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HomeMy WebLinkAboutSUB2025-00007_Exhibit#14 Drainage Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors Preliminary Storm Drainage Report PREPARED FOR: Port of Port Townsend 2701 Jefferson Street Port Townsend, WA 98368 PROJECT: JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 PREPARED BY: Griffin Gano, EIT Project Engineer REVIEWED BY: Tyler Watkins, PE Senior Project Engineer Bart Brynestad, PE Principal DATE: December 2024 Preliminary Storm Drainage Report PREPARED FOR: Port of Port Townsend 2701 Jefferson Street Port Townsend, WA 98368 PROJECT: JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 PREPARED BY: Griffin Gano, EIT Project Engineer REVIEWED BY: Tyler Watkins, PE Senior Project Engineer Bart Brynestad, PE Principal DATE: December 2024 I hereby state that this Storm Drainage Report for JCIA Rural Light Industrial Park has been prepared by me or under my supervision and meets the standard of care and expertise that is usual and customary in this community for professional engineers. I understand that Jefferson County does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. 12/19/2024 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 Table of Contents Section Page 1.0 Project Overview ............................................................................................................................ 1 1.1 Existing Conditions.............................................................................................................. 1 1.2 Proposed Conditions ........................................................................................................... 2 2.0 Minimum Requirements ................................................................................................................ 2 2.1 MR 1: Preparation of Stormwater Site Plan ........................................................................ 2 2.2 MR 2: Construction Stormwater Pollution Prevention ......................................................... 2 2.3 MR 3: Source Control of Pollution ....................................................................................... 2 2.4 MR 4: Preservation of Natural Drainage Systems and Outfalls .......................................... 3 2.5 MR 5: Onsite Stormwater Management.............................................................................. 3 2.6 MR 6: Runoff Treatment ..................................................................................................... 3 2.7 MR 7: Flow Control ............................................................................................................. 3 2.8 MR 8: Wetlands Protection ................................................................................................. 3 2.9 MR 9: Operation and Maintenance ..................................................................................... 4 3.0 Offsite Analysis .............................................................................................................................. 4 4.0 Permanent Stormwater Control Plan ........................................................................................... 4 4.1 Existing Site Hydrology ....................................................................................................... 4 4.2 Developed Site Hydrology .................................................................................................. 4 4.3 Flow Control System ........................................................................................................... 6 4.4 Water Quality System ......................................................................................................... 7 4.5 Conveyance System Analysis and Design ......................................................................... 7 5.0 Construction Stormwater Pollution Prevention Plan ................................................................. 7 6.0 Conclusion ...................................................................................................................................... 7 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 Appendices Appendix A Exhibits A-1 ............. Vicinity Map A-2 ............. Existing Conditions Map A-3 ............. Developed Conditions Map A-4 ............. FEMA National Flood Hazard Layer FIRMette Appendix B Stormwater Calculations B-1 ............. Basin Map B-2 ............. WWHM Reports Appendix C Geotechnical Report Terra Associates, Inc. October 16, 2024 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 1 AHBL Project No. 2240137.10 1.0 Project Overview JCIA Rural Light Industrial Park proposes to develop approximately 27.01 acres within unincorporated Jefferson County, Washington. The project site is located on Tax Parcels 001331005 and 001334004 in the Northeast Quarter and Southeast Quarter of the Northwest Quarter, the Southwest Quarter and Southeast Quarter of the Northeast Quarter, and the Northwest Quarter of the Southeast Quarter of Section 33, Township 30 North, Range 1 West of the Willamette Meridian in Jefferson County, Washington. Refer to Appendix A-1 for a Vicinity Map. This report demonstrates that the stormwater design for this project meets or exceeds the minimum requirements of the Department of Ecology 2024 Stormwater Management Manual for Western Washington (SWMMWW). This report provides a site description and drainage analysis for the proposed stormwater management facilities. 1.1 Existing Conditions The proposed JCIA Rural Light Industrial Park project is located along the frontage of Four Corners Road in unincorporated Jefferson County, Washington. The site is currently dense forest with cleared pathways throughout. The site has near level slopes throughout and a steep slope in the northeast corner. The site is bounded by undeveloped lots to the north, east, and west; two residential lots to the southeast and southwest; and Four Corners Road to the south. Offsite runoff from the adjacent parcels is not anticipated. Refer to Appendix A-2 for the Existing Conditions Map. 1.1.1 Critical Areas The project site is located on a Critical Aquifer Recharge Area. These areas prohibit High Impact Activities, which are defined in Table 18.22.330(1) – Critical Aquifer Recharge Area High Impact Activities in the Jefferson County Code. The project site is in a seismic hazard area, but the Geotechnical Report in Appendix C states the risk for damage is negligible. The project site is mapped as Zone X, or an area of minimal flood hazard outside the 100-year flood. Refer to Exhibit A-4 for the FEMA National Flood Hazard Layer FIRMette. To our knowledge, no other environmentally sensitive areas, including creeks, lakes, ponds, ravines, gullies, steep slopes, or springs, are located on or down gradient of the property. 1.1.2 Site Soils A Geotechnical Report was prepared by Terra Associates, Inc., dated October 16, 2024. The report states that the site generally consists of 4 to 6 inches of forest duff and topsoil overlying approximately 1 to 7 feet of stiff to very stiff clay with sand over medium dense to very dense, sandy gravel. The soils will support infiltration of stormwater with a long-term design infiltration rate of 10 inches per hour. Groundwater seepage was observed at the northeast corner and center of the site at depths of approximately 10 feet below current grades. Otherwise, no groundwater was discovered in the remaining test pits. Refer to Appendix C for the Geotechnical Report. Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 2 AHBL Project No. 2240137.10 1.2 Proposed Conditions The project proposes to prepare 11 one-acre lots for future development on the 23.62-acre Parcel No. 001331005, which is zoned as Essential Public Facility – Airport (EPF-A) with Airport Overlay III. Several Native Vegetation Preservation and Utility tracts are proposed to retain existing trees and native vegetation in the center of the site and along the 50 -foot perimeter buffer. An “Access and Utilities” tract is proposed to allow for construction of the private access roads and shared utilities. A 10-foot-wide utility easement is proposed along the front of each of the 11 lots to accommodate the water services, fire hydrants, sanitary sewer lateral, and dry utilities. The project proposes a private road through the 3.39-acre Parcel No. 001334004 to provide access from Four Corners Road using a major road approach. This access parcel is currently zoned as Rural Residential (RR-10). The proposed private road includes an internal loop road with shared on-street parking and driveways to provide access to each of the 11 lots, and an extension to the northwest corner of the site to provide access to potential future phases of the project. A paved roadway width of 26 feet is proposed to provide fire access, and 5-foot-wide sidewalks are proposed to provide pedestrian circulation. A 12-foot-wide gravel access road is proposed, extending to the east property line to provide access to offsite utilities. Drainage improvements for the site are discussed in Section 4.0 of this report. Refer to Appendix A-3 for the Developed Conditions Map. 2.0 Minimum Requirements This section describes the Minimum Requirements (MRs) for stormwater management per the SWMMWW. This project proposes more than 5,000 square feet of new plus replaced hard surface area. Therefore, the project is required to comply with MRs 1 through 9 for the new and replaced hard surfaces and the converted vegetation areas. 2.1 MR 1: Preparation of Stormwater Site Plan This Storm Drainage Report and attached plans meet the SWMMWW requirement of a Stormwater Site Plan. 2.2 MR 2: Construction Stormwater Pollution Prevention A Construction Stormwater Pollution Prevention Plan (CSWPPP) will be included under separate cover. This CSWPPP complies with Elements 1 through 13, as detailed in Volume I, Section 3.4.2 of the SWMMWW. 2.3 MR 3: Source Control of Pollution The project will comply with all source control requirements of the SWMMWW. A visual inspection shall be conducted monthly by qualified personnel to verify the performance of the source control Best Management Practices (BMPs). Source controls are required for automobile washing and maintenance, storage of solid waste and food waste, composting, yard maintenance, household hazardous material use, and general home maintenance. The required BMPs are listed below: • Engine degreasing or washing of internal engine components is not permitted onsite. A commercial car wash must be used. Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 3 AHBL Project No. 2240137.10 • All oils, antifreeze, solvents, batteries, and household hazardous waste must be recycled at local part stores, gas station, and the Household Hazardous Waste facility. Never dump used fluid onto the ground. Label and separate wastes into separate containe rs. • Compost piles shall not be located on paved areas or areas that pond during storms. • Do not apply pesticides, herbicides, or fungicides when it is windy or when rain is expected. • Never dispose of grass clippings in or near storm drains, streams, lakes, or Puget Sound. • All pollutants, including waste materials and demolition debris created onsite during construction, shall be handled and disposed of in a manner that does not cause contamination of surface water. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). • Maintenance and repair of heavy equipment and vehicles that may result in discharge or spillage of pollutants to the ground or into surface water runoff must be conducted using spill prevention measures such as drip pans. 2.4 MR 4: Preservation of Natural Drainage Systems and Outfalls The existing site consists of one sub-basin, which generally slopes to the northeast corner of the property. It appears that all runoff from the existing site is currently infiltrated in onsite soils. The project proposes to infiltrate all stormwater onsite; therefore, preserving the natural drainage systems and outfalls. 2.5 MR 5: Onsite Stormwater Management The project shall either meet the Low Impact Development (LID) performance standard or use the list approach using List 2. The project will meet the LID performance standard by infiltrating 100 percent of stormwater runoff. Stormwater discharges will match developed discharge durations to pre-developed durations for the range of pre-developed discharge rates from 8 percent of the 2-year peak flow to 50 percent of the 2-year peak flow. 2.6 MR 6: Runoff Treatment Runoff treatment will be provided for all pollution generating impervious surfaces (PGIS) using bioretention cells and swales. Refer to Section 4.4 for runoff treatment information. 2.7 MR 7: Flow Control Flow control will be provided for the site using bioretention cells and swales. All stormwater runoff will be infiltrated in the developed conditions. Refer to Section 4.3 for flow control information. 2.8 MR 8: Wetlands Protection The site does not contain any wetlands or discharge any stormwater runoff into a wetland. Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 4 AHBL Project No. 2240137.10 2.9 MR 9: Operation and Maintenance An Operations and Maintenance Manual for the storm drainage systems will be provided, as necessary. 3.0 Offsite Analysis A qualitative analysis of the downstream drainage was performed on November 22, 2024. There were no signs of flooding or erosion within the site or downstream from the site. It appears that all runoff from the site is currently infiltrated in onsite soils. 4.0 Permanent Stormwater Control Plan 4.1 Existing Site Hydrology The existing 27.01-acre site consists of one sub-basin, which generally slopes toward the northeast corner of the property. It appears that all stormwater runoff from the existing site is currently infiltrating in onsite soils. The predeveloped site was conservatively modeled entirely as C Forest due to the presence of a stiff clay layer throughout the site. There is no existing conveyance system on the site. Refer to Appendix A-2 for the Existing Conditions Map. 4.2 Developed Site Hydrology The developed site will consist of 12 separate sub-basins that will infiltrate 100 percent of stormwater runoff. The total developed site area is 27.01 acres, which includes 6.53 acres of impervious surface area, 0.31 acre of bioretention cell/swale area, and 20.17 acres of pervious surface area. The impervious surfaces tributary to the developed site include 11 proposed buildings, parking, driveways, roadways, and sidewalks. The bioretention cell/swale areas are separate from the impervious areas due to how the Western Washington Hydrology Model (WWHM) models bioretention structures. The model considers precipitation and evaporation for the structure itself, in addition to the basins tributary to the structure. The pervious surfaces were modeled as C Lawn and C Forest due to the presence of a stiff clay layer throughout the site. Sub-Basins 1 through 11 represent the 11 proposed lots. Each sub-basin/lot consists of a 10,000- square foot building, approximately 3,600 square feet of parking, and a single bioretention cell. All impervious and pervious runoff will be directed to the bioretention cell, even if the impervious surface is non-pollution generating. Each lot will be developed individually by other parties; therefore, the exact conveyance concept is currently unknown. Sub-Basin 12 is for the site area outside the 11 proposed lots. This includes 2.68 acres of impervious area, 0.19 acre of bioretention swales, and 5.81 acres of pervious area. All impervious and pervious runoff will be directed to the bioretention swales. Conveyance to the road bioretention swales will primarily occur through sheet flow. All roads will be sloped toward the roadside bioretention swales, with no curbs impeding stormwater runoff. Refer to Appendix B-1 for the Basin Map. Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 5 AHBL Project No. 2240137.10 The developed onsite areas are summarized in the table below: Sub-Basin Flows to Surface Area (ac) Impervious 0.35 C Lawn 0.65 Total 1.00 Developed Onsite Sub-Basins 1 Bioretention 1 Impervious 0.35 C Lawn 1.02 Total 1.37 Bioretention 22 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 33 Impervious 0.35 C Lawn 0.68 Total 1.03 Bioretention 44 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 55 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 66 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 77 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 88 Impervious 0.35 C Lawn 0.64 Total 0.99 Bioretention 99 Impervious 0.35 C Lawn 0.97 Total 1.32 10 Bioretention 10 Impervious 0.35 C Lawn 0.64 Total 0.99 11 Bioretention 11 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 6 AHBL Project No. 2240137.10 4.3 Flow Control System Flow control will be provided using several bioretention cells and connected bioretention swales. Sub-Basins 1 through 11 will each have an individual bioretention cell, which were sized in WWHM to infiltrate 100 percent of stormwater runoff using an infiltration rate of 10 inches per hour recommended in the Geotechnical Report in Appendix C. Over excavation may be used to ensure the underlying native soils properly infiltrate. The Geotechnical Report recommends 5 feet of separation between the bottom of the facilities and the seasonal high groundwater. Sub-Basin 12 will have connected bioretention swales, which were sized the same as the bioretention cells above. Over excavation may be used to ensure the underlying native soils properly infiltrate. The Geotechnical Report recommends 5 feet of separation between the bottom of the facilities and the seasonal high groundwater. Refer to Appendix B-2 for the WWHM Reports. The areas for each of the flow control facilities are summarized in the table below: Impervious 2.68 C Lawn 1.08 C Forest 4.73 Total 8.49 12 Bioretention Swale Impervious 6.53 C Lawn 8.87 C Forest 4.73 Bioretention 0.31 Total w/o Bioretention 20.13 Total w/ Bioretention 20.44 Overall Site 1 Bioretention 1 68 473 0.011 Stormwater Facility Summary Sub-Basin Facility Name Required Bottom Area (SF) Required Top Area (SF) Required Top Area (ac) 2 Bioretention 2 76 517 0.012 3 Bioretention 3 68 473 0.011 4 Bioretention 4 68 473 0.011 5 Bioretention 5 68 473 0.011 6 Bioretention 6 68 473 0.011 7 Bioretention 7 68 473 0.011 8 Bioretention 8 68 473 0.011 9 Bioretention 9 68 473 0.011 10 Bioretention 10 74 506 0.012 11 Bioretention 11 68 473 0.011 12 Bioretention Swale 1,390 8,370 0.192 Overall Site All Bioretention Area 2,152 13,650 0.313 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park 7 AHBL Project No. 2240137.10 4.4 Water Quality System Basic runoff treatment will be provided for the entire 27.01-acre site area using bioretention cells/swales. Metals treatment is not required because the site is not infiltrating stormwater within 0.25 mile of fresh waters. Treatment will be controlled by bioretention cells and swales that infiltrate 100 percent of the expected stormwater runoff. Both PGIS and non-PGIS surfaces will be conveyed to the bioretention structures and be treated equally. Refer to Appendix B-1 and Appendix B-2 for the relevant Basin Map and WWHM Reports. 4.5 Conveyance System Analysis and Design A full onsite conveyance analysis will be provided with the final Storm Drainage Report. 5.0 Construction Stormwater Pollution Prevention Plan A Construction Stormwater Pollution Prevention Plan (CSWPPP) will be prepared with the final Storm Drainage Report. 6.0 Conclusion The proposed project involves construction of stormwater facilities to support proposed infrastructure and future development. The developed site conditions will manage the anticipated runoff volumes that follow the criteria in the Department of Ecology 2024 Stormwater Management Manual for Western Washington (SWMMWW). This report provides a site description and drainage analysis for the proposed stormwater management facilities. This analysis is based on data and records either supplied to or obtained by AHBL . These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. AHBL, Inc. Griffin Gano, EIT Project Engineer GG/lsk December 2024 Q:\2024\2240137\WORDPROC\Reports\20241219 Rpt (Prelim Storm) 2240137.10.docx Preliminary Storm Drainage Report JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 Appendix A Exhibits A-1 .................... Vicinity Map A-2 .................... Existing Conditions Map A-3 .................... Developed Conditions Map A-4 .................... FEMA National Flood Hazard Layer FIRMette 2215 North 30th Street Suite 300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX JCIA Rural Industrial Park Vicinity Map A-1 VICINITY MAP SCALE: 1" = 1/4 MILE (1,320') SITE JEFFERSON COUNTY INTERNATIONAL AIRPORT FO U R AIRPORT CUTOFF RD AIR P O R T R D COTTONWOOD CT WOO D- LAN D D R RIDGEV IEW DRNIGHT-OWL RDC O R N E R S R DHIGHWAY 20N APN 001334007 APN 001334004 APN 001334036 APN 001331015APN 001331018APN 001331012APN 001331017 APN 001332016APN 001334004 APN 001334004 FOU R C O R N E R S R D 1 2 3 4 TEL www.ahbl.comWEBTELwww.ahbl.comWEBTELwww.ahbl.comWEB 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL www.ahbl.comWEB TACOMA SEATTLE SPOKANE TRI-CITIES Know what's below. before you dig.Call R 253.383.2572 FAX 8 BEBTS/GGGG/TW 12/5/2024 30% DESIGN BINDING SITE PLAN SUBMITTAL 2240137.10 2701 JEFFERSON ST PORT TOWNSEND, WA 98368 CONTACT: DAVE NAKAGAWARA, PE PORT OF PORT TOWNSEND JCIA RURAL LIGHT INDUSTRIAL PARK A PORTION OF THE NE 1/4 & SE 1/4 OF THE NW 1/4, SW 1/4 & SE 1/4 OF THE NE 1/4, AND THE NW 1/4 OF THE SE 1/4 OF SEC. 33, TWN. 30 N., RGE. 1 W. W.M. JEFFERSON COUNTY, WASHINGTON. JCIA RURAL LIGHT INDUSTRIAL PARK N GRAPHIC SCALE 0 60 120 1" = 60 FEET 30 MATCHLINE MATCHLINE DATE: November 22, 2024 FILENAME: Q:\2024\2240137\10_CIV\CAD\_30% DESIGN\2240137-SH-SURV.dwg A-2 2 EXISTING CONDITIONS MAP LOT 9 LOT 3 LOT 2 LOT 1 LOT 11 LOT 7 LOT 5 TRACT B LOT 6 LOT 4 TRACT C TRACT E TRACT A TRACT D LOT 8 APN 001334007 APN 001334004 APN 001334036 APN 001331015APN 001331018APN 001331012APN 001331017 APN 001332016BIORETENTION CELL (TYP.) BOTTOM LENGTH: 34.00' BOTTOM WIDTH: 2.00' PONDING DEPTH: 1.00' SIDE SLOPES: 3:1 BIORETENTION SWALE (TYP.) BOTTOM LENGTH: VARIES BOTTOM WIDTH: 1.00' PONDING DEPTH: 0.33' SIDE SLOPES: 3:1 LOT 10 STORM DRAINAGE CULVERT BELOW DRIVEWAY (TYP.)ROAD BLOOP ROAD ROAD A11+00 12+00 13+00 14+00 15+00 16+00 17 + 0 0 18+0019+0 0 20+0021+0022+0023+0024+0025+0026+0027+0027+50BP: 10+00.00PC: 16+45.80PT: 19+51.72PC: 25+00.14PT: 26+53.10 EP: 27+50.48 5+006+007+008+00EP: 8+09.2331+0032+0032+89BP: 30+00.00 EP: 32+89.00 96 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.50% 62 LF 8" CPEP @ 0.50% 59 LF 8" CPEP @ 0.50% 58 LF 8" CPEP @ 0.50% 56 LF 8" CPEP @ 0.50% 53 LF 8" CPEP @ 0.50% 61 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.50%66 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.50% 65 LF 8" CPEP @ 1.58% 63 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.71% 61 LF 8" CPEP @ 2.77% 59 LF 8" CPEP @ 0.50% 60 LF 8" CPEP @ 0.50% 66 LF 8" CPEP @ 0.50% LOOP ROAD STA: 10+00.00 = ROAD B STA: 30+00.00 APN 001334004 APN 001334004ROAD AFOU R C O R N E R S R D0+001+002+003+004+005+00BP: 0+00.00 1 2 3 4 TEL www.ahbl.comWEBTELwww.ahbl.comWEBTELwww.ahbl.comWEB 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL www.ahbl.comWEB TACOMA SEATTLE SPOKANE TRI-CITIES Know what's below. before you dig.Call R 253.383.2572 FAX 8 BEBTS/GGGG/TW 12/5/2024 30% DESIGN BINDING SITE PLAN SUBMITTAL 2240137.10 2701 JEFFERSON ST PORT TOWNSEND, WA 98368 CONTACT: DAVE NAKAGAWARA, PE PORT OF PORT TOWNSEND JCIA RURAL LIGHT INDUSTRIAL PARK A PORTION OF THE NE 1/4 & SE 1/4 OF THE NW 1/4, SW 1/4 & SE 1/4 OF THE NE 1/4, AND THE NW 1/4 OF THE SE 1/4 OF SEC. 33, TWN. 30 N., RGE. 1 W. W.M. JEFFERSON COUNTY, WASHINGTON. JCIA RURAL LIGHT INDUSTRIAL PARK N GRAPHIC SCALE 0 60 120 1" = 60 FEET 30 MATCHLINE MATCHLINE DATE: December 4, 2024 FILENAME: Q:\2024\2240137\10_CIV\CAD\_30% DESIGN\2240137-SH-GRAD.dwg A-3 7 DEVELOPED CONDITIONS MAP EARTHWORK QUANTITIES CUT: FILL: NET: NOTE: THE ABOVE QUANTITIES ARE ESTIMATES ONLY INTENDED FOR THE PERMITTING PROCESS. DO NOT USE FOR BID PURPOSES. THE QUANTITIES DO NOT HAVE STRIPPING, COMPACTION, OR CUT OR FILL ADJUSTMENT FACTORS APPLIED TO THEM. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 11/20/2024 at 7:12 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 122°48'45"W 48°3'14"N 122°48'8"W 48°2'50"N Basemap Imagery Source: USGS National Map 2023 A-4 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 Appendix B Stormwater Calculations B-1 .................... Basin Map B-2 .................... WWHM Reports LOT 9 LOT 3 LOT 2 LOT 1 LOT 11 LOT 7 LOT 5 TRACT B LOT 6LOT 4 TRACT C TRACT E TRACT A TRACT D LOT 8 LOT 10 FOU R C O R N E R S R DROAD ALOOP ROADROAD BN GRAPHIC SCALE 0 80 160 1" = 80 FEET 40 2215 North 30th Street, Suite 300, Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX JOB NO. DATE: JCIA Rural Industrial Park Basin Map B-1 2240137.10 12/5/2024 12 3 4 5 6 7 8 9 1011 12 WWHM2012 PROJECT REPORT Bioretention 1-11 B-2 20241106 Per Lot 12/5/2024 2:11:13 PM Page 2 General Model Information WWHM2012 Project Name:20241106 Per Lot Site Name:JCIA Rural Industrial Park Site Address: City: Report Date:12/5/2024 Gage:Port Angeles Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.800 Version Date:2024/06/28 Version:4.3.1 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 20241106 Per Lot 12/5/2024 2:11:13 PM Page 3 Landuse Basin Data Predeveloped Land Use Sub-Basin 1, 3-9, 11 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 20241106 Per Lot 12/5/2024 2:11:13 PM Page 4 Sub-Basin 2 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1.38 Pervious Total 1.38 Impervious Land Use acre Impervious Total 0 Basin Total 1.38 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 20241106 Per Lot 12/5/2024 2:11:13 PM Page 5 Sub-Basin 10 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1.33 Pervious Total 1.33 Impervious Land Use acre Impervious Total 0 Basin Total 1.33 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 20241106 Per Lot 12/5/2024 2:11:13 PM Page 6 Mitigated Land Use Sub-Basin 1, 3-9, 11 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.64 Pervious Total 0.64 Impervious Land Use acre ROADS FLAT 0.12 ROOF TOPS FLAT 0.23 Impervious Total 0.35 Basin Total 0.99 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface 1, 3-9, 11 Surface 1, 3-9, 11 20241106 Per Lot 12/5/2024 2:11:13 PM Page 7 Sub-Basin 2 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 1.02 Pervious Total 1.02 Impervious Land Use acre ROADS FLAT 0.12 ROOF TOPS FLAT 0.23 Impervious Total 0.35 Basin Total 1.37 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface retention 2 Surface retention 2 20241106 Per Lot 12/5/2024 2:11:13 PM Page 8 Sub-Basin 10 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.97 Pervious Total 0.97 Impervious Land Use acre ROADS FLAT 0.12 ROOF TOPS FLAT 0.23 Impervious Total 0.35 Basin Total 1.32 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface etention 10 Surface etention 10 20241106 Per Lot 12/5/2024 2:11:13 PM Page 9 Routing Elements Predeveloped Routing 20241106 Per Lot 12/5/2024 2:11:13 PM Page 10 Mitigated Routing Bioretention 1, 3-9, 11 Bottom Length: 34.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW 12 in/hr Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:10 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):39.18 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):39.18 Percent Infiltrated:100 Total Precip Applied to Facility:0.746 Total Evap From Facility:0.328 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0128 0.0000 0.0000 0.0000 0.0357 0.0125 0.0000 0.0000 0.0000 0.0714 0.0122 0.0001 0.0000 0.0000 0.1071 0.0119 0.0001 0.0000 0.0000 0.1429 0.0117 0.0001 0.0000 0.0000 0.1786 0.0114 0.0002 0.0000 0.0000 0.2143 0.0111 0.0002 0.0000 0.0000 0.2500 0.0109 0.0003 0.0000 0.0001 0.2857 0.0106 0.0003 0.0000 0.0001 0.3214 0.0103 0.0004 0.0000 0.0002 0.3571 0.0101 0.0004 0.0000 0.0002 0.3929 0.0098 0.0005 0.0000 0.0003 0.4286 0.0096 0.0006 0.0000 0.0004 0.4643 0.0093 0.0006 0.0000 0.0005 0.5000 0.0091 0.0007 0.0000 0.0006 0.5357 0.0088 0.0008 0.0000 0.0008 0.5714 0.0086 0.0008 0.0000 0.0010 0.6071 0.0083 0.0009 0.0000 0.0012 0.6429 0.0081 0.0010 0.0000 0.0015 0.6786 0.0078 0.0011 0.0000 0.0018 0.7143 0.0076 0.0012 0.0000 0.0022 0.7500 0.0073 0.0013 0.0000 0.0026 0.7857 0.0071 0.0013 0.0000 0.0030 0.8214 0.0069 0.0014 0.0000 0.0035 20241106 Per Lot 12/5/2024 2:11:14 PM Page 11 0.8571 0.0066 0.0016 0.0000 0.0041 0.8929 0.0064 0.0017 0.0000 0.0047 0.9286 0.0062 0.0018 0.0000 0.0054 0.9643 0.0060 0.0019 0.0000 0.0061 1.0000 0.0057 0.0020 0.0000 0.0069 1.0357 0.0055 0.0021 0.0000 0.0079 1.0714 0.0053 0.0022 0.0000 0.0089 1.1071 0.0051 0.0024 0.0000 0.0099 1.1429 0.0049 0.0025 0.0000 0.0111 1.1786 0.0047 0.0026 0.0000 0.0124 1.2143 0.0045 0.0028 0.0000 0.0138 1.2500 0.0042 0.0029 0.0000 0.0153 1.2857 0.0040 0.0031 0.0000 0.0169 1.3214 0.0038 0.0032 0.0000 0.0182 1.3571 0.0036 0.0034 0.0000 0.0191 1.3929 0.0034 0.0036 0.0000 0.0211 1.4286 0.0032 0.0037 0.0000 0.0231 1.4643 0.0030 0.0039 0.0000 0.0253 1.5000 0.0029 0.0041 0.0000 0.0276 1.5357 0.0027 0.0043 0.0000 0.0301 1.5714 0.0025 0.0044 0.0000 0.0327 1.6071 0.0023 0.0046 0.0000 0.0353 1.6429 0.0021 0.0048 0.0000 0.0361 1.6786 0.0019 0.0050 0.0000 0.0369 1.7143 0.0017 0.0052 0.0000 0.0378 1.7500 0.0016 0.0054 0.0000 0.0708 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.012770 0.005423 0.0000 0.0056 0.0028 1.7857 0.013051 0.005884 0.0000 0.0056 0.0057 1.8214 0.013335 0.006355 0.0000 0.0057 0.0086 1.8571 0.013620 0.006837 0.0000 0.0058 0.0115 1.8929 0.013908 0.007328 0.0000 0.0060 0.0144 1.9286 0.014198 0.007830 0.0000 0.0061 0.0173 1.9643 0.014490 0.008342 0.0000 0.0062 0.0203 2.0000 0.014784 0.008865 0.0000 0.0063 0.0233 2.0357 0.015080 0.009398 0.0000 0.0064 0.0263 2.0714 0.015379 0.009942 0.0000 0.0065 0.0293 2.1071 0.015679 0.010497 0.0000 0.0066 0.0324 2.1429 0.015982 0.011062 0.0000 0.0067 0.0355 2.1786 0.016286 0.011639 0.0000 0.0069 0.0386 2.2143 0.016593 0.012226 0.0000 0.0070 0.0417 2.2500 0.016902 0.012824 0.0000 0.0071 0.0448 2.2857 0.017213 0.013433 0.0000 0.0072 0.0480 2.3214 0.017526 0.014053 0.0000 0.0073 0.0511 2.3571 0.017841 0.014685 0.0000 0.0074 0.0543 2.3929 0.018159 0.015328 0.0000 0.0075 0.0576 2.4286 0.018478 0.015982 0.0000 0.0076 0.0608 2.4643 0.018799 0.016648 0.0000 0.0078 0.0641 2.5000 0.019123 0.017325 0.0000 0.0079 0.0673 2.5357 0.019449 0.018014 0.0000 0.0080 0.0707 2.5714 0.019777 0.018714 0.0000 0.0081 0.0740 2.6071 0.020107 0.019426 0.0000 0.0082 0.0773 2.6429 0.020439 0.020150 0.0000 0.0083 0.0807 2.6786 0.020773 0.020886 0.0000 0.0084 0.0841 2.7143 0.021109 0.021634 0.0000 0.0085 0.0875 2.7500 0.021447 0.022394 0.0000 0.0087 0.0909 20241106 Per Lot 12/5/2024 2:11:14 PM Page 12 2.7857 0.021788 0.023166 0.0716 0.0088 0.0944 2.8214 0.022131 0.023950 0.2020 0.0089 0.0979 2.8571 0.022475 0.024747 0.3694 0.0090 0.1014 2.8929 0.022822 0.025556 0.5635 0.0091 0.1049 2.9286 0.023171 0.026377 0.7756 0.0092 0.1084 2.9643 0.023522 0.027211 0.9966 0.0093 0.1120 3.0000 0.023875 0.028057 1.2176 0.0094 0.1156 3.0357 0.024230 0.028916 1.4294 0.0096 0.1192 3.0714 0.024588 0.029788 1.6238 0.0097 0.1228 3.1071 0.024947 0.030673 1.7939 0.0098 0.1264 3.1429 0.025309 0.031570 1.9353 0.0099 0.1301 3.1786 0.025672 0.032480 2.0472 0.0100 0.1338 3.2143 0.026038 0.033404 2.1333 0.0101 0.1375 3.2500 0.026406 0.034340 2.2271 0.0102 0.1375 3.2500 0.026406 0.034340 2.3053 0.0102 0.0000 20241106 Per Lot 12/5/2024 2:11:14 PM Page 13 Bioretention 2 Bottom Length: 38.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW 12 in/hr Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:10 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):47.221 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):47.221 Percent Infiltrated:100 Total Precip Applied to Facility:0.815 Total Evap From Facility:0.359 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0139 0.0000 0.0000 0.0000 0.0357 0.0136 0.0000 0.0000 0.0000 0.0714 0.0133 0.0001 0.0000 0.0000 0.1071 0.0130 0.0001 0.0000 0.0000 0.1429 0.0127 0.0002 0.0000 0.0000 0.1786 0.0124 0.0002 0.0000 0.0000 0.2143 0.0122 0.0003 0.0000 0.0000 0.2500 0.0119 0.0003 0.0000 0.0001 0.2857 0.0116 0.0004 0.0000 0.0001 0.3214 0.0113 0.0004 0.0000 0.0002 0.3571 0.0110 0.0005 0.0000 0.0002 0.3929 0.0107 0.0005 0.0000 0.0003 0.4286 0.0105 0.0006 0.0000 0.0004 0.4643 0.0102 0.0007 0.0000 0.0006 0.5000 0.0099 0.0008 0.0000 0.0007 0.5357 0.0097 0.0008 0.0000 0.0009 0.5714 0.0094 0.0009 0.0000 0.0011 0.6071 0.0091 0.0010 0.0000 0.0014 0.6429 0.0089 0.0011 0.0000 0.0017 0.6786 0.0086 0.0012 0.0000 0.0020 0.7143 0.0083 0.0013 0.0000 0.0024 0.7500 0.0081 0.0014 0.0000 0.0028 0.7857 0.0078 0.0015 0.0000 0.0033 0.8214 0.0076 0.0016 0.0000 0.0039 0.8571 0.0073 0.0017 0.0000 0.0045 0.8929 0.0071 0.0018 0.0000 0.0051 20241106 Per Lot 12/5/2024 2:11:14 PM Page 14 0.9286 0.0068 0.0020 0.0000 0.0059 0.9643 0.0066 0.0021 0.0000 0.0067 1.0000 0.0063 0.0022 0.0000 0.0076 1.0357 0.0061 0.0023 0.0000 0.0086 1.0714 0.0059 0.0025 0.0000 0.0097 1.1071 0.0056 0.0026 0.0000 0.0109 1.1429 0.0054 0.0028 0.0000 0.0122 1.1786 0.0052 0.0029 0.0000 0.0136 1.2143 0.0049 0.0031 0.0000 0.0151 1.2500 0.0047 0.0032 0.0000 0.0168 1.2857 0.0045 0.0034 0.0000 0.0185 1.3214 0.0043 0.0036 0.0000 0.0200 1.3571 0.0040 0.0037 0.0000 0.0210 1.3929 0.0038 0.0039 0.0000 0.0230 1.4286 0.0036 0.0041 0.0000 0.0253 1.4643 0.0034 0.0043 0.0000 0.0276 1.5000 0.0032 0.0045 0.0000 0.0302 1.5357 0.0030 0.0047 0.0000 0.0328 1.5714 0.0028 0.0049 0.0000 0.0357 1.6071 0.0025 0.0051 0.0000 0.0385 1.6429 0.0023 0.0053 0.0000 0.0394 1.6786 0.0021 0.0055 0.0000 0.0403 1.7143 0.0019 0.0057 0.0000 0.0412 1.7500 0.0017 0.0060 0.0000 0.0772 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.013918 0.005959 0.0000 0.0063 0.0030 1.7857 0.014219 0.006461 0.0000 0.0063 0.0061 1.8214 0.014522 0.006975 0.0000 0.0064 0.0092 1.8571 0.014827 0.007499 0.0000 0.0065 0.0123 1.8929 0.015135 0.008034 0.0000 0.0067 0.0154 1.9286 0.015444 0.008580 0.0000 0.0068 0.0185 1.9643 0.015756 0.009137 0.0000 0.0069 0.0217 2.0000 0.016070 0.009705 0.0000 0.0070 0.0249 2.0357 0.016386 0.010285 0.0000 0.0072 0.0281 2.0714 0.016704 0.010876 0.0000 0.0073 0.0313 2.1071 0.017024 0.011478 0.0000 0.0074 0.0346 2.1429 0.017346 0.012092 0.0000 0.0075 0.0378 2.1786 0.017670 0.012717 0.0000 0.0077 0.0411 2.2143 0.017997 0.013354 0.0000 0.0078 0.0444 2.2500 0.018325 0.014002 0.0000 0.0079 0.0478 2.2857 0.018656 0.014663 0.0000 0.0080 0.0511 2.3214 0.018989 0.015335 0.0000 0.0082 0.0545 2.3571 0.019324 0.016019 0.0000 0.0083 0.0579 2.3929 0.019661 0.016715 0.0000 0.0084 0.0613 2.4286 0.020000 0.017424 0.0000 0.0085 0.0648 2.4643 0.020341 0.018144 0.0000 0.0087 0.0682 2.5000 0.020684 0.018877 0.0000 0.0088 0.0717 2.5357 0.021030 0.019621 0.0000 0.0089 0.0752 2.5714 0.021377 0.020379 0.0000 0.0090 0.0787 2.6071 0.021727 0.021148 0.0000 0.0092 0.0823 2.6429 0.022078 0.021931 0.0000 0.0093 0.0859 2.6786 0.022432 0.022725 0.0000 0.0094 0.0894 2.7143 0.022788 0.023533 0.0000 0.0096 0.0931 2.7500 0.023146 0.024353 0.0000 0.0097 0.0967 2.7857 0.023506 0.025186 0.0716 0.0098 0.1003 2.8214 0.023869 0.026032 0.2020 0.0099 0.1040 20241106 Per Lot 12/5/2024 2:11:14 PM Page 15 2.8571 0.024233 0.026891 0.3694 0.0101 0.1077 2.8929 0.024600 0.027763 0.5635 0.0102 0.1114 2.9286 0.024968 0.028648 0.7756 0.0103 0.1152 2.9643 0.025339 0.029547 0.9966 0.0104 0.1189 3.0000 0.025712 0.030458 1.2176 0.0106 0.1227 3.0357 0.026087 0.031383 1.4294 0.0107 0.1265 3.0714 0.026464 0.032322 1.6238 0.0108 0.1303 3.1071 0.026843 0.033274 1.7939 0.0109 0.1342 3.1429 0.027224 0.034239 1.9353 0.0111 0.1380 3.1786 0.027607 0.035218 2.0472 0.0112 0.1419 3.2143 0.027993 0.036211 2.1333 0.0113 0.1458 3.2500 0.028380 0.037218 2.2271 0.0114 0.1458 3.2500 0.028380 0.037218 2.3053 0.0114 0.0000 20241106 Per Lot 12/5/2024 2:11:14 PM Page 16 Bioretention 10 Bottom Length: 37.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW 12 in/hr Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:10 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):46.157 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):46.157 Percent Infiltrated:100 Total Precip Applied to Facility:0.801 Total Evap From Facility:0.352 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0136 0.0000 0.0000 0.0000 0.0357 0.0133 0.0000 0.0000 0.0000 0.0714 0.0130 0.0001 0.0000 0.0000 0.1071 0.0128 0.0001 0.0000 0.0000 0.1429 0.0125 0.0002 0.0000 0.0000 0.1786 0.0122 0.0002 0.0000 0.0000 0.2143 0.0119 0.0002 0.0000 0.0000 0.2500 0.0116 0.0003 0.0000 0.0001 0.2857 0.0113 0.0004 0.0000 0.0001 0.3214 0.0111 0.0004 0.0000 0.0002 0.3571 0.0108 0.0005 0.0000 0.0002 0.3929 0.0105 0.0005 0.0000 0.0003 0.4286 0.0102 0.0006 0.0000 0.0004 0.4643 0.0100 0.0007 0.0000 0.0005 0.5000 0.0097 0.0007 0.0000 0.0007 0.5357 0.0094 0.0008 0.0000 0.0009 0.5714 0.0092 0.0009 0.0000 0.0011 0.6071 0.0089 0.0010 0.0000 0.0013 0.6429 0.0087 0.0011 0.0000 0.0016 0.6786 0.0084 0.0012 0.0000 0.0020 0.7143 0.0081 0.0013 0.0000 0.0023 0.7500 0.0079 0.0014 0.0000 0.0028 0.7857 0.0076 0.0015 0.0000 0.0032 0.8214 0.0074 0.0016 0.0000 0.0038 0.8571 0.0072 0.0017 0.0000 0.0044 0.8929 0.0069 0.0018 0.0000 0.0050 20241106 Per Lot 12/5/2024 2:11:14 PM Page 17 0.9286 0.0067 0.0019 0.0000 0.0058 0.9643 0.0064 0.0020 0.0000 0.0066 1.0000 0.0062 0.0022 0.0000 0.0075 1.0357 0.0060 0.0023 0.0000 0.0084 1.0714 0.0057 0.0024 0.0000 0.0095 1.1071 0.0055 0.0026 0.0000 0.0107 1.1429 0.0053 0.0027 0.0000 0.0119 1.1786 0.0050 0.0029 0.0000 0.0133 1.2143 0.0048 0.0030 0.0000 0.0148 1.2500 0.0046 0.0032 0.0000 0.0164 1.2857 0.0044 0.0033 0.0000 0.0181 1.3214 0.0042 0.0035 0.0000 0.0195 1.3571 0.0039 0.0037 0.0000 0.0205 1.3929 0.0037 0.0038 0.0000 0.0225 1.4286 0.0035 0.0040 0.0000 0.0247 1.4643 0.0033 0.0042 0.0000 0.0270 1.5000 0.0031 0.0044 0.0000 0.0295 1.5357 0.0029 0.0046 0.0000 0.0321 1.5714 0.0027 0.0048 0.0000 0.0349 1.6071 0.0025 0.0050 0.0000 0.0377 1.6429 0.0023 0.0052 0.0000 0.0386 1.6786 0.0021 0.0054 0.0000 0.0395 1.7143 0.0019 0.0056 0.0000 0.0403 1.7500 0.0017 0.0058 0.0000 0.0756 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.013631 0.005825 0.0000 0.0061 0.0030 1.7857 0.013927 0.006317 0.0000 0.0061 0.0060 1.8214 0.014225 0.006820 0.0000 0.0062 0.0090 1.8571 0.014526 0.007333 0.0000 0.0064 0.0121 1.8929 0.014828 0.007857 0.0000 0.0065 0.0151 1.9286 0.015133 0.008392 0.0000 0.0066 0.0182 1.9643 0.015440 0.008938 0.0000 0.0067 0.0214 2.0000 0.015748 0.009495 0.0000 0.0069 0.0245 2.0357 0.016059 0.010063 0.0000 0.0070 0.0276 2.0714 0.016372 0.010642 0.0000 0.0071 0.0308 2.1071 0.016688 0.011233 0.0000 0.0072 0.0340 2.1429 0.017005 0.011834 0.0000 0.0073 0.0372 2.1786 0.017324 0.012447 0.0000 0.0075 0.0405 2.2143 0.017646 0.013072 0.0000 0.0076 0.0437 2.2500 0.017969 0.013708 0.0000 0.0077 0.0470 2.2857 0.018295 0.014355 0.0000 0.0078 0.0503 2.3214 0.018623 0.015015 0.0000 0.0080 0.0537 2.3571 0.018953 0.015686 0.0000 0.0081 0.0570 2.3929 0.019285 0.016368 0.0000 0.0082 0.0604 2.4286 0.019619 0.017063 0.0000 0.0083 0.0638 2.4643 0.019955 0.017770 0.0000 0.0084 0.0672 2.5000 0.020294 0.018489 0.0000 0.0086 0.0706 2.5357 0.020634 0.019219 0.0000 0.0087 0.0741 2.5714 0.020977 0.019963 0.0000 0.0088 0.0776 2.6071 0.021322 0.020718 0.0000 0.0089 0.0810 2.6429 0.021668 0.021486 0.0000 0.0091 0.0846 2.6786 0.022017 0.022266 0.0000 0.0092 0.0881 2.7143 0.022368 0.023058 0.0000 0.0093 0.0917 2.7500 0.022722 0.023863 0.0000 0.0094 0.0952 2.7857 0.023077 0.024681 0.0716 0.0095 0.0989 2.8214 0.023434 0.025512 0.2020 0.0097 0.1025 20241106 Per Lot 12/5/2024 2:11:14 PM Page 18 2.8571 0.023794 0.026355 0.3694 0.0098 0.1061 2.8929 0.024155 0.027211 0.5635 0.0099 0.1098 2.9286 0.024519 0.028081 0.7756 0.0100 0.1135 2.9643 0.024885 0.028963 0.9966 0.0102 0.1172 3.0000 0.025253 0.029858 1.2176 0.0103 0.1209 3.0357 0.025623 0.030767 1.4294 0.0104 0.1247 3.0714 0.025995 0.031688 1.6238 0.0105 0.1284 3.1071 0.026369 0.032623 1.7939 0.0106 0.1322 3.1429 0.026745 0.033572 1.9353 0.0108 0.1361 3.1786 0.027124 0.034534 2.0472 0.0109 0.1399 3.2143 0.027504 0.035509 2.1333 0.0110 0.1438 3.2500 0.027887 0.036498 2.2271 0.0111 0.1438 3.2500 0.027887 0.036498 2.3053 0.0111 0.0000 20241106 Per Lot 12/5/2024 2:11:14 PM Page 19 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.71 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:2.63 Total Impervious Area:1.05 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.022265 5 year 0.054641 10 year 0.082947 25 year 0.124693 50 year 0.159064 100 year 0.195468 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 0.008 0.000 1950 0.037 0.000 1951 0.027 0.000 1952 0.005 0.000 1953 0.008 0.000 1954 0.076 0.000 1955 0.070 0.000 1956 0.025 0.000 1957 0.043 0.000 1958 0.007 0.000 20241106 Per Lot 12/5/2024 2:11:49 PM Page 20 1959 0.042 0.000 1960 0.063 0.000 1961 0.078 0.000 1962 0.005 0.000 1963 0.016 0.000 1964 0.018 0.000 1965 0.009 0.000 1966 0.008 0.000 1967 0.075 0.000 1968 0.014 0.000 1969 0.005 0.000 1970 0.004 0.000 1971 0.059 0.000 1972 0.086 0.000 1973 0.011 0.000 1974 0.009 0.000 1975 0.015 0.000 1976 0.019 0.000 1977 0.003 0.000 1978 0.002 0.000 1979 0.002 0.007 1980 0.040 0.000 1981 0.032 0.002 1982 0.060 0.000 1983 0.056 0.000 1984 0.010 0.000 1985 0.055 0.000 1986 0.130 0.002 1987 0.048 0.000 1988 0.017 0.000 1989 0.016 0.000 1990 0.031 0.000 1991 0.062 0.000 1992 0.071 0.000 1993 0.004 0.000 1994 0.001 0.000 1995 0.007 0.000 1996 0.034 0.000 1997 0.037 0.000 1998 0.004 0.000 1999 0.136 0.000 2000 0.039 0.000 2001 0.008 0.000 2002 0.051 0.000 2003 0.037 0.000 2004 0.058 0.000 2005 0.023 0.000 2006 0.067 0.000 2007 0.064 0.007 2008 0.011 0.000 2009 0.016 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1359 0.0070 2 0.1296 0.0068 3 0.0864 0.0024 20241106 Per Lot 12/5/2024 2:11:49 PM Page 21 4 0.0781 0.0015 5 0.0756 0.0000 6 0.0751 0.0000 7 0.0709 0.0000 8 0.0701 0.0000 9 0.0669 0.0000 10 0.0645 0.0000 11 0.0633 0.0000 12 0.0618 0.0000 13 0.0595 0.0000 14 0.0592 0.0000 15 0.0584 0.0000 16 0.0556 0.0000 17 0.0555 0.0000 18 0.0507 0.0000 19 0.0484 0.0000 20 0.0429 0.0000 21 0.0422 0.0000 22 0.0401 0.0000 23 0.0387 0.0000 24 0.0370 0.0000 25 0.0368 0.0000 26 0.0365 0.0000 27 0.0339 0.0000 28 0.0317 0.0000 29 0.0310 0.0000 30 0.0266 0.0000 31 0.0246 0.0000 32 0.0229 0.0000 33 0.0186 0.0000 34 0.0184 0.0000 35 0.0174 0.0000 36 0.0161 0.0000 37 0.0157 0.0000 38 0.0156 0.0000 39 0.0151 0.0000 40 0.0138 0.0000 41 0.0114 0.0000 42 0.0112 0.0000 43 0.0104 0.0000 44 0.0092 0.0000 45 0.0090 0.0000 46 0.0081 0.0000 47 0.0080 0.0000 48 0.0076 0.0000 49 0.0076 0.0000 50 0.0067 0.0000 51 0.0066 0.0000 52 0.0048 0.0000 53 0.0048 0.0000 54 0.0047 0.0000 55 0.0040 0.0000 56 0.0038 0.0000 57 0.0036 0.0000 58 0.0033 0.0000 59 0.0023 0.0000 60 0.0023 0.0000 61 0.0008 0.0000 20241106 Per Lot 12/5/2024 2:11:49 PM Page 22 20241106 Per Lot 12/5/2024 2:11:49 PM Page 23 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0111 24811 0 0 Pass 0.0126 21517 0 0 Pass 0.0141 18741 0 0 Pass 0.0156 16489 0 0 Pass 0.0171 14630 0 0 Pass 0.0186 12953 0 0 Pass 0.0201 11477 0 0 Pass 0.0216 10237 0 0 Pass 0.0231 9090 0 0 Pass 0.0246 8040 0 0 Pass 0.0261 7114 0 0 Pass 0.0276 6312 0 0 Pass 0.0291 5627 0 0 Pass 0.0306 5001 0 0 Pass 0.0321 4494 0 0 Pass 0.0335 4064 0 0 Pass 0.0350 3679 0 0 Pass 0.0365 3317 0 0 Pass 0.0380 2988 0 0 Pass 0.0395 2725 0 0 Pass 0.0410 2492 0 0 Pass 0.0425 2304 0 0 Pass 0.0440 2116 0 0 Pass 0.0455 1958 0 0 Pass 0.0470 1769 0 0 Pass 0.0485 1602 0 0 Pass 0.0500 1456 0 0 Pass 0.0515 1340 0 0 Pass 0.0530 1234 0 0 Pass 0.0545 1123 0 0 Pass 0.0560 1017 0 0 Pass 0.0575 918 0 0 Pass 0.0589 845 0 0 Pass 0.0604 761 0 0 Pass 0.0619 682 0 0 Pass 0.0634 632 0 0 Pass 0.0649 582 0 0 Pass 0.0664 544 0 0 Pass 0.0679 506 0 0 Pass 0.0694 470 0 0 Pass 0.0709 427 0 0 Pass 0.0724 400 0 0 Pass 0.0739 371 0 0 Pass 0.0754 336 0 0 Pass 0.0769 319 0 0 Pass 0.0784 303 0 0 Pass 0.0799 289 0 0 Pass 0.0814 270 0 0 Pass 0.0829 251 0 0 Pass 0.0844 242 0 0 Pass 0.0858 232 0 0 Pass 0.0873 223 0 0 Pass 0.0888 217 0 0 Pass 20241106 Per Lot 12/5/2024 2:11:49 PM Page 24 0.0903 211 0 0 Pass 0.0918 205 0 0 Pass 0.0933 197 0 0 Pass 0.0948 184 0 0 Pass 0.0963 169 0 0 Pass 0.0978 160 0 0 Pass 0.0993 155 0 0 Pass 0.1008 147 0 0 Pass 0.1023 141 0 0 Pass 0.1038 135 0 0 Pass 0.1053 130 0 0 Pass 0.1068 123 0 0 Pass 0.1083 118 0 0 Pass 0.1098 113 0 0 Pass 0.1112 108 0 0 Pass 0.1127 101 0 0 Pass 0.1142 97 0 0 Pass 0.1157 92 0 0 Pass 0.1172 87 0 0 Pass 0.1187 80 0 0 Pass 0.1202 76 0 0 Pass 0.1217 68 0 0 Pass 0.1232 62 0 0 Pass 0.1247 56 0 0 Pass 0.1262 41 0 0 Pass 0.1277 23 0 0 Pass 0.1292 17 0 0 Pass 0.1307 10 0 0 Pass 0.1322 7 0 0 Pass 0.1337 5 0 0 Pass 0.1352 2 0 0 Pass 0.1367 0 0 0 Pass 0.1381 0 0 0 Pass 0.1396 0 0 0 Pass 0.1411 0 0 0 Pass 0.1426 0 0 0 Pass 0.1441 0 0 0 Pass 0.1456 0 0 0 Pass 0.1471 0 0 0 Pass 0.1486 0 0 0 Pass 0.1501 0 0 0 Pass 0.1516 0 0 0 Pass 0.1531 0 0 0 Pass 0.1546 0 0 0 Pass 0.1561 0 0 0 Pass 0.1576 0 0 0 Pass 0.1591 0 0 0 Pass 20241106 Per Lot 12/5/2024 2:11:49 PM Page 25 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 20241106 Per Lot 12/5/2024 2:11:49 PM Page 26 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. 20241106 Per Lot 12/5/2024 2:11:50 PM Page 27 Appendix Predeveloped Schematic 20241106 Per Lot 12/5/2024 2:11:51 PM Page 28 Mitigated Schematic 20241106 Per Lot 12/5/2024 2:11:53 PM Page 29 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 20241106 Per Lot.wdm MESSU 25 Pre20241106 Per Lot.MES 27 Pre20241106 Per Lot.L61 28 Pre20241106 Per Lot.L62 30 POC20241106 Per Lot1.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 Sub-Basin 1, 3-9, 11 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 30 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 31 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Sub-Basin 1, 3-9, 11*** PERLND 10 1 COPY 501 12 PERLND 10 1 COPY 501 13 Sub-Basin 2*** PERLND 10 1.38 COPY 501 12 PERLND 10 1.38 COPY 501 13 Sub-Basin 10*** PERLND 10 1.33 COPY 501 12 PERLND 10 1.33 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 32 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 33 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 20241106 Per Lot.wdm MESSU 25 Mit20241106 Per Lot.MES 27 Mit20241106 Per Lot.L61 28 Mit20241106 Per Lot.L62 30 POC20241106 Per Lot1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 IMPLND 4 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 GENER 6 RCHRES 5 RCHRES 6 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface 1, 3-9, 11 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 *** 2 24 4 24 6 24 END OPCODE PARM # # K *** 2 0. 4 0. 6 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** 20241106 Per Lot 12/5/2024 2:11:53 PM Page 34 # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 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 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 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 20241106 Per Lot 12/5/2024 2:11:53 PM Page 35 1 0 0 4 0 0 4 1 9 4 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 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 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Sub-Basin 1, 3-9, 11*** PERLND 16 0.64 RCHRES 1 2 PERLND 16 0.64 RCHRES 1 3 IMPLND 1 0.12 RCHRES 1 5 IMPLND 4 0.23 RCHRES 1 5 Sub-Basin 2*** PERLND 16 1.02 RCHRES 3 2 PERLND 16 1.02 RCHRES 3 3 IMPLND 1 0.12 RCHRES 3 5 IMPLND 4 0.23 RCHRES 3 5 Sub-Basin 10*** PERLND 16 0.97 RCHRES 5 2 PERLND 16 0.97 RCHRES 5 3 IMPLND 1 0.12 RCHRES 5 5 IMPLND 4 0.23 RCHRES 5 5 ******Routing****** PERLND 16 0.64 COPY 1 12 IMPLND 1 0.12 COPY 1 15 IMPLND 4 0.23 COPY 1 15 PERLND 16 0.64 COPY 1 13 RCHRES 1 1 RCHRES 2 8 PERLND 16 1.02 COPY 1 12 IMPLND 1 0.12 COPY 1 15 IMPLND 4 0.23 COPY 1 15 PERLND 16 1.02 COPY 1 13 PERLND 16 0.97 COPY 1 12 IMPLND 1 0.12 COPY 1 15 IMPLND 4 0.23 COPY 1 15 PERLND 16 0.97 COPY 1 13 RCHRES 3 1 RCHRES 4 8 RCHRES 5 1 RCHRES 6 8 RCHRES 2 1 COPY 501 17 20241106 Per Lot 12/5/2024 2:11:53 PM Page 36 RCHRES 1 1 COPY 501 17 RCHRES 4 1 COPY 501 17 RCHRES 3 1 COPY 501 17 RCHRES 6 1 COPY 501 17 RCHRES 5 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0011111 RCHRES 5 EXTNL OUTDGT 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 Surface 1, 3-9-006 3 1 1 1 28 0 1 2 Bioretention 1,-005 2 1 1 1 28 0 1 3 Surface retentio-016 3 1 1 1 28 0 1 4 Bioretention 2 2 1 1 1 28 0 1 5 Surface etention-018 3 1 1 1 28 0 1 6 Bioretention 10-017 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 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 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 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 20241106 Per Lot 12/5/2024 2:11:53 PM Page 37 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.01 0.0 0.0 0.0 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.01 0.0 0.0 0.0 0.0 5 5 0.01 0.0 0.0 0.0 0.0 6 6 0.01 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 3 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or 20241106 Per Lot 12/5/2024 2:11:53 PM Page 38 *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 299.97 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 329.03 *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 6 v2m6 = 321.77 *** Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF *** Infiltration volume GENER 6 v2d6 = vpo6 END SPEC-ACTIONS FTABLES FTABLE 2 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.012770 0.000000 0.000000 0.000000 0.035714 0.012490 0.000030 0.000000 0.000000 0.071429 0.012213 0.000063 0.000000 0.000000 0.107143 0.011938 0.000099 0.000000 0.000000 0.142857 0.011665 0.000139 0.000000 0.000000 0.178571 0.011394 0.000182 0.000000 0.000000 0.214286 0.011125 0.000228 0.000000 0.000042 0.250000 0.010859 0.000278 0.000000 0.000068 0.285714 0.010594 0.000326 0.000000 0.000104 0.321429 0.010332 0.000377 0.000000 0.000151 0.357143 0.010071 0.000432 0.000000 0.000212 0.392857 0.009813 0.000489 0.000000 0.000289 0.428571 0.009557 0.000550 0.000000 0.000385 0.464286 0.009303 0.000615 0.000000 0.000503 0.500000 0.009051 0.000682 0.000000 0.000644 0.535714 0.008801 0.000753 0.000000 0.000811 0.571429 0.008553 0.000828 0.000000 0.001009 0.607143 0.008308 0.000906 0.000000 0.001239 0.642857 0.008064 0.000987 0.000000 0.001505 0.678571 0.007823 0.001072 0.000000 0.001810 0.714286 0.007583 0.001161 0.000000 0.002158 0.750000 0.007346 0.001253 0.000000 0.002553 20241106 Per Lot 12/5/2024 2:11:53 PM Page 39 0.785714 0.007111 0.001348 0.000000 0.002998 0.821429 0.006878 0.001448 0.000000 0.003497 0.857143 0.006647 0.001551 0.000000 0.004053 0.892857 0.006419 0.001657 0.000000 0.004673 0.928571 0.006192 0.001768 0.000000 0.005358 0.964286 0.005967 0.001882 0.000000 0.006115 1.000000 0.005745 0.002000 0.000000 0.006947 1.035714 0.005525 0.002122 0.000000 0.007860 1.071429 0.005306 0.002248 0.000000 0.008857 1.107143 0.005090 0.002377 0.000000 0.009945 1.142857 0.004876 0.002511 0.000000 0.011127 1.178571 0.004664 0.002649 0.000000 0.012410 1.214286 0.004455 0.002790 0.000000 0.013798 1.250000 0.004247 0.002936 0.000000 0.015297 1.285714 0.004041 0.003086 0.000000 0.016912 1.321429 0.003838 0.003240 0.000000 0.018217 1.357143 0.003637 0.003398 0.000000 0.019148 1.392857 0.003437 0.003561 0.000000 0.021053 1.428571 0.003240 0.003727 0.000000 0.023091 1.464286 0.003045 0.003898 0.000000 0.025270 1.500000 0.002852 0.004073 0.000000 0.027593 1.535714 0.002662 0.004253 0.000000 0.030062 1.571429 0.002473 0.004437 0.000000 0.032675 1.607143 0.002286 0.004625 0.000000 0.035287 1.642857 0.002102 0.004818 0.000000 0.036113 1.678571 0.001919 0.005015 0.000000 0.036945 1.714286 0.001739 0.005217 0.000000 0.037783 1.750000 0.001561 0.006886 0.000000 0.070819 END FTABLE 2 FTABLE 1 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001561 0.000000 0.000000 0.000000 0.002838 0.035714 0.013051 0.000461 0.000000 0.005622 0.002838 0.071429 0.013335 0.000932 0.000000 0.005734 0.005697 0.107143 0.013620 0.001414 0.000000 0.005847 0.008578 0.142857 0.013908 0.001905 0.000000 0.005959 0.011480 0.178571 0.014198 0.002407 0.000000 0.006071 0.014403 0.214286 0.014490 0.002919 0.000000 0.006184 0.017347 0.250000 0.014784 0.003442 0.000000 0.006296 0.020313 0.285714 0.015080 0.003975 0.000000 0.006409 0.023299 0.321429 0.015379 0.004519 0.000000 0.006521 0.026307 0.357143 0.015679 0.005074 0.000000 0.006634 0.029337 0.392857 0.015982 0.005639 0.000000 0.006746 0.032387 0.428571 0.016286 0.006216 0.000000 0.006858 0.035459 0.464286 0.016593 0.006803 0.000000 0.006971 0.038552 0.500000 0.016902 0.007401 0.000000 0.007083 0.041667 0.535714 0.017213 0.008010 0.000000 0.007196 0.044802 0.571429 0.017526 0.008630 0.000000 0.007308 0.047959 0.607143 0.017841 0.009262 0.000000 0.007421 0.051137 0.642857 0.018159 0.009905 0.000000 0.007533 0.054337 0.678571 0.018478 0.010559 0.000000 0.007646 0.057557 0.714286 0.018799 0.011225 0.000000 0.007758 0.060799 0.750000 0.019123 0.011902 0.000000 0.007870 0.064063 0.785714 0.019449 0.012591 0.000000 0.007983 0.067347 0.821429 0.019777 0.013291 0.000000 0.008095 0.070653 0.857143 0.020107 0.014003 0.000000 0.008208 0.073980 0.892857 0.020439 0.014727 0.000000 0.008320 0.077328 0.928571 0.020773 0.015463 0.000000 0.008433 0.080697 0.964286 0.021109 0.016211 0.000000 0.008545 0.084088 1.000000 0.021447 0.016971 0.000000 0.008657 0.087500 1.035714 0.021788 0.017743 0.071570 0.008770 0.090933 1.071429 0.022131 0.018527 0.202028 0.008882 0.094388 1.107143 0.022475 0.019324 0.369426 0.008995 0.097864 1.142857 0.022822 0.020133 0.563536 0.009107 0.101361 1.178571 0.023171 0.020954 0.775552 0.009220 0.104879 1.214286 0.023522 0.021788 0.996598 0.009332 0.108418 20241106 Per Lot 12/5/2024 2:11:53 PM Page 40 1.250000 0.023875 0.022634 1.217555 0.009444 0.111979 1.285714 0.024230 0.023493 1.429395 0.009557 0.115561 1.321429 0.024588 0.024365 1.623789 0.009669 0.119165 1.357143 0.024947 0.025250 1.793902 0.009782 0.122789 1.392857 0.025309 0.026147 1.935341 0.009894 0.126435 1.428571 0.025672 0.027057 2.047214 0.010007 0.130102 1.464286 0.026038 0.027981 2.133304 0.010119 0.133790 1.500000 0.026406 0.028917 2.227125 0.010231 0.137500 1.500000 0.026406 0.028917 2.305293 0.010231 0.137500 END FTABLE 1 FTABLE 4 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.013918 0.000000 0.000000 0.000000 0.035714 0.013619 0.000033 0.000000 0.000000 0.071429 0.013322 0.000070 0.000000 0.000000 0.107143 0.013027 0.000111 0.000000 0.000000 0.142857 0.012734 0.000155 0.000000 0.000000 0.178571 0.012444 0.000203 0.000000 0.000000 0.214286 0.012155 0.000254 0.000000 0.000047 0.250000 0.011869 0.000309 0.000000 0.000076 0.285714 0.011584 0.000363 0.000000 0.000115 0.321429 0.011302 0.000420 0.000000 0.000168 0.357143 0.011022 0.000481 0.000000 0.000236 0.392857 0.010744 0.000545 0.000000 0.000321 0.428571 0.010468 0.000613 0.000000 0.000428 0.464286 0.010195 0.000684 0.000000 0.000557 0.500000 0.009923 0.000759 0.000000 0.000713 0.535714 0.009654 0.000838 0.000000 0.000899 0.571429 0.009386 0.000920 0.000000 0.001117 0.607143 0.009121 0.001006 0.000000 0.001370 0.642857 0.008858 0.001096 0.000000 0.001664 0.678571 0.008597 0.001190 0.000000 0.002000 0.714286 0.008338 0.001288 0.000000 0.002384 0.750000 0.008081 0.001389 0.000000 0.002818 0.785714 0.007826 0.001495 0.000000 0.003307 0.821429 0.007573 0.001605 0.000000 0.003856 0.857143 0.007323 0.001718 0.000000 0.004468 0.892857 0.007074 0.001836 0.000000 0.005148 0.928571 0.006828 0.001957 0.000000 0.005900 0.964286 0.006584 0.002083 0.000000 0.006730 1.000000 0.006342 0.002213 0.000000 0.007642 1.035714 0.006102 0.002347 0.000000 0.008642 1.071429 0.005864 0.002485 0.000000 0.009734 1.107143 0.005628 0.002628 0.000000 0.010924 1.142857 0.005395 0.002775 0.000000 0.012217 1.178571 0.005163 0.002926 0.000000 0.013618 1.214286 0.004933 0.003081 0.000000 0.015135 1.250000 0.004706 0.003241 0.000000 0.016771 1.285714 0.004481 0.003405 0.000000 0.018533 1.321429 0.004258 0.003574 0.000000 0.019955 1.357143 0.004037 0.003747 0.000000 0.020966 1.392857 0.003818 0.003925 0.000000 0.023041 1.428571 0.003601 0.004107 0.000000 0.025261 1.464286 0.003386 0.004294 0.000000 0.027632 1.500000 0.003174 0.004486 0.000000 0.030159 1.535714 0.002963 0.004682 0.000000 0.032845 1.571429 0.002755 0.004883 0.000000 0.035684 1.607143 0.002549 0.005088 0.000000 0.038521 1.642857 0.002345 0.005299 0.000000 0.039406 1.678571 0.002142 0.005514 0.000000 0.040298 1.714286 0.001943 0.005734 0.000000 0.041196 1.750000 0.001745 0.007554 0.000000 0.077185 END FTABLE 4 FTABLE 3 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) 20241106 Per Lot 12/5/2024 2:11:53 PM Page 41 (Minutes)*** 0.000000 0.001745 0.000000 0.000000 0.000000 0.003036 0.035714 0.014219 0.000502 0.000000 0.006283 0.003036 0.071429 0.014522 0.001016 0.000000 0.006409 0.006094 0.107143 0.014827 0.001540 0.000000 0.006534 0.009173 0.142857 0.015135 0.002075 0.000000 0.006660 0.012273 0.178571 0.015444 0.002621 0.000000 0.006786 0.015395 0.214286 0.015756 0.003178 0.000000 0.006911 0.018537 0.250000 0.016070 0.003746 0.000000 0.007037 0.021701 0.285714 0.016386 0.004326 0.000000 0.007163 0.024887 0.321429 0.016704 0.004917 0.000000 0.007288 0.028093 0.357143 0.017024 0.005519 0.000000 0.007414 0.031321 0.392857 0.017346 0.006133 0.000000 0.007540 0.034570 0.428571 0.017670 0.006758 0.000000 0.007665 0.037840 0.464286 0.017997 0.007395 0.000000 0.007791 0.041132 0.500000 0.018325 0.008044 0.000000 0.007917 0.044444 0.535714 0.018656 0.008704 0.000000 0.008042 0.047778 0.571429 0.018989 0.009376 0.000000 0.008168 0.051134 0.607143 0.019324 0.010060 0.000000 0.008294 0.054510 0.642857 0.019661 0.010756 0.000000 0.008419 0.057908 0.678571 0.020000 0.011465 0.000000 0.008545 0.061327 0.714286 0.020341 0.012185 0.000000 0.008671 0.064768 0.750000 0.020684 0.012918 0.000000 0.008796 0.068229 0.785714 0.021030 0.013663 0.000000 0.008922 0.071712 0.821429 0.021377 0.014420 0.000000 0.009048 0.075216 0.857143 0.021727 0.015190 0.000000 0.009173 0.078741 0.892857 0.022078 0.015972 0.000000 0.009299 0.082288 0.928571 0.022432 0.016767 0.000000 0.009425 0.085856 0.964286 0.022788 0.017574 0.000000 0.009550 0.089445 1.000000 0.023146 0.018394 0.000000 0.009676 0.093056 1.035714 0.023506 0.019227 0.071570 0.009802 0.096687 1.071429 0.023869 0.020073 0.202028 0.009927 0.100340 1.107143 0.024233 0.020932 0.369426 0.010053 0.104014 1.142857 0.024600 0.021804 0.563536 0.010179 0.107710 1.178571 0.024968 0.022690 0.775552 0.010304 0.111426 1.214286 0.025339 0.023588 0.996598 0.010430 0.115164 1.250000 0.025712 0.024499 1.217555 0.010556 0.118924 1.285714 0.026087 0.025424 1.429395 0.010681 0.122704 1.321429 0.026464 0.026363 1.623789 0.010807 0.126506 1.357143 0.026843 0.027315 1.793902 0.010933 0.130329 1.392857 0.027224 0.028280 1.935341 0.011058 0.134173 1.428571 0.027607 0.029259 2.047214 0.011184 0.138039 1.464286 0.027993 0.030252 2.133304 0.011310 0.141925 1.500000 0.028380 0.031259 2.227125 0.011435 0.145833 1.500000 0.028380 0.031259 2.305293 0.011435 0.145833 END FTABLE 3 FTABLE 6 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.013631 0.000000 0.000000 0.000000 0.035714 0.013337 0.000032 0.000000 0.000000 0.071429 0.013045 0.000068 0.000000 0.000000 0.107143 0.012755 0.000108 0.000000 0.000000 0.142857 0.012467 0.000151 0.000000 0.000000 0.178571 0.012181 0.000197 0.000000 0.000000 0.214286 0.011898 0.000248 0.000000 0.000046 0.250000 0.011616 0.000301 0.000000 0.000074 0.285714 0.011337 0.000354 0.000000 0.000112 0.321429 0.011060 0.000409 0.000000 0.000163 0.357143 0.010784 0.000468 0.000000 0.000230 0.392857 0.010511 0.000531 0.000000 0.000313 0.428571 0.010241 0.000597 0.000000 0.000417 0.464286 0.009972 0.000667 0.000000 0.000544 0.500000 0.009705 0.000740 0.000000 0.000696 0.535714 0.009440 0.000817 0.000000 0.000877 0.571429 0.009178 0.000897 0.000000 0.001090 0.607143 0.008918 0.000981 0.000000 0.001338 0.642857 0.008659 0.001069 0.000000 0.001624 0.678571 0.008403 0.001161 0.000000 0.001953 20241106 Per Lot 12/5/2024 2:11:53 PM Page 42 0.714286 0.008149 0.001256 0.000000 0.002327 0.750000 0.007897 0.001355 0.000000 0.002752 0.785714 0.007647 0.001458 0.000000 0.003230 0.821429 0.007400 0.001565 0.000000 0.003766 0.857143 0.007154 0.001676 0.000000 0.004364 0.892857 0.006910 0.001791 0.000000 0.005029 0.928571 0.006669 0.001910 0.000000 0.005765 0.964286 0.006430 0.002033 0.000000 0.006576 1.000000 0.006193 0.002160 0.000000 0.007468 1.035714 0.005958 0.002291 0.000000 0.008446 1.071429 0.005725 0.002426 0.000000 0.009515 1.107143 0.005494 0.002565 0.000000 0.010679 1.142857 0.005265 0.002709 0.000000 0.011944 1.178571 0.005038 0.002857 0.000000 0.013316 1.214286 0.004814 0.003009 0.000000 0.014800 1.250000 0.004591 0.003165 0.000000 0.016402 1.285714 0.004371 0.003326 0.000000 0.018128 1.321429 0.004153 0.003491 0.000000 0.019520 1.357143 0.003937 0.003660 0.000000 0.020512 1.392857 0.003723 0.003834 0.000000 0.022544 1.428571 0.003511 0.004012 0.000000 0.024719 1.464286 0.003301 0.004195 0.000000 0.027042 1.500000 0.003093 0.004383 0.000000 0.029518 1.535714 0.002888 0.004575 0.000000 0.032149 1.571429 0.002684 0.004771 0.000000 0.034932 1.607143 0.002483 0.004973 0.000000 0.037712 1.642857 0.002284 0.005179 0.000000 0.038583 1.678571 0.002087 0.005389 0.000000 0.039460 1.714286 0.001892 0.005605 0.000000 0.040343 1.750000 0.001699 0.007387 0.000000 0.075593 END FTABLE 6 FTABLE 5 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001699 0.000000 0.000000 0.000000 0.002987 0.035714 0.013927 0.000492 0.000000 0.006118 0.002987 0.071429 0.014225 0.000995 0.000000 0.006240 0.005995 0.107143 0.014526 0.001508 0.000000 0.006362 0.009024 0.142857 0.014828 0.002032 0.000000 0.006485 0.012075 0.178571 0.015133 0.002567 0.000000 0.006607 0.015147 0.214286 0.015440 0.003113 0.000000 0.006730 0.018240 0.250000 0.015748 0.003670 0.000000 0.006852 0.021354 0.285714 0.016059 0.004238 0.000000 0.006974 0.024490 0.321429 0.016372 0.004817 0.000000 0.007097 0.027647 0.357143 0.016688 0.005408 0.000000 0.007219 0.030825 0.392857 0.017005 0.006009 0.000000 0.007341 0.034024 0.428571 0.017324 0.006622 0.000000 0.007464 0.037245 0.464286 0.017646 0.007247 0.000000 0.007586 0.040487 0.500000 0.017969 0.007883 0.000000 0.007708 0.043750 0.535714 0.018295 0.008530 0.000000 0.007831 0.047034 0.571429 0.018623 0.009190 0.000000 0.007953 0.050340 0.607143 0.018953 0.009861 0.000000 0.008075 0.053667 0.642857 0.019285 0.010544 0.000000 0.008198 0.057015 0.678571 0.019619 0.011238 0.000000 0.008320 0.060385 0.714286 0.019955 0.011945 0.000000 0.008442 0.063776 0.750000 0.020294 0.012664 0.000000 0.008565 0.067188 0.785714 0.020634 0.013395 0.000000 0.008687 0.070621 0.821429 0.020977 0.014138 0.000000 0.008810 0.074075 0.857143 0.021322 0.014893 0.000000 0.008932 0.077551 0.892857 0.021668 0.015661 0.000000 0.009054 0.081048 0.928571 0.022017 0.016441 0.000000 0.009177 0.084566 0.964286 0.022368 0.017233 0.000000 0.009299 0.088106 1.000000 0.022722 0.018039 0.000000 0.009421 0.091667 1.035714 0.023077 0.018856 0.071570 0.009544 0.095249 1.071429 0.023434 0.019687 0.202028 0.009666 0.098852 1.107143 0.023794 0.020530 0.369426 0.009788 0.102477 1.142857 0.024155 0.021386 0.563536 0.009911 0.106122 20241106 Per Lot 12/5/2024 2:11:53 PM Page 43 1.178571 0.024519 0.022256 0.775552 0.010033 0.109790 1.214286 0.024885 0.023138 0.996598 0.010155 0.113478 1.250000 0.025253 0.024033 1.217555 0.010278 0.117188 1.285714 0.025623 0.024942 1.429395 0.010400 0.120918 1.321429 0.025995 0.025863 1.623789 0.010522 0.124670 1.357143 0.026369 0.026798 1.793902 0.010645 0.128444 1.392857 0.026745 0.027747 1.935341 0.010767 0.132239 1.428571 0.027124 0.028709 2.047214 0.010890 0.136054 1.464286 0.027504 0.029684 2.133304 0.011012 0.139892 1.500000 0.027887 0.030673 2.227125 0.011134 0.143750 1.500000 0.027887 0.030673 2.305293 0.011134 0.143750 END FTABLE 5 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 0.8 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 5 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 6 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 RCHRES 4 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1008 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1010 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1011 FLOW ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1016 STAG ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1017 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 44 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 20241106 Per Lot 12/5/2024 2:11:53 PM Page 45 Predeveloped HSPF Message File 20241106 Per Lot 12/5/2024 2:11:53 PM Page 46 Mitigated HSPF Message File 20241106 Per Lot 12/5/2024 2:11:53 PM Page 47 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. 2005-2024; 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 Bioretention Swale 20241111 Road Swale 12/5/2024 1:34:19 PM Page 2 General Model Information WWHM2012 Project Name:20241111 Road Swale Site Name:JCIA Rural Industrial Park Site Address: City: Report Date:12/5/2024 Gage:Port Angeles Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.800 Version Date:2024/06/28 Version:4.3.1 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 20241111 Road Swale 12/5/2024 1:34:19 PM Page 3 Landuse Basin Data Predeveloped Land Use Sub-Basin 12 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 8.68 Pervious Total 8.68 Impervious Land Use acre Impervious Total 0 Basin Total 8.68 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 20241111 Road Swale 12/5/2024 1:34:19 PM Page 4 Mitigated Land Use Sub-Basin 12 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 3.49 C, Lawn, Flat 1.08 Pervious Total 4.57 Impervious Land Use acre ROADS FLAT 2.02 SIDEWALKS FLAT 0.29 Impervious Total 2.31 Basin Total 6.88 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface ention Swale Surface ention Swale 20241111 Road Swale 12/5/2024 1:34:19 PM Page 5 Sub-Basin 12 (Access Road) Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1.24 Pervious Total 1.24 Impervious Land Use acre ROADS FLAT 0.31 SIDEWALKS FLAT 0.06 Impervious Total 0.37 Basin Total 1.61 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Surface ention Swale Surface ention Swale 20241111 Road Swale 12/5/2024 1:34:19 PM Page 6 Routing Elements Predeveloped Routing 20241111 Road Swale 12/5/2024 1:34:19 PM Page 7 Mitigated Routing Bioretention Swale Bottom Length: 1390.00 ft. Bottom Width: 1.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW 12 in/hr Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:10 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):252.224 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):252.224 Percent Infiltrated:100 Total Precip Applied to Facility:12.795 Total Evap From Facility:6.773 Underdrain not used Discharge Structure Riser Height:0.3333 ft. Riser Diameter:12 in. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.3697 0.0000 0.0000 0.0000 0.0284 0.3662 0.0005 0.0000 0.0000 0.0568 0.3607 0.0011 0.0000 0.0000 0.0852 0.3551 0.0017 0.0000 0.0000 0.1136 0.3496 0.0025 0.0000 0.0000 0.1419 0.3441 0.0033 0.0000 0.0000 0.1703 0.3386 0.0041 0.0000 0.0000 0.1987 0.3331 0.0051 0.0000 0.0000 0.2271 0.3276 0.0062 0.0000 0.0012 0.2555 0.3221 0.0072 0.0000 0.0018 0.2839 0.3165 0.0083 0.0000 0.0025 0.3123 0.3110 0.0094 0.0000 0.0035 0.3407 0.3055 0.0106 0.0000 0.0047 0.3690 0.3000 0.0119 0.0000 0.0063 0.3974 0.2945 0.0133 0.0000 0.0081 0.4258 0.2890 0.0147 0.0000 0.0103 0.4542 0.2835 0.0163 0.0000 0.0129 0.4826 0.2780 0.0178 0.0000 0.0159 0.5110 0.2725 0.0195 0.0000 0.0194 0.5394 0.2670 0.0212 0.0000 0.0235 0.5678 0.2615 0.0230 0.0000 0.0281 0.5961 0.2560 0.0249 0.0000 0.0333 0.6245 0.2505 0.0268 0.0000 0.0392 0.6529 0.2450 0.0288 0.0000 0.0458 20241111 Road Swale 12/5/2024 1:34:19 PM Page 8 0.6813 0.2396 0.0309 0.0000 0.0532 0.7097 0.2341 0.0330 0.0000 0.0614 0.7381 0.2286 0.0353 0.0000 0.0704 0.7665 0.2231 0.0376 0.0000 0.0804 0.7949 0.2176 0.0399 0.0000 0.0914 0.8232 0.2121 0.0424 0.0000 0.1034 0.8516 0.2066 0.0449 0.0000 0.1164 0.8800 0.2012 0.0474 0.0000 0.1306 0.9084 0.1957 0.0501 0.0000 0.1460 0.9368 0.1902 0.0528 0.0000 0.1627 0.9652 0.1847 0.0556 0.0000 0.1807 0.9936 0.1793 0.0585 0.0000 0.2000 1.0220 0.1738 0.0614 0.0000 0.2208 1.0504 0.1683 0.0644 0.0000 0.2432 1.0787 0.1628 0.0675 0.0000 0.2670 1.1071 0.1574 0.0706 0.0000 0.2925 1.1355 0.1519 0.0738 0.0000 0.3197 1.1639 0.1464 0.0771 0.0000 0.3487 1.1923 0.1410 0.0805 0.0000 0.3794 1.2207 0.1355 0.0839 0.0000 0.4121 1.2491 0.1300 0.0874 0.0000 0.4467 1.2775 0.1246 0.0910 0.0000 0.4833 1.3058 0.1191 0.0946 0.0000 0.5221 1.3342 0.1136 0.0983 0.0000 0.5630 1.3626 0.1082 0.1021 0.0000 0.6060 1.3910 0.1027 0.1060 0.0000 0.6514 1.4194 0.0973 0.1099 0.0000 0.6991 1.4478 0.0918 0.1139 0.0000 0.7492 1.4762 0.0864 0.1180 0.0000 0.8018 1.5046 0.0809 0.1221 0.0000 0.8567 1.5329 0.0755 0.1264 0.0000 0.8732 1.5613 0.0700 0.1306 0.0000 0.9295 1.5897 0.0646 0.1350 0.0000 0.9898 1.6181 0.0591 0.1394 0.0000 1.0409 1.6465 0.0537 0.1439 0.0000 1.0576 1.6749 0.0482 0.1485 0.0000 1.0743 1.7033 0.0428 0.1532 0.0000 1.0910 1.7317 0.0373 0.1579 0.0000 1.1077 1.7500 0.0319 0.1610 0.0000 1.5534 Bioretention Surface Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.3697 0.1610 0.0000 0.1144 0.0557 1.7784 0.3753 0.1715 0.0000 0.1144 0.1114 1.8068 0.3808 0.1823 0.0000 0.1163 0.1671 1.8352 0.3863 0.1932 0.0000 0.1181 0.2228 1.8636 0.3918 0.2042 0.0000 0.1199 0.2785 1.8919 0.3974 0.2154 0.0000 0.1217 0.3343 1.9203 0.4029 0.2268 0.0000 0.1236 0.3900 1.9487 0.4084 0.2383 0.0000 0.1254 0.4458 1.9771 0.4139 0.2499 0.0000 0.1272 0.5016 2.0055 0.4195 0.2618 0.0000 0.1291 0.5574 2.0339 0.4250 0.2738 0.0000 0.1309 0.6132 2.0623 0.4306 0.2859 0.0000 0.1327 0.6690 2.0907 0.4361 0.2982 0.0067 0.1345 0.7249 2.1190 0.4416 0.3107 0.0717 0.1364 0.7807 2.1474 0.4472 0.3233 0.1720 0.1382 0.8366 2.1758 0.4527 0.3361 0.2971 0.1400 0.8925 20241111 Road Swale 12/5/2024 1:34:19 PM Page 9 2.2042 0.4582 0.3490 0.4416 0.1418 0.9484 2.2326 0.4638 0.3621 0.6007 0.1437 1.0043 2.2610 0.4693 0.3753 0.7701 0.1455 1.0602 2.2894 0.4749 0.3887 0.9454 0.1473 1.1161 2.3178 0.4804 0.4023 1.1220 0.1492 1.1721 2.3461 0.4860 0.4160 1.2953 0.1510 1.2280 2.3745 0.4915 0.4299 1.4608 0.1528 1.2840 2.4029 0.4971 0.4439 1.6145 0.1546 1.3400 2.4313 0.5026 0.4581 1.7530 0.1565 1.3960 2.4597 0.5082 0.4724 1.8739 0.1583 1.4520 2.4881 0.5137 0.4869 1.9759 0.1601 1.5080 2.5165 0.5193 0.5016 2.0596 0.1619 1.5641 2.5449 0.5249 0.5164 2.1275 0.1638 1.6201 2.5732 0.5304 0.5314 2.1844 0.1656 1.6400 2.5833 0.5324 0.5367 2.2676 0.1662 0.0000 20241111 Road Swale 12/5/2024 1:34:19 PM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:8.68 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:5.81 Total Impervious Area:2.68 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.052091 5 year 0.127838 10 year 0.194065 25 year 0.291733 50 year 0.372151 100 year 0.45732 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 0.018 0.000 1950 0.085 0.000 1951 0.062 0.000 1952 0.011 0.000 1953 0.019 0.000 1954 0.177 0.000 1955 0.164 0.000 1956 0.058 0.000 1957 0.100 0.000 1958 0.016 0.000 20241111 Road Swale 12/5/2024 1:35:07 PM Page 11 1959 0.099 0.000 1960 0.148 0.000 1961 0.183 0.000 1962 0.011 0.000 1963 0.037 0.000 1964 0.043 0.000 1965 0.021 0.000 1966 0.019 0.000 1967 0.176 0.000 1968 0.032 0.000 1969 0.011 0.000 1970 0.009 0.000 1971 0.138 0.000 1972 0.202 0.000 1973 0.027 0.000 1974 0.022 0.000 1975 0.035 0.000 1976 0.043 0.000 1977 0.008 0.000 1978 0.005 0.000 1979 0.005 0.009 1980 0.094 0.000 1981 0.074 0.000 1982 0.139 0.000 1983 0.130 0.000 1984 0.024 0.000 1985 0.130 0.000 1986 0.303 0.000 1987 0.113 0.000 1988 0.041 0.000 1989 0.038 0.000 1990 0.072 0.000 1991 0.145 0.000 1992 0.166 0.000 1993 0.009 0.000 1994 0.002 0.000 1995 0.016 0.000 1996 0.079 0.000 1997 0.087 0.000 1998 0.008 0.000 1999 0.318 0.000 2000 0.091 0.000 2001 0.018 0.000 2002 0.119 0.000 2003 0.086 0.000 2004 0.137 0.000 2005 0.054 0.000 2006 0.157 0.000 2007 0.151 0.000 2008 0.026 0.000 2009 0.037 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3180 0.0088 2 0.3033 0.0000 3 0.2021 0.0000 20241111 Road Swale 12/5/2024 1:35:07 PM Page 12 4 0.1827 0.0000 5 0.1768 0.0000 6 0.1757 0.0000 7 0.1659 0.0000 8 0.1640 0.0000 9 0.1565 0.0000 10 0.1509 0.0000 11 0.1481 0.0000 12 0.1446 0.0000 13 0.1393 0.0000 14 0.1384 0.0000 15 0.1367 0.0000 16 0.1301 0.0000 17 0.1298 0.0000 18 0.1186 0.0000 19 0.1133 0.0000 20 0.1003 0.0000 21 0.0987 0.0000 22 0.0938 0.0000 23 0.0905 0.0000 24 0.0866 0.0000 25 0.0862 0.0000 26 0.0854 0.0000 27 0.0794 0.0000 28 0.0742 0.0000 29 0.0725 0.0000 30 0.0621 0.0000 31 0.0576 0.0000 32 0.0537 0.0000 33 0.0434 0.0000 34 0.0432 0.0000 35 0.0408 0.0000 36 0.0376 0.0000 37 0.0368 0.0000 38 0.0366 0.0000 39 0.0354 0.0000 40 0.0323 0.0000 41 0.0267 0.0000 42 0.0263 0.0000 43 0.0242 0.0000 44 0.0216 0.0000 45 0.0210 0.0000 46 0.0189 0.0000 47 0.0188 0.0000 48 0.0178 0.0000 49 0.0178 0.0000 50 0.0157 0.0000 51 0.0155 0.0000 52 0.0113 0.0000 53 0.0112 0.0000 54 0.0109 0.0000 55 0.0094 0.0000 56 0.0088 0.0000 57 0.0085 0.0000 58 0.0077 0.0000 59 0.0055 0.0000 60 0.0054 0.0000 61 0.0018 0.0000 20241111 Road Swale 12/5/2024 1:35:07 PM Page 13 20241111 Road Swale 12/5/2024 1:35:07 PM Page 14 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0260 24854 0 0 Pass 0.0295 21966 0 0 Pass 0.0330 18764 0 0 Pass 0.0365 16786 0 0 Pass 0.0400 14632 0 0 Pass 0.0435 13212 0 0 Pass 0.0470 11477 0 0 Pass 0.0505 10410 0 0 Pass 0.0540 9088 0 0 Pass 0.0575 8192 0 0 Pass 0.0610 7112 0 0 Pass 0.0645 6408 0 0 Pass 0.0680 5816 0 0 Pass 0.0715 5078 0 0 Pass 0.0750 4629 0 0 Pass 0.0785 4124 0 0 Pass 0.0820 3779 0 0 Pass 0.0855 3364 0 0 Pass 0.0890 3071 0 0 Pass 0.0925 2759 0 0 Pass 0.0960 2539 0 0 Pass 0.0995 2325 0 0 Pass 0.1030 2160 0 0 Pass 0.1065 1975 0 0 Pass 0.1099 1817 0 0 Pass 0.1134 1615 0 0 Pass 0.1169 1492 0 0 Pass 0.1204 1361 0 0 Pass 0.1239 1262 0 0 Pass 0.1274 1137 0 0 Pass 0.1309 1047 0 0 Pass 0.1344 928 0 0 Pass 0.1379 865 0 0 Pass 0.1414 769 0 0 Pass 0.1449 694 0 0 Pass 0.1484 639 0 0 Pass 0.1519 593 0 0 Pass 0.1554 547 0 0 Pass 0.1589 517 0 0 Pass 0.1624 476 0 0 Pass 0.1659 438 0 0 Pass 0.1694 401 0 0 Pass 0.1729 378 0 0 Pass 0.1764 342 0 0 Pass 0.1799 322 0 0 Pass 0.1834 303 0 0 Pass 0.1869 292 0 0 Pass 0.1904 271 0 0 Pass 0.1939 257 0 0 Pass 0.1974 242 0 0 Pass 0.2008 234 0 0 Pass 0.2043 223 0 0 Pass 0.2078 219 0 0 Pass 20241111 Road Swale 12/5/2024 1:35:07 PM Page 15 0.2113 211 0 0 Pass 0.2148 205 0 0 Pass 0.2183 198 0 0 Pass 0.2218 186 0 0 Pass 0.2253 170 0 0 Pass 0.2288 163 0 0 Pass 0.2323 155 0 0 Pass 0.2358 150 0 0 Pass 0.2393 141 0 0 Pass 0.2428 135 0 0 Pass 0.2463 130 0 0 Pass 0.2498 126 0 0 Pass 0.2533 118 0 0 Pass 0.2568 115 0 0 Pass 0.2603 109 0 0 Pass 0.2638 102 0 0 Pass 0.2673 97 0 0 Pass 0.2708 93 0 0 Pass 0.2743 87 0 0 Pass 0.2778 83 0 0 Pass 0.2813 76 0 0 Pass 0.2848 70 0 0 Pass 0.2882 62 0 0 Pass 0.2917 57 0 0 Pass 0.2952 41 0 0 Pass 0.2987 27 0 0 Pass 0.3022 17 0 0 Pass 0.3057 10 0 0 Pass 0.3092 7 0 0 Pass 0.3127 5 0 0 Pass 0.3162 2 0 0 Pass 0.3197 0 0 0 Pass 0.3232 0 0 0 Pass 0.3267 0 0 0 Pass 0.3302 0 0 0 Pass 0.3337 0 0 0 Pass 0.3372 0 0 0 Pass 0.3407 0 0 0 Pass 0.3442 0 0 0 Pass 0.3477 0 0 0 Pass 0.3512 0 0 0 Pass 0.3547 0 0 0 Pass 0.3582 0 0 0 Pass 0.3617 0 0 0 Pass 0.3652 0 0 0 Pass 0.3687 0 0 0 Pass 0.3722 0 0 0 Pass 20241111 Road Swale 12/5/2024 1:35:07 PM Page 16 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0005 acre-feet On-line facility target flow:0.0111 cfs. Adjusted for 15 min:0.0111 cfs. Off-line facility target flow:0.0069 cfs. Adjusted for 15 min:0.0069 cfs. 20241111 Road Swale 12/5/2024 1:35:07 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. 20241111 Road Swale 12/5/2024 1:35:08 PM Page 18 Appendix Predeveloped Schematic 20241111 Road Swale 12/5/2024 1:35:09 PM Page 19 Mitigated Schematic 20241111 Road Swale 12/5/2024 1:35:11 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 20241111 Road Swale.wdm MESSU 25 Pre20241111 Road Swale.MES 27 Pre20241111 Road Swale.L61 28 Pre20241111 Road Swale.L62 30 POC20241111 Road Swale1.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 Sub-Basin 12 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 20241111 Road Swale 12/5/2024 1:35:11 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 20241111 Road Swale 12/5/2024 1:35:11 PM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Sub-Basin 12*** PERLND 10 8.68 COPY 501 12 PERLND 10 8.68 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC 20241111 Road Swale 12/5/2024 1:35:11 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 20241111 Road Swale 12/5/2024 1:35:11 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 20241111 Road Swale.wdm MESSU 25 Mit20241111 Road Swale.MES 27 Mit20241111 Road Swale.L61 28 Mit20241111 Road Swale.L62 30 POC20241111 Road Swale1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 PERLND 16 IMPLND 1 IMPLND 8 GENER 2 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 Surface ention Swale 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 *** 2 24 END OPCODE PARM # # K *** 2 0. 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 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** 20241111 Road Swale 12/5/2024 1:35:11 PM Page 25 # - # 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 16 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 16 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 *** 10 0 0 0 0 0 0 0 0 0 0 0 16 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 16 0 4.5 0.03 400 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 16 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 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 16 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 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 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 20241111 Road Swale 12/5/2024 1:35:11 PM Page 26 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 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Sub-Basin 12*** PERLND 10 3.49 RCHRES 1 2 PERLND 10 3.49 RCHRES 1 3 PERLND 16 1.08 RCHRES 1 2 PERLND 16 1.08 RCHRES 1 3 IMPLND 1 2.02 RCHRES 1 5 IMPLND 8 0.29 RCHRES 1 5 Sub-Basin 12 (Access Road)*** PERLND 10 1.24 RCHRES 1 2 PERLND 10 1.24 RCHRES 1 3 IMPLND 1 0.31 RCHRES 1 5 IMPLND 8 0.06 RCHRES 1 5 ******Routing****** PERLND 10 3.49 COPY 1 12 PERLND 16 1.08 COPY 1 12 IMPLND 1 2.02 COPY 1 15 IMPLND 8 0.29 COPY 1 15 PERLND 10 3.49 COPY 1 13 PERLND 16 1.08 COPY 1 13 RCHRES 1 1 RCHRES 2 8 PERLND 10 1.24 COPY 1 12 IMPLND 1 0.31 COPY 1 15 IMPLND 8 0.06 COPY 1 15 PERLND 10 1.24 COPY 1 13 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 20241111 Road Swale 12/5/2024 1:35:11 PM Page 27 <-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 Surface ention S-006 3 1 1 1 28 0 1 2 Bioretention Swa-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 *** 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 * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 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 0.26 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper 20241111 Road Swale 12/5/2024 1:35:11 PM Page 28 <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 8409.38 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 63 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.369737 0.000000 0.000000 0.000000 0.028388 0.366171 0.000496 0.000000 0.000000 0.056776 0.360651 0.001071 0.000000 0.000000 0.085164 0.355133 0.001723 0.000000 0.000000 0.113552 0.349616 0.002454 0.000000 0.000000 0.141940 0.344100 0.003262 0.000000 0.000000 0.170327 0.338586 0.004149 0.000000 0.000000 0.198715 0.333073 0.005114 0.000000 0.000000 0.227103 0.327561 0.006156 0.000000 0.001183 0.255491 0.322051 0.007172 0.000000 0.001765 0.283879 0.316542 0.008257 0.000000 0.002530 0.312267 0.311034 0.009414 0.000000 0.003510 0.340655 0.305528 0.010641 0.000000 0.004739 0.369043 0.300023 0.011940 0.000000 0.006251 0.397431 0.294519 0.013309 0.000000 0.008085 0.425819 0.289017 0.014748 0.000000 0.010279 0.454207 0.283516 0.016259 0.000000 0.012871 0.482595 0.278016 0.017841 0.000000 0.015904 0.510982 0.272518 0.019493 0.000000 0.019420 0.539370 0.267021 0.021217 0.000000 0.023463 0.567758 0.261525 0.023011 0.000000 0.028077 0.596146 0.256031 0.024877 0.000000 0.033310 0.624534 0.250538 0.026813 0.000000 0.039208 0.652922 0.245046 0.028820 0.000000 0.045821 0.681310 0.239556 0.030899 0.000000 0.053197 0.709698 0.234067 0.033048 0.000000 0.061389 0.738086 0.228579 0.035268 0.000000 0.070447 0.766474 0.223093 0.037560 0.000000 0.080424 0.794862 0.217608 0.039922 0.000000 0.091376 0.823249 0.212124 0.042356 0.000000 0.103357 0.851637 0.206642 0.044861 0.000000 0.116422 0.880025 0.201161 0.047437 0.000000 0.130629 0.908413 0.195681 0.050084 0.000000 0.146036 0.936801 0.190203 0.052802 0.000000 0.162701 0.965189 0.184726 0.055591 0.000000 0.180685 0.993577 0.179250 0.058452 0.000000 0.200047 1.021965 0.173776 0.061383 0.000000 0.220850 1.050353 0.168303 0.064386 0.000000 0.243154 1.078741 0.162831 0.067461 0.000000 0.267024 1.107129 0.157361 0.070606 0.000000 0.292523 1.135516 0.151892 0.073823 0.000000 0.319714 1.163904 0.146424 0.077111 0.000000 0.348663 1.192292 0.140958 0.080470 0.000000 0.379435 1.220680 0.135493 0.083901 0.000000 0.412097 1.249068 0.130029 0.087403 0.000000 0.446713 1.277456 0.124567 0.090977 0.000000 0.483350 1.305844 0.119105 0.094622 0.000000 0.522074 1.334232 0.113646 0.098338 0.000000 0.562950 20241111 Road Swale 12/5/2024 1:35:11 PM Page 29 1.362620 0.108187 0.102126 0.000000 0.606043 1.391008 0.102730 0.105985 0.000000 0.651416 1.419396 0.097275 0.109915 0.000000 0.699127 1.447784 0.091820 0.113917 0.000000 0.749229 1.476171 0.086367 0.117991 0.000000 0.801764 1.504559 0.080916 0.122136 0.000000 0.856750 1.532947 0.075465 0.126352 0.000000 0.873248 1.561335 0.070016 0.130641 0.000000 0.929523 1.589723 0.064568 0.135000 0.000000 0.989788 1.618111 0.059122 0.139431 0.000000 1.040904 1.646499 0.053677 0.143934 0.000000 1.057588 1.674887 0.048233 0.148509 0.000000 1.074277 1.703275 0.042791 0.153155 0.000000 1.090970 1.731663 0.037350 0.157873 0.000000 1.107667 1.750000 0.031910 0.193053 0.000000 1.553385 END FTABLE 2 FTABLE 1 31 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.031910 0.000000 0.000000 0.000000 0.055679 0.028388 0.375259 0.010574 0.000000 0.114443 0.055679 0.056776 0.380782 0.021306 0.000000 0.116269 0.111371 0.085164 0.386307 0.032194 0.000000 0.118096 0.167076 0.113552 0.391833 0.043239 0.000000 0.119923 0.222795 0.141940 0.397360 0.054440 0.000000 0.121750 0.278527 0.170327 0.402888 0.065799 0.000000 0.123577 0.334273 0.198715 0.408418 0.077315 0.000000 0.125404 0.390032 0.227103 0.413949 0.088987 0.000000 0.127230 0.445805 0.255491 0.419482 0.100817 0.000000 0.129057 0.501591 0.283879 0.425015 0.112804 0.000000 0.130884 0.557390 0.312267 0.430551 0.124948 0.000000 0.132711 0.613203 0.340655 0.436087 0.137249 0.006697 0.134538 0.669029 0.369043 0.441625 0.149707 0.071656 0.136364 0.724869 0.397431 0.447164 0.162322 0.171967 0.138191 0.780722 0.425819 0.452705 0.175095 0.297134 0.140018 0.836589 0.454207 0.458246 0.188025 0.441557 0.141845 0.892469 0.482595 0.463790 0.201112 0.600682 0.143672 0.948362 0.510982 0.469334 0.214357 0.770127 0.145499 1.004269 0.539370 0.474880 0.227759 0.945425 0.147325 1.060189 0.567758 0.480427 0.241319 1.121999 0.149152 1.116123 0.596146 0.485976 0.255036 1.295259 0.150979 1.172070 0.624534 0.491525 0.268910 1.460773 0.152806 1.228031 0.652922 0.497076 0.282943 1.614489 0.154633 1.284005 0.681310 0.502629 0.297132 1.753006 0.156459 1.339993 0.709698 0.508183 0.311480 1.873871 0.158286 1.395994 0.738086 0.513738 0.325985 1.975916 0.160113 1.452008 0.766474 0.519294 0.340648 2.059613 0.161940 1.508036 0.794862 0.524852 0.355468 2.127467 0.163767 1.564077 0.823249 0.530411 0.370447 2.184415 0.165593 1.620131 0.833300 0.532380 0.375787 2.267597 0.166240 1.639980 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 0.8 RCHRES 1 EXTNL PREC 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 20241111 Road Swale 12/5/2024 1:35:11 PM Page 30 <-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 20241111 Road Swale 12/5/2024 1:35:11 PM Page 31 Predeveloped HSPF Message File 20241111 Road Swale 12/5/2024 1:35:11 PM Page 32 Mitigated HSPF Message File 20241111 Road Swale 12/5/2024 1:35:11 PM 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. 2005-2024; 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 Preliminary Storm Drainage Report JCIA Rural Light Industrial Park AHBL Project No. 2240137.10 Appendix C Geotechnical Report Terra Associates, Inc. October 16, 2024 GEOTECHNICAL REPORT Jefferson County Rural Airport Light Industrial Park Four Corners Road Jefferson County, Washington Project No. T-9082 Prepared for: AHBL, Inc. Tacoma, Washington October 16, 2024 12220 113th Avenue NE, Ste. 130, Kirkland, Washington 98034  Phone (425) 821‐7777 • Fax (425) 821‐4334  October 16, 2024 Project No. T-9082 Mr. Bart Brynestad AHBL, Inc. 2215 North 30th Street Tacoma, Washington 98403 Subject: Geotechnical Report Jefferson County Rural Airport Light Industrial Park Four Corners Road Jefferson County, Washington Dear Mr. Brynestad: As requested, we conducted a geotechnical engineering study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Site soils generally consist of four to six inches of forest duff and topsoil overlying approximately one to seven feet of stiff to very stiff clay with sand (Glaciomarine Outwash) over medium dense to very dense, sandy gravel (Recessional Outwash) to the termination of the test pits. Minor groundwater seepage was observed at depths of approximately 10 feet below current site grades in 8 of the 23 test pits. In our opinion, there are no geotechnical conditions that would preclude the planned development. The structures can be supported on conventional spread footings bearing on competent native soils underlying the surface organic soils or on structural fill placed on the competent native soils. Floor slabs and pavements can be similarly supported. Detailed recommendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. John A. Manke, L.E.G. Project Geologist Carolyn S. Decker, P.E. President TABLE OF CONTENTS Page No. 1.0 Project Description .......................................................................................................... 1 2.0 Scope of Work ................................................................................................................. 1 3.0 Site Conditions ................................................................................................................ 2 3.1 Surface ................................................................................................................ 2 3.2 Soils .................................................................................................................... 2 3.3 Groundwater ....................................................................................................... 3 3.4 Geologic Hazards ............................................................................................... 3 3.4.1 Erosion Hazard Areas ........................................................................ 3 3.4.2 Landslide Hazard Hazard Areas ........................................................ 4 3.4.3 Seismic Hazard Areas ........................................................................ 4 3.5 Seismic Site Class ............................................................................................... 5 4.0 Discussion and Recommendations .................................................................................. 5 4.1 General................................................................................................................ 5 4.2 Site Preparation and Grading .............................................................................. 5 4.3 Slopes and Embankments ................................................................................... 7 4.4 Excavations ......................................................................................................... 7 4.5 Foundations ........................................................................................................ 7 4.6 Slab on Grade Floors .......................................................................................... 8 4.7 Lateral Earth Pressure for Below Grade Walls ................................................... 8 4.8 Infiltration Feasibility ......................................................................................... 9 4.9 Stormwater Facilities .......................................................................................... 9 4.10 Drainage............................................................................................................ 10 4.11 Utilities ............................................................................................................. 11 4.12 Pavements ......................................................................................................... 11 5.0 Additional Services ........................................................................................................ 12 6.0 Limitations ..................................................................................................................... 12 Figures Vicinity Map ......................................................................................................................... Figure 1 Exploration Location Plan .................................................................................................... Figure 2 Typical Wall Drainage Detail ............................................................................................... Figure 3 Appendix Field Exploration and Laboratory Testing ....................................................................... Appendix A Geotechnical Report Jefferson County Rural Airport Light Industrial Park Four Corners Road Jefferson County, Washington 1.0 PROJECT DESCRIPTION The project consists of developing the site with 11 light industrial building pads and associated access and utilities. Site stormwater will be collected and directed to a pond located east of the development. Grading and development plans were not available at the time of this report. Based on existing site topography, we expect grading to be moderate with cuts and fills ranging from approximately one to ten feet for the industrial buildings. We expect the buildings will be constructed using precast reinforced concrete tilt-up perimeter wall panels with interior isolated columns supporting a steel or wood-truss roof system. We expect structural loads will be light, about 100 to 150 kips for isolated columns and 4 to 6 kips per foot for continuous perimeter bearing walls. Maximum product loading on the floors is not expected to exceed 350 pounds per square foot (psf). The recommendations contained in the following sections of this report are based on the above design features. If actual features vary or changes are made, we should review them in order to modify our recommendations, as required. We should review the final design drawings and specifications to verify our recommendations have been properly interpreted and incorporated into project design and construction. 2.0 SCOPE OF WORK Our work was completed in accordance with our authorized proposal dated May 13, 2024. Accordingly, on August 29 and 30, 2024, we investigated subsurface conditions at the site by observing soil conditions in 23 test pits excavated to maximum depths of about 11 feet below existing surface grades using a track-mounted excavator. Using the results of our field study and laboratory testing, analyses were undertaken to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following:  Soil and groundwater conditions.  Geologic Hazards per the Jefferson County Code.  Seismic design parameters per the current International Building Code (IBC).  Site preparation and grading.  Excavations.  Foundations.  Floor Slabs.  Stormwater facilities. October 16, 2024 Project No. T-9072 Page No. 2  Infiltration Feasibility.  Drainage.  Utilities.  Pavements. It should be noted that recommendations outlined in this report regarding drainage are associated with soil strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as it relates to the structure environment are beyond Terra Associates’ purview. A building envelope specialist or contactor should be consulted to address these issues, as needed. 3.0 SITE CONDITIONS 3.1 Surface The primary site consists of a single tax parcel totaling approximately 23.6 acres located north of the intersection of Four Corners Road and Night Owl Road in Jefferson County, Washington. The proposed pond area is approximately one acre in size and is located a portion of four tax parcels east of the primary site. The approximate location of the site is shown on Figure 1. The primary parcel is predominantly undeveloped and covered with a moderate forest and associated understory. The four parcels where the proposed offsite pond is located are predominantly undeveloped and covered with a moderate forest in the southwestern portion of the area. The remainder of the area has been cleared and is covered with brush and trails. Site topography is relatively flat over the majority of the proposed development area. The offsite pond area has a slight slope that descends from the southwest to the northeast with an overall relief of approximately 25 feet. 3.2 Soils In general, the soil conditions observed in the test pits consisted of approximately four to six inches of topsoil overlying one to seven feet of stiff to very stiff clay with sand (Glaciomarine Outwash) over medium dense to very dense, sandy gravel (Recessional Outwash) to the termination of the test pits. The Geologic Map of the Port Townsend South and Part of the Port Townsend North 7.5-minute Quadrangles, Jefferson County, Washington, by Henry W Schasse and Stephen L. Slaughter (2005), maps the soils at the site as Vashon recessional outwash (Qgo). Schasse and Slaughter (2005) describe this unit as “pebble to cobble gravel and sand; gray to tan, generally unoxidized with little iron staining except in the upper 3 to 4 feet; generally well rounded, unconsolidated; planar to cross-bedded.” Glaciomarine outwash (Qgome) is also mapped in the site vicinity. This soil unit is described by Schasse and Slaughter (2005) as “sand with silt and lenses of gravel; tan to gray; loose; may be capped by silt and clay.” The mapped soil descriptions are consistent with our field observations. October 16, 2024 Project No. T-9072 Page No. 3 The preceding discussion is intended to be a general review of the soil conditions encountered. For more detailed descriptions, please refer to the Test Pit Logs in Appendix A. The approximate location of the test pits is shown on Figure 2. 3.3 Groundwater Light groundwater seepage was observed at approximately ten feet in Test Pits TP-3, TP-4, TP-5, TP-6, TP-9, TP- 10, TP-11, TP-20, and TP-21. The groundwater is interpreted to be a part of the regional groundwater table and would be present at the site year-round. We expect that groundwater levels and flow rates will fluctuate seasonally and will typically reach their highest levels during and shortly following the wet winter months (October through May). Based on the time of year of our exploration, the groundwater levels observed likely represent the seasonal low groundwater elevations. 3.4 Geologic Hazards Section 18.22.160.1 of the Jefferson County Code (JCC) defines geologically hazard areas as erosion hazard areas, landslide hazard areas, and seismic hazard areas. 3.4.1 Erosion Hazard Areas Section 18.22.160.2.a of the JCC defines surface erosion hazard areas as “areas containing soils or soil complexes described and mapped within the United States Department of Agriculture/Soil Conservation Service Soil Survey for Jefferson County as having a severe or very severe erosion hazard potential.” The site soils are classified as Agnew silt loam, 0 to 8 percent slopes (map unit AgB), Cassolary sandy loam, 0 to 15 percent slopes (map unit CfC), and Swantown gravelly sandy loam, 0 to 8 percent slopes (map unit StB) by the United States Department of Agriculture Natural Resources Conservation Services (NRCS). These soil units are described as glaciomarine deposits, glacial drift and/or marine deposits, and till, respectively. These soils are not categorized as having “severe” or “very severe” erosion hazards. The site topography is relatively flat over the majority of the proposed development area and not located above a coastal or stream erosion area. Therefore, in our opinion, the site is not an erosion hazard area as defined by the JCC. Regardless, the site soils would be susceptible to some erosion when exposed during construction. In our opinion, proper implementation, and maintenance of Best Management Practices (BMPs) for erosion prevention and sediment control would adequately mitigate the erosion potential in the planned development area. Erosion protection measures as required by Jefferson County will need to be in place prior to and during grading activities at the site. October 16, 2024 Project No. T-9072 Page No. 4 3.4.2 Landslide Hazard Areas Section 18.22.160.2.b of the JCC defines landslide hazard areas as “areas potentially subject to mass movement due to a combination of geologic, topographic, and hydrologic factors including: (i) Areas of historic failures or potentially unstable slopes, such as: (A) Areas described and mapped as having severe or very severe building limitations for dwellings without basements within the United States Department of Agriculture/Soil Conservation Service Soil Survey for Jefferson County; (B) Areas described and mapped as recent or old landslides or slopes of unstable materials within the Washington State Department of Ecology Coastal Zone Atlas of Jefferson County; and (C) Areas described and mapped as areas of poor natural stability, former landslides and recent landslides by the Washington State Department of Natural Resources, Division of Geology and Earth Resources; ii) Areas potentially unstable as a result of rapid stream incision, stream bank erosion, or undercutting by wave action; and iii) Areas with any indications of earth movement, such as: (A) Rockslides; (B) Earthflows; (C) Mudflows; (D) Landslides.” Site topography is relatively flat over the majority of the proposed development area. The offsite pond area has a slight slope that descends from the southwest to the northeast with an overall relief of approximately 25 feet. Based on our observations while onsite and review of the Jefferson County GIS map, in our opinion, no landslide hazard areas are present at the subject site as defined by the JCC. 3.4.3 Seismic Hazard Areas Section 18.22.160.2.c of the JCC defines seismic hazard areas as “areas subject to severe risk of damage as a result of earthquake induced ground shaking, slope failure, settlement, soil liquefaction, or surface faulting. These areas are identified by the presence of: poorly drained soils with greater than 50 percent silt and very little coarse material; loose sand or gravel, peat, artificial fill and landslide materials; or soil units with high organic content.” October 16, 2024 Project No. T-9072 Page No. 5 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. Liquefaction mainly affects geologically recent deposits of fine-grained sands underlying 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, eliminating the soil’s strength. Based on the soil and groundwater conditions we observed at the site, it is our opinion that the risk for damage resulting from soil liquefication or subsidence during a severe seismic event is negligible. Therefore, in our opinion, unusual seismic hazard areas do not exist at the site, and design in accordance with local building codes for determining seismic forces would adequately mitigate impacts associated with ground shaking. 3.5 Seismic Site Class Based on the site soil conditions and our knowledge of the area geology, per the current International Building Code (IBC), site class “D” should be used in structural design. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, there are no geotechnical conditions that would preclude the planned development. The light industrial buildings can be supported on conventional spread footings bearing on competent native soils underlying the surface organic soils or on structural fill placed on the competent native soils. Floor slabs and pavements can be similarly supported. The upper site soils contain a sufficient amount of fines (silt- and clay-sized particles) such that they will be very difficult to compact as structural fill when too wet or too dry. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities take place during the winter season, the owner should be prepared to import free-draining granular material for use as structural fill and backfill. The cleaner sand and gravel should be suitable for use as structural fill year-round. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections of this report. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials should be stripped and removed from the site. We expect surface stripping depths of about four to six inches will be required to remove the organic surficial soils. Organic soils will not be suitable for use as structural fill but may be used for limited depths in nonstructural areas or for landscaping purposes. October 16, 2024 Project No. T-9072 Page No. 6 Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative of Terra Associates, Inc. to verify soil conditions are as expected and suitable for support of new fill. Our representative may request a proofroll using heavy rubber-tired equipment to determine if any isolated soft and yielding areas are present. If excessively yielding areas are observed, and they cannot be stabilized in place by compaction, the affected soils should be excavated and removed to firm bearing and grade restored with new structural fill. Beneath embankment fills or roadway subgrade if the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such as Mirafi 500X, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill placed and compacted over the geotextile fabric should establish a stable bearing surface. Our study indicates the upper site soils contain a sufficient percentage of fines (silt- and clay-sized particles) that will make them very difficult to compact as structural fill if they are too wet or too dry. Accordingly, the ability to use the upper soils as structural fill will depend on their moisture content and the prevailing weather conditions when site grading activities take place. If wet soils are encountered, the contractor will need to dry the soils by aeration during dry weather conditions. Alternatively, the use of an additive such as Portland cement or lime to stabilize the soil moisture can be considered. If the soil is amended, additional Best Management Practices (BMPs) addressing the potential for elevated pH levels will need to be included in the Stormwater Pollution Prevention Program (SWPPP) prepared with the Temporary Erosion and Sedimentation Control (TESC) plan. The cleaner sand and gravel should be suitable for use year-round. If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the owner should be prepared to import wet-weather structural fill. For this purpose, we recommend importing a granular soil that meets the following grading requirements. U.S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* *Based on the 3/4-inch fraction. Prior to use, Terra Associates, Inc. should examine and test all materials planned to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil’s maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In nonstructural areas, the degree of compaction may be reduced to 90 percent. October 16, 2024 Project No. T-9072 Page No. 7 4.3 Slopes and Embankments All permanent cut and fill slopes should be graded with a finished inclination of no greater than 2:1 (Horizontal: Vertical). Upon completion of grading, the slope face should be appropriately vegetated or provided with other physical means to guard against erosion. Final grades at the top of the slope must promote surface drainage away from the slope crest. Water must not be allowed to flow uncontrolled over the slope face. If surface runoff must be directed towards the top of a slope, it may be necessary to route collected water to an appropriate point of discharge beyond the toe in a closed system. 4.4 Excavations All excavations at the site associated with confined spaces, such as utilities and lower building level retaining walls, must be completed in accordance with local, state, and federal requirements. Based on the Washington Industrial Safety and Health Administration (WISHA) regulations, the site soils would typically be classified as Type C soils. Accordingly, temporary excavations in Type C soils should have their slopes laid back at an inclination of 1.5:1 (Horizontal: Vertical) or flatter, from the toe to the crest of the slope. If there is insufficient room to complete the excavations in this manner, or if excav ations greater than 20 feet deep are planned, you may need to use temporary shoring to support the excavations. For utility trenches, properly designed and installed trench boxes may be used for excavation support. Based on our study, groundwater should be anticipated within excavations extending below a depth of about ten feet below native surface grades. Excavations extending below this depth will likely encounter groundwater with volumes and flow rates sufficient to require some level of dewatering. Shallow excavations that do not extend more than two to three feet below the groundwater table can likely be dewatered by conventional sump-pumping procedures along with a system of collection trenches. Deeper excavations will require dewatering by well points or isolated deep-pump wells. The utility subcontractor should be prepared to implement excavation dewatering by well point or deep-pump wells, as needed. This will be an especially critical consideration for any deep excavations such for lift stations and sanitary sewer tie-ins. The above information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.5 Foundations The light industrial buildings may be supported on conventional spread footing foundations bearing on competent native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared, as recommended in Section 4.2 of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of one and one-half feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. October 16, 2024 Project No. T-9072 Page No. 8 We recommend designing foundations bearing on competent native soils or on new structural fill for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used in design. With the anticipated loads and this bearing stress applied, building settlements should be less than one inch total and one-half inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressure acting on the sides of the footings may also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent native soil or the excavations are backfilled with structural fill, as described in Section 4.2 of this report. The recommended passive and friction values include a safety factor of 1.5. 4.6 Slab-on-Grade Floors Slab-on-grade floors may be supported on subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four-inch-thick capillary break layer composed of clean, coarse sand or fine gravel that has less than five percent passing the 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. Installation of a capillary break layer will not be necessary where the floor subgrade is composed of the clean native outwash or structural fill comprised of the clean outwash. A representative of Terra Associates should observe the subgrade at the time of construction to verify this condition and determine if an imported capillary break layer is required. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting uniform curing of the slab and can actually serve as a water supply for moisture seeping through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. 4.7 Lateral Earth Pressure for Below Grade Walls The magnitude of earth pressure development on lower level building concrete retaining walls will partly depend upon the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill. To guard against hydrostatic pressure development, wall drainage must also be installed. A typical recommended wall drainage detail is shown on Figure 3. October 16, 2024 Project No. T-9072 Page No. 9 With wall backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be added to the 35 pcf. For evaluating wall performance under seismic loading, an additional uniform pressure equivalent to 8H psf, where H is the below-grade portion of the wall in feet, should be used. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. 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 4.5. 4.8 Infiltration Feasibility On a preliminary basis, it is our opinion that the outwash gravel and sand formation observed contains relatively low fines contents and will support infiltration of project stormwater. Minor groundwater seepage was observed at depths of approximately ten feet below existing site grades during the summer months. A minimum separation distance of five feet must be maintained between the seasonal high groundwater and the bottom of the infiltration facility. The distance can be reduced to three feet provided a mounding analysis is completed. We used the Soil Grain Size Analysis Method as outlined in Volume V, Chapter 5.4 of the Washington State Department of Ecology 2024 Stormwater Management Manual for Western Washington to determine a preliminary long-term design infiltration rate. This method correlates the saturated hydraulic conductivity with the D10, D60, and D90 particle sizes determined from gradation testing of the soils in accordance with ASTM Test Designation D-422. The D10 particle size represents the grain size below which ten percent of the soil is smaller in size. The D60 particle size represents the grain size below which 60 percent of the soil is smaller in size. The D90 particle size represents the grain size below which 90 percent of the soil is smaller in size. Gradation curves from laboratory testing on the soils are attached in Appendix A. Based on the testing results, a preliminary long-term design infiltration rate of ten inches per hour can be used. We should review the stormwater infiltration facility plans, when available, to confirm facility design and location is consistent with the ground conditions observed at the site. The permeability of the native outwash soils will be significantly impacted by the intrusion of soil fines (silt- and clay-sized particles). A relatively minor amount of soil fines can reduce the permeability of the formation by a factor of ten. The greatest exposure to soil fines contamination will occur during mass grading and construction. Therefore, we recommend that the Temporary Erosion and Sedimentation Control (TESC) plans route construction stormwater to a location other than the permanent infiltration facility. 4.9 Stormwater Facilities As discussed, site stormwater will be collected and directed to a detention pond located on a portion of four parcels located east of the site project area. October 16, 2024 Project No. T-9072 Page No. 10 If fill berms are constructed, the berm locations should be stripped of topsoil, duff, and soils containing organic material prior to the placement of fill. The fill berms should be constructed by placing structural fill in accordance with recommendations outlined in Section 4.2 of this report. Material used to construct pond berms should consist of predominately granular soils with a maximum size of three inches and a minimum of 20 percent fines. Terra Associates, Inc. should examine and test all onsite or imported materials proposed for use as berm fill prior to their use. Due to the exposure to fluctuating stored water levels and wave action, soils exposed on the interior side slopes of the ponds may be subject to some risk of periodic shallow instability or sloughing. Establishing interior slopes at a 3:1 gradient will significantly reduce or eliminate this potential. Exterior berm slopes and interior slopes above the maximum water surface should be graded to a finished inclination no steeper than 2:1. Finished slope faces should be thoroughly compacted and vegetated to guard against erosion. 4.10 Drainage Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a positive drainage gradient away from the building perimeters. If this gradient cannot be provided, surface water should be collected adjacent to the structures and disposed to appropriate storm facilities. Surface water from developed areas must not be allowed to flow in an uncontrolled and concentrated manner over the crests of site slopes and embankments. Surface water should be directed away from the slope crests to a point of collection and controlled discharge. If site grades do not allow for directing surface water away from the slopes, then the water should be collected and tightlined to an approved point of controlled discharge. Subsurface In our opinion, with the area immediately adjacent to the structure paved, and positive surface drainage maintained, perimeter foundation drains would not be necessary. If the grade is not positively drained away from the structure or if the perimeter is landscaped, perimeter foundation drains should be installed. Where foundation drains are installed, the drains should be laid to grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four-inch diameter perforated PVC pipe that is enveloped in washed pea gravel-sized drainage aggregate. The aggregate should extend six inches above and to the sides of the pipe. The foundation drains should be tightlined to an approved point of controlled discharge independent of the roof drain system. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. October 16, 2024 Project No. T-9072 Page No. 11 4.11 Utilities Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) or Jefferson County requirements. At minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. As noted, soils excavated onsite should be suitable for use as backfill material. However, some of the site soils are fine grained and moisture sensitive; therefore, moisture conditioning may be necessary to facilitate proper compaction. If utility construction takes place during the winter, it may be necessary to import suitable wet weather fill for utility trench backfilling. 4.12 Pavements Pavement subgrades should be prepared as described in Section 4.2 of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy rubber-tired construction equipment such as a loaded 10-yard dump truck to verify this condition. The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. We expect traffic will consist mostly of loaded and unloaded tractor-trailer rigs. For design considerations, we have assumed traffic can be represented by an 18-kip Equivalent Single Axle Loading (ESAL) of 300,000 over a 20-year design life. This ESAL represents loading approximately equivalent to 18 fully loaded (80,000-pound GVW) tractor-trailer rigs traversing the pavement daily. With a stable subgrade prepared as recommended, we recommend the following options for pavement sections:  Three inches of HMA over six inches of CRB.  Full depth HMA – five inches. For exterior Portland cement concrete (PCC) pavement, we recommend the following:  6 inches of PCC over two inches of CRB. o 28-day compressive strength – 4,000 psi. o Control joints spaced at a maximum of 15 feet. The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for ½-inch class HMA, PCC, and CRB. Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be subject to premature failure resulting from surface water infiltrating the subgrade soils and reducing their supporting capability. For optimum performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. October 16, 2024 Project No. T-9072 Page No. 12 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design. We should also provide geotechnical services during construction in order to observe compliance with our design concepts, specifications, and recommendations. This will allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is intended for specific application to the Jefferson County Rural Airport Light Industrial Park project in Jefferson County, Washington. This report is for the exclusive use of AHBL, Inc. and its authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based on data obtained from the subsurface explorations completed onsite. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. © 2024 Microsoft Corporation © 2024 TomTom SITE Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Figure 1 VICINITY MAP 0 2000 4000 APPROXIMATE SCALE IN FEET REFERENCE: https://www.bing.com/maps ACCESSED 2024 Proj.No. T-9082 Date: OCT 2024 PORT TOWNSEND, WASHINGTON JEFFERSON COUNTY INTERNATIONAL RURAL AIRPORT LIGHT INDUSTRIAL PARK TP-1TP-2TP-3TP-4TP-5TP-6TP-7TP-8TP-9TP-10TP-11TP-12TP-13TP-14TP-15TP-16TP-17TP-18TP-19TP-20TP-21TP-22TP-23REFERENCE:REFERENCE ONLY AND SHOULD NOT BE USED FORDESIGN OR CONSTRUCTION PURPOSES.DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FORNOTE:THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS ANDConsultants in Geotechnical EngineeringTerraAssociates, Inc.Geology andEnvironmental Earth SciencesEXPLORATION LOCATION PLANFigure 2LEGEND:0150300APPROXIMATE SCALE IN FEETSITE PLAN PROVIDED BY CLIENT.APPROXIMATE TEST PIT LOCATIONProj.No. T-9082Date: OCT 2024PORT TOWNSEND, WASHINGTONJEFFERSON COUNTY INTERNATIONAL RURALAIRPORT LIGHT INDUSTRIAL PARK 12" COMPACTED STRUCTURAL FILL EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) SLOPE TO DRAIN 12" MINIMUM 3/4" MINUS WASHED GRAVEL 3" BELOW PIPE 12" OVER PIPE 4" DIAMETER PERFORATED PVC PIPE SEE NOTE 6"(MIN.) NOT TO SCALE NOTE: MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12-INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12-INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and TYPICAL WALL DRAINAGE DETAIL Figure 3Proj.No. T-9082 Date: OCT 2024 PORT TOWNSEND, WASHINGTON JEFFERSON COUNTY INTERNATIONAL RURAL AIRPORT LIGHT INDUSTRIAL PARK Project No. T-9082 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Jefferson County Rural Airport Light Industrial Park Jefferson County, Washington On August 29 and 30, 2024, we investigated subsurface conditions at the site by excavating 23 test pits to a depth of approximately 10 feet below existing surface grades using a track-mounteded excavator. The test pit locations were approximately determined in the field using GPS coordinates and by pacing from existing surface features. The approximate test pit locations are shown on Figure 2. The Test Pit Logs are presented on Figures A-2 through A-24. An engineering geologist from our office maintained a log of each test pit as it was excavated, classified the soil conditions encountered, and obtained representative soil samples. All soil samples were visually classified in the field in accordance with the Unified Soil Classification System. A copy of this classification is presented as Figure A-1. Representative soil samples obtained from the test pits were placed in sealed plastic bags and taken to our laboratory for further examination and testing. The moisture content of selected samples was measured and is reported on the corresponding Test Pit Logs. Atterberg limits and grain size analyses were also performed on select samples. The results of the Atterberg limits tests are on the individual Test Pit Logs. The results of the Grain Size Analysis are shown on Figures A-25 through A-27. Environmental Earth Sciences Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well-graded gravels, gravel-sand mixtures, little or no fines. GP Poorly-graded gravels, gravel-sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel-sand-silt mixtures, non-plastic fines. GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well-graded sands, sands with gravel, little or no fines. SP Poorly-graded sands, sands with gravel, little or no fines. Sands with fines SM Silty sands, sand-silt mixtures, non-plastic fines. SC Clayey sands, sand-clay mixtures, plastic fines. SILTS AND CLAYS Liquid Limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity. (Lean clay) OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid Limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity. (Fat clay) OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat.COARSE GRAINED SOILSMore than 50% material largerthan No. 200 sieve sizeFINE GRAINED SOILSMore than 50% material smallerthan No. 200 sieve sizeDEFINITION OF TERMS AND SYMBOLS COHESIONLESSCOHESIVE Standard Penetration Density Resistance in Blows/Foot Very Loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense >50 Standard Penetration Consistancy Resistance in Blows/Foot Very Soft 0-2 Soft 2-4 Medium Stiff 4-8 Stiff 8-16 Very Stiff 16-32 Hard >32 2" OUTSIDE DIAMETER SPILT SPOON SAMPLER 2.4" INSIDE DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER WATER LEVEL (Date) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot UNIFIED SOIL CLASSIFICATION SYSTEM Figure A-1Proj.No. T-9082 Date: OCT 2024 PORT TOWNSEND, WASHINGTON JEFFERSON COUNTY INTERNATIONAL RURAL AIRPORT LIGHT INDUSTRIAL PARK Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-2 T-9082 JAM Jefferson County, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-1 NA NA NA 1 2 3 5.1 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GP) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Caving from approximately 8 to 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-3 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-2 NA NA 8 - 10 ft 1 2 3 Medium Dense to Dense (6 Inches of Topsoil) Gray-brown sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Caving from approximately 8 to 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-4 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-3 NA 10 ft NA 1 2 3 4.4 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL with silt, fine to coarse gravel, fine to coarse sand, moist, cobbles, occasional boulders. (GW-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-5 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-4 NA 10 ft NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-6 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-5 NA 10 ft NA 1 2 3 1.9 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GP) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-7 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-6 NA 8 ft NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown, silty CLAY with sand, fine sand, moist, low plasticity. (CL-ML) (Glaciomarine Outwash) LL = 27 PL = 20 PI = 7 Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 8 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-8 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-7 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown GRAVEL with silt and sand, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-9 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO.TP- 8 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) LL = 36 PL = 22 PI = 14 Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-10 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-9 NA 8 ft NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown sandy, GRAVEL with silt, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 8 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-11 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-10 NA 8 ft NA 1 2 3 4.0 Very Stiff to Hard Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL with silt, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 8 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-12 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-11 NA 8 ft NA 1 2 3 4.0 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 8 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-13 T-9082 JAM Port Townsend, Washington Forest Duff August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-12 NA NA NA 1 2 3 4.0 Very Stiff Medium Dense to Dense (4 inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-14 T-9082 JAM Port Townsend, Washington Forest Duff August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-13 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-15 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-14 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-16 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-15 NA 8NA 1 2 3 Very Stiff Medium Dense to Dense (6 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 8 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-17 T-9082 JAM Port Townsend, Washington Forest Duff August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-16 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-18 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-17 NA NA NA 1 2 3 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL with silt, fine gravel, fine to coarse sand, moist, cobbles. (GP-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-19 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-18 NA NA NA 1 2 3 3.6 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) LL = 27 PL = 19 PI = 8 Gray-brown, sandy GRAVEL with silt, fine gravel, fine to coarse sand, moist, cobbles. (GP-GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-20 T-9082 JAM Port Townsend, Washington Forest Duff August 29, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-19 NA NA NA 1 2 3 Very Stiff to Hard Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-21 T-9082 JAM Port Townsend, Washington Forest Duff August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-20 NA 10 ft NA 1 2 3 31.9 5.2 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) LL = 32 PL = 22 PI = 10 Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-21 T-9082 JAM Port Townsend, Washington Forest Duff August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-21 NA 10 ft NA 1 2 3 Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. Light groundwater seepage at approximately 10 feet. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-23 T-9082 JAM Port Townsend, Washington Grass August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-22 NA NA NA 1 2 3 2.6 Stiff to Very Stiff Medium Dense to Dense (4 Inches of Topsoil) Light brown CLAY with sand, fine sand, moist, low plasticity. (CL) (Glaciomarine Outwash) Dark gray to dark brown CLAY with sand, fine sand, moist, low plasticity, occasional organics. (ML) (Glaciomarine Outwash) Gray-brown sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GM) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Sample No.Depth (ft)PROJECT NAME: PROJ. NO: LOGGED BY: LOCATION: DATE LOGGED: APPROX. ELEV: DEPTH TO CAVING: FIGURE DEPTH TO GROUNDWATER: SURFACE CONDITIONS: Description Consistency/ Relative Density W (%)interpreted as being indicative of other locations at the site. NOTE: This subsurface information pertains only to this test pit location and should not be 0 1 2 3 4 5 6 7 8 9 10 11 12 A-24 T-9082 JAM Port Townsend, Washington Grass August 30, 2024 Jefferson County Rural Light Industrial Park LOG OF TEST PIT NO. TP-23 NA NA NA 1 2 3 3.4 Loose Medium Dense to Dense (4 Inches of Topsoil) FILL: Dark brown, silty SAND with gravel, moist, some organics. (SM) Gray-brown, sandy GRAVEL, fine to coarse gravel, fine to coarse sand, moist, cobbles. (GW) (Recessional Outwash) Test pit terminated at approximately 10 feet. No groundwater seepage. Tested By: ZA LL PL D85 D60 D50 D30 D15 D10 Cc Cu Material Description USCS AASHTO Project No. Client:Remarks: Project: Location: TP-1 Depth: 5' Location: TP-3 Depth: 5' Location: TP-5 Depth: 3' Terra Associates, Inc. Kirkland, WA Figure 24.7432 15.3920 13.1116 8.5390 1.1982 0.4250 11.15 36.22 17.7569 10.1525 7.2329 2.7576 0.9425 0.3489 2.15 29.10 25.0377 13.5058 10.4244 4.0942 0.7457 0.3411 3.64 39.60 Sandy GRAVEL GW Sandy GRAVEL with trace silt GW Sandy GRAVEL GW T-9082 ABLH, Inc. A-25PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 27.3 48.3 5.7 8.7 6.2 3.8 0.0 12.4 45.3 19.1 12.2 5.9 5.1 0.0 25.6 42.1 11.6 8.7 7.8 4.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Jefferson County Rural Airport Light Industrial Park Tested September 26, 2024 Tested September 26, 2024 Tested September 26, 2024 Tested By: ZA LL PL D85 D60 D50 D30 D15 D10 Cc Cu Material Description USCS AASHTO Project No. Client:Remarks: Project: Location: TP-10 Depth: 6' Location: TP-12 Depth: 10' Location: TP-18 Depth: 4' Terra Associates, Inc. Kirkland, WA Figure 25.9026 15.2664 12.5484 6.8270 0.2873 20.8648 12.4183 9.9551 2.5945 0.6583 0.3787 1.43 32.79 9.6146 6.1712 5.2755 3.6768 2.4552 1.6136 1.36 3.82 Sandy GRAVEL with silt GW-GM Sandy GRAVEL GW Sandy GRAVEL with trace silt GW T-9082 ABLH, Inc. A-26PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 28.7 45.5 6.2 2.7 5.4 11.5 0.0 18.6 43.6 11.6 14.9 9.0 2.3 0.0 0.0 56.4 33.0 2.1 2.5 6.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Jefferson County Rural Airport Light Industrial Park Tested September 26, 2024 Tested September 26, 2024 Tested September 26, 2024 Tested By: ZA LL PL D85 D60 D50 D30 D15 D10 Cc Cu Material Description USCS AASHTO Project No. Client:Remarks: Project: Location: TP-20 Depth: 10' Location: TP-22 Depth: 10 Location: TP-23 Depth: 6' Terra Associates, Inc. Kirkland, WA Figure 20.4087 11.6566 9.2904 4.5348 1.8637 0.8715 2.02 13.38 26.7333 15.2704 12.1437 5.9529 2.0579 1.0686 2.17 14.29 13.9730 7.3445 6.1369 4.0940 2.4297 1.7282 1.32 4.25 Sandy GRAVEL GW Sandy GRAVEL GW Sandy GRAVEL GW T-9082 ABLH, Inc. A-27PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 17.5 51.5 15.2 8.6 4.1 3.1 0.0 29.9 43.7 11.7 7.7 3.5 3.5 0.0 9.3 54.2 24.7 9.1 2.1 0.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report Jefferson County Rural Airport Light Industrial Park Tested September 26, 2024 Tested September 26, 2024 Tested September 26, 2024