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20180242 Prelim Stormwater Reportno YELM AUTO RECYCLING 00 PRELIMINARY DRAINAGE REPORT 111111,11;Walffi l I Engineering DESIGN -) PERMIT _y MANAGE r do so Ow Table of Contents Part 1— Prosect Site Analysis and Data Part 2 — Site Development Layout Part 3 — Offsite Analysis Repo ISO Part 4 — Applicable Minimum Requirements Part 5 — Permanent Stormwater Control Plan Part 6 — Source Control BMPs Part 7 — Construction SWPPP Part 8-- Special Reports and Studies Part 9 — Other Permits Part 10— Operational and Maintenance Plan Part 11— Bond Quantities and Financial Responsibility Part 12 — Grading and Drainage Plans .. am .m "0 dim go .00 Am Project Engineer Prepared by: RB Engineering, Inc. (RBE) ,., PO Box 923 Chehalis, WA 98532 [360] 7408919 Robertb(@-RBEn-qineers.com Contact: Robert W. Balmelli PE RBE Project: 17041 Prepared for: NPR Holdings LLC Ubaida Mufrej 3655 E. Marginal Ways Seattle, Washington 98134 ubaida safariex orts.com Reference: 2014 WSDOE Stormwater Manual Project Engineers Certification "I hereby certify that this Drainage and Erosion Control Plan for Yelm Auto Recycling has been prepared by me or under my supervision and meets minimum standards the 5tormwater Management Manual for Western Washington and normal standards of engineering practice. hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." 4M .. Project Eng! W. 18025 Drainage Report 1-1 AO PART 1 — PROJECT SITE ANALYSIS AND DATA Permit Requested: Site Plan Review Other Permits Required: Agency Permit No.: +r. Site Address: Section, Township, Range: Total Site Area: Im Zoning: Building Permit Grading/Earthwork SEPA Review Pending 939 North Pacific Rd Yelm, Washington 98597 Section 19 Township 17 Range 02E, W.M 13.93 Acres I - Industrial Project Overall Description The project is to include the development of an auto wrecking yard named, Yelm Auto Recycling, on lot 64300900200. Development will include the construction of 3 structures to be used for office space, storage and general shop/maintenance space. Construction will also include the development of onsite customer parking, graveled and paved vehicle storage yards, water, sewer, and power service, stormwater facilities, and frontage improvements along North Pacific Road. Proposed Flow Control Improvements The flow control facilities proposed for this project were designed and modeled using the latest edition of the Western Washington Hydrology Manual Continuous Simulation Program. The site will utilize the areas extremely well -draining soils to dispose of stormwater through infiltration. Stormwater will be conveyed to bioretention swales along the sites east/west boundaries. Test pits dug at the stormwater' facilities proposed locations revealed infiltration rates in excess of 100 in/hr. For design purposed, stormwater facilities were modeled with a Ksat safety factor of 4 and an infiltration rate of 20. The soils report can be found in Part 8 of this document. Proposed Water Quality Improvements The water quality improvements for the project site runoff consist of the addition of a bioretention swales at the sites east/west boundaries. The swales will be constructed in include an 18 -inch thick layer of WSDOE approved amended soils. mo Proposed Conveyance System The proposed conveyance systems will consist of Type I catch basins and conveyance pipe in various sizes to distribute stormwater to the proposed stormwater facilities. Proposed Discharge Location The project site will infiltrate all runoff at the proposed bioretention swale locations. 18025 Drainage Report 1-2 ,., Downstream Condition The site contains a ridge running SE to NW. The ridge effectively splits the site with stormwater naturally draining to the east/west boundaries. The proposed improvements will have no effect No on the existing conditions as runoff will be contained on-site. Given the sites native well - draining soils it is likely that stormwater presently is infiltrated before leaving the site. 9. MW F A am Onsite Soils and Geology An on-site soils report was completed for this project site be Parnell Engineering, LLC. A copy of the report is included in Part 8 — Special Reports and Studies, of this document. The report stated that infiltration on-site is feasible with calculated infiltration rates exceeding 100 inlhr. The report recommends a design infiltration of 20 in/hr be used. Based upon this information the storm design concept of infiltration was selected. 18025 Drainage Report 1-3 aw do PART 2 -- SITE DEVELOPMENT LAYOUT Project Topography The site topography is nearly level to gently sloping. Elevations range from a high of 338 ft. at the south-central portion of the site to a low of 328 ft. at the NE corner of the site. AN Land Use and Ground Cover Site vegetation consists of sparsely located conifer trees along with Scotts bloom, indigenous 40 brush and field grass. The subject site is bounded by rural residential property to the north, undeveloped property to the east, Northern Pacific Road NW to the south, and a private drive- way to the west. Natural or Man -Made Drainage Patterns The site contains a ridge running SE to NW. The ridge effectively splits the site with stormwater •• naturally draining to the east/west boundaries. The proposed improvements will have no effect on the existing conditions as runoff will be contained on-site. Given the sites native well - draining soils it is likely that stormwater presently is infiltrated before leaving the site. Tributary and Discharge Points of Flow There are no tributary points of flow. The centralized ridge on-site prevents off-site flows from entering the project. Historical Drainage Problems .. RBE is not aware of any historical drainage problems for this site. Existing Utilities (Storm, Sewer, Water) .. The existing utilities available to site include power, water, sewer, storm. Erosion Potential -• The site has a slight erosion potential. As part of the development plans a detailed Erosion Control Plan and Storm Water Pollution Prevention Plan will be prepared and submitted with the final drainage report for use during site construction to minimize erosion and mitigate ,. sedimentation within and off the site. Critical Areas Onsite �- The site does not contain any critical areas Existing Fuel Storage Tanks Im Review of the onsite parcels resulted in no evidence of existing fuel storage tanks above or below ground for this property. Groundwater Wells The property does not include any onsite ground water wells. as am 18025 Drainage Report 2-1 Septic Systems There are no septic systems on-site. �. Aquifer Recharge Area The site is within the City of Yelm Aquifer Recharge Area. Wellhead Protection Area The site is not within any wellhead {protection areas for public utilities. Drainage Report 2-2 PART 3 — OFFSITE ANALYSIS REPORT RBE staff visually inspected the site and offsite surrounding areas. With all runoff being infiltrated an offsite analysis was deemed unnecessary. M. 18025 Drainage Report 3-1 PART 4 —APPLICABLE MINIMUM REQUIREMENTS y. The minimum requirements for stormwater development and redevelopment sites are listed in Volume I of the 2012 SMMWW. Not all minimum requirements of this section apply to all projects. Determination of applicable minimum requirements is also based in part on Section 2.4 of the Manual. Im 1.0 an ED s r _j .r .. ar r Applicable Criteria Areas Existing Site Impervious Coverage 0.00 AC New Plus Replaced Impervious Surface 12.44 AC Vegetation Area Converted to Lawn or Landscaped Area 0.75 AC Land Disturbing Area 13.19 AC Start Here Does the site have See Redevelopment 3590 or more of Yes �viininusm existing impervious Requirements and coverage? Flory- Chart No Bogs the project convert (Figure 3.3) 3 i act" CT More of Does the project ve_eetation to lawn or result in 5,606 landscaped areas, or square feet, or No convert 2.5 acres or more greater, of new plus of narit-e vegetation 10 replaced hard pa`we° surface area? Does the project Yes Yes No result us 2.000 square €eet, or greater. of new plus replaced All tiiin%nsum hard surface area. Requiremeah apply to the new and replaced hard surfaces and converted Yes No vegetation areas. ;I�lr--.--ium Requ:retnents Dees rise project have 1 through: 5 apply to land disturbing the new and replaced actrviaes of 7.000 hard surfaces and the Yes square feet or greater? land disturbed. Na Nimmum Regmrement #2 applies. Figure 2.4.1 — Flow Chart for Determining Requirements for tie Development Ar 18025 Drainage Report 4-1 .. As 40 as •rr nr w MW WE rr do 40 Doe: the project result in 2_900 square Feet- or mare- of new Dire replaced hard suaface area' OR Does the land CiutuA mz actrvity total 7,09G ;quare feet or gxeatet". Yes No M mimum Requirements i;I through -�5 apply to MmEmum Reggirements applied. the new and replaced Lard surfaces and the l.aLd di;t:rrbed_ Piet Question ■ Does the project add 5,000 square feet or more of uew hard surfaces' OR Convert !4 acres or more of : egetation to lawno3 lat iwaped areas' OR. C on: ett 2.5 acre: or more of Maitre segetnou to pasture' Yes No Ne=t All himrmum Requuemenr apply to the Question is &is a mad new -hard surfaces and rhe converted related project" veeeration area, Yes No Does the project add 5.000 square feet or more n f new hard surfaces? Yes No Do new hard surface= add 50°0 or Is the total of new plus rep ?aced hard surface: mare to the exi5tirg hard =paces 5.000 :quare feet or more. AND does the vahte w-ithm the project limits of rhe proposed impto:ements — including interior improvement: — exceed 50°'n of the Ho as.e✓sed va_Srae (or replacement value) of the Yes existing site imsrrovemest:' No addatuonal r�gnErements No � Yes No additional rec2mrments .jai Mmimttm Keyuiremerrs apply to the new and replaced hard surface; and cot:vasted tivicetation area Figure 2.4.2 — Flow Chart for Determining Requirements for Redevelopment 18025 Drainage Report 4-2 Based on the thresholds given in Figures 2.4.1 and/or 2.4.2 of Volume I of the Manual, the proposed project must address or comment on Minimum Requirements #1 through #9. These requirements as they apply to the project are discussed in more detail below. Minimum Requirement (MR) #1 — Stormwater Site Plans: All projects meeting the thresholds of Section 2.4 of Volume I of the SMMWW shall prepare a �' Stormwater Site Pian for local government review. The proposed project will create over 5,000 square feet of impervious surfacing, and therefore a Stormwater Site Plan complying with minimum requirements #1 through #10 is required. MR #2 — Construction Storm Water Pollution Prevention Plan: o. The proposed project exceeds the thresholds of Section 2.5 and therefore a Construction Storm Water Pollution Prevention Plan is required for this project. A SWPPP will be created as a an standalone document for this project and submitted with the final drainage report. MR #3 — Source Control of Pollution: am All known, available and reasonable source control BMPs shall be applied to the project to limit pollutants coming in contact with stormwater. The BMPs for this project will be incorporated into 40 the project's Final Operation and Maintenance Plan. AN mo MW M .. MR #4 — Preservation of Natural Drainage Systems/Outfalls: Proposed stormwater will be infiltrated on-site. There will be no effect to the sites natural drainage. 18025 Drainage Report 4-3 -W AN AN an ma AN MR #5 — On -Site Stormwater Management: The stormwater management plan was developed to meet the following project threshold, "New Development Inside the UGA on a Parcel of 5 Acres or Larger". Projects triggering Minimum Requirements #1 through #9, must meet the requirements in Table 2.5.1. Table 2.5.1 Ort -site Stormwater Management Requirements for Projects Triggering Minimum Regttirements #1 - i9 Project Type and Location Requirement New de�elopmeut on any parcel in side the Low Impact Development Performance GGA or new developnient outside the Standard and BN -IP T5.13; or List n2 GGA on a parcel less than 5 acres (.applicant option). New development outside the GGA, on a Lotti Impact Des,�elopnnent Perfoanance parcel of 5 acres or larger Standard and BMP T5.13. Redevelopment on any parcel inside the Low Impact Development Performance UG.k or redeveioptirnt outside the GGA Standard and BEEP T5.13: or list n2 on a parcel less than 5 acres (applicant option). Redevelopment outside the UGA on a Loin Inipact Development Perfeaniance parcel of 5 acres or larger Standard and SNIP T5.13. NOTE. This table refers to the Urban Growth Area (LTGA) as designated under the Growth Management Act (GXL-k) (Chapter 36.70A RC- ZZZ of the State of Washington. If the Permittee is located in a county that is not subject to planning under the GNM the city- limits shall be used instead. no 18025 Drainage Report 4-4 �m LID Performance Standard The project will utilize bloretention facilities to treat and infiltrate all runoff generated on-site. MR #7 — Flow Control: Thresholds 40 When assessing a project against the following thresholds, consider only those impervious, hard, and pervious surfaces that are subject to this minimum requirement as determined in Section 2.4 of this chapter. The following circumstances require achievement of the standard flow control requirement for western Washington: • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or This project creates more than 10, 000 square feet of effective impervious surface in its threshold discharge area. • Projects that convert % acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site, or This project does not exceed this criterion. • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100 -year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one-hour time steps (or a 0.15 cfs increase using 15 -minute time steps). 2 This project exceeds the criterion. 40 Standard Flow Control Requirement The LID Performance Standard will be met. Flow control will be provided via infiltration through ^M the proposed bioretention facilities. Im MR 08 — Wetlands Protection: There are no wetlands within the proposed project limits. MR #9 — Operation & Maintenance: 18025 Drainage Report 4-5 An operation and maintenance agreement and manual will be included in the final drainage report and functions as a standalone document for the developer and property owners. MR #10 — Agreements and Financial Guarantees: Facility agreements and financial guarantees when required will be reviewed by the applicant and executed at the appropriate time determined by the reviewing agency. Supplemental Requirement SR#1 — BasinfWatershed Planning: There are no basin or watershed requirements for this project area. Supplemental Requirement SR#2 — Offsite Analysis and Mitigation The offsite analysis for this project did not yield any mitigation for this project. ,,. Drainage Easements: No onsite easements are required or needed for this project's drainage facilities. low Drainage Facility Setbacks: 8ioretention 5wales 10' from property line, 10' from any structure. Adjustments: .. No adjustments have been requested for this project. Exceptions and Variances: No variances are requested at this time. MO Am 18025 Drainage Report 4-6 1W 40 PART 5 — PERMANENT STORMWATER CONTROL PLAN Existing Site Hydrology Existing site hydrology is based on our site investigation, field topographic survey, aerial topographic mapping and completed soils review for the subject project. The site consists of the basins outlined below. Pre -developed Basin (P#) Current Land Use: Vacant Lot Developed Site Hydrology (D#) The developed site hydrology was modeled using the latest version of the WWHM Continuous Simulation model created by WSDOE. A complete summary for each sub -basin is included in the chart below. Because of the existing topography, the site was able to be graded and modeled as one basin. Basin D1 includes all the new impervious surfaces created by the development of the project. r Basin Summary Proposed Land Use: Residential — Multi -Family Housing r r an an Basin ID Land Use Assumptions and Site Parameters Basin ID Land Use Cover Slope Acres Hydrologic Grow Comments P1 Forested Flat 5.81 A Sidewalks Flat 0.00 A Roof Flat 0.09 A P2 Forested Flat 4.22 A D2 --Parking Flat 0.81 A P3 Forested Flat 3.16 A Sidewalks Flat 0.04 A P4 Forested Flat 0.13 A Total 13.32 Developed Site Hydrology (D#) The developed site hydrology was modeled using the latest version of the WWHM Continuous Simulation model created by WSDOE. A complete summary for each sub -basin is included in the chart below. Because of the existing topography, the site was able to be graded and modeled as one basin. Basin D1 includes all the new impervious surfaces created by the development of the project. r Basin Summary Proposed Land Use: Residential — Multi -Family Housing r r an an Basin ID Land Use Assumptions and Site Parameters Land Use Cover Slope Acres Hydrologic Group Comments D1 Parking Flat 1.14 A Gravel Flat 4.09 A Sidewalks Flat 0.00 A Roof Flat 0.09 A Lawn Flat 0.49 A D2 --Parking Flat 0.81 A Gravel Flat 3.05 A Sidewalks Flat 0.04 A 18025 Drainage Report 5-1 to Flow Control System Design & Analysis The proposed storm water facilities were designed using the WWHM storm water mode[ created do by WSDQE. Flow and Water Quality Control Facilities Proposed: 9. Iwo Basin Roof Flat 0.06 A Water Quality/Flow D1 Lawn Flat 0.26 A Control D3 Parking Flat 0.00 A Gravel Flat 3.16 A Water Quality/Flow D3 Sidewalks Flat 0.00 A Control Roof Flat 0.00 A Lawn Flat 0.00 A D4 Frontage Improvements Flat 0.13 A Total 13.32 to Flow Control System Design & Analysis The proposed storm water facilities were designed using the WWHM storm water mode[ created do by WSDQE. Flow and Water Quality Control Facilities Proposed: 9. Iwo Basin Facillit y Type Comments Water Quality/Flow D1 Bioretention Swale - 363'L X 3'W X 2.5'D Control Water Quality/Flow D2 Bioretention Swale - 4651 X 3'W X 2'D Control Water Quality/Flow D3 Bioretention Swale - 469'L X 3'W X 21D Control Water Quality/Flow D4 Bioretention Control RBE conducted modeling of all basins using WWHM12 continuous simulation model, Listed below are narratives of each delineated drainage basin for this project. Basin Narratives Basin D1 •• Basin D1 encompasses the eastern half of the site and involves coil ecting, treating, and infiltrating all runoff generated within the basin by utilizing a 363 -foot long by 3' wide bioretention Swale. w Basin D2 Basin D3 encompasses the southwestern quarter of the site and involves collecting, treating, and infiltrating all runoff generated within the basin by utilizing a 465 -foot long by 3 -foot wide bioretention swale. 18025 Drainage Report 5-2 1-7 Basin D3 Basin D3 encompasses the northwestern quarter of the site and involves collecting, treating, and infiltrating all runoff generated within the basin by utilizing a 400 -foot long by 3 -foot wide bioretention swale. Basin D4 Basin D4 encompasses the frontage improvements along Northern Pacific Road. 5tormwater will be directed to the landscape beds for treatment and infiltration. An amended soil layer will be added to the beds to meet water quality standards. Basin D4 was not included in the stormwater " modeling. 40 AO do am .10 Ins 18025 Drainage Report 5-3 AM 40 we 00 so .10 W& do SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 10 OF 17 PROJECT NO.: 18103 DATE: 217!2018 PREPARED BY: William Parnell, PE REVISED 5125/2018 SOIL LOG: #10 VGY/CobLrn LOCATION: See test pit location map 14'- 28" 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 148' 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 146" IMPERVIOUS/RESTRICTIVE Sloping HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11, SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C2 horizon soils. Winter water table was present at 146" below the existing rade. Harz penthColor Texture .W A 0"- 14" 10YR211 VGY/CobLrn C1 14'- 28" 10YR314 ExGrM-FSa C2 1.0 28% 156' 1 OYR516 ExGr/CobCSa Im �w Sails Strata Description Soil Log #10 %CL %ORG CFSTR MOT IND CEM ROO cX> FSP X25 X10 <40 1SI3K - - - ff 2-6 2 <1 X85 SG - - - ff >20 X15 a1 - X90 SG - - - - >20 X20 Horz A C1 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEETA I OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #11 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3, LAND FORM: None Spanaway gravelly sandy Terrace ioam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6, DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilifiies located in the C1 horizon soils. Winter water table was not present to 144" below the existing rade. Hole cave in. Depth Color Texture 0°- 30" 10YR2f1 VGrICobLm 30"-144" 10YR5f2 ExGrCSa Soils Strata Description Soil Log #11 %CL %ORG CF STIR X25 <10 <40 1SBK <1 X85 SG MOT IND CEM ROO ¢xa FSP fm 2-B 2 irn X20 X20 a" as go .. AW rr As as SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 8 OF 17 PROJECT NO.: 18103 DATE: 2!712018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #8 VGUCobl-rn LOCATION: See test pit location map 22"- 30" 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace r` C2 loam(110) 10YR512 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 70" 7, CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 70" IMPERVIOUS/RESTRICTIVE Nearly level boulders HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROs101V RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 70" below the existing rade. Harz Depth Color Texture law A 0"- 22" 10YR211 VGUCobl-rn C1 22"- 30" 10YR416 ExGrlCobC- FSa r` C2 30"- 108" 10YR512 ExGr/CobC- M5a Borne stones and boulders as Im Sails Strata Description Soil Log #8 °%CL %ORG CF STR MOT IND CEM ROO :SXR FSI' <25 X10 X55 1SBK _ - - ff 2-6 2 [1 - a80 SG - - - - X20 X20 a1 - X85 SG - - _ a20 X20 Horz A C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 9 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: ##9 1OYR416 LOCATION: See test pit location map 76"- 144" 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: GIacialOutwash GROUP: A 112" 7, CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 112" IMPERVIOUSIRESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13, FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 112" below the existing rade. Depth Color Texture 0"- 23" 10YR2/1 VGrlCobLm 23% 76" 1OYR416 ExGr/CobCSa 76"- 144" 10YR512 ExGrICobC- M5a some stones Soils Strata Description Soil Log #9 °/aCL %ORG CF STR <25 010 X40 1SBK <1 - X85 SG <1 - X80 SG MOT IND CEM ROO <X> FSP If 2-6 2 - X20 X20 - X20 >20 PART 5.1 — FLOW CONTROL Flow Control System Design & Analysis The proposed stormwater facility was designed using the professional version of the WWHM stormwater model created for WSDOE. The proposed site development was modeled using WWHM that resulted in the following pond volumes listed below. The WWHM data output also outlines the control structure dimensions and elevations. See WWHM data output for that information. '" Flow Control Facility Proposed: Bioretention Swale D1 .r Bioretention Swale Design Summary Swale Stage Storage Elevation ft Detention Volume(ac-ft) Top of Swale 332.5 0.22 Design Water Surface 332.0 0.15 Bottom Live Storage 330.0 0 4M The proposed swale is approximately 353 feet long x 3 feet wide x 2.5 feet deep. The final dimensions will be detailed in the final construction drawings prepared after approval of the Site Plan Review. 00 an .0 Flow Control Facility Proposed: Bioretention Swale D2 Bioretention Swale Design Summary Swale Stage Storage Elevation ft Detention Volume ac ft Top of Swale 333.5 0.20 Design Water Surface 333.0 0.12 Bottom Live Storage 331.5 0 The proposed swale is approximately 455 feet long x 3 feet wide x 2 feet deep. The final dimensions will be detailed in the final construction drawings prepared after approval of the Site ON Plan Review. wo Flow Control Facility Proposed: Bioretention Swale D3 Bioretention Swale Design Summary Swale Stage Storage Elevation ft Detention Volume (ac -ft) Top of Swale 332.5 0.19 Design Water Surface 332.0 0.12 Bottom Live Storage 330.5 0 The proposed swale is approximately 459 feet long x 3 feet wide x 2 feet deep. The final dimensions will be detailed in the final construction drawings prepared after approval of the Site 18025 Drainage Report 5.1-1 Plan Review. WWHM Data Output The following figures and WWHM modeling data output are included on the following pages of this section: WWHM Modeling Data Output WWXM2 012 PROaECT REPORT Project Name: Basin 1 Site Name: BASIN 1 Site Address: 939 Northern Pacific Rd City : Yelm Report Date: 6/6/2018 Gage : bake Lawrence Data start : 1955/10/01 00:00 Data End : 2008/09/30 00:00 Precip Scale: 0.86 Version Date: 2018/03/02 Version : 4.2.14 Low Flow Threshold for POC 1 : 8 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LANs] USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use acre A B, Forest, Flat 5.81 Pervious Total 5.81 Impervious Land Use acre Impervious Total 0 Basin Total 5.81 Element Flows To: 18025 Drainage Report 5.1-2 qW surface r MITIGATED LAND USE Name : Basin 1 r Bypass: No Groundwater: No Pervious Land Use A B, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT PARKING FLAT Impervious Total Basin Total Interflow acre .49 0.49 acre 4.09 5.23 5.32 5.81 Groundwater Element Flows To: Surface Inter€low Groundwater Surface retention 1 Surface retention 1 Name : Bioretention 1 Bottom Length: 363.00 ft. Bottom width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: GRAVEL Material thickness of third layer: ❑ Material type for third layer: GRAVEL infiltration On Infiltration rate: 20 infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac -ft.): 945.045 Total volume Through Riser {ac -ft.}: 0.044 Total volume Through Facility (ac -ft.): 945.089 Percent Infiltrated: 100 Total Precip Applied to Facility: 14.211 Total Evap From Facility: 3.407 Underdrain not used Discharge Structure 18025 Drainage Report 5.1-3 ON w Riser Height: 2 ft. Riser Diameter: 24 in. Element Flows To: .. Outlet 1 Outlet 2 No "a 18025 Drainage Report 5.1.4 Sioretention 1 Hydraulic Table w Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs)_Znfilt(cfs) 0.0000 0.1025 0.0000 0.0000 0.0000 0.0440 0.1022 0.0005 0.0000 0.0000 0.0879 0.0999 0.0011 0.0000 0.0001 .. 0.1319 0.0975 0.0017 0.0000 0.0003 0.1758 0.0952 0.0024 0.0000 0.0005 0.2198 0.0929 0.0031 0.0000 0.0010 0.2637 0.0906 0.0038 0.0000 0.0016 0.3077 0.0883 0.0046 0.0000 0.0024 0.3516 0.0860 0.0055 0.0000 0.0036 0.3956 0.0837 0.0063 0.0000 0.0050 0.4396 0.0814 0.0073 0.0000 0.0068 0.4835 0.0791 0.0082 0.0000 0.0090 0.5275 0.0768 0.0093 0.0000 0.0117 0.5714 0.0745 0.0103 0.0000 0.0149 0.6154 0.0722 0.0114 0.0000 0.0186 0.6593 0.0700 0.0126 0.0000 0.0230 0.7033 0.0677 0.0138 0.0000 0.0280 0.7473 0.0654 0.0150 0.0000 0.0337 0.7912 0.0631 0.0163 0.0000 0.0403 0.8352 0.0609 0.0177 0.0000 0.0477 0.8791 0.0586 0.0190 0.0000 0.0560 0.9231 0.0563 0.0205 0.0000 0.0653 0.9670 0.0541 0.0219 0.0000 0.0756 1.0110 0.0518 0.0235 0.0000 0.0871 1.0549 0.0496 0.0250 0.0000 0.0997 1.0989 0.0473 0.0267 0.0000 0.1136 1.1429 0.0451 0.0283 0.0000 0.1287 1.1868 0.0428 0.0300 0.0000 0.1453 +r. 1.2308 0.0406 0.0318 0.0000 0.1634 1.2747 0.0384 0.0336 0.0000 0.1829 1.3187 0.0361 0.0354 0.0000 0.2041 1.3626 0.0339 0.0373 0.0000 0.2270 1.4066 0.0317 0.0392 0.0000 0.2517 1.4505 0.0294 0.0412 0.0000 0.2782 1.4945 0.0272 0.0433 0.0000 0.3065 y,. 1.5000 0.0250 0.0435 0.0000 0.3065 Surface retention 1 Hydraulic Table Stage(feet) Area(ac.) Volume -(ac -ft.) Discharge(cfs) To Amended(cfs) Wetted Surface �r 1.5000 0.1025 0.0435 0.0000 0.3114 0.0469 1.5440 0.1048 0.0481 0.0000 0.3114 0.0939 1.5879 0.1071 0.0527 0.0000 0.3202 0.1409 1.6319 0.1095 0.0575 0.0000 0.3291 0.1881 "a 18025 Drainage Report 5.1.4 w 18025 Drainage Report 5.1-5 .00 1.6758 0.1118 0.0623 0.0000 0.3380 0.2352 wo 1.7198 0.1141 0.0673 0.0000 0.3468 0.2825 1.7637 0.1165 0.0724 0.0000 0.3557 0.3298 1.8077 0.1188 0.0776 0.0000 0.3646 0,3772 rr 1.8516 0.1212 0.0828 0.0000 0.3734 0.4246 1.8956 0.1235 0.0882 0.0000 0.3823 0.4721 1.9396 0.1259 0.0937 0.0000 0.3911 0.5196 1.9835 0.1282 0.0993 0.0000 0.4000 0.5673 ' 2.0275 0.1306 0.1050 0.0000 0.4089 0.6150 2.0714 0.1330 0.1108 0.0000 0.4177 0.6627 2.1154 0.1353 0.1167 0.0000 0.4266 0.7105 2.1593 0.1377 0.1227 0.0000 0.4355 0.7584 2.2033 0.1401 0.1288 0.0000 0.4443 0.8064 2.2473 0.1425 0.1350 0.0000 0.4532 0.8544 2.291.2 0.1448 0.1413 0.0000 0.4621 0.9025 2.3352 0.1472 0.1477 0.0000 0.4709 0.9506 2.3791 0.1496 0.1542 0.0000 0.4798 0.9988 2.4231 0.1520 0.1609 0,0000 0.4887 1.0471 rr 2,4670 0.1544 0.1676 0.0000 0.4975 1.0954 2.5110 0.1568 0.1744 0.0000 0.5064 1.1438 2.5549 0.1592 0.1814 0.0000 0.5152 1.1923 2.5989 0.1616 0,1884 0.0000 0.5241 1.2408 +� 2.6429 0.1640 0.1956 0.0000 0.5330 1.2894 2.6868 0.1664 0.2028 0.0000 0.5418 1.3381 2.7308 0.1688 0.2102 0.0000 0.5507 1.3868 2.7747 0.1712 0,2177 0.0000 0.5596 1.4356 rr 2.8187 0.1737 0.2253 0.0000 0.5684 1.4844 2.8626 0.1761 0.2330 0.0000 0.5773 1.5333 2.9066 0.1785 0,2407 0.0000 0.5862 1.5823 2.9505 0.1809 0.2486 0.0000 0.5950 1.6314 2.9945 0.1834 0.2567 0.0000 0.6039 1.6805 3.0385 0.1858 0.2648 0.0000 0.6128 1.7296 3.0824 0.1882 0.2730 0.0000 0.6216 1.7789 3.1264 0.1907 0.2813 0.0000 0.6305 1.8282 3.1703 0.1931 0.2898 0.0000 0.6394 1.8776 3.2143 0.1956 0.2983 0.0000 0.6482 1.9270 3.2582 0.1980 0.3069 0.0000 0.6571 1.9765 3.3022 0.2005 0.3157 0.0000 0.6659 2.0260 3.3462 0.2029 0.3246 0.0000 0.6748 2.0757 3.3901 0.2054 0.3335 0.0000 0.6837 2.1253 3.4341 0.2079 0.3426 0.0040 0.6925 2.1751 3.4780 0.2103 0.3518 0.0000 0.7014 2.2249 3.5220 6.2128 0.3611 0.0692 0.7103 2.2748 +rr 3.5659 0.2153 0.3705 0.3591 0.7191 2.3247 3.6099 0.2178 0.3800 0.7719 0.7280 2.3748 3.6538 0.2202 0.3897 1.2766 0.7369 2.4248 3.6978 0.2227 0.3994 1.8560 0.7457 2.4750 �+ 3.7418 0.2252 0.4093 2.4970 0.7546 2.5252 3.7857 0.2277 0.4192 3.1878 0.7635 2.5754 3.8297 0.2302 0.4293 3.9171 0.7723 2.6258 3.8736 0.2327 0.4394 4.6731 0.7812 2.6762 .r 3.9176 0.2352 0.4497 5.4440 0.7900 2.7266 3.9615 0.2377 0.4601 6.2177 0.7989 2.7708 Aw 4.0000 0.2399 0.4693 6.9822 0.8067 1.5333 w 18025 Drainage Report 5.1-5 .00 Name Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Bioretention 1 ANALYSIS RESULTS POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run,Perind and Impind Changes No changes have been made. 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. 2005-2016; All Rights Reserved. 18025 Drainage Report 5.1-6 .N am .. +w WWHM2012 PROJECT REPORT Project Name: Basin 2 Site Name: BASIN 2 Site Address: 939 Northern Pacific Rd City : Yelm WA Report Date: 6/6/2018 Gage : Lake Lawrence Data Start : 1955/10/01 00:00 Data End : 2008/09/30 00:00 Precip Scale: 0.86 Version Date: 2018/03/02 Version : 4.2.14 Low Flow Threshold for POC 1 : 8 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin I Bypass: No Groundwater: No Pervious Land Use acre A B, Forest, Flat 4.22 Pervious Total 4.22 Impervious Land Use acre Impervious Total 0 Basin Total 4.22 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name Basin 1 Bypass: No 18025 Drainage Report 5.1-7 GroundWater: No Pervious Land Use acre A B, Lawn, Flat .26 Pervious Total 0.26 W Impervious Land Use acre ROOF TOPS FLAT 0.06 SIDEWALKS FLAT 0.04 PARKING FLAT 3.86 Impervious Total 3.96 Basin Total 4.22 AW Element Flows To: Surface Interflow Surface retention 1 Surface retention 1 40 40 rw r wr w. Groundwater Name : Bioretention 1 Bottom Length: 465.00 ft. Bottom Width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 20 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac -ft.): 705.783 Total Volume Through Riser (ac -ft.): 0 Total Volume Through Facility (ac -ft.): 705.783 Percent Infiltrated: 100 Total Precip Applied to Facility: 14.438 Total Evap From Facility: 4.104 Underdrain not used Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet l Outlet 2 18025 Drainage Report 5.1-8 .w 18025 Drainage Report 5.1-9 Bioretention 1 Hydraulic Table Stage(feet) Area(ac.) Volume{ac-ft.} Discharge(cfs) Infilt(cfs) 0.0000 0.1306 0.0000 0.0000 0.0000 ++ 0.0385 0.1280 0.0006 0.0000 0.0000 0.0769 0.1254 0.0012 0.0000 0.0001 0.1154 0.1229 0.0019 0,0000 0.0002 0.1538 0.1203 0.0026 0.0000 0.0005 .� 0.1923 0.1177 0.0034 0.0000 0.0009 0.2308 0.1152 0.0042 0.0000 0,0014 0.2692 0.1126 0.0050 0.0000 0.0021 r 0.3077 0.1101 0.0059 0.0000 0.0031 0.3462 0.1075 0.0068 0.0000 0.0044 0.3846 0.1050 0.0078 0.0000 0.0059 0.4231 0.1024 0,0088 0.0000 0.0078 0.4615 0.0999 0.0099 0.0000 0.0100 0.5000 0.0973 0.0110 0.0000 0.0127 0.5385 0.0948 0.0122 0.0000 0.0159 0.5769 0.0922 0.0134 0.0000 0.0196 0.6154 0.0897 0.0146 0.0000 0.0238 0.6538 0.0872 0.0159 0.0000 0.0286 0.6923 0.0846 0.0172 0.0000 0.0341 0.7308 0.0821 0.0186 0.0000 0.0402 0.7692 0.0796 0.0200 0.0000 0.0472 0.8077 0.0770 0.0215 0.0000 0.0549 0.8462 0,0745 0.0230 0.0000 0.0635 ar 0.8846 0.0720 0.0246 0.0000 0.0729 0.9231 0.0695 0.0262 0.0000 0.0834 0.9615 0.0670 0.0278 0.0000 0.0948 + 1.0000 0.0645 0.0295 0.0000 0.1074 1.0385 0.0620 0.0312 0.0000 0.1210 1.0769 0.0594 0.0330 0.0000 0.1359 1.1154 0.0569 0.0348 0.0000 0.1520 1.1538 0.0544 0.0367 0.0000 0.1694 1.1923 0.0519 0.0386 0.0000 0.1881 1.2308 0.0494 0.0406 0.0000 0.2084 ■,� 1.2692 0.0469 0.0426 0.0000 0.2301 1.3077 0.0445 0.0446 0.0000 0.2533 1.3462 0.0420 0.0467 0.0000 0.2782 1.3846 0.0395 0.0489 0.0000 0.3048 1.4231 0.0370 0.0511 0.0000 0.3331 1.4615 0.0345 0.0533 0.0000 0.3633 1.5000 0.0320 0.0556 0.0000 0.3633 ar Surface retention 1 Hydraulic Table Stage(feet) Area[ac.] Volume(ac-ft.) Dischar e(cfs) To Amended(cfs) Wetted Surface 1.5000 0.1306 0.0556 0.0000 0.3974 0.0519 ,,.. 1.5385 0.1332 0.0606 0.0000 0.3974 0.1039 1.5769 0.1357 0.0658 0.0000 0.4074 0.1560 1.6154 0.1383 0.0711 0.0000 0.4173 0.2081 1.6538 0.1409 0.0764 0.0000 0.4272 0.2602 ' 1.6923 0.1435 0.0819 0.0000 0.4372 0.3124 1.7308 0,1461 0.0875 0.0000 0.4471 0.3647 1.7692 0.1487 0.0931 0.0000 0.4571 0.4170 1.8077 0.1513 0.0989 0.0000 0.4670 0.4693 .w 18025 Drainage Report 5.1-9 ,r 1.8462 0.1538 0.1048 0.0000 0.4769 0.5217 1.8846 0.1564 0.1107 0.0000 0.4869 0.5741 1.9231 0.1590 0.1168 0.0000 0.4968 0.6266 1.9615 0.1617 0.1230 0.0000 0.5067 0.6792 4" 2.0000 0.1643 0.1292 0.0000 0.5167 0.7318 2.0385 0.1669 0.1356 0.0000 0.5266 0.7844 2.0769 0.1695 0.1421 0.0000 0.5365 0.8371 2.1154 0.1721 0.1487 0.0000 0.5465 0.8898 2.1538 0.1747 0.1553 0.0000 0.5564 0.9426 2.1923 0.1773 0.1621 0.0000 0.5663 0.9954 2.2308 0.1799 0.1690 0.0000 0.5763 1.0483 �+ 2.2692 0.1826 0.1759 0.0000 0.5862 1.1013 2.3077 0.1852 0.1830 0.0000 0.5962 1.1542 2.3462 0.1878 0.1902 0.0000 0.6061 1.2073 2.3846 0.1904 0.1975 0.0000 0.6160 1.2604 r 2.4231 0.1931 0.2048 0.0000 0.6260 1.3135 2.4615 0.1957 0.2123 0.0000 0.6359 1.3667 2.5000 0.1983 0.2199 0.0000 0.6458 1.4199 2.5385 0.2010 0.2276 0.0000 0.6558 1.4732 2.5769 0.2036 0.2353 0.0000 0.6657 1.5265 2.6154 0.2063 0.2432 0.0000 0.6756 1.5799 2.6538 0.2089 0.2512 0.0000 0.6856 1.6333 am 2.6923 0.2116 0.2593 0.0000 0.6955 1.6868 2.7308 0.2142 0.2675 0.0000 0.7054 1.7403 2.7692 0.2169 0.2758 0.0000 0.7154 1.7939 ar 2.8077 0.2195 0.2842 0.0000 0.7253 1.8475 2.8462 0.2222 0.2927 0.0000 0.7353 1.9012 2.8846 0.2249 0.3013 0.0000 0.7452 1.9549 2.9231 0.2275 0.3100 0.0000 0.7551 2.0087 ON 2.9615 0.2302 0.3188 0.0000 0.7651 2.0625 3.0000 0.2329 0.3277 0.0000 0.7750 2.1164 3.0385 0.2355 0.3367 0.1200 0.7849 2.1703 3.0769 0.2382 0.3458 0.3391 0.7949 2.2243 AM 3.1154 0.2409 0.3550 0.6219 0.8048 2.2783 3.1538 0.2436 0.3643 0.9542 0.8147 2.3323 3.1923 0.2462 0.3737 1.3261 0.8247 2.3865 +o 3.2308 0.2489 0.3833 1.7286 0.8346 2.4406 3.2692 0.2516 0.3929 2.1526 0.8446 2.4948 3.3077 0.2543 0.4026 2.5891 0.8545 2.5491 3.3462 0.2570 0.4124 3.0289 0.8644 2.6034 AN 3.3846 0.2597 0.4224 3.4625 0.8744 2.6578 3.4231 0.2624 0.4324 3.8809 0.8843 2.7122 3.4615 0.2651 0.4426 4.2756 0.8942 2.7667 .r 3.5000 0.2678 0.4528 4.6391 0.9042 2.7667 3.5000 0.2678 0.4528 4.9654 0.9042 0.0000 "W Name : Surface retention 1 Element Flows To: r Outlet 1 Outlet 2 Sioretention 1 +r +w 18025 Drainage Report 5.1-10 AN ANALYSIS RESULTS " PCC #1 was not reported because POC must exist in both scenarios and both scenarios must have peen run.Perind and Impind Changes No changes have been made. 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. 2005-2018; All Rights Reserved. Drainage Report 5.1-11 WKHM2012 PROJECT REPORT Project Name: Basin 3 Site Name: BASIN 3 Site Address: 939 Northern Pacific Rd City : Yelm WA Report Date: 6/6/2018 Gage : Lake Lawrence Data Start : 1955/10/01 00:00 Data End : 2008/09/30 60:00 Precip Scale: 0.86 Version Date: 2018/03/02 Version : 4.2.14 Low Flow Threshold for POC 1 : 8 Percent of the 2 Year High Flow Threshold for POC l: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use acre A B. Forest, Flat 3.16 Pervious Total 3.16 Impervious Land Use acre Impervious Total 0 Basin Total 3.16 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No 18025 Drainage Report Groundwater Element Flows To: Surface Interflow Groundwater �. Surface retention 1 Surface retention 1 Name : Bioretention 1 Bottom Length: 469.00 ft. Bottom width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 20 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac -ft.): 563.52 Total Volume Through Riser {ac -ft,}: 0 Total Volume Through Facility (ac -ft.): 563.52 Percent Infiltrated: 100 Total Precip Applied to Facility: 12.798 Total Evap From Facility: 3.998 Underdrain not used Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Bioretention 1 Hydraulic Table Stage(feet) area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 18025 Drainage Report 5.1-13 Groundwater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 3.16 Impervious Total 3.16 +■ Basin Total 3.16 Element Flows To: Surface Interflow Groundwater �. Surface retention 1 Surface retention 1 Name : Bioretention 1 Bottom Length: 469.00 ft. Bottom width: 3.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 20 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac -ft.): 563.52 Total Volume Through Riser {ac -ft,}: 0 Total Volume Through Facility (ac -ft.): 563.52 Percent Infiltrated: 100 Total Precip Applied to Facility: 12.798 Total Evap From Facility: 3.998 Underdrain not used Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Bioretention 1 Hydraulic Table Stage(feet) area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 18025 Drainage Report 5.1-13 ao 18025 Drainage Report 5.1-14 0.0000 0.1317 0.0000 0.0000 0.0000 0.0385 0.1291 0.0006 0.0000 0.0000 0.0769 0.1265 0.0012 0.0000 0.0001 0.1154 0.1239 0.0019 0,0000 0.0002 0,1538 0.1213 0.0026 0.0000 0.0005 0.1923 0.1187 0.0034 0.0000 0.0009 0.2308 0.1161 0,0042 0.0000 0.0014 0.2692 0.1136 0.0051 0.0000 0.0022 0.3077 0.1110 0.0060 0.0000 0.0031 0.3462 0.1084 0.0069 0.0000 0.0044 0.3846 0.1058 0.0079 0.0000 0.0059 .. 0.4231 0.1033 0.0089 0.0000 0.0078 0.4615 0.1007 0.0100 0.0000 0.0101 0.5000 0.0981 0.0111 0.0000 0.0128 0.5385 0,0956 0.0123 0.0000 0.0160 w 0.5769 0.0930 0.0135 0.0000 0.0197 0.6154 0.0905 0.0147 0.0000 0.0240 0.6538 0.0879 0.0160 0.0000 0.0288 s 0.6923 0.0854 0.0174 0,0000 0.0344 0,7308 0.0828 0.0188 0.0000 0.0406 0.7692 0.0803 0.0202 0.0000 0.0476 0.8077 0.0777 0.0217 0.0000 0.0554 0.8462 0.0752 0.0232 0.0000 0.0640 0.8846 0.0726 0.0248 0.0000 0.0736 0.9231 0.0701 0.0264 0.0000 0.0841 r. 0.9615 0.0675 0.0281 0.0000 0.0956 1.0000 0.0650 0.0298 0.0000 0.1083 1.0385 0.0625 0.0315 0.0000 0,1220 1.0769 0.0600 0.0333 0.0000 0.1370 1.1154 0.0574 0.0351 0.0000 0.1532 1.1538 0.0549 0.0370 0.0000 0.1708 1.1923 0.0524 0.0390 0.0000 0.1897 1.2308 0.0499 0.0409 0.0000 0.2101 1.2692 0.0473 0.0430 0.0000 0.2320 1.3077 0.0448 0.0450 0.0000 0.2555 1.3462 0.0423 0.0471 0.0000 0.2806 1.3846 0.0398 0.0493 0.0000 0.3074 1.4231 0.0373 0.0515 0.0000 0.3360 1.4615 0.0348 0.0537 0.0000 0.3663 1.5000 0.0323 0.0560 0.0000 0.3663 Surface retention 1 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 1.5000 0.1317 0.0560 0.0000 0.4009 0.0524 1.5385 0.1343 0.0611 0.0000 0.4009 0.1048 1.5769 0.1369 0.0664 0.0000 0.4109 0.1573 1.6154 0.1395 0.0717 0.0000 0.4209 0.2098 �+ 1.6538 0.1421 0.0771 0.0000 0.4309 0.2624 1.6923 0.1447 0.0826 0.0000 0.4409 0.3150 1,7308 0.1473 0.0882 0.0000 0.4510 0.3677 1.7692 0.1499 0.0939 0.0000 0.4610 0.4204 1.8077 0.1525 0.0997 0.0000 0.4710 0,4732 1.8462 0.1551 0.1057 0.0000 0.4810 0.5260 1.8846 0.1578 0.1117 0.0000 0.4910 0.5788 lob 1.9231 0.1604 0.1178 0.0000 0.5011 0.6318 ao 18025 Drainage Report 5.1-14 4M Element Flows To: "' Outlet 1 Outlet 2 Bioretention 1 ANALYSIS RESULTS ti. 18025 Drainage Report 5.1-15 4M 1.9615 0.1630 0.1240 0.0000 0.5111 0.6847 2.0000 0.1656 0.1303 0.0000 0.5211 0.7377 2.0385 0.1683 0.1368 0.0000 0.5311 0.7908 2.0769 0.1709 0.1433 0.0000 0.5412 0.8439 2.1154 0.1735 0.1499 0.0000 0.5512 0.8971 2.1538 0.1762 0.1566 0.0000 0.5612 0.9503 2.1923 0.1788 0.1635 0.0000 0.5712 1.0036 2.2308 0.1814 0.1704 0.0000 0.5812 1.0569 2.2692 0.1841 0.1774 0.0000 0.5913 1.1102 2,3077 0.1867 0.1845 0.0000 0.6013 1.1636 2.3462 0.1894 0.1918 0.0000 0.6113 1.2171 •+ 2.3846 0.1920 0.1991 0.0000 0.6213 1.2706 2.4231 0.1947 0.2066 0.0000 0,6313 1.3242 2.4615 0.1973 0.2141 0.0000 0.6414 1.3778 2.5000 0.2000 0.2217 0.0000 0.6514 1.4314 �.. 2.5385 0.2027 0.2295 0.0000 0.6614 1.4851 2.5769 0.2053 0.2373 0.0000 0.6714 1.5389 2.6154 0.2080 0.2453 0.0000 0.6815 1.5927 2.6538 0,2107 0.2533 0.0000 0.6915 1.6466 2.6923 0.2133 0.2615 0.0000 0.7015 1.7005 2.7308 0.2160 0.2697 0.0000 0.7115 1.7544 2.7692 0.2187 0.2781 0.0000 0.7215 1.8084 2.8077 0.2214 0.2866 0.0000 0.7316 1.8625 2.8462 0.2240 0.2951 0.0000 0.7416 1.9166 2.8846 0.2267 0.3038 0.0000 0.7516 1,9707 2.9231 0.2294 0.3126 0.0000 0.7616 2.0249 2.9615 0.2321 0.3214 0.0000 0.7716 2.0792 3.0000 0.2348 0.3304 0.0000 0.7817 2.1335 3.0385 0.2375 0.3395 0.1200 0.7917 2.1878 3.0769 0.2402 0.3487 0.3391 0.8017 2.2422 3.1154 0.2429 0.3580 0.6219 0.8117 2.2967 3.1538 0.2456 0.3674 0.9542 0.8218 2.3512 3.1923 0.2483 0.3769 1,3261 0.8318 2.4057 3.2308 0.2510 0.3865 1.7286 0.8418 2.4603 3.2692 0.2537 0.3962 2.1526 0.8518 2.5149 3.3077 0.2564 0.4060 2.5891 0.8618 2.5696 .. 3.3462 0.2591 0.4159 3.0289 0.8719 2.6244 3.3846 0.2618 0.4259 3.4625 0.8819 2.6792 3.4231 0.2645 0.4360 3.8809 0.8919 2.7340 3.4615 0.2673 0.4462 4.2756 0.9019 2.7889 ` 3.5000 0.2700 0.4566 4.6391 0.9119 2.7889 3.5000 0.2700 0.4566 4.9654 0.9119 0.0000 Name Surface retention 1 Element Flows To: "' Outlet 1 Outlet 2 Bioretention 1 ANALYSIS RESULTS ti. 18025 Drainage Report 5.1-15 4M art POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run.Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. dw 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 o by Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. rr riw 4W WO IM s art rr ■r 18025 Drainage Report 5.1-16 PART 5.2 — WATER QUALITY DESIGN Water Quality System Design & Analysis The drainage basins delineated for this project will have openly exposed pollution generating impervious surfaces. These tributary areas will be treated using the following treatment technologies listed under the associated drainage basins. Determine the Receiving Waters/Pollutants of concern based on Offsite Analyses Pollutants of Concern Step 2: Oil Control Facility This project will be required to provide oil control facility based on the analysis below. Oil Control Determination Chart ADT 100 Vehicles or Greater per 1000 SF BuiIdin g Area Yes or No Site Subject to Petroleum Storage or Transfer Greater than 1500 Yes or No Gallons per year. Site have Parking, Storage or maintenance of 25 or more vehicles over 25 Tons gross weight. (Trucks, Buses, Trains, Yes or No Heavy Equipment) Road Intersection with measured ADT of 25000 vehicles or more on main roadway and 15000 vehicles or more on Yes or No intersection roadway. Step 3: Is Infiltration Practicable for pollutant removal? No Step 4: Phosphorus Control Required Oil Control Determination Chart - I Local Government Require Phosphorus control I Yes or No 18025 Drainage Report 5.2-1 4W Step 5: Enhanced Treatment Required .. 40 Oil Control Determination Chart Site discharge directly to fresh waters or conveyance systems tributa to fresh waters? yes or No Site uses infiltration strictly for flow control and the discharge is within 1.4 mile of fresh water designate foraquatic life? Yes or No Site an industrial project site? Yes or No Site a commercial project site? Yes or No Site a multi -family residential project site Yes or No UGA — Fully controlled and partially controlled limited access highways with AADT 15000 or greater No SGA - All other roads with and AADT of 7500 or greater. No Outside UGA - Roads with and AADT of 15,000 or greater unless discharging to a Strahler order Stream or large No Outside LEGA - Road with an AADT of 30,000 or greater if discharging to a 41h Strahler order stream or larger. No Step 6: Select Basic/Enhanced Treatment Facility Based on the above determination the following Enhanced treatment requirements will be �• provided for this facility. Selected Treatment BMP's �. Basin D1 Water Quality Facility: BMP T7.30 — Bioretention Swale — Enhanced Water Quality Facility: BMP T11.11 — Coalescing Plate Q€1 Water Separator RBE has selected these treatment methods for water quality control for the new PGIS associated with the project. Below is the summary of results from the WWHM water quality model. Bio -Retention Swale D1 — (See WWHM Data Output in Part 5.1 for Model Data) Basin D2 Water Quality Facility: BMP T7.30 — Bioretention Swale — Enhanced Water Quality Facility: BMR T11.11 — Coalescing Plate Oil Water Separator RBE has selected this treatment method for water quality control for the new PCIS associated with the project. Below is the summary of results from the WWHM water quality model. Bio -Retention Swale D2 — (See WWHM Data Output in Part 5.1 for Model Data) w 18025 Drainage Report 5.2-2 �. M6 ,W Basin D3 Water Quality Facility: SMP T7.30 — Bioretention Swale - Enhanced ON RBE has selected this treatment method for water quality control for the new PCIS associated with the project. Below is the summary of results from the WWHM water quality model. Bio -Retention Swale D3 — (See WWHM Data Output in Part 5.1 for Model Data) Basin D4 av Water Quality Facility: BMP T7.30 -- Bioretention - Enhanced RBE has selected this treatment method for water quality control for the new PCIS associated an with the project. This facility has not yet been modeled. UN LLA C7 am so SII 4W 18025 Drainage Report 5.2-3 Im Im go am AW Im PART 5.3 — CONVEYANCE SYSTEM DESIGN Pipe Conveyance Design All onsite storm conveyance systems will be sized to accommodate the 25 -year storm flows. All proposed onsite storm drain pipe will vary from 8 to 24 inches in diameter and the minimum slope shall not be less than 0.5%. Final conveyance pipe type and sizes will be provided in the final drainage report. 18025 Drainage Report 5.3-1 PART 6 — SOURCE CONTROL BMPS The following permanent source control BMPS will be utilized for this project and will be included in the final Operation and Maintenance Manual submitted prior to final project acceptance by the County. Landscape and Lawn Vegetation Management An 40 4. me -W Iko 18025 AN Drainage Report 6-1 do PART 7 — CONSTRUCTION SWPPP A stand-alone SWPPP will be prepared for this project and submitted with the final drainage report. low mo 18025 40 Drainage Report 7-1 am PART 8 — SPECIAL REPORTS AND STUDIES 1. Soils Report — Pamell Engineering, LLC low do rr 1. 40 Im 18025 Drainage Report ME PEParnell Engineering, LLC 10623 Hunters Lane S.E. Olympia, Wa. 98513 (360)491-3243 DATE: 5125118 TO : RB Engineering PO Box 923 91 SW 13th St. Chehalis, WA 98532 Ann : Michael Lesmeister, EIT A�vv�sc��s LETTER OF TRANSMITTAL PROJECT NAME :NPR Holdings LLC Northern Pacific Road NW, Yelm, WA TPN:64300900200 PE PROJECT NUMBER: #18103 r1Ggr-P1PTInN THESE ARE TRANSMITTED AS CHECKED BELOW: FOR YOUR USE F1 AS REQUESTED FOR YOUR REVIEW & COMMENT ❑ APPROVED AS NOTED FOR YOUR APPROVAL ❑ RETURNED FOR CORRECTIONS REMARKS: Michael, Please find the subject sails report. Contact me at 491-3243 should you have any questions. Thank -you TRANSMITTED BY: William Parnell NPR Holdings LLC Soils Report For Stormwater Drainage Design Purposes Site Address: 1000-1100 ± block of Northern Pacific Road NW, Yelm WA TPN: 64300900200 Prepared For: NPR Holdings LLC 3655 E. Marginal Way S. Seattle, WA 98134 206-313-0256 Contact: Ubaida A. Mufrej Prepared By: Parnell Engineering, LLC 10623 Hunters Lane S.E. Olympia, WA 98513 (360) 491-3243 Contact: William Parnell, P.E. PE PARNELL ENGINEERING, LLC SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 1 OF 1 PE PROJECT NO.:18103 [TATE: 5125118 PREPARED BY: William Parnell, P.E. 1.SITE ADDRESS: 1000-1100 + Mock of Northern Pacific Road NW., Yelm, WA TPN: 64300900200 2. PROJECT DESCRIPTION: Vehicle storage yard with office buildings. 3. SITE DESCRIPTION: The 13.93 acre irregular shaped parcel is currently unoccupied. Site topography is nearly level to gently s€oping+ Elevations range from a high of 338 ft. at the southcentral portion of the site to a low of 328 ft. at the NE corner of the site. Site vegetation consists of sparsely located conifer trees with a dominate Scotts bloom understory and some indigenous brush and field grass ground cover. The project site is bounded by rural residential property to the north, undeveloped property to the east, Northern Pacific Road NW to the south and a private driveway to the west. The on-site soils are mapped by the NRCS as a somewhat excessively drained Spanaway series soil formed in glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED: Seventeen test pits were excavated by trackhoe to a maximum depth of 162" below the existing grade. Soils were inspected by entering and visually logging each test pit to a depth of four feet. Soils beyond four feet were inspected by examining backhoe tailings. Nine grain size analysis tests were completed on samples taken from test pit #1 at 60", #2 at 60", #5 at 72°, #6 at 72", #7 at 36", #13 at 72, #15 at 84", #16 at 60"and #17 at 66" below the existing grade. Test pit soil log data sheets, grain size analysis test results and Ksat design infiltration rate calculations are included in this report. 5. ADDITIONAL SOILS WORK RECOMMENDED: Additional soils work should not be necessary unless drainage infiltration facilities are located outside the general area encompassed by the soil test pits. 6. FINDINGS: The statural Resource Conservation Service soil survey for Thurston County mapped the on- site sails as a Spanaway gravelly sandy loam (110,111 ). All test pits confirmed the Spanaway series designation generally profiling gravelly sandy loam stratum soils underlain by extremely gravelly coarse sand substratum soils. Winter water table was present in all test pits except #11, #12 and #15 which were located at the highest point on the property. Grain size analysis tests and Ksat design infiltration rate calculations resulted in calculated infiltration rates of 208 in/hr for sample #1 taken at 60" below the existing grade in test pit #1, 345 inthr for sample #2 taken at 60" below the existing grade in test pit #2, 128 in/hr for sample #3 taken at 72" below the existing grade in test pit #5, 99 inlhr for sample #4 taken at 72" below the existing grade in test pit #6, 114 inlhr for sample #5 taken at 36" below the existing grade in test pit #7, 780 inthr for sample #6 taken at 72" below the existing grade in test pit #13, 555 in/hr for sample #7 taken at 84' below the existing grade in test pit #15, 1253 1nth r for sample #8 taken at 60" below the existing grade in test pit #16 and 410 in/hr for sample #9 taken at 66" below the existing grade in test pit #17. 7. RECOMMENDATIONS: The Spanaway soil series is a somewhat excessively drained soil that formed on terraces in glacial outwash. Infiltration rates are generally rapid in the substratum gravelly soils. It is recommended that a design infiltration rate :5 20 in/hr be used for all proposed stormwater infiltration facilities that are located in the C1 and C2 horizon soils as indicated in the attached soil log data sheets. Winter water table was identified and should be considered in the design of all infiltration facilities. Drainage facility infiltration surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from compaction by construction site activities, Soils not properly protected will cause drainage infiltration facilities to prematurely fail. I hereby certify that I prepared this report, and conducted or supervised the performance of related work. 1 certify that I am qualified to do this work. t my work to be complete an accurate within the bounds of uncertainty inherent to the.pr a of s i€s science and to be suitable for its intended use. SIGNED_ d _ _ r SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 1 OF 17 PROJECT NO.: 18103 DATE: 21712018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #1 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 103" 7. CURRENT WATER DEPTH. 103" 10. POTENTIAL FOR: 8. DEPTH TO I M PE RV I OU SIRE STR I CTI VE HORIZONS: Greater than bottom of hole 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 9. MISCELLANEOUS: Nearly level Slight I Slight I Minimal 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 208 inlhr for sample #1 taken at 60" below the existing grade. It is recommended that a design infiltration rate a 20 in/hr be used for proposed storrnwater infiltration facilities located in the C1 horizon soils. Winter water table was present at 103" below the exisfing grade. Horz Depth Calor Texture A 0"- 24" 10YR211 GrLm C1 24"- 86" 10YR416 ExGr/CobCSa some stones and boulders C2 86"- 132" 10YR512 ExGrCSa Soils Strata Description Soil Log #1 %,CL. %ORG CF STR MOT X25 X10 X25 1SBK - ¢1 - X85 SG - <1 - X80 SG - IND CEM ROO :SX> FSP 2-6 2 X20 X20 X20 X20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 2 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5125/2018 SOIL LOG: #2 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(l 10) 4, DEPOSITION HISTORY: 5. HYDROLOGIC SOIL B. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 108 7. CURRENT WATER DEPTH: 108" 10. POTENTIAL FOR: 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hale 11. SOIL STRATA DESCRIPTION: See Fallowing chart 12. SITE PERCOLATION RATE: See FSP 9. MISCELLANEOUS: Nearly level Slight Slight I Minimal 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 345 inlhr for sample #2 taken at 60" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the 01 and C2 horizon soils. Winter water table was present at 108" below the existing qrade. Horz Depth Color Texture A 011- 18" 10YR211 VGr1CobLm C1 18"- 40" 10YR416 ExGr/CobCSa some stones C2 40"- 142" 1OYR5t2 E%GrICobCSa some stones Soils Strata Description Soil Log #2 OACL %ORG CF STIR MOT <25 <10 X40 1SBK - <1 - <80 SG r1 - X85 SG - IND CEM Roo <x> FSP ff 2-6 2 ff X20 X20 X20 X20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 3 OF 17 PROJECT NO.: 18903 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5125/2018 SOIL LOG: #3 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loarn(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 5. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 125" 7. CURRENT WATER 8. DEPTH TO 8. MISCELLANEOUS: DEPTH: 125" IMPERVIOUS/RESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: ERDS16N RUNOFF Slight Slight I Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 19 gITF PFRrOI.ATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: it is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon sails. Winter water table was present at 125" below the existing grade. Hor= Depth Color Texture A 0"- 24" 10YR211 VGrLm Bw 24"- 42" 10YR313 GrSaLm C1 42"-148" 1OYR516 ExGr/CohC- Msa some stones Soils Strata Description Soil Log #3 °,,CL °/.ORG CF 5TR MOT IN0 CEM Roo �X, FSP a25 a10 �4Q 1 SBK - - - ff 2-6 2 <20 as ¢25 1 SBK - - - ff 2-6 4 X75 SG X20 X20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC PROJECT NO.: 18103 PREPARED BY: William Parnell, PE SOIL LOG: #4 LOCATION: See test pit location map SHEET: 4 OF 17 DATE: 2/7/2318 REVISED 5/25/2018 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: Terrace None Spanaway gravelly sandy loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH DF SEASONAL HW: Glacial Outwash GROUP: A 7. CURRENT WATER DEPTH: 132" 10. POTENTIAL FOR: 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hole 9. MISCELLANEOUS: Nearly level Slight Slight I Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: it is recommended that a design infiltration rate :� 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 132" below the existing rade. Horz Depth Color Texture A 0•- 21" 10YR211 VGr/CobLrn C1 21"- 3G" 1GYR415 ExGrC-MSa C2 30"- 150" 10YR512 E%Gr1CobCSa some stones and boulders Soils Strata Description Soil Log #4 GL %ORG CF STR MOT a25 X10 X45 1SBK - <2 - <75 SG - ¢1 <80 SG - IND CEM ROO max, FSP ff 2-6 2 - - X20 X20 - X20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 5 OF 17 PROJECT NO.: 18103 DATE: 21712098 PREPARED BY: William Parnell, PE REVISED 5125/2018 SOIL LOG: #5 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loarn(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 120" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 120" IMPERVIOUSIRESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 128 in/hr for sample #3 taken at 72" below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C! and C2 horizon soils. Winter water table was present at 120" below the existing rade. Soils Strata Description Soil Log #5 Horz Depth Color Texture %CL %ORG CF STIR MOT IND CEM ROO X> FSP A 0"- 24" 10YR211 VGr1CobLm X25 <10 <55 1SBK - - - ff 2-6 2 C1 24% 52- 10YR416 ExGr/CobCSa <1 - a85 SG - - - '20 '20 some stones C2 52"- 148" 10YR512 ExGrCSo t1 - X75 SG - - - - X20 X20 some stones SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 6 OF 17 PROJECT NO.: 18103 DATE: 2.712018 PREPARED BY: William Parnell, PE REVISED 5/2512018 SOIL LOG: #6 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace 1OYR211 loam(I 10) <25 X10 4, DEPOSITION HISTORY: 5. HYDROLOGIC SOIL. 6. DEPTH OF SEASONAL HK Glacial Outwash GROUP: A 112" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 112" IMPERVIOUSIRESTRICTIVE Nearly level a20 HORIZONS: 11$" 10. POTENTIAL FOR: EROSION RUNOFF PONDING C2 Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 99 in/hr for sample #4 taken at 72" below the existing grade. It is recommended that a design Infiltration rate r 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 112" below the existing rade. Soils Strata Description Soil Log #6 Harz Qegth Color Texture %CL %ORG CF STR MOT IND CEM ROO aX> FSP A 0'- 22' 1OYR211 VGrICobLm <25 X10 <45 1SBK - - - ff 2-6 2 C1 22'- 58' 1 QYR416 ExGr/CobCSa a1 - a85 SG - - - - X20 a20 some stones C2 58"-118" 10YR5/2 ExGrCSa c1 - X75 SG - - - - a20 '20 some stones and boulders Cgm3 118"-148" 10YR5l6 ExGrLmFSa X12 - - me$ - Mod Wk - - - (Till) SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET: 7 OF 17 PROJECT NO.: 18143 DATE: 217/2018 PREPARED BY: William Parnell, PE REVISED 5/2512018 SOIL LOG: #7 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5, HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial OuWmsh GROUP: A 76" 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: 75" IMPERVIOUSIRESTRICTIVE Nearly level HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS. Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 114 in/hr for sample #5 taken at 36" below the existing grade. It is recommended that a design infiltration rate < 20 inthr be used for proposed stormwater infiltration facilities located in the C2 horizon soils. Winter water table was present at 78" below the existing rade. Sails Strata Description Soil Log #7 Harz Death COIOr Texture %CL %ORG CF STS: MOT IND CEM ROU 4C> FSP A 0"- 18" 10YR211 VCobLm a25 <10 <55 1SBK - - - if 2-6 2 01 18"- 24" 10YR416 ExGrLMM- <75 SG - - - - '20 a15 FSa C2 24"- 108" 10YR516 ExGr/CobC- <1 - <80 SG - - - - X20 >20 M5a some stones and boulders Horz A I C1 C2 I C3 i t SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET:12 OF 17 PROJECT NO.: 18903 DATE: 2/712018 PREPARED BY: William Parnell, PE REVISED 5/2512018 SOIL LOG: #12 10YR313 LOCATION: See test pit location map 26"- 123" 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8. DEPTH TO 3. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PDNDING Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C2 and C3 horizon soils. Winter water table was not present to 162" below the existing rade. Hole cave in. Death Color Texture 01- 16" 10YR211 VGr1Cobl-m 117- 26" 10YR313 ExGrSaLm 26"- 123" 10YR512 ExGrCSa 123"-162" 1 OYR511 MSa Soils Strata Description MOT IND CEM ROO <Xa FSP ff 2-6 2 If 6-20 6 - X20 X20 - >20 >20 Soil Log #12 %CL %ORO CF 5TR X25 X10 X55 1SI3K <16 - <70 SG c1 X85 SG a1 - X10 SG MOT IND CEM ROO <Xa FSP ff 2-6 2 If 6-20 6 - X20 X20 - >20 >20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEETA 3 OF 17 PROJECT NO.: 18143 DATE: 2/712018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #13 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 8. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 123" 7. CURRENT WATER DEPTH: 123° 10. POTENTIAL FOR: 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hole 11. SOIL STRATA DESCRIPTION: See Following chart 19 gITF PPRMLATION RATE: See FSP 9. MISCELLANEOUS: Sloping EROSION RUNOFF PONDING Slight Slight Minimal 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 780 in/hr for sample #6 taken at 72" below the existing grade. It is recommended that a design infiltration rate a 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 123" below the existing grade. Horz Depth Calor Texture A 0"- 18" 10YR211 VGUCobl.m C1 18% 30° 10YR4l6 ExGrC-FSa C2 30"- 144" 10YR512 ExGrCS3 Soils Strata Description Soil Log #13 °/nCL °/oORG CF LTR MOT IND CEM ROO :x- FSP X25 <10 <45 1 SSK - - ff 2-6 2 a75 SG ff X20 X20 c1 - X85 SG - - - X20 X20 Horz A C1 C2 SOIL EVALUATION REPORT FORA[! 2; SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEETA4 OF 17 PROJECT NO.: '18103 DATE: 21712018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #14 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Node Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 65" 7. CURRENT WATER DEPTH: 85" 10. POTENTIAL FOR: 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hole 9. MISCELLANEOUS: Toe of Slope )SION RUNOFF I PON❑MU Slight Slight Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 horizon soils Winter water table was present at 65' below the existing grade. Test pit was at the toe of slo e. Depth Color Texture V- 20" 10YR211 GrLm 2T- 36" 1OYR416 ExGrM-FSa 36"- 84" 1OYR512 ExGrCSa some stones Soils Strata Description Soil Log #14 °/.CL %ORG CF SIR MOT IND X25 <10 X34 158K _ - a1 - X75 SG - ¢1 - <85 SG - CEM Roo SXa FSP ff 2-6 2 If alp X20 020 020 Horz A C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET* 15 OF 17 PROJECT NO.: 18103 DATE: 2/7/2018 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #15 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW-- Glacial W:Glacial Outwash GROUP: A Greater than bottom of hole 7. CURRENT WATER 8. DEPTH TO 9. MISCELLANEOUS: DEPTH: Greater than bottom IMPERVIOUS/RESTRICTIVE Nearly level of hole HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slight Minimal 11. SOIL. STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 555 inlhr for sample #7 taken at 84" below the existing grade. It is recommended that a design infiltration rater 20 in/hr be used for proposed stormwater Infiltration facilities located in the C1 and C2 horizon soils. Winter water table was not resent to 144" below the existing rade. Hole cave in. Depth Color Texture 0"- 14" 10YR211 VGr1CobLm 14"- 27" 10YR416 ExGrC-FSa 27"- 144" 10YR512 ExGrCSa Soils Strata Description MOT IND CEM ROO :SXR FSP fF 2-6 2 ff X20 X20 >2t1 X20 Soil Log #15 %6CL %ORG CF STR <25 X10 X50 1SBK ¢1 - a80 SG a1 - ¢90 SG MOT IND CEM ROO :SXR FSP fF 2-6 2 ff X20 X20 >2t1 X20 Horz A i i C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC SHEET -.16 OF 17 PROJECT NO.: 18103 DATE: 2/7/2618 PREPARED BY: William Parnell, PE REVISED 5/25/2018 SOIL LOG: #16 LOCATION: See test pit location map 1. TYPES OF TEST DONE: 2, SCS SOILS SERIES: 3. LAND FORM: Grain Size Analysis Test Spanaway gravelly sandy Terrace loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: A 97" 7. CURRENT WATER DEPTH: 97" 10. POTENTIAL FOR: 8. DEPTH TO IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hole 9. MISCELLANEOUS: Toe of Slope Slight I Slight I Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 1253 in/hr for sample #8 taken at 60' below the existing grade. It is recommended that a design infiltration rate < 20 in/hr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon soils. Winter water table was present at 97" below the existing grade. Test pit was at the toe of slope. Death_ Color Texture 0% 12" 10YR211 VGrLm 12"- 21" 10YR416 ExGrC-FSa 21"-120" 10YR512 ExGrCSa some stones Soils Strata Description Soil Log #16 */.CL %QRG CF 5TR MOT <25 <10 X55 1SBK - <1 - X80 SG - ¢1 - X90 SG - INC? CEM Rao : X> FSP i# 2-6 2 ff X20 X20 a20 X20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: NPR Holdings LLC PROJECT NO.: 18103 PREPARED BY: William Parnell, PE SOIL LOG: #17 LOCATION: See test pit location map 1. TYPES OF TEST DDNE: 2. SCS SOILS SERIES: Grain Size Analysis Test Spanaway gravelly sandy loam(110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL Glacial Outwash GROUP: A 7. CURRENT WATER 8. DEPTH TO DEPTH: 106" IMPERVIOUS/RESTRICTIVE HORIZONS: Greater than bottom of hole 10. POTENTIAL FOR: 11. SOIL STRATA DESCRIPTION: See Fallowing chart 17 RITF PERCOLATION RATE: See FSP SHEET:17 OF 17 DATE: 217/2018 REVISE© 512512018 3. LAND FORM: Terrace 8. DEPTH OF SEASONAL. HW: 106" 9. MISCELLANEOUS: Toe of Slope EROS€ON RUNOIFF I PONDING Slight Slight Minimal 13. FINDINGS & RECOMMENDATIONS: Grain size analysis and Ksat design infiltration rate calculations resulted in a calculated infiltration rate of 410 in/hr for sample #9 taken at 66" below the existing grade. it is recommended that a design infiltration rate < 20 inthr be used for proposed stormwater infiltration facilities located in the C1 and C2 horizon sails. Winter water table was present at 106" below the existinq grade. Test pit was at the toe of slo e. Horz Depth Calor Texture A 0"- 20" 1OYR211 VGdCobtm C1 20"- 38" 1OYR416 ExGrC-FSa C2 38"- 122" 1 OYR512 ExGr1CabCSa some stones Soils Strata Description MOT IND CEM Rao :SX> FSP ff 2-6 2 ff X20 X20 X20 X20 Soil Log #17 NqL %ORG CF STR X25 <10 X55 1SBK �1 - X85 SG ¢1 - X85 SG MOT IND CEM Rao :SX> FSP ff 2-6 2 ff X20 X20 X20 X20 Abbreviations Textural Class Texture Structure STR 1st Letter Abundance Grades of Structure Cobbled - Cob Granular - Gr Strong- -3 Stone - St Blocky Blky Moderate - 2 Gravels - Gr Platy PI Weak - 1 Sand - Sa Massive - Mas Loam - Lm Single Grained -SG Silty - Si Sub -Angular Block - SBK Clayey -C1 Coarse - C Ve - V Extremes - Ex Fine - F Medium - M Induration & Cementation IND CEM Weak - Wk Moderate - Mod Strong - Str Mottles MDT 1st Letter Abundance I Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine -1 Faint -F Common - C Medium - 2 Distinct - ❑ Many M 1. Coarse -3 Prominent - P Roots (ROO) 1st Letter Abundance 2nd Letter Size Few - f Fine - f Common - c Medium - m Man - m Coarse - c <X> - Generalized range of infiltration rates from SCS soil surrey (.x>) FSP - Estimated Design Field Saturated Percolation rate based on horizon specific factors and specific test results. Dia = 0.7 D6o= 7.0 No 19.0 fines = 0.004 log i o (Ksat) = -1.57 + 1.90D10 + 0. 0 15 Diso - 0. 0 13 Dqa - 2.0 8ffines log10(Ksat) = -1.57 + 1.90(0.7) + 0.015(7,,0) - 0.013(19.0) - 2.08(0.004) Ksat = 0.4071 cm/s x 0.3937 in/cmx 60s/min x 60 min/hr = 577 in/hr Desian Infiltration Rate Calc ulsitiou-L-ld-es-Im [design = Ksat 1HU31 X CFT Ksatinwal = 577 in/hr CFT = CFV X CR x CFm CFT= 1.0 x OAX 0.9 CFT= 0.36 [design = 577 X 0.36 Idesign = 208 Whir For stormwater facility design purposes, use an [design < 20 in/hr. NPR Hol.dings LL 314 318 4 10 20 40 60 100 200 100— 1 -7— 7 — go_ E Test Pit #1 at 60" 80- 9 Sample 1 'E 70— 1 con 50— F 1 �ll (n 40- 0 CL 30— -k d) CL 20— 10— 0 ,!E E j I P I 100 10 1 Sample t 0.1 Mi 0.001 Sand clay C. MQ-qh� Fine Dia = 0.7 D6o= 7.0 No 19.0 fines = 0.004 log i o (Ksat) = -1.57 + 1.90D10 + 0. 0 15 Diso - 0. 0 13 Dqa - 2.0 8ffines log10(Ksat) = -1.57 + 1.90(0.7) + 0.015(7,,0) - 0.013(19.0) - 2.08(0.004) Ksat = 0.4071 cm/s x 0.3937 in/cmx 60s/min x 60 min/hr = 577 in/hr Desian Infiltration Rate Calc ulsitiou-L-ld-es-Im [design = Ksat 1HU31 X CFT Ksatinwal = 577 in/hr CFT = CFV X CR x CFm CFT= 1.0 x OAX 0.9 CFT= 0.36 [design = 577 X 0.36 Idesign = 208 Whir For stormwater facility design purposes, use an [design < 20 in/hr. =-1.57+1AQDm+O.O15 No'D.O13Doo -2JU8ftneo log, (Ks"1) =-1.5?+1-QO(O.8)+O.D15(7.0)-O.O13(18.5)-2.08(].O05) Ksm = 0.8762 cn1Ix x 0.3937 in/cm x 80o/n1|n x 80 nm|n/hr= 958 in/hr Jcj°sFgo=K�=mftl X CFT Ksatmmp/= 958 in/hr CPr=CFvnCRxCFm CFr= 1.0 x 0.4x0.9 CFr=0.38 Idvign958 XO.38 |ousNn= 345 in/hr For mborn1wxatmrfacility design pur9oaey, use an Idonig"5 20 in/hr. NPR Holdings LLC 314 318 4 10 20 40 60 100 200 iT go - 1 Test Pit 2 at 60" 80 Sam le 2 9 Sam E 70- 60 tH i 5 0 — 03 ffi CL Qj a E 20 100 10 1 Sample 2 U1 0,001 Sand =-1.57+1AQDm+O.O15 No'D.O13Doo -2JU8ftneo log, (Ks"1) =-1.5?+1-QO(O.8)+O.D15(7.0)-O.O13(18.5)-2.08(].O05) Ksm = 0.8762 cn1Ix x 0.3937 in/cm x 80o/n1|n x 80 nm|n/hr= 958 in/hr Jcj°sFgo=K�=mftl X CFT Ksatmmp/= 958 in/hr CPr=CFvnCRxCFm CFr= 1.0 x 0.4x0.9 CFr=0.38 Idvign958 XO.38 |ousNn= 345 in/hr For mborn1wxatmrfacility design pur9oaey, use an Idonig"5 20 in/hr. NPR Holdings LLC 314 4 10 20 40 W 100 200 ----- 100—I,I 1 i j - LL 1F Test Pit #5 at 72" Sample 3 cu E 70-1 L 60— 50— 40— ctr cL I E 30— (D 1 E IL L 20 — T'i I I Nc E i 0— Ill 1 1 J 100 10 1 Sample 3 0.1 0,01 0.001 Sam! Siff clay C71 Li Comm Fm D10= 0.58 Deo = 6.5 Dgo= 17.0 'fines = 0,004 logi o(Ksat) = -1.57 + 1 M Di o + 0.015D60 - 0.013 Dso - 2.08fines logio(Ksat) = -1.57 + 1.90(0.58) + 0.015(6-5) - 0.013(17.0) - 2.08(0.004) Ksat = 0.2513 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 356 in/hr Desian Infiltration Rate Calctilation : Idj i n Idesign = Ksat initial X CFT Ksat mitw = 356 in/hr CFT = CFS x CR x CFrn CFT= 1.0 x 0.4x 0.9 CFT= 0.36 Idealp = 356 X 0.36 Idesian = 128 in/hr For stormwater facility design purposes, use an Idesi!In < 20 inthr. Cho=O.62 Don= 9.5 Dao =2D.O =-1J57+1.SO[]m+OJ}15Do -OJJ13Oy -3J38frine log 1u/K"at\ =-1.57+ 11.90(0.52) + 0.015/9.E0 -O.013(20.0)-2.08(0.007) Kvat=0.1Q32cm/s xU.3S37in/cm x 60o/nzinx 60m|n/hr=274Un/hr Deslan Infiltration Rate CalcylpItion Mesig"=Neminitial X CPr Kammmu=274|n/hr CFT= CF,x ON CFm CFr= 1.0x 0,4w0.9 CFr=O.36 |uenign= 274 X 0.36 |ue*ign=G8in/hr r `mhornnwahmrfooUUydemignpuqoosea`use anIdesign:S 20in/h r. 3/4 318 4 if) 20 40 60 100 200 1H I Sample 4 xE E 70 CL j Ix 10 100 10 1 Sample 4 0-1 0.01 0,001 F Nom) C- Mwipiw Cho=O.62 Don= 9.5 Dao =2D.O =-1J57+1.SO[]m+OJ}15Do -OJJ13Oy -3J38frine log 1u/K"at\ =-1.57+ 11.90(0.52) + 0.015/9.E0 -O.013(20.0)-2.08(0.007) Kvat=0.1Q32cm/s xU.3S37in/cm x 60o/nzinx 60m|n/hr=274Un/hr Deslan Infiltration Rate CalcylpItion Mesig"=Neminitial X CPr Kammmu=274|n/hr CFT= CF,x ON CFm CFr= 1.0x 0,4w0.9 CFr=O.36 |uenign= 274 X 0.36 |ue*ign=G8in/hr r `mhornnwahmrfooUUydemignpuqoosea`use anIdesign:S 20in/h r. NPR Holdings LLC 314 316 4 10 20 40 00 100 200 FTest Pit #7 at 361P —*sample 5 E 70- t 10 if 100 10 1 Sample 5 01 0.01 0.001 Cobh Grawl Cho=0f0 Oeo=07 Dgo= 17.0 fines = 0.005 =-1.57+1.9OO1o+[iO15Doo-OO13Oo -2.08ffines. |oQm(Ns"J=-1.G7+1.9O(D.8O)+0.015(O.7)-O.O13(17.0)-2.D8(O.005) Ksat =0.2334cm/s x 0.3S37in/cm x0Um/nm|nx8Omin/hr =317in/hr Mesiu =K -sat initial X CFi Kuatmmo=317in/hr CFT=CFvx CRKCFm CFr=1.DXO.4XU.G CFr=O.38 |u°y/un= 317JC 0.36 luevinn= 114 in/hr For mtornnwuabarfacility design purposes, Use anIdnniqv:S 20in8hc al NPR Holdings LLC 314 WS 4 10 20 40 60 100 200 100— go - F 11,,"I Fest Pit #13 at 72" L "0- Sample 6 E 70- 60- `I ij i f :, f ; ` t 50- t 40- i .4 30 a. t I 31 1 20- 10- 0 I P 4 1 1 1 1 100 10 1 Sample 6 0.1 0,01 0-001 Cobb Samr Clay Dio= 1.0 Dao = 6.7 Dqo= 17.5 frines = 0.009 log i o(Ksat) = -1.57 + 1 +9GDi o + 0.0 15 D6a - 0.0 13 Dqo - 2.08ffines logio(Ksat) = -1.57 + 1.90(1 -0) + 0.015(6.7) - 0.013(17.5) - 2.08(0.009) Ksat = 1.5286 cm/s x 0.3937 in/cm x 60s/min x 60 min/hr = 2166 in/hr Desian Infiltration Rate Calculation- lde!%iqn Idesign ;-- Ksat inivai X CFT Ksat initial = 2166 inthr CFT = CFv x Ut x CFm CFT = 1.0 x 0.4 x 0.9 CFT n 0.36 Idesign = 2166 X 0.36 Idesign = 780 in/hr For stormwater facility design purposes, use an Idesign < 20 1n1hr. loo o(Ns°t)=4.57+ 1.SOlDm+OD15Dao-CiC1 3O9-2.08frines |oQm(N,wt)=-1.57+ 1.90(0.9) + 0.015K1M\-0.013(18.5)-2.08(0.006) Koat=1.O8Gcm/s xO.3837in/cm n0Oo/n1inx0Omin/hr =1543in/hr |uesNn = Ksat irjfial�X CFr Kommmm=1543in/hr CFr= CFv x CR x CFm CFT=1.OxO.4mO.9 CFr= 0.36 |uvv/nn = 1543){O.36 |uoo/on=555in/hr For atormwxatmrfacility design purposes, use mnIldeoign�< 20in/hr NPR Holdings LLC 314 3/8 4 10 20 40 60 100 200 go - est E 70- 21 50— a. 100 10 1 Sample 7 0.1 O.ol U01 caa Sawl loo o(Ns°t)=4.57+ 1.SOlDm+OD15Dao-CiC1 3O9-2.08frines |oQm(N,wt)=-1.57+ 1.90(0.9) + 0.015K1M\-0.013(18.5)-2.08(0.006) Koat=1.O8Gcm/s xO.3837in/cm n0Oo/n1inx0Omin/hr =1543in/hr |uesNn = Ksat irjfial�X CFr Kommmm=1543in/hr CFr= CFv x CR x CFm CFT=1.OxO.4mO.9 CFr= 0.36 |uvv/nn = 1543){O.36 |uoo/on=555in/hr For atormwxatmrfacility design purposes, use mnIldeoign�< 20in/hr NPR Holdings LLC 3/4 318 4 10 20 40 80 100 2OD 100- Ti Pit #16 at 60" I 1jTest e Sample 8 11 E 70— IN IFIf 60— 50—E 1 F i 40 CL 30— CS, l20-1-4 10— F 100 10 1 Sample 8 0.1 0.01 0.001 CUM Gravel--T NOW I Mle ckly Fw Dla= 1.1 No = 6.9 Dso = 16.5 Nines = 0.009 logi o(Ksat) = -1.57 + 1.90Dic + 0 +0 15 Dw - 0. 013 Dqo - 2.08ffines logio(Ksat) = -1.57 + 1-900-1) + 0.015(6.9) - 10.013(16.5) - 2.08(0.009) Ksat = 2.456 ern/s x 0.3937 Worn x 60s/min x 60 min/hr = 3481 in/hr D-esian Infiltration Rate Calculation : Idesian Idesign = Ksat initiai X CFT Ksat ini6ai = 3481 in1hr CFT = CFv x CR x OFm CFT 1.0 x 0.4 x 0.9 CFT= 0.36 [design = 34$1 X 0.36 Idesign = 1253 Whir For stormwater facility design purposes, Use an Idesign < 20 in/hr. Dic = 0.85 Deo= 5.5 Dim = 16.0 fines = 0.007 logi o(Ksat) = -1.57 + I.90Di o + 0.0 1 5Drc - 0. 013 Dqa - 2-08fines logio(Ks'at) = -1.57 + 1 90(0.85) + 0.015(5-5) - 0.013(16.0) - 2.08(0,007) Ksat = 0.8034 cm/s x 0.3937 in/cm x 60stmin x 60 min/hr = 1139 in/hr Desian Infiltration- ate Calculation . ljesjqn (design = Ksat initial X CFT Ksat initial = 1139 in/hr CFT = CFS x Ch x CFm CFT = 1.0 x 0.4 x 0.9 CFT= 0.36 Idesign = 1139 X 0.36 Idesign = 410 in/hr For stormwater facility design purposes, use an Idesign: 20 i nth r. NPR Holdings LLC 314 318 4 10 20 40 50 iGO 200 9G — Ej Test Pit #17 at 66" so— F I Sam pie 9 70 60- 40— CL 2 30- EL z0 I i i11' 10 j I - 0 ---- 1-4 100 10 1 Sample 9 0.1 0.01 0.001 'KI)KI -91f cror Medhwt F'one Dic = 0.85 Deo= 5.5 Dim = 16.0 fines = 0.007 logi o(Ksat) = -1.57 + I.90Di o + 0.0 1 5Drc - 0. 013 Dqa - 2-08fines logio(Ks'at) = -1.57 + 1 90(0.85) + 0.015(5-5) - 0.013(16.0) - 2.08(0,007) Ksat = 0.8034 cm/s x 0.3937 in/cm x 60stmin x 60 min/hr = 1139 in/hr Desian Infiltration- ate Calculation . ljesjqn (design = Ksat initial X CFT Ksat initial = 1139 in/hr CFT = CFS x Ch x CFm CFT = 1.0 x 0.4 x 0.9 CFT= 0.36 Idesign = 1139 X 0.36 Idesign = 410 in/hr For stormwater facility design purposes, use an Idesign: 20 i nth r. --- __ . --_----rte`-- 10it 1 --- __ . --_----rte`-- PART 9 — OTHER PERMITS ,do The following is a list of regulatory permits needed for this project and copies are attached if available. SEPA Review — Pending Determination Grading and Drainage — Pending Final Drainage and Grading Plans Building Permits — Pending Design and Permitting 4W w 0 w 18025 Drainage Report 9-1 PART 10 — OPERATION AND MAINTENANCE MANUAL �. A final Operation and Maintenance Manual will be prepared during the final design of the drainage plan. It will follow the WSDOE guidelines. Drainage Report 10-1 OW -M PART 11 — BOND QUANTITIES/FI NANCIAL RESPONSIBILITY �• Facility agreements and financial guarantees when required will be reviewed by the applicant and executed at the appropriate time determined by the reviewing agency. Mi e7l am ,/ E --j MW no AW 18025 Drainage Report 11-1 AW PART 12 — GRADING AND DRAINAGE PLANS .i„ The half size drawing of the site civil grading and drainage plans are included on the following pages. do An *0 .. ,. 18025 Drainage Report 12-1 am r aw Im an 406 rr 40 999 No ar Zzm a& ---------------------------------------.....--------------- W riY � r LL w � ��[7 zm a f z00 zLO M Q Q 0 0 CO N 1 1:�� I. I jm 1 i L- ,1 .. .... .. ...... . . r 1 �i .r�• qp vr. y v�� : •� - ti Nis x ---------------------------------------.....--------------- W riY � r LL w � ��[7 zm a f z00 zLO M Q Q 0 0 CO