uniform and free of stones, stumps, roots, or other similar material larger than 2 inches. ◦When placing topsoil, it is important that the first lift of topsoil is mixed into the top of the existing soil. This allows the roots to penetrate the underlying soil easier and helps prevent the formation of a slip plane between the two soil layers. •Soil Component: ◦The texture for the soil component of the LID BMP soil mix should be loamy sand (USDA Soil Textural Classification). 6-6 Pierce County Stormwater Management and Site Development Manual Volume V — Runoff Treatment BMPs •Compost Component: ◦Follow the specifications for compost for bioretention cells, swales, and planter boxes in (see Volume III, Section 3.4). Landscaping (Planting Considerations) and Vegetation Establishment •Plant vegetated filter strips with grass that can withstand relatively high-velocity flows as well as wet and dry periods. Projects may also incorporate native vegetation into filter strips, such as small shrubs to make the system more effective in treating runoff and providing root penetration into subsoils, thereby enhancing infiltration. Consult with a landscape architect for recommendations on grasses and plants suitable for the project site. Design Modeling Method The CAVFS will have an “element” in most of the approved continuous runoff models that should be used for determining the amount of water that is treated by the CAVFS. To fully meet treatment requirements, 91 percent of the influent runoff file must pass through the soil profile of the CAVFS. Water that merely flows over the surface is not considered treated. Approved continuous runoff models should be able to report the amount of water that is designed to pass through the soil profile. MC-3500 TECHNICAL SPECIFICATIONS PART #STUB B C MC3500IEPP06T 6" (150 mm)33.21" (844 mm)--- MC3500IEPP06B ---0.66" (17 mm) MC3500IEPP08T 8" (200 mm)31.16" (791 mm)--- MC3500IEPP08B ---0.81" (21 mm) MC3500IEPP10T 10" (250 mm)29.04" (738 mm)--- MC3500IEPP10B ---0.93" (24 mm) MC3500IEPP12T 12" (300 mm)26.36" (670 mm)--- MC3500IEPP12B ---1.35" (34 mm) MC3500IEPP15T 15" (375 mm)23.39" (594 mm)--- MC3500IEPP15B ---1.50" (38 mm) MC3500IEPP18TC 18" (450 mm) 20.03" (509 mm)---MC3500IEPP18TW MC3500IEPP18BC ---1.77" (45 mm) MC3500IEPP18BW MC3500IEPP24TC 24" (600 mm) 14.48" (368 mm)---MC3500IEPP24TW MC3500IEPP24BC ---2.06" (52 mm) MC3500IEPP24BW MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm) CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³) MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³) WEIGHT 134 lbs.(60.8 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³) WEIGHT 49 lbs.(22.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. 90.0" (2286 mm) ACTUAL LENGTH 86.0" (2184 mm) INSTALLED BUILD ROW IN THIS DIRECTION NOTE: ALL DIMENSIONS ARE NOMINAL LOWER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB B C 75.0" (1905 mm) 45.0" (1143 mm) 25.7" (653 mm) FOOT 77.0" (1956 mm) 45.0" (1143 mm) PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" END CAPS WITH A WELDED CROWN PLATE END WITH "C" UPPER JOINT CORRUGATION 22.2" (564 mm) INSTALLED CUSTOM PARTIAL CUT INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. 2 MC-3500 ISOLATOR ROW PLUS DETAIL SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC3500IEPP24BC OR MC3500IEPP24BW ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE MC-3500 CHAMBER MC-3500 END CAP OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MCFLAMP 3 MC-3500 CROSS SECTION DETAIL ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 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 9" (230 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" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 2.MC-3500 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. 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 3”. ·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 500 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 18" (450 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 18" (450 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. 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 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 NO COMPACTION REQUIRED. 8' (2.4 m) MAX 12" (300 mm) MIN77" (1956 mm) 12" (300 mm) MIN 6" (150 mm) MIN 6" (150 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-3500 END CAP SUBGRADE SOILS (SEE NOTE 3) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). 45" (1143 mm) 18" (450 mm) MIN* **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. 1 NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MC-SERIES END CAP INSERTION DETAIL MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP MANIFOLD HEADER MANIFOLD STUB 6 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 AD V A N C E D D R A I N A G E S Y S T E M S , I N C . ( " A D S " ) H A S P R E P A R E D T H I S D E T A I L B A S E D O N R E F E R E N C E D S T A N D A R D S . A D S H A S N O T P E R F O R M E D A N Y E N G I N E E R I N G O R D E S I G N S E R V I C E S F O R T H I S P R O J E C T , N O R H A S A D S I N D E P E N D E N T L Y V E R I F I E D T H E I N F O R M A T I O N S U P P L I E D . T H E I N S T A L L A T I O N D E T A I L S P R O V I D E D H E R E I N A R E GE N E R A L R E C O M M E N D A T I O N S A N D A R E N O T S P E C I F I C F O R T H I S P R O J E C T , U N L E S S T H E P L A N S A R E S I G N E D A N D S E A L E D B Y T H E S I T E D E S I G N E N G I N E E R . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H E S E D E T A I L S P R I O R T O C O N S T R U C T I O N A N D S E A L I N G T H E D O C U M E N T . I T I S T H E S I T E D E S I G N E N G I N E E R ' S R E S P O N S I B I L I T Y T O EN S U R E T H E D E T A I L S P R O V I D E D H E R E I N M E E T S O R E X C E E D S T H E A P P L I C A B L E N A T I O N A L , S T A T E , O R L O C A L R E Q U I R E M E N T S A N D T O E N S U R E T H A T T H E D E T A I L S P R O V I D E D H E R E I N A R E A C C E P T A B L E F O R T H I S P R O J E C T . RE V I E W E D : DR A W N : PR O J E C T N O : DA T E : SHEET RE V : Ad v a n c e d D r a i n a g e S y s t e m s , I n c . St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® 1 MC - 3 5 0 0 ST A N D A R D D E T A I L S JL M JL M 01 / 1 0 / 2 4 NO T T O S C A L E 6" (150 mm) MC-3500 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-3500. 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" CHAMBER CLASSIFICATION 45x76 DESIGNATION SS. 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, TESTED 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 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 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. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500 CHAMBER SYSTEM 1.STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 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 - SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 10.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 11.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 MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 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 CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. FOR STORMTECH INSTALLATION INSTRUCTIONS VISIT OUR APP SiteAssist Advanced Drainage Systems, Inc. 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. 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY CONCRETE COLLAR ASPHALT OVERLAY FOR TRAFFIC APPLICATIONS 12" (300 mm) MIN WIDTH 8" (200 mm) MIN THICKNESS OF ASPHALT OVERLAY AND CONCRETE COLLAR 8" NYLOPLAST UNIVERSAL DRAIN BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR / ASPHALT OVERLAY NOT REQUIRED FOR GREENSPACE OR NON-TRAFFIC APPLICATIONS 4" (100 mm) SDR 35 PIPE NYLOPLAST 8" LOCKING SOLID COVER AND FRAME 4 UNDERDRAIN DETAIL A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, SC-800, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER 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 5