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RPT-Preliminary Drainage-12.30.2022 DEUTSCHER - YELM COMMERCIAL Agency # Preliminary Drainage Report Prepared for: Allen & Marijke Deutscher 1401 Marvin Rd NE, Ste 307 Lacey, WA 98516 360 402 6871 slmst421@comcast.net Report Date: December 30, 2022 Prepared by: Ahmad Kamyab Reviewed by: Steven D. Hatton, PE HATTON GODAT PANTIER 3910 Martin Way E., Suite B Olympia, WA 98506 (360) 943-1599 Project No: 19-074 Project Name: DEUTSCHER - YELM COMMERCIAL H:\Office\JOBS\2019\19-074 Deutscher-Yelm Commercial\LAND USE\Storm Analysis\RPT-Preliminary Drainage-12.30.2022.docx I hereby state that this Preliminary Drainage Control Plan for Deutscher - Yelm Commercial located at 15142 Berry Valley Rd., Yelm 98597, Thurston County, WA has been prepared by me or under my supervision and meets the requirements of the DOE Drainage Design and Erosion Control Manual and the standard of care and expertise which is usual and customary in this community for professional engineers. I understand that City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Signature Date � .� z � 2�4193 �~ L 0��SSI GIST ti C> ANAL Seal TABLE OF CONTENTS Facility Summary Form ................................................................................................. 1 Bond Quantities Worksheet ......................................................................................... 5 Drainage Report .......................................................................................................... 15 Section 1 Proposed Project Description ........................................................................................... 15 Section 1.1 Permits ........................................................................................................................ 15 Section 1.2 Project Location .......................................................................................................... 15 Section 1.3 Property Boundaries and Zoning ................................................................................ 15 Section 1.4 Project Description ..................................................................................................... 15 Section 1.5 Timing of the Project ................................................................................................... 16 Section 2 Existing Site Conditions .................................................................................................... 19 Section 2.1 Topography ................................................................................................................ 19 ` Section 2.3 Drainage ..................................................................................................................... 19 Section 2.4 Soils ............................................................................................................................ 19 Section 2.5 Critical Areas .............................................................................................................. 19 Section 2.6 Adjacent Areas ........................................................................................................... 19 Section 2.7 Precipitation Records ................................................................................................. 19 Section 2.8 Reports and Studies ................................................................................................... 20 Section 3 Geotechnical Report ......................................................................................................... 22 Section 4 Wells and Septic Systems ................................................................................................ 22 Section 5 Fuel Tanks ........................................................................................................................ 22 Section 6 Analysis of the 100-Year Flood ......................................................................................... 22 Section 7 Aesthetic Considerations for Facilities .............................................................................. 23 Section 8 Facility Sizing and Offsite Analysis ................................................................................... 23 Section 8.1 Impervious and Pervious Area Tabulations ................................................................ 23 Section 8.2 Proposed BMP Design ............................................................................................... 25 Section 8.3 Conveyance System Analysis and Design ................................................................. 30 Section 9 Utilities ............................................................................................................................... 31 Section 10 Covenants, Dedications, and Easements ......................................................................... 31 Section 11 Property Owners Association Articles of Incorporation ..................................................... 31 Section 12 Other Permits or Conditions Place on the Project ............................................................ 31 APPENDIX 1 Design Calculations .......................................................................... 32 APPENDIX 2 Supplemental Reports and Information .......................................... 33 DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 1 FACILITY SUMMARY FORM Complete one for each facility on the project site including flow control and water quality treatment facilities (BMPs) such as, but not limited to: detention ponds, vaults, or tanks; infiltration ponds, trenches, swales, or vaults; bioretention facilities; biofiltration BMPs; wet ponds; constructed wetlands; dispersion areas & flow spreaders; StormFilters & other proprietary devices; etc. Attach 8 ½” by 11” sketch showing location of facility. Applicant may prepare one copy of parts 1 to 5 for the project and then attach multiple copies of parts 6 to 8 for each separate facility. Facility Name or Identifier (e.g., Pond A): Roof Infiltration Trench Total Number of Facilities Associated with Project: (For which a Facility Summary Form is being prepared) 2 Name of Road or Street to Access Facility: Tahoma Boulevard SE Name of Nearest Major Cross Street: Tahoma Blvd.SE and Berry Valley Rd SE Hearings Examiner Case Number: Parcel Number(s): 21724131001, 21724131201, and 21724130800 To Be Completed By Utility Staff: Utility facility number .............................................. Parcel number status, (num) .................................. Parcel Number Status, (num, 1ch) (0, Known; 1, Public; 2, Unknown; 3, Unassigned)................. Basin and Subbasin: (num, 6ch) (2ch for basin, 2ch for subbasin, 2ch future) ........................ Part 1 – Project Name and Proponent Project Name: Deutscher – Yelm Commercial Project Owner: Marijke Deutscher Project Contact: Marijke Deutscher Address: 1401 Marvin Rd NE, Ste 307 Phone: (360) 402-6871 Project Proponent (if different): Address: Phone: Project Engineer: Steven D. Hatton, PE Firm: Hatton Godat Pantier Phone: (360) 943-1599 DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 2 Part 2 – Project Location Section 24 Township 17 Range 1E Names and addresses of adjacent property owners: FP Yelm, LLC 813 Yelm Ave. W, Yelm 98597 Tahoma Blvd.SE Berry Valley Rd SE Ruth C. Trull 801 Yelm Ave. W, Yelm 98597 Goss Co-Trustees, Marie E & Wesley J 3436 Belvedere Ave. Seattle, WA 98126 Part 3 – Type of Permit Application Type of permit (e.g., Building, Plat, etc.): Other permits ( ): DOF /W HPA COE 404 COE Wetlands DOE Dam Safety FEMA Floodplain Shoreline Management Rockery/Retaining Wall Encroachment Grading Other Utilities Other agencies (e.g., federal, state, local) that have had or will review this Drainage and Erosion Control Plan: DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 3 Part 4 – Proposed Project Description What stream basin is the project in (e.g., Percival, Woodland)? Thompson Creek Project Area, acres (total area of all parcels) 4.95 Project Area Disturbed, acres (total of all areas disturbed by project) (Include all area cleared, graded, etc. as part of this project) 2.82 Onsite Impervious Surfaces: (excluding offsite public/private street frontage) Existing Impervious Surface, acres: 0.94 Replaced Impervious Surface, acres: 0 Existing Impervious Converted to Landscape, acres: 0 New Impervious Surface, acres: 2.01 Total Impervious, acres (existing, new, and replaced): 2.01 Zoning: C-1 (Commercial) Onsite: DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 4 Part 5 – Pre-Developed Project Site Characteristics Stream through site (Y/N) N Name: N/A DNR Type: N/A Type of feature this facility discharges to (e.g., lake, stream, intermittent stream, pothole, roadside ditch, sheet flow to adjacent private property, etc.): Swales (Y/N) .......................................................... N Steep slopes—steeper than 15% (Y/N) ................ N Erosion hazard (Y/N) ............................................. N 100-year floodplain (Y/N)....................................... N Lakes or Wetlands (Y/N) ....................................... N Seeps/springs (Y/N) .............................................. N High groundwater table (Y/N) ................................ N Wellhead Protection Area (Y/N) ........................... Y Other: .................................................................... N DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 5 BOND QUANTITIES WORKSHEET Bond Quantity Worksheet will be completed with the final design. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 15 DRAINAGE REPORT Section 1 Proposed Project Description Section 1.1 Permits The Deutscher - Yelm Commercial project will require grading, building, and utility permits. Installation of utilities includes dry utilities, water, and sewer. Water and sewer will be provided via connections to the City of Yelm’s utilities. Section 1.2 Project Location The Deutscher - Yelm Commercial project is located northeast of the intersection of Tahoma Blvd. SE and Berry Valley Rd. SE in the City of Yelm. The site is located in Section 24, Township 17, Range 1E. on tax parcel numbers 21724131001, 21724131201, and 21724130800. See site Vicinity Map on page 17. Section 1.3 Property Boundaries and Zoning The project site is bounded by Tahoma Blvd. SE to the west, Berry Valley Rd. SE to the south, an existing Day Care facility to the east, and Farrelli’s Pizza Restaurant, Bill’s Auto Towing, as well as vacant lot to the east. Zoning for the property is C-1 Commercial. Section 1.4 Project Description The Deutscher - Yelm Commercial project is Phase 2 construction of an earlier project that constructed frontage improvements in Berry Valley Rd. SE along with the Day Care. Phase 2 proposes to construct three new commercial buildings. Two building will be 7,500 sf each and one building will be 15,000 sf. Additionally ~ 46,000 sf asphalt paved parking areas, ~ 10,700 sf sidewalks, ~ 850 sf concrete pads, and ~ 35,500 sf landscape areas are included. See the proposed Site Plan on page 18. Stormwater runoff for the entire site was designed and approved during the Phase 1 “Yelm Day Care” construction following the Department of Ecology Stromwater Management Manual (SMM). The construction of Phase 1 included 1.40 acres runoff from pollution-generating pervious surface (PGPS) for the future Phase 2. Phase 1 included approximately 9,600 sf Day Care building, ~ 31,000 sf paved private roadway, sidewalks, and parking area between Phase 1 and Phase 2, ~ 42,000 sf landscape and infiltration areas, as well as ~ 16,600 frontage improvement along the Berry Valley Rd. SE. See the attached earlier Drainage Report in Appendix 2. Phase 2 construction consists of two (2) basins for stormwater modeling, the P2 South Basin, and the P2 North Basin. The property Owner has interest in parcel number 21724130800 shown on the Basin Map as the P2 North Basin, which is an addition to the original Phase 2 plan. In order to keep the stormwater runoff from PGPS areas under 1.40 acres, Hatton Godat Pantier has separated the stormwater runoff from the 3 proposed building’s roofs to infiltrate to two individual roof infiltration trenches. Stormwater runoff from proposed P2 South and P2 North basins include 1.06 acres asphalt paved parking areas, 0.02-acre concrete pads, and 0.25-acre sidewalks. The total Phase 2 runoff from PGPS areas are 1.33 acres adding in the north parcel, well below the 1.40 acres allocated to this phase. Runoff will be collected via catch basins and conveyed by stormwater pipes to the existing stormwater facilities for treatment and 100% infiltration. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 16 Roof runoff does not require treatment as it is non-pollution generating surface. The total Phase 2 roof areas are 0.68-acre and will be connected to two roof infiltration trenches sized per Infiltration Trenches (Ecology BMP T7.20). All new and disturbed lawn/landscape areas will be amended per Postconstruction Soil Quality and Depth (Ecology BMP T5.13) to retain greater stormwater functions, including increased infiltration potential and treatment. See the attached Basin Map on page 24. Section 1.5 Timing of the Project The construction date of proposed commercial buildings are to be determined. Construction stormwater pollution source control measures will be selected to prevent adverse stormwater impacts from construction activities on downstream resources and on-site stormwater facilities. A Construction Stormwater Pollution Prevention Plan (C-SWPPP) will be submitted as part of the final Drainage Control Plan for a more thorough explanation of construction BMPs associated with this project. DEUTSCHER - YELM COMMERCIAL 15152 BERRY VALLEY RD. SE, YELM, WA 98597 1 N N.T.S O J°yam y�t Ift N.T.S s SITE o 5� �v BERRY VALLEY RD SE �Q- VICINITY MAP DEUTSCHER-YELM COMMERCIAL 15152 BERRY VALLEY RD. SE, YELM, WA 98597 1 N N.T.S CATCH BASIN TYPE 1 (TYP) BERRY VALLEY DR. S.E. - I INFILTRATION TRENCH - 2 40'L x 10'W x 4'D 6" PVC ROOF DRAIN (TYP) SITE PLAN Aff CATCH BASIN TYPE 1 (TYP) BERRY VALLEY DR. S.E. - I INFILTRATION TRENCH - 2 40'L x 10'W x 4'D 6" PVC ROOF DRAIN (TYP) SITE PLAN DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 19 Section 2 Existing Site Conditions See page 21 for an Existing Conditions Map of the project site. Section 2.1 Topography The site is generally flat and in current condition slopes at grades of less than three percent. No stormwater tributary flow enters the site. There are no known erosion hazards. Section 2.2 Ground Cover The site P2 South Basin is previously cleared for construction. The P2 North Basin is covered by native grass, shrubs, and few trees. A private street with landscaping on either side cuts though the P2 North Basin and P2 South Basin. Section 2.3 Drainage In the current condition stormwater runoff in undeveloped areas sheet flow on-site and infiltrate through native soils. Majority of the project surrounding areas are developed and there is no stormwater runoff from off-site to the property. Section 2.4 Soils The Soil survey of Thurston County by NRCS indicates onsite soils are Spanaway gravelly sandy loam with 0 to 3 percent slopes, these types of soils are in hydrologic soils group, A. See the attached NRCS soils report in Appendix 2. Bradley-Noble Geotechnical Services (BNGS) conducted a geotechnical and stormwater evaluation of the site for Phase 1 “Yelm Day Care” with findings summarized in a report dated September 25, 2008. The report is included with Phase 1 Drainage Report in Appendix 2. Section 2.5 Critical Areas The site is in a category one critical aquifer recharge area and is in the ten-year time of travel zone for a Group A well owned by the City of Yelm. Section 2.6 Adjacent Areas The site is bound by Tahoma Blvd. SE to the west and Berry Valley Rd. SE to the south. There is an existing Day Care Facility that was built as part of Phase 1 “Yelm Day Care” construction is located directly to the east, and Farrelli’s Pizza Restaurant, Bill’s Auto Towing, as well as vacant lot to the northeast. Section 2.7 Precipitation Records WWHM2012 continuous simulation hydrologic modeling software was used to size and analyze proposed BMPs for this project. WWHM2012 utilizes rainfall data for Thurston County from 1955 to 2011. See attached WWHM reports and output in Appendix 1. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 20 Section 2.8 Reports and Studies The existing Phase 1 “Yelm Day Care” facility to the southeast composed a drainage report and geotechnical report that includes much of the project site. Soil logs, design infiltration rate and test data from that report will be used to size the roof infiltration trenches for Phase 2. The report title is “Yelm Day Care” and is included as an addendum to this report. DEUTSCHER - YELM COMMERCIAL 15152 BERRY VALLEY RD. SE, YELM, WA 98597 1 N N.T.S . , Y G r\ I\ EXISTING CATCH r' BASIN (TYP) i \ \ / r\ I\ EXISTING CATCH r' BASIN (TYP) EXISTING CONDITIONS MAP i EXISTING CONDITIONS MAP DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 22 Section 3 Geotechnical Report At the time this preliminary drainage report was created, Hatton Godat Pantier had yet to perform a geotechnical investigation for the Phase 2 of the project. For the purposes of this preliminary drainage report the drainage report and geotechnical report from Phase 1 “Yelm Day Care” will be referenced. The report did include soil investigation and test pits at the current project location. A new geotechnical report will be completed prior to submitting civil plans. A geotechnical and stormwater evaluation of the site conducted by Bradley-Noble Geotechnical Services (BNGS). The study consists of 5 test pits excavated across the site with a rubber-tracked excavator. Per test pits and site surface exploration, the project site is located on the Vashon recessional outwash plain. Two soil units were encountered at the site. Dark brown gravelly silty sand with finely disseminated organic material and varying volume of roots. These soil layers are thin, making up less than the top two feet of the site. Underlying the Spanaway soils are coarse sands and gravels of the Vashon recessional outwash. This layer is composed of poorly sorted mixtures of coarse sands and gravels with cobbles and boulders with few fines. The report by BNGS indicate highly infiltrative soils on-site with an infiltration rate in excess of 20 inches per hour. Groundwater was not encountered at any of the test pets during excavation. See the attached Geotechnical Report included with Phase 1 Drainage Report in Appendix 2. Section 4 Wells and Septic Systems Records at Thurston County and the Department of Ecology were searched in order to locate the presence of wells and septic systems that may be located within the setback distances from the proposed infiltration facilities. In addition, the Project Engineer, or someone under his/her direct supervision, has visited the site to verify the presence or absence of wells and septic systems as best can be done visually without trespassing onto other properties. All wells and septic systems found to be located within the setback distances from the proposed infiltration facilities have been shown on the plans. The site is within the ten-year time of travel zone for a Group A well system owned and operated by the City of Yelm. Additional BMP’s and safety measures will be assessed as Hatton Godat Pantier completes design work to ensure there are no negative impacts to the well head protection area. Section 5 Fuel Tanks Records at Thurston County and the Department of Ecology were searched in order to locate the presence of above and below ground fuel storage tanks that may be located within the setback distances from the infiltration facilities. In addition, the Project Engineer, or someone under his/her direct supervision, has visited the site to verify the absence of fuel tanks as best can be done visually without trespassing onto other properties. Section 6 Analysis of the 100-Year Flood The Federal Emergency Management Agency prepares maps for all areas within Thurston County, including the incorporated cities therein. The FEMA flood hazard map in Appendix 2 depicts the areas, if any, subjected to flooding in the vicinity of this proposal. By inspection of this map, this proposal is located in zone X, an area of minimal flood hazard. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 23 Section 7 Aesthetic Considerations for Facilities All above ground stormwater facilities will be hydroseeded upon completion. Additional landscaping shall also be provided throughout the project in conformance with the approved landscaping and tree restoration plan, as applicable, and as otherwise required by the approving authority. Signage designed in accordance with the most current DOE Stormwater Management Manual for Western Washington (SMM) shall be installed for all above ground stormwater facilities and stormwater facilities located within any development tracts. Section 8 Facility Sizing and Offsite Analysis Section 8.1 Impervious and Pervious Area Tabulations The Deutscher - Yelm Commercial project is required to meet the criteria of the 2019 Department of Ecology (SMM). The project site consists of two basins for stormwater modeling: The P2 South Basin and the P2 North Basin. The P2 South Basin makes up 75,500 square feet of the project site and the P2 North Basin makes up 48,000 square feet. The infiltration trench for proposed P2 North Basin building’s roof area was modeled in WWHM at a 15 in/hr infiltration rate, 100% infiltration was reached with the trench dimension of 40 ft x 10 ft x 4 ft. Same size trench is sufficient for P2 South Basin roof areas. See the attached Basin Map on page 24. Table 8.1 and Table 8.2 summarize the threshold discharge areas for each stormwater basin. Table 8.1 Area Summary (All areas in Acres) * Pre-Developed P2 South Basin P1 Ex. Yelm Day Care P2 North Basin Total Site Forest (A/B Flat) 1.71 2.51 1.11 5.33 Developed P2 South Basin P1 Ex. Yelm Day Care P2 North Basin Total Site Landscape/Lawn (Flat) 0.58 0.96 0.23 1.78 Road (Flat) 0.39 0.39 Parking (Flat)** 0.59 0.25 0.47 1.30 Concrete Pad** 0.01 0.01 0.02 Sidewalk (Flat)** 0.18 0.09 0.07 0.34 Frontage Improvement (Berry Valley Rd. SE) 0.38 0.38 Rooftops 0.34 0.22 0.34 0.91 Pond 0.23 0.23 Total 1.71 2.51 1.11 5.33 100-Year Developed Flow Rate 0 0 0 0 *Areas reflect rounding. **1.33 acres total impervious for Phase 2; 1.40 acres allowed. DEUTSCHER -YELM COMMERCIAL 15152 BERRY VALLEY RD. SE, YELM, WA 98597 N N.T.S P2 SOUTH BASIN i/r BASIN MAP P2 NORTH BASIN DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 25 Table 8.2 Area Conversion Summary by Threshold Discharge Area (All areas measured in acres) P2 South Basin P1 Ex. Yelm Day Care P 2 North Basin Existing Impervious Surface 0 1.32 0 Replaced Impervious Surface 0 0 0 New Impervious Surface 1.12 0 0.89 Converted Pervious Surface 0 0 0 Disturbed Areas 1.71 0 1.11 Undisturbed Areas 0 2.51 0 Existing Significant Trees & Native Vegetation Cleared Landscape Few trees and shrubs Section 8.2 Proposed BMP Design The Department of Ecology (SMM) summarizes the thresholds which determine the applicability of the Core Requirements for each project. All new development projects are required to comply with Core Requirement #2; Construction Stormwater Pollution Prevention. Table 8.3 summarizes the thresholds which trigger compliance with the remaining Core Requirements. Table 8.3 Thresholds for Core Requirement Applicability Required to comply with Core Requirements #1 through #5 & #11 Required to comply with Core Requirements #1 through #11 ≥ 2,000 ft2 of new, replaced, or new + replaced hard surface area X ≥ 7,000 ft2 land disturbing activity X ≥ 5,000 ft2 new + replaced hard surface area X Converts ≥ 0.75 acre of vegetation to lawn or landscape X Coverts ≥ 2.5 acres of native vegetation to pasture X This project adds approximately 87,500 square feet of impervious area; therefore, all Core Requirements apply. The applicable Core Requirements are: · Minimum Requirement #1: Stormwater Site Planning · Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 26 · Minimum Requirement #3: Source Control of Pollution · Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls · Minimum Requirement #5: On-Site Stormwater Management · Minimum Requirement #6: Runoff Treatment · Minimum Requirement #7: Flow Control · Minimum Requirement #8: Wetlands Protection · Minimum Requirement #9: Operation and Maintenance · Minimum Requirement #10: Financial Liability · Minimum Requirement #11: Off-Site Analysis and Mitigation Addressing these Core Requirements, it is anticipated that the proposed project will have little or no adverse effects on the downstream and surrounding hydrology. Each of the Core Requirements is discussed below. MINIMUM REQUIREMENT #1: STORMWATER SITE PLANNING The main components of Stormwater Site Planning are Construction Stormwater Pollution Prevention Planning and Permanent Stormwater Control Planning. This Drainage Report and the Phase 1 Soils Report. A Construction Stormwater Pollution Prevention Plan, Maintenance Plan, and copy of the proposed Maintenance Covenant for stormwater facilities will be submitted as part of the Deutscher - Yelm Commercial Drainage Control Plan during final design to meet this requirement. MINIMUM REQUIREMENT #2: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A Construction Stormwater Pollution Prevention Plan (SWPPP) will be developed to address erosion and sediment control anticipated during construction and will be included as part of this Drainage Control Plan during final design. The C-SWPPP addresses all thirteen elements as required by the Department of Ecology. MINIMUM REQUIREMENT #3: SOURCE CONTROL OF POLLUTION Permanent source control BMPs are used to prevent stormwater from coming in contact with pollutants and are used as a cost-effective means of reducing pollutants in stormwater. The selection of permanent source control BMPs is based on the activities likely to occur on the site and the pollutants associated with those activities. There are two types of source control BMPs: operational and structural. Operational source control BMPs are non-structural practices that prevent or reduce pollutants from entering stormwater. Structural source control BMP’s are physical, structural, or mechanical devices or facilities intended to prevent pollutants from entering stormwater. Section 1.5.1, Volume IV of the Department of Ecology (SMM) lists examples of both operational and structural source control BMP’s. Examples of Operational Source Control BMPs A. Form a Pollution Prevention Team that will be responsible for inspecting the stormwater systems and potential pollution sources, operation and maintenance of stormwater systems and enforcement of preventing pollution discharges into the stormwater systems. The team will also be the emergency response team. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 27 B. Good housekeeping includes containing and cleaning up spills on any exposed soils, vegetation or paved areas; sweeping paved surfaces; cleaning pollutants and debris from all BMPs regularly; and making repairs to containment systems, leaks and other sources that could pollute the drainage system. C. Preventative Maintenance 1. Provide recycling or post signs to recycle materials such as oils, solvents and wood waste to the maximum extent practicable. 2. Prevent the discharge of unpermitted liquids and solids into the storm drainage system. 3. Use drip pans to collect leaks and spills from vehicles and equipment. 4. Store liquids in steel or plastic containers that are rigid, durable, corrosion resistant, non- absorbent, water tight, rodent-proof and equipped with a close fitting cover. D. Spill Prevention and Cleanup 1. Stencil warning signs at stormwater catch basins and drains – “Dump no waste”. 2. Immediately stop, contain and clean up all spills. 3. Contact appropriate local agency (Fire Department, Thurston County Public Works, Health Department or Department of Ecology) for assistance and guidance. 4. Keep spill containment and clean up kits readily accessible. E. Employee training shall include identification of pollutant sources, understanding pollutant control measures, spill response procedures and acceptable material handling practices. F. Inspections 1. Inspections should occur, a minimum of twice a year, once during October 1 through April 30 and once during May 1 through September 30. Verify that BMPs are being implemented adequately and make note of any observations of floating materials, suspended solids, oil and grease, discoloration, turbidity or odor in stormwater discharges. Check pH as needed. 2. Determine whether there are unpermitted non-stormwater discharges to the drainage system and eliminate discharges. G. Retain the following reports for at least three years: 1. Visual inspection reports. 2. Reports on spills of oil or hazardous substances greater than Reportable Quantities that cause a violation of the State of Washington’s Water Quality Standards. Contact Department of Ecology and ask for an oil spill operations or a hazardous waste specialist to determine if a spill is a substance of a Reportable Quantity. Southwest Region Dept. of Ecology: (360) 407- 6300 or call 911. Examples of Structural Source Control BMPs A. Enclosing or covering pollutant sources (i.e., within a building or other enclosure, a roof over storage and working areas, a temporary tarpaulin, etc). DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 28 B. Physically segregating the pollutant source to prevent contact with uncontaminated stormwater that runs on the site from surrounding areas. C. Devices that separate contaminated runoff and send it to appropriate treatment instead of discharging into the main stormwater flow. For instance, polluted runoff could be discharged to a sanitary sewer if a permit is first obtained from the sewer service provider. Contact your local sewer service provider to determine what the requirements for industrial pre-treatment are for your location. The owner will receive a copy of the Pollution Source Control Program included in the Stormwater Maintenance Plan submitted as part of the Drainage Control Plan for the Deutscher - Yelm Commercial project. MINIMUM REQUIREMENT #4: PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS Infiltration BMP’s will be used to reduce developed site runoff to the maximum extent feasible. In the existing condition, stormwater from the proposed Phase 2 site area infiltrates on-site with little to no runoff. In the developed condition, the PGPS runoff from the proposed Phase 2 areas will be collected via catch basins and conveyed by stormwater pipe to the existing infiltration facility located to the southeast of the site for 100% infiltration on-site. Runoff from roofs will drain to two individual roof infiltration trenchs. Proposed stormwater mitigation BMP’s reduce stormwater runoff from the site and mimic pre-developed natural drainage patterns. The existing infiltration facility to the southeast appears to have been sized to accommodate stormwater runoff from Phase 2 of the project. Impacts to existing downstream drainage systems are not anticipated. MINIMUM REQUIREMENT #5: ON-SITE STORMWATER MANAGEMENT The most current Department of Ecology Stormwater Management Manual for Western Washington (SMM) summarizes the requirements for employing on-site stormwater management BMPs, providing treatment, and flow control in decision charts. The stormwater for the entire project site has been developed and approved during the Phase 1 “Yelm Day Care” construction. The Phase 2 construction proposes to implement Postconstruction Soil Quality and Depth (Ecology BMP T5.13) in all new and disturbed lawn/landscape areas to retain greater stormwater functions, including increased infiltration potential and treatment of pollutants and sediments resulting from development. This project also proposes the use of infiltration trenches (Ecology BMP T7.20) to infiltrate 100% of tributary stormwater runoff from the proposed building’s roof areas. The stormwater BMPs used for this project will be resulting in the site meeting the Low Impact Development Performance Standard. See the attached WWHM report for Infiltration Trench in Appendix 1. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 29 MINIMUM REQUIREMENT #6: RUNOFF TREATMENT Table 8.4 below summarizes the thresholds for construction of stormwater treatment facilities. Table 8.4 Thresholds for Minimum Requirement #6: Runoff Treatment Required to Comply ≥ 5,000 sf of total effective pollution-generating hard surface (PGHS) X ≥ ¾ acres of pollution-generating pervious surface (PGPS) from which there will be a surface discharge in a natural or artificial conveyance system from the site X This project generates more than 5,000 square feet of pollution-generating hard surfaces and is therefore required to provide stormwater runoff treatment. Runoff Treatment facility and infiltration pond were designed and approved during the Phase 1 “Yelm Day Care” construction. See the attached Phase 1 Drainage Report in Appendix 2. The pollution-generating hard surface (PGHS) runoff from proposed Phase 2 will be connected via catch basins and conveyance piping to the existing treatment and infiltration facilities for treatment and 100% infiltration. MINIMUM REQUIREMENT #7: FLOW CONTROL Table 8.5 below summarizes the thresholds for achievement of the standard flow control requirement for Western Washington. Table 8.5 Thresholds for Core Requirement #7: Flow Control Required to Comply ≥ ¾ acres of native vegetation converted to lawn/landscape or ≥ 2.5 acres converted to pasture from which there is a surface discharge in a natural or artificial conveyance system from the site X ≥ 10,000 sf of effective impervious area X ≥ 0.10 cfs increase in the 100-year storm flow frequency using 1-hour time steps or ≥ 0.15 cfs increase in the 100-year storm flow frequency using 15-minute time steps X This project generates more than 10,000 square feet of effective hard surfaces and is therefore required to provide flow control. Flow control for the project will be provided via existing infiltration pond located at the southeast side of the site and building’s roof Infiltration Trenches. The roof infiltration trenches were sized per (Ecology BMP T7.20). See the attached WWHM report in Appendix 1. MINIMUM REQUIREMENT #8: WETLANDS PROTECTION This project does not discharge stormwater to a wetland. CORE REQUIREMENT #9: OPERATION AND MAINTENANCE Proper operation and maintenance of proposed stormwater facilities is a vital component to the success of stormwater mitigation. A Maintenance Plan and Stormwater Maintenance Agreement will be prepared DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 30 and included as part of the Drainage Control Plan for the Deutscher - Yelm Commercial project during final design. ADDITIONAL PROTECTIVE MEASUREMENT #10: FINANCIAL LIABILITY Financial guarantees will be provided to ensure that: 1. The project will operate according to the design approved by the project engineer, and 2. Operation of erosion control facilities will provide protection against siltation of surface water, erosion, damage to permanent stormwater BMPs, and damage to adjacent properties. ADDITIONAL PROTECTIVE MEASUREMENT #11: OFF-SITE ANALYSIS AND MITIGATION An off-site analysis report was not completed because there is no stormwater runoff discharge from the project site at this time. Section 8.3 Conveyance System Analysis and Design Conveyance system analysis and design to be completed prior to submittal for site development and grading plans. DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 31 Section 9 Utilities Proposed utilities for the project are shown on the site plan and have been designed to accommodate the drainage design. Section 10 Covenants, Dedications, and Easements All stormwater facilities located on private property shall be owned, operated and maintained by the property owners, their heirs, successors and assigns. The property owners shall enter into an agreement with the governing body, a copy of which agreement will be included in the Maintenance Plan included as part of the Drainage Control Plan during final design. The agreement requires maintenance of the stormwater facilities in accordance with the maintenance plan provided and shall grant easement for access to the governing body to inspect the stormwater facilities. The agreement also makes provisions for the governing body to make repairs, after due notice is given to the owners, if repairs are necessary to ensure proper performance of the stormwater system and if the owners fail to make the necessary repairs. The cost of said repairs shall be borne by the property owners, their heirs, successors, and assigns. Section 11 Property Owners Association Articles of Incorporation This project will not require the formation of a Homeowners’ Association. Section 12 Other Permits or Conditions Place on the Project Additional agencies that may require permits for projects include but are not limited to: City of Yelm Land Use Permit City of Yelm Building Permit City of Yelm Civil Permit City of Yelm SEPA Permit City of Yelm Design Review DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 32 APPENDIX 1 DESIGN CALCULATIONS Forest (Flat) Total P2 South Basin P1 Ex. Yelm Day Care P2 North Basin Total Site Landscaping 0.58 0.96 0.23 1.77 Road (Flat)0.39 0.39 Parking (Flat) 0.59 0.25 0.47 1.30 Concrete Pad 0.01 0.01 0.02 Sidewalk (Flat) 0.18 0.09 0.07 0.34 Frontage Improvement (Berry Valley Rd. SE)0.38 0.38 Rooftops (Flat) 0.34 0.22 0.34 0.91 Pond 0.23 0.23 Total*1.71 2.51 1.11 5.33 * Areas reflect rounding. **1.33 acres total impervious for Phase 2; 1.40 acres allowed. P2 South Basin P1 Ex. Yelm Day Care P2 North Basin Full Site 1.12 1.32 0.89 3.33 66% 53% 80%62% 0.58 1.19 0.23 2.00 34% 47% 20%38% Developed Area Summary Impervious Area (ac) Pervious Area (ac) Developed Area Summary (All areas in acres)* Pre-Developed Total Site 5.33 5.33 WWHM2012 PROJECT REPORT default[28]12/27/2022 2:19:17 PM Page 2 General Model Information Project Name:default[28] Site Name: Site Address: City: Report Date:12/27/2022 Gage:Eaton Creek Data Start:1955/10/01 Data End:2011/09/30 Timestep:15 Minute Precip Scale:0.857 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year default[28]12/27/2022 2:19:17 PM Page 3 Landuse Basin Data Predeveloped Land Use Roof Area Basin Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.34 Pervious Total 0.34 Impervious Land Use acre Impervious Total 0 Basin Total 0.34 Element Flows To: Surface Interflow Groundwater default[28]12/27/2022 2:19:17 PM Page 4 Mitigated Land Use Roof Area Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.34 Impervious Total 0.34 Basin Total 0.34 Element Flows To: Surface Interflow Groundwater Infiltration Trench Infiltration Trench default[28]12/27/2022 2:19:17 PM Page 5 Routing Elements Predeveloped Routing default[28]12/27/2022 2:19:17 PM Page 6 Mitigated Routing Infiltration Trench Bottom Length:40.00 ft. Bottom Width:10.00 ft. Trench bottom slope 1:0.0001 To 1 Trench Left side slope 0:0.0001 To 1 Trench right side slope 2:0.0001 To 1 Material thickness of first layer:4 Pour Space of material for first layer:0.4 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:15 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):52.778 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):52.778 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:4 ft. Riser Diameter:10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0444 0.009 0.000 0.000 0.138 0.0889 0.009 0.000 0.000 0.138 0.1333 0.009 0.000 0.000 0.138 0.1778 0.009 0.000 0.000 0.138 0.2222 0.009 0.000 0.000 0.138 0.2667 0.009 0.001 0.000 0.138 0.3111 0.009 0.001 0.000 0.138 0.3556 0.009 0.001 0.000 0.138 0.4000 0.009 0.001 0.000 0.138 0.4444 0.009 0.001 0.000 0.138 0.4889 0.009 0.001 0.000 0.138 0.5333 0.009 0.002 0.000 0.138 0.5778 0.009 0.002 0.000 0.138 0.6222 0.009 0.002 0.000 0.138 0.6667 0.009 0.002 0.000 0.138 0.7111 0.009 0.002 0.000 0.138 0.7556 0.009 0.002 0.000 0.138 0.8000 0.009 0.002 0.000 0.138 0.8444 0.009 0.003 0.000 0.138 0.8889 0.009 0.003 0.000 0.138 0.9333 0.009 0.003 0.000 0.138 0.9778 0.009 0.003 0.000 0.138 1.0222 0.009 0.003 0.000 0.138 default[28]12/27/2022 2:19:17 PM Page 7 1.0667 0.009 0.003 0.000 0.138 1.1111 0.009 0.004 0.000 0.138 1.1556 0.009 0.004 0.000 0.138 1.2000 0.009 0.004 0.000 0.138 1.2444 0.009 0.004 0.000 0.138 1.2889 0.009 0.004 0.000 0.138 1.3333 0.009 0.004 0.000 0.138 1.3778 0.009 0.005 0.000 0.138 1.4222 0.009 0.005 0.000 0.138 1.4667 0.009 0.005 0.000 0.138 1.5111 0.009 0.005 0.000 0.138 1.5556 0.009 0.005 0.000 0.138 1.6000 0.009 0.005 0.000 0.138 1.6444 0.009 0.006 0.000 0.138 1.6889 0.009 0.006 0.000 0.138 1.7333 0.009 0.006 0.000 0.138 1.7778 0.009 0.006 0.000 0.138 1.8222 0.009 0.006 0.000 0.138 1.8667 0.009 0.006 0.000 0.138 1.9111 0.009 0.007 0.000 0.138 1.9556 0.009 0.007 0.000 0.138 2.0000 0.009 0.007 0.000 0.138 2.0444 0.009 0.007 0.000 0.138 2.0889 0.009 0.007 0.000 0.138 2.1333 0.009 0.007 0.000 0.138 2.1778 0.009 0.008 0.000 0.138 2.2222 0.009 0.008 0.000 0.138 2.2667 0.009 0.008 0.000 0.138 2.3111 0.009 0.008 0.000 0.138 2.3556 0.009 0.008 0.000 0.138 2.4000 0.009 0.008 0.000 0.138 2.4444 0.009 0.009 0.000 0.138 2.4889 0.009 0.009 0.000 0.138 2.5333 0.009 0.009 0.000 0.138 2.5778 0.009 0.009 0.000 0.138 2.6222 0.009 0.009 0.000 0.138 2.6667 0.009 0.009 0.000 0.138 2.7111 0.009 0.010 0.000 0.138 2.7556 0.009 0.010 0.000 0.138 2.8000 0.009 0.010 0.000 0.138 2.8444 0.009 0.010 0.000 0.138 2.8889 0.009 0.010 0.000 0.138 2.9333 0.009 0.010 0.000 0.138 2.9778 0.009 0.010 0.000 0.138 3.0222 0.009 0.011 0.000 0.138 3.0667 0.009 0.011 0.000 0.138 3.1111 0.009 0.011 0.000 0.138 3.1556 0.009 0.011 0.000 0.138 3.2000 0.009 0.011 0.000 0.138 3.2444 0.009 0.011 0.000 0.138 3.2889 0.009 0.012 0.000 0.138 3.3333 0.009 0.012 0.000 0.138 3.3778 0.009 0.012 0.000 0.138 3.4222 0.009 0.012 0.000 0.138 3.4667 0.009 0.012 0.000 0.138 3.5111 0.009 0.012 0.000 0.138 3.5556 0.009 0.013 0.000 0.138 3.6000 0.009 0.013 0.000 0.138 default[28]12/27/2022 2:19:17 PM Page 8 3.6444 0.009 0.013 0.000 0.138 3.6889 0.009 0.013 0.000 0.138 3.7333 0.009 0.013 0.000 0.138 3.7778 0.009 0.013 0.000 0.138 3.8222 0.009 0.014 0.000 0.138 3.8667 0.009 0.014 0.000 0.138 3.9111 0.009 0.014 0.000 0.138 3.9556 0.009 0.014 0.000 0.138 4.0000 0.009 0.014 0.000 0.138 default[28]12/27/2022 2:19:17 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.34 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.34 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000263 5 year 0.000451 10 year 0.000622 25 year 0.000907 50 year 0.001178 100 year 0.001508 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 1956 0.002 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 default[28]12/27/2022 2:19:37 PM Page 10 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.001 0.000 1972 0.006 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.001 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0057 0.0000 2 0.0019 0.0000 3 0.0010 0.0000 4 0.0008 0.0000 5 0.0003 0.0000 6 0.0003 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 default[28]12/27/2022 2:19:37 PM Page 11 9 0.0003 0.0000 10 0.0003 0.0000 11 0.0003 0.0000 12 0.0003 0.0000 13 0.0003 0.0000 14 0.0003 0.0000 15 0.0003 0.0000 16 0.0003 0.0000 17 0.0003 0.0000 18 0.0003 0.0000 19 0.0003 0.0000 20 0.0003 0.0000 21 0.0003 0.0000 22 0.0003 0.0000 23 0.0003 0.0000 24 0.0003 0.0000 25 0.0003 0.0000 26 0.0003 0.0000 27 0.0003 0.0000 28 0.0003 0.0000 29 0.0003 0.0000 30 0.0003 0.0000 31 0.0003 0.0000 32 0.0003 0.0000 33 0.0003 0.0000 34 0.0003 0.0000 35 0.0003 0.0000 36 0.0003 0.0000 37 0.0003 0.0000 38 0.0003 0.0000 39 0.0003 0.0000 40 0.0003 0.0000 41 0.0003 0.0000 42 0.0003 0.0000 43 0.0003 0.0000 44 0.0003 0.0000 45 0.0003 0.0000 46 0.0003 0.0000 47 0.0002 0.0000 48 0.0002 0.0000 49 0.0002 0.0000 50 0.0002 0.0000 51 0.0002 0.0000 52 0.0002 0.0000 53 0.0002 0.0000 54 0.0001 0.0000 55 0.0001 0.0000 56 0.0001 0.0000 default[28]12/27/2022 2:19:37 PM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0001 4222 0 0 Pass 0.0001 3625 0 0 Pass 0.0002 3138 0 0 Pass 0.0002 2653 0 0 Pass 0.0002 2264 0 0 Pass 0.0002 1889 0 0 Pass 0.0002 1635 0 0 Pass 0.0002 1366 0 0 Pass 0.0002 1163 0 0 Pass 0.0002 942 0 0 Pass 0.0002 673 0 0 Pass 0.0002 475 0 0 Pass 0.0003 272 0 0 Pass 0.0003 131 0 0 Pass 0.0003 22 0 0 Pass 0.0003 21 0 0 Pass 0.0003 21 0 0 Pass 0.0003 20 0 0 Pass 0.0003 19 0 0 Pass 0.0003 19 0 0 Pass 0.0003 18 0 0 Pass 0.0004 18 0 0 Pass 0.0004 18 0 0 Pass 0.0004 17 0 0 Pass 0.0004 16 0 0 Pass 0.0004 16 0 0 Pass 0.0004 16 0 0 Pass 0.0004 14 0 0 Pass 0.0004 13 0 0 Pass 0.0004 12 0 0 Pass 0.0004 12 0 0 Pass 0.0005 12 0 0 Pass 0.0005 12 0 0 Pass 0.0005 11 0 0 Pass 0.0005 11 0 0 Pass 0.0005 11 0 0 Pass 0.0005 10 0 0 Pass 0.0005 10 0 0 Pass 0.0005 10 0 0 Pass 0.0005 10 0 0 Pass 0.0006 10 0 0 Pass 0.0006 10 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0006 9 0 0 Pass 0.0007 9 0 0 Pass 0.0007 9 0 0 Pass 0.0007 9 0 0 Pass default[28]12/27/2022 2:19:37 PM Page 13 0.0007 8 0 0 Pass 0.0007 8 0 0 Pass 0.0007 8 0 0 Pass 0.0007 8 0 0 Pass 0.0007 7 0 0 Pass 0.0007 7 0 0 Pass 0.0008 7 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0008 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0009 6 0 0 Pass 0.0010 5 0 0 Pass 0.0010 5 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0010 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0011 4 0 0 Pass 0.0012 4 0 0 Pass 0.0012 4 0 0 Pass 0.0012 4 0 0 Pass default[28]12/27/2022 2:19:37 PM Page 14 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. default[28]12/27/2022 2:19:37 PM Page 15 LID Report default[28]12/27/2022 2:19:42 PM Page 16 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. default[28]12/27/2022 2:19:42 PM Page 17 Appendix Predeveloped Schematic default[28]12/27/2022 2:19:42 PM Page 18 Mitigated Schematic default[28]12/27/2022 2:19:42 PM Page 19 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2011 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 default[28].wdm MESSU 25 Predefault[28].MES 27 Predefault[28].L61 28 Predefault[28].L62 30 POCdefault[28]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Roof Area Basin MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 A/B, 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 *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO default[28]12/27/2022 2:19:42 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 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 1 0 0 0 0 3 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 default[28]12/27/2022 2:19:42 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Roof Area Basin *** PERLND 1 0.34 COPY 501 12 PERLND 1 0.34 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 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 IMPLND 1 999 EXTNL PREC default[28]12/27/2022 2:19:42 PM Page 22 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 default[28]12/27/2022 2:19:42 PM Page 23 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2011 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 default[28].wdm MESSU 25 Mitdefault[28].MES 27 Mitdefault[28].L61 28 Mitdefault[28].L62 30 POCdefault[28]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Infiltration Trench 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 *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 default[28]12/27/2022 2:19:42 PM Page 24 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 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 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 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 *** 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 END IWAT-STATE1 default[28]12/27/2022 2:19:42 PM Page 25 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Roof Area *** IMPLND 4 0.34 RCHRES 1 5 ******Routing****** IMPLND 4 0.34 COPY 1 15 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Infiltration Tre-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 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS default[28]12/27/2022 2:19:42 PM Page 26 FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.009183 0.000000 0.000000 0.000000 0.044444 0.009183 0.000163 0.000000 0.138889 0.088889 0.009183 0.000326 0.000000 0.138889 0.133333 0.009183 0.000490 0.000000 0.138889 0.177778 0.009183 0.000653 0.000000 0.138889 0.222222 0.009183 0.000816 0.000000 0.138889 0.266667 0.009183 0.000979 0.000000 0.138889 0.311111 0.009183 0.001143 0.000000 0.138889 0.355556 0.009183 0.001306 0.000000 0.138889 0.400000 0.009183 0.001469 0.000000 0.138889 0.444444 0.009183 0.001632 0.000000 0.138889 0.488889 0.009183 0.001796 0.000000 0.138889 0.533333 0.009183 0.001959 0.000000 0.138889 0.577778 0.009183 0.002122 0.000000 0.138889 0.622222 0.009183 0.002285 0.000000 0.138889 0.666667 0.009183 0.002449 0.000000 0.138889 0.711111 0.009183 0.002612 0.000000 0.138889 0.755556 0.009183 0.002775 0.000000 0.138889 0.800000 0.009183 0.002939 0.000000 0.138889 0.844444 0.009183 0.003102 0.000000 0.138889 0.888889 0.009183 0.003265 0.000000 0.138889 0.933333 0.009183 0.003428 0.000000 0.138889 0.977778 0.009183 0.003592 0.000000 0.138889 1.022222 0.009183 0.003755 0.000000 0.138889 1.066667 0.009183 0.003918 0.000000 0.138889 1.111111 0.009183 0.004081 0.000000 0.138889 1.155556 0.009183 0.004245 0.000000 0.138889 1.200000 0.009183 0.004408 0.000000 0.138889 1.244444 0.009183 0.004571 0.000000 0.138889 1.288889 0.009183 0.004734 0.000000 0.138889 1.333333 0.009183 0.004898 0.000000 0.138889 1.377778 0.009183 0.005061 0.000000 0.138889 1.422222 0.009183 0.005224 0.000000 0.138889 1.466667 0.009183 0.005387 0.000000 0.138889 1.511111 0.009183 0.005551 0.000000 0.138889 1.555556 0.009183 0.005714 0.000000 0.138889 1.600000 0.009183 0.005877 0.000000 0.138889 1.644444 0.009183 0.006040 0.000000 0.138889 1.688889 0.009183 0.006204 0.000000 0.138889 1.733333 0.009183 0.006367 0.000000 0.138889 1.777778 0.009183 0.006530 0.000000 0.138889 1.822222 0.009183 0.006693 0.000000 0.138889 1.866667 0.009183 0.006857 0.000000 0.138889 1.911111 0.009183 0.007020 0.000000 0.138889 1.955556 0.009183 0.007183 0.000000 0.138889 2.000000 0.009183 0.007346 0.000000 0.138889 2.044444 0.009183 0.007510 0.000000 0.138889 2.088889 0.009183 0.007673 0.000000 0.138889 2.133333 0.009183 0.007836 0.000000 0.138889 2.177778 0.009183 0.007999 0.000000 0.138889 2.222222 0.009183 0.008163 0.000000 0.138889 2.266667 0.009183 0.008326 0.000000 0.138889 2.311111 0.009183 0.008489 0.000000 0.138889 2.355556 0.009183 0.008652 0.000000 0.138889 2.400000 0.009183 0.008816 0.000000 0.138889 2.444444 0.009183 0.008979 0.000000 0.138889 2.488889 0.009183 0.009142 0.000000 0.138889 2.533333 0.009183 0.009305 0.000000 0.138889 2.577778 0.009183 0.009469 0.000000 0.138889 2.622222 0.009183 0.009632 0.000000 0.138889 2.666667 0.009183 0.009795 0.000000 0.138889 2.711111 0.009183 0.009959 0.000000 0.138889 2.755556 0.009183 0.010122 0.000000 0.138889 2.800000 0.009183 0.010285 0.000000 0.138889 2.844444 0.009183 0.010448 0.000000 0.138889 default[28]12/27/2022 2:19:42 PM Page 27 2.888889 0.009183 0.010612 0.000000 0.138889 2.933333 0.009183 0.010775 0.000000 0.138889 2.977778 0.009183 0.010938 0.000000 0.138889 3.022222 0.009183 0.011101 0.000000 0.138889 3.066667 0.009183 0.011265 0.000000 0.138889 3.111111 0.009183 0.011428 0.000000 0.138889 3.155556 0.009183 0.011591 0.000000 0.138889 3.200000 0.009183 0.011754 0.000000 0.138889 3.244444 0.009183 0.011918 0.000000 0.138889 3.288889 0.009183 0.012081 0.000000 0.138889 3.333333 0.009184 0.012244 0.000000 0.138889 3.377778 0.009184 0.012407 0.000000 0.138889 3.422222 0.009184 0.012571 0.000000 0.138889 3.466667 0.009184 0.012734 0.000000 0.138889 3.511111 0.009184 0.012897 0.000000 0.138889 3.555556 0.009184 0.013060 0.000000 0.138889 3.600000 0.009184 0.013224 0.000000 0.138889 3.644444 0.009184 0.013387 0.000000 0.138889 3.688889 0.009184 0.013550 0.000000 0.138889 3.733333 0.009184 0.013714 0.000000 0.138889 3.777778 0.009184 0.013877 0.000000 0.138889 3.822222 0.009184 0.014040 0.000000 0.138889 3.866667 0.009184 0.014203 0.000000 0.138889 3.911111 0.009184 0.014367 0.000000 0.138889 3.955556 0.009184 0.014530 0.000000 0.138889 4.000000 0.009184 0.014693 0.000000 0.138889 4.044444 0.009184 0.015101 0.082732 0.138889 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 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 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 default[28]12/27/2022 2:19:42 PM Page 28 default[28]12/27/2022 2:19:42 PM Page 29 Predeveloped HSPF Message File default[28]12/27/2022 2:19:43 PM Page 30 Mitigated HSPF Message File default[28]12/27/2022 2:19:43 PM Page 31 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. 2005-2022; 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 DEUTSCHER - YELM COMMERCIAL 12.30.2022 PAGE 33 APPENDIX 2 SUPPLEMENTAL REPORTS AND INFORMATION United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Thurston County Area, WashingtonNatural Resources Conservation Service December 28, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 Thurston County Area, Washington................................................................10 110—Spanaway gravelly sandy loam, 0 to 3 percent slopes......................10 112—Spanaway stony sandy loam, 0 to 3 percent slopes..........................10 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 5199150519918051992105199240519927051993005199330519936051991505199180519921051992405199270519930051993305199360528890 528920 528950 528980 529010 529040 529070 529100 529130 529160 529190 529220 528890 528920 528950 528980 529010 529040 529070 529100 529130 529160 529190 529220 46° 56' 49'' N 122° 37' 13'' W46° 56' 49'' N122° 36' 57'' W46° 56' 42'' N 122° 37' 13'' W46° 56' 42'' N 122° 36' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,550 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Thurston County Area, Washington Survey Area Data: Version 16, Sep 8, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 18, 2020—Jul 20, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 110 Spanaway gravelly sandy loam, 0 to 3 percent slopes 3.8 76.4% 112 Spanaway stony sandy loam, 0 to 3 percent slopes 1.2 23.6% Totals for Area of Interest 5.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 8 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 Thurston County Area, Washington 110—Spanaway gravelly sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2ndb6 Elevation: 330 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Prime farmland if irrigated Map Unit Composition Spanaway and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Spanaway Setting Landform:Terraces, outwash plains Parent material:Volcanic ash over gravelly outwash Typical profile H1 - 0 to 15 inches: gravelly sandy loam H2 - 15 to 20 inches: very gravelly loam H3 - 20 to 60 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 3.8 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: R002XA006WA - Puget Lowlands Prairie Forage suitability group: Droughty Soils (G002XS401WA) Other vegetative classification: Droughty Soils (G002XS401WA) Hydric soil rating: No 112—Spanaway stony sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2ndb8 Custom Soil Resource Report 10 Elevation: 660 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Spanaway and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Spanaway Setting Landform:Terraces, outwash plains Parent material:Volcanic ash over gravelly outwash Typical profile H1 - 0 to 16 inches: stony sandy loam H2 - 16 to 22 inches: very gravelly sandy loam H3 - 22 to 60 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: R002XA006WA - Puget Lowlands Prairie Forage suitability group: Droughty Soils (G002XS401WA) Other vegetative classification: Droughty Soils (G002XS401WA) Hydric soil rating: No Custom Soil Resource Report 11 Yelm Day Care Yelm, Washington Drainage Report .July, 2011 Prepared For : Marijke Deutscher 140 l Marvin Rd NE Lacey, WA 98516 Prepared By: Shea Carr Jewell Jim Gibson, P.E. 2102 Carriage Dr SW, Bldg H Olympia, WA 98502 360.352.1465 £NGINEERING ANO P\.,Al'\INI li w ii: 1ID SHEA-CARR•~LL jUL 2 I) 2011 Jill BY· .•••••...•.•..•...•• CERTIFICATE OF ENGINEER PROJECT ENGINEER'S CERTIFICATION: I hereby certify that this Drainage Report for the 'felm Day Care ln Yelm, Washington, has been prepared by me or under my supervision and meets the minimum standards of the 1992 Department of Ecology Stormwater Management Manual for the Puget Sound Basin and normal standards of engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. Prepared by Jim Gibson, P.E. TABLE OF CONTENTS 1. STORM DRAJNAGE REPORT .......................................................... 1 1.1 PROPOSED PROJECT DESCRI PTION ...................................................... 1 1.2 EXISTING CONDITIONS ...................................................................... 2 1.3 INFILTRATION RATES/SOILS REPORT ................................................... 2 1.4 WEL LS AND SEPTIC SYSTEMS ............................................................. 2 1.5 FUEL TANKS ...................................................................................... 2 1.6 SUB-BASIN DESCRIPTION .................................................................. 3 1.7 ANALYSIS OF 100 YEAR FLOOD ........................................................... 3 1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES ..................................... 3 1. 9 DOWNSTREAM ANALYSIS ................................................................... 3 1.10 COVENANTS, DEDICATIONS, EASEMENTS ..•.......................•......... , ....... 3 1.11 PROPERTY OWNER'S ASSOCIATION ..................................................... 3 2. EROSION CONTROL REPORT ....................................................... .4 2 .1 CONSTRUCTION SEQUENCE AND PROCEDURE ...................................... 4 2.2. TRAPPING SEDIMENT ......................................................................... 4 2.3 PERMANENT EROSION CONTROL AND SITE RESTORATION ..................... 5 2.4 GEOTECHNICAL ANALYSIS AND REPORT ............................................... 5 2.5 INSPECTION SEQUENCE ..................................................................... 5 2.6 CONTROL O F POLLUTANTS OTHER T HAN SEDIMENTS ............................ 5 3. MAINTENANCE PLAN ................................................. , ................. 6 3.1 REQUIRED MAINTENANCE .................................................................. 6 Appendices Appendix A-1 -Drainage Calculations Appendix A-2 -Drainage Plans Appendix A-3 -Vicinity Map Appendix A-4 -FEMA Map Appendix A-5 -Soils Report and SCS Soils Map Appendix A-6 -AquaSwirl Data 1. STORM DRAINAGE REPORT This report has been prepared following the format outlined in the Drainage Dc:;ign and Erosion Control Manual (DDECM) for Thurston County, 1994 Edition. The 1992 Department of Ecology Stormwater Management Manual for the Puget Sound Basin has been used as the design criteria. 1.1 PROPOSED PROJECT DESCRIPTION Project Proponent: Parcel Number: Legal Description: Total Site Area: Zoned: Site Address: Project Overview: Marijke Deutscher 1401 Marvin Road NE, Suite 307 PMB 254 Lacey, Washington 98516 (360) 402-6871 21724131001 Section 24, Township 18 North, Range 1 E, W.M., Thurston County, WA 4.16 acres C-1 Unknown The Yelm Day Care site Is located In Yelm, Washington and is bordered on the northwest by Tahoma Blvd., on the south by Berry Valley Road and on the northeast by vacant lots. The proposed development includes construction of a 9,768 SF daycare, 5,000 SF veterinary clinic, a 5,000 SF medical clinic with the associated parking and Infrastructure and Berry Valley Road frontage Improvements. Construction on the site will be completed In phases. Phase 1 of the project will include the construction of the Berry Valley Rd frontage Improvements and the proposed day care facility. The on-site infrastructure necessary to support the day care, including a stormwater facility sized to handle runoff from the entire site, will also be constructed as part of Phase 1. The medical and veterinary clinics and the remainilg on-site infrastructure will be completed in Phase 2 of the project. The proposed project will create 2. 73 acres of Impervious area and will disturb an additional 1.43 acres of pervious area. Shea Garr Jewell July 2011 Page l Phase 1 on-Site Development Coverage Summary: Building Roof Area Parking and Sidewalk Area Disturbed Pervious Area Berry Valley Rd. Frontage Total A-ea 0.22 acres 0.73 acres 1.18 acres 0.38 acres 2.51 acres Phase 2 On-Site Development coverage Summary: Building Roof Area Parking and Sidewalk Area Disturbed Pervious Area Total Area 0.23 acres 1.17 acres 0.25 acres 1.65 acres Total areas for both phases 4.16 acres The site will be divided Into two drainage basins, Basin A and Basin B. Stormwater from the north half of Berry Valley Rd and the on-site Improvements, (Basin A) will be collected in a catch basin and pipe conveyance system and directed to an AquaSwirl for treatment prior to being infiltrated in an open pond located in the southeast corner of the parcel. The stormwater from the south half of Berry Valley Rd, (Basin B) will be conveyed to a temporary roadside ditch for infiltration. Once the property on the south side of Berry Valley Road develops, drainage will be collected and handled by that development. Table 1 Development Coverage Summary: Impervious Area (Acres) Disturbed Pervious Area (Acres) Total Area (Acres) Stormwater Treatment: Basin A Basin A On-site Off-site 2.35 1.43 3.78 0.24 0.00 0.24 Basin B Off-site 0.10 0 0.14 Per Sec:ion I-2.8 of the 1992 DOE Manual, the required stormwater treatment flow is based on the 6 month-24 hour storm event. This event Is computed as 64% of the 2 year event. According to the isopluvial maps in Appendix AIII-1.1 of the DOE stormwater manual, the Yelm area has a 2 year-24 hour storm of 2 inches which yields a 6 month event of 1.28 Inches. StormShed software was used to determine a 6 month treatment flow 0.64 cfs. See appendices for StormShed model output showing this calculated flow . Stormwater treatment will be provided by an AquaSwirl Model AS·2 Stormwater Treatment System. This model will treat a water quality flow of 1.1 cfs, which Is nearly twice the required treatment capacity. Shea Carr Jewell July 2011 Page 2 Basin B Treatment is not proposed for Basin 2 but a reduction of pol lution generating surface area will be ar.:compli$hed with the proposed development. Currently 7,362 sf {1/2 of the 14,724 sf existing roadway) of impervious area sheet flows untreated onto the property to the south. The proposed Improvements will reduce the amount of Impervious area to 6,098 sf (0.14 acres) and direct runoff to a roadside ditch. The ditch will provide some treatment prior to infiltration. Stormwater Storage: Basin A Stormwater will be conveyed from the AquaSwirl to an open Infiltration pond. The Infiltration pond will also be located In the southeast portion of the site and has been sized to provide a minimum 1' of freeboard during the 100 yr -24 hr event (4.50 Inches). Per the recommendations of the Badley-Noble geotechnical report (see appendices), an Infiltration rate of 20 Inches per hour was used for design. The Infiltration pond wlll have a 60'x80'x100' triangular bottom, with a bottom surface area of 2,400 sf at elevation 333 and a top surface area of 5,985 sf at elevation 337. This provides a total available storage of approximately 16,770 cubic feet. StormShed software was used to model and size the Infiltration pond. Per the model, a total volume of 3,373 cubic feet (Water Surface Elevation = 334.16) is required to provide storage for the 100 year storm. See the model output in the appendices. 1.2 EXISTING CONDITIONS The project area is undeveloped and is covered by grass, shrubs, and some trees- mainly Douglas Fir. Most the trees will be removed for the project. Currently the land slopes at a grade of less than three percent from the south to the north. No stormwater tributary flow enters the site in significant quantity. The current soil on site has enough infiltration capability to easily absorb the existing site runoff from storm events. 1.3 INFILTRATION RATES/SOILS REPORT The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies on-site soils as 111-Spanaway gravelly sand loam, 0 to 3 percent slopes. 1.4 WELLS AND SEPTIC SYSTEMS The owrer is unaware of any abandoned or existing wells on site. Proposed buildings will be connected to City of Yelm water and sewer utlllties. 1,5 FUEL TANKS No fuel tanks are known to be on-site. A review of the Department of Ecology's Leaking Underground Storage Tanks (LUST) list did not indicate any existing or abandoned fuel tanks on the project site. Shea Carr Jewell July 2011 Page 2 1.6 SUB-BASIN DESCRIPTION The project area Is part of the Nisqually River watershed. Stormwater from this development is contained on-site. There is no off-site drainage tributary to this site. 1.7 ANALYSIS OF 100 YEAR FLOOD This project has not been identified as a 100-year flood hazard area. A FEMA FIRM Map is included in the appendices. 1.8. AESTHETIC CONSIDERATIONS FOR FACILITIES All disturbed pervious area will be vegetated and landscaped. All stormwater facilities will be underground and will not require landscape. 1.9 DOWNSTREAM ANALYSIS All stormwater generated will be stored and infiltrated on-site. All retention facilities have been designed to retain and infiltrate the 100-year storm event. Therefore, downstream facilities will not be affected by this project. 1.10 COVENANTS, DEDICATIONS, EASEMENTS On-site drainage facilities will require routine maintenance. A draft maintenance agreement between the owner and City is attached In the appendices that will allow the City to access the facilities. The owner is responsible for performing regular maintenance of the storm drainage facilities. 1 .11 PROPERTY OWNER'S ASSOCIATION The entire parcel is currently under a single ownership and will not require an associa:ion. If the ownership of parcels is transferred, an association will be formed to address maintenance of joint facilities. Shea Carr Jewell July 2011 Page 3 2. EROSION CONTROL REPORT 2 .1 CONSTRUCTION SEQUENCE AND PROCEDURE The proposed commercial development will Include site grading and erosion control measures designed to contain silt and soil withi n the project boundaries during construction until pe rmanent vegetation and site Improvements are in place. Erosion/sed i mentation control shall be achieved by a combination of structural/vegetative cover measures and construction practices tailored to fit the site. Best Management Prac tices (BMP's) will be employed to properly clear and grade the site and to schedule construction activities. Before any construction begins onsite, erosion control facilities shall first be Installed. The planned construction sequence is follows: 1. Schedule preconstruction conference with the City, contractor, project engineer and construction staking surveyor. 2. I nstall rock construction entrance. Use 4" to 8" diameter quarry spa lls with L2" minimum depth. 3. Install filter fabric fencing in the locations shown on the plans. 4, Provide inlet protection a, oumJ oexi,:,l i11y <.:dld1 1.Jc:1sins. 5. Clear site (grubbing and rough grading). 6. Maintain equipment and water supply for dust contr-::>I. 7. Designate an area for washing concrete trucks to control the runoff and eliminate entry in the storm drainage system. 8. lnstall underground utilities. 9. Provide inlet protection around al l new catch basins. 10. Maintain all erosion control facilities until the entire site is stabi l ized and silt runoff ceases. 2.2, T RAPPING SEDIMENT Filter fabric fencing will be Installed to trap sediment before runoff exits the site. In addition, inlet protection will be Instal led around all existing and new catch basins to filter out sediment before runoff enters the storm system. A stabilized construction entrance will be installed to prevent construction vehicles from tracking soil onto roadways. If sediment Is tracked off-site, it shall b e swept or shoveled from paved surfaces on a daily basis, so that it is not washed onto existing catch basins or other storm drainage facilities. Shea Carr Jewell July 2011 Page 4 During the rainy season from November 1 through March 31, the contractor must cover any disturbed areas greater than 5,000 sf in size if trey will be unworked for more than 12 hours. Mulch, sodding, or plastic covering shall be used to prevent erosion in these ;,rP.as. 2.3 PERMANENT EROSION CONTROL AND SITE RESTORATION All disturbed areas will be paved with asphalt, covered with buildings, or landscaped with grass, shrubbery, or trees per the landscaping plans. 2.4 GEOTECHNICAL ANALYSIS ANO REPORT None of the storm drainage facilities are located near the top of a steep slope . Therefo•e a geotechnical analysis for slope or soil stability was necessary. 2.5 INSPECTION SEQUENCE In addition to required City inspections, the project engineer will inspect facilities related to stormwater treatment, erosion control, storage, and conveyance during construction. At a minimum, the following Items shall be Inspected at the time specified: 1. The erosion control facilities shall be Inspected before the start of clearing and grading to ensure the following structures are in place: a. Construction Entrance b. Filter Fabric Fence c. Inlet protection of existing catch basins . 2. The conveyance systems WIii be Inspected after construction of the facilities, but before project completion to ensure the following items are in working order: a. Pavement Drainage b. Catch Basins c. Conveyance Piping 3. The stormwater treatment and storage systems shall be Inspected during and after construction to ensure: a. The facility is constructed to design specifications and that protection from sediments in place. 4. The permanent site restoration measures shall be inspected after landscaping is completed. A final inspection shall be performed to verify final grades, settings of control structures and all necessary Information to complete the Engineer's Construction Inspection Report Form. This form must be completed prior to final public works construction approval . 2,6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS The contractor will be required to designate a washdown area for concrete trucks as well as a temporary stockpile area for constructl on debris. Vehicle fueling, washing, or maln:enance shall occur in designated areas only. Shea Ci!rr Jewell July 1 011 Page 5 3. MAINTENANCE PLAN 3.1 REQUIRED MAINTENANCE The following pages contain maintenance 'leeds for most of the components that are part of the project's drainage system, as well as for some components that the project may not have. The checklist shou ld be competed for all system components or the following schedule: M. Monthly from November through Aoril A. Once in late summer (preferably September). S. After any major storm event (use 1" In 24 hours as a guideline) items marked "S" only. Using photocopies of these pages, check off the problems investigated each time an inspection was performed. Add comments on problems found and actions taken. Keep these "Checked" sheets in the files as they will be used to rite an annual report (due In May). Some items do not need to be looked at every item an Inspection Is done. Use the suggested frequency at the left of each item as a guideline for the inspection. The jurisdiction may be called for technical assistance. Please do not hesitate to call, especially if it is unclear whether a particular situation may be a problem. Shea carr Jewell JUI( 2011 Page 6 A1TACHMENT "A": MAINTENANCE PROGRAM COVERSHEET Inspection Period: Number of Sheets Attached: Date inspected: Nam~ of Inspector: Inspector's Signature PageK-15 ATTACHMENT "A".MAINTENANCE PROGRAM Maintenance Checkiist for Closed Detention Systems (PipesiTanks) If arum we unsurtr whether a prdkm exists, plica'¢ cwkLxt tha J%12'I5diclion im%L ask lar tr{hokal am%Wp c Cnrmircikts M A = Annual; Alarch or A Aril pmferr A) M — Monihlvfwe scbedulc) S =After mjoralorms llagce K - 16 dtairage yseems Condimks To Condidom That F 1aprrg y Problem Check For Shall Exisi S1wkc PLvp�cd are (hic-hdfafdre cad urcauf a wpu in 1d%xkcd m Verns lire oYdrlsnsatrd sgdlmeni area vem arty paten WILh 4kbri3 and sedtrnemt. lyygged (pipe tarkly (Snmll pipe Ve111 4411 k2U-VC s10rJgr. urea til {alLapr[ lhm irsiurguUx In storage i� .M rkbm-jnd Accumulawd sndirnemdepth +ds Iy%(pf All iedir rem wrddetms m movod iTam px&?ge seduncm 0 iemocici. L urriple. 72 -inch stongc tank un,rld frn Corklut City Public Works W guidamec require cicnning %%hen k%lmkcnr reaches depth of on sediment mmavzl and 0i5pnjal 111 inchrs. A )OM Any eraek millowing mmvkgl ip leak ihlo focil Lly AJI )mutis Uetwmen tsmkfpipe s=ion% XL seakd. Lr�hu�ti�i iamvpipe seclaon A rankipipe Any Ial of tat W0pr it noticeably bent mut of Tank P%' i KpAiied or Tk{ JWVd to design M14 wrl sd- ahwr- Canmet u pmfesniatkal engimc{r for k1V3liia%fiii5 sh M.S Ihdsrkliiilc ['Oe ,:r nat in Co►+er ki mluwrg of only ponjalLy irk place. Any Marhak u clasrel 7L;ui' 0 Y iTmrlhy6e %urea mamicnaoce. A Luckmg NkcImLsin cannot lrc oppftcl k'Y unr hleehanism open9 with pruVr tooL% iWelhaviAlki n%uinlanamv person TriO proper %oak,. nolLs noL working arta' frame h;lvc lezf dmn l!_ -inch of thread fmrty not apply %oscLf-kwkik hclr x Caw One hlntntt,.Mnii" perwn cnnnot remme lid ullcr Co%%Er tett be rCrnu%,eJ aa4 minalaMW by one doicul11a upplykng &fi pawrds o(Ijik, Imes% Is 10 kmp mamrennnce perwm. rmo%v cover from seaitn g aff nacese an maimocmmUpC. A r nd6tr Maintenance parson ladws ilibt Iaddut is unsafe Ladrkr melts desigm samnudrrds and DRaws rungswtsafe 4luc in imssing ningx misalignmemi, rust, er wairimm eco pamm safe xLTsm clmki If arum we unsurtr whether a prdkm exists, plica'¢ cwkLxt tha J%12'I5diclion im%L ask lar tr{hokal am%Wp c Cnrmircikts M A = Annual; Alarch or A Aril pmferr A) M — Monihlvfwe scbedulc) S =After mjoralorms llagce K - 16 ATTACHMENT" '(CONTINUED) Maintenance Checklist for Catch Basins and Inlets 1l you are WULIffe whether a prgblem exists, please Contact the )uriSClGliUn arld ask far rcchniCNl WiStUFMC. COMITIC s: A 1 A rimul (hlarrh tar Alxll fv&rm! I M = Handily ( Schedule) S = Aftcr Ik1WIk1I 5turrms Page K - 18 S, SLcm CglidilionaTo Conditicwvl 1w Fri, iknry [4;11Llrr Problem Churl; Fol Should Gsist 4f w Ce; :&M TMSI4 debris, Tf&Ao[ Debris im FTontofOWCakh hash No trash or demes 6xaied kmmedio* i5 from W4 5edimCIA opening is NOLILing cupacity by more rlmn l MA oreatch basin opening. I�m[e is" clean and irl Lir ulk basin Wklorn ua[cr to CnmL'r. F 50101M 4Y drhrls (m the ba9in) duL ACMIS No sndimrnt ksr deNis in The cinch basin. Cutch In Lho dWh from 11W NA19M of hOErk to irLVCII baSm v ft out and elegll orlhe lunvsL nifx inm or gllr of Ihr halm. .41..1 Trash or Lkhrks ee .ka`y inid ur pipe lakeLing lnlet arrd aoLle[ pipes f&v of uush ur dcbrii more than 15 3d'L9s lkipjij N1 SILucLural Comer of fdjlnv extends rime then 314 inA pw Frium Ls even with LLm b. 6irmige hF curb Ince into the slrxtl f If upplicablel rr"e urkdfor I iiab M Top slab has butes ]argtr Ou L t sgeurre mchea OF Top slaLr is fmc of huFea and nark;. Crneks w Idr.7 than A inch (Intent Is Lo tkmk g sure all moterid is r4AA Yrotl the buLin). Fraw m oL sgluFg Hush an lop dab, i.q, I -fame os saing flush on lop 914h kp,lralion mf marc Than 3$ k1di of 1hr rT=r frnln the h5P 9fnt} A Crmck¢ Irk Chicks utder than Lfr inch olwl liNW; Ihm 3 138SNr rcoloCLA nr rcpalFvJ to dmgn 9Landud5 basin fret_ alky 4villuncccI Soli parl:ld" em esiml<tirNGk1 {'01k xt 0 rME—miorLal tpghNel fore•aluaglam 5 .A%l15o"M basks dlrough crack . 4u nlnkalemrricr poison qd s Ilial 5trrli tffC is wksaund A Clarks %vkk-F khaq I!3 LTLeh arlak longer thus I He Craks more Lbmn IA ukch %ide at the ioial fouLa11he1uiAofwWinleVi)AeFopeorday onnksUmlile[pip*. e'eidcimeofsoulpa elescrftrir1$C04chbasgin Ihra Cg*A F. A Scaleme1w jmisall linin lids gelded marc than I IIICh iir has rur acd BaSiR rcplaced or repAlrtA La Llupp 5twid3rds. nt morn thm -� iftfies+suL Drab nmcaL C'onlact a prakssbwml erkine�;r fof ev-4h,:uiun Its Flee hosed or Prmsam;eofchenikdssuch aq nsi;iFal Vs. op. No CaLoT. odaf,Or sludge. NSIn IS dug uut and othcr and 9&9131ift. Oboa!riou5 calur, odor, or srudga UICUR Ilellon rrote-d. Cludct pipe is. Vi—,cmtian or TooLg �rpwLreg m micelaulict pipe No vev muun or row grmvLh presenk. flogged VALh -OUR thAt IN maFC shark six inChaS 1311 and tdNS ae 8rnn1 Than sox inches a n. 1l you are WULIffe whether a prgblem exists, please Contact the )uriSClGliUn arld ask far rcchniCNl WiStUFMC. COMITIC s: A 1 A rimul (hlarrh tar Alxll fv&rm! I M = Handily ( Schedule) S = Aftcr Ik1WIk1I 5turrms Page K - 18 ATTACHMENT rrArr (GO NTINUED) Maintenance Checklist for In illtration Systems I'requeElkY Dmil19Lge f Pr{hlY!m Cmditim,to Check For Com fitimiis'rhtLl Shnld t list b stem Fewum M,S Gcncml ] rush & dukis Sm MLLintcnomeeChecklist for Pnndg See lLgany4mmi: Chrcklisi for Ponds. bLAdup in pond M Paimmmio See MainlL:mm,-Check)ist for Ponds. Sec Moimonance C'htCOW for Fgnds, xe eNLlruo MIS Fire hazard ar She M3iFIWM00* Checkrlat for Ponds. Sm Maimenanee Chcckkil for Funds. P[kl]Utiqmk M vgonllan nut '.feC MRlnlcnn noc CheckLlit far NvLds. SL'.r Man iffUrsC C_11CA101 Iar PanLLs grDwing or is over rmhn M Hadeol Win Set: MikinienarLct Checkl ist far Finds Seo Maimm-mrite C'hiecklist Cas Fonds. 1 Inset G See Moinlenance ChCCUOI for Pbnds. Sre Milubummoce Chrckiist far f w"k A Slorogr Wren wcdimaia buildup A Sna WXLUYC 1L:31 PW MCS fuLahty Ls MIA SMimcnt is resnas+cd anLVor faciliLy is al sgsomi Awk ft at its designed cepabaitiLs of %ua :rc;wLed So Thal mCphrimun sv3lem works. incorrectly designed agcordmg to cksip. A sediment trapping arra ri IrI5lalrili La r'dy,-c ieibrwnt WJn5 rl In1a IR1 LltraIlnn 3rei. A SlaragC51CL Ak411101tifaW—Aindw"sfardrLyISDN AddWandviSlwtlritad" didpLWI drains slowl" de wwking at As LipcEl eWjhPil ig%k71 aajrr cn-aw ilm w pmvidir needed 56o1 {more tlwn d K rnegrredly dsslgne l Soil is wFe d and raatrlicd to impmvp Itioursj or drainygc. Cootie[ dLe Citv for u4rr M1s irlfarir ako Oh irx wiliilenLcALs regardnlg txrrva0an. 41 4tfLIlY�ri1 A Ly md4mcn1 .wid debris illhng arej to I0%of 'lean 0ur.wmp Lo design depth. trapp1ng arca dcplh lion su n bwtarn tP Itlnharn of autlLA pipe er obswdmg nnw Lnto rhe mnauxNtf PIK f}nc'fune Sed§rneni Soorw8,lef caws infiilnlpw ureadiFUILy Add atmpping arca by mnstwinga trapping arca not withow INgt WPIL kMV fot SCLtlang of:PW[ds. SCgrCg.1W pr,cnt semlrog arca from Lrrt of Cec ft. Contact Ury for idance- M Rack finer Nedintew Wid 1:9y vlsuia LnspaCLLan htdeOr na mkr tbaws Reptavegravel in mak fitrcr. debrm 1brGugh fiker during hewy rain jamiB ifyau are unwre %Asher a lrrablein eN ML phase COMMI t Wl ffltisdiuiun and oak for technical assistw-cc curnuluppis: A=Aanaal ()Awh ar Apra ]treferrM) M=LMwghk- (sec schedutc) 5 = Aficrmajar &farms Page K - 20 ATTACHMENT "All (CONTINUED) aintenance Checklist for Conveyance Systems (Pipes, 0 -teles, and wales) FrgWF14y l7minage Problem Coet.lni0nS44Oreci;Por 0aiAolups'IhaLShwdd4xisr slcm FcaSw� WS ui} € Sed"urieru & ARum1F IiA. SeslimM dla[ mmeds 2U%orthe Pip�dwhew! uFall ardunenland ckhfls debris diamcrero'the pipe. +i Vel eeeEi{uL Veget3dan that rcduLq itw mown enr of +i[I �+e on mm"ed au L+�aer tim-. %4AW Shror ' s. FrI rau-0h giipm. A Damaged (rusted, Jlcnt_ or crosbed) Pretcetiac knaLingg is dery Ved; rust is eBUsiiiq marc than SmdeLfirioralina 1f Vipe reared or replaced. ;pi} poll Lir 41 any ;Fent t significantly impgde9 flaw (i c _ ltipp rtpaired ix reptaoaLJ LiRrmw,s the uom %eman inaof mpe My more Shan -'&&b) 70 Pqk has ii'I lour t ckg or Stars allawhis PI fm mrai" nr rvmwd fhrrFriM1v;Ller leA _ Opm dildics 1 mall dk lkb . [Tumour $[ yikrj 1AMAn swh a5 P-im FxmovC t zsh and deb179 =A dispQge as clippuns yid brmchres into basin 11milpt}' wrihrd by City www (klaimgenKrit clion I x'fi�rL atian of nm-& bk- matcria s such as REPS& Pkwic, r"W, a8rn 4rw cr w�j Puprir } `.tadmmeril tuldlip mirnulwd sedimenL LhaL Rich dcaned; of 011 sediment Md debris deEfian die Ih. of aw k M7&Lhw &,vim :1 Yegelzginll 1 C CSOlGrl {C . w'Ee+15' 8llrbba or Sill ) L1rai N wLV3 frKe WDIV 1100, f"Tly Ilii{+ue1i diS�;hcs il*0.4TWALti4 %"Id LW4)Lr i 111kh4Y U.-ISSy 1'cgc1a1i0nshoo11be ]ell Mime ?1 Frimion damage See Paod9 Checklist Seq! pends cki*a-fill to ADM A Rock liningourL MwikWevroc Nrson ran sett nalivx wd txwReh ltgplvx rocks W desipp 5lamWo of plaec nr liae F(KL lining m�rual{Ff a ce e Varies Cmd ? basins Ser {itch Haeme CheckLisL Set Caren Basins ChuL-[isl. ir,'a_S $x'a1CL I'ra6 b` {this. S4%- aha fur I)PICIscs See a1�e Iixi tlrtChr9. FA SedirnenL buildup See abwwe far Darho. Ye �[tallon may nerd to bt rcVmn[cd afkr rlwnin lid Vgvr titian w r Orasg cw mi is IMF -*C MEF mx* IN Tunas am ,cerate soils Lind wk -*d' mulch bora VMILig Oi overprtlwn wwL woody VCgaSaiwiri. MAXIS. MaiOtain er1M� hri 1 HL n MGigrwVn munimurn Of451ndiies ti17 N51 swrari"Ler imaimeni- Removew ndylpawLh, h2mm v find reseed ag nfft-rr9. hi.S Firosian dammer See INWIL q OkIdEd. $es PL1FjL4 CAd%A'j hr to slo M Cowersion by 5n�lo hes h= f1lgd Ln or blockcci by Ord. If Lloasibltt. y� A v. cls hewl"V lir and ilawowicr to %%TKwtl►iie_ shrg+eiy. ere r dC51 Shat swala areA he t"w t<d ipewPPtlSibla nsC L`orltac! City 10 rfpors lrablcm if -L rMill cl Va untar A Swov ibex nut Watcr 54rids in snalc or IWw velacik): is 4VFV k 9uNty mny be Mended to cheer gr,dcs rkam slow. Sragnuianocws. Caadm nred to be in J -33b ran�C if possible. [f graeEe i9 Iess LIi®ri 1 a underdrairrs mum nerd In ht inita Lr you arc 01mc Whether a problem rxEM pease uwflx1 Um JuriMicLiaa mrd usk far rcchribmi assistsnee. Comments: 2% -Annimi1(March orApml prefeiredl M = Monthly (sge.iclkdLdc) S = Ancr nwior slamw Page K - 24 APPENDIX A-1 - DRAINAGE CALCULATIONS 8c,z;it,r\ A Appended an. WednemLay..luly 20, NH 5:25:117 PM13 LFOOt.('t111PUT E ILe-well Poalj W MMAN Y using Puk, 24 hr Storm Evept ti#art of live stoeagc:4 fi FEE +c, t 'Match Q (cFs) speak Q l) hfas 1Dcyttlt (ft) Vol (cq Vol (aeft) jTimr la $mptg {hrj JJIOLL03 0.6375 4.6342 0-455 1134-328 € I�0-0031 F,ti3" year 3.2144 j 1.5905 145�€i 3372-SrF 0-0774 0.01}59 tiurnmzrs Report af011}etentlan Pond D3tx r � � r Project Pr€rips { Eveat jPrceip (in}' 16 rM3ntlt 1-28 2 yr 24 hr 2-f10 Ioyear F 3 1411— l04 yen.t F 4 50 BASLiST2 [ Yelm f]aycare Revisrdl Using [TY PP I A. RACJ As 16 rminth] [ 24.0 [ [Ycim Daycare Ruvisrdj Using (TYPE IA-PACI As [1111 year] [24-4j asiinl b Bvrgt Peak Q (rfsj 1"eak -r (hrsj I Peek —VF (orf} Arra {aej €4tethod+Lasa R2intype Yelm DWYCarc Revised !6 mrmth O.fi3 75 i 8.lil 1}.22fi6 3.92 $CS T1'P1 1.4.RAC YcITn Daymm Kcviscd F 10ycsr 3.`?144 ' 9101. 1182 3,8? 5CS TYI' 1A,IZnC BASIAST [Yelm Dwycam kr%used] L5TEND Ru"rd ld: Yelm Davcnrr Revised .Design Method SCS Rwinf1.111p1 e I TYPE 1A.RAC ;11ydInty I J4.4itmin 494.04 IStorm Duration F 24-00 hes rAhetr3m;Von Caeff ; 4.20 �PerYio-as Area 1.47 JDCEA 2.35 ac -Perviihus CN] F 7A.{1(I IbCCN 1 9$.04 Tery TC - - — — 14-44 min �DC TC 5-00 min -- Pcrviuns CN Cale - - - Description "iuhArea Sub cn LaFuiv-ape 1.47:1C prn'irnls C"o mposited �:N (AMC 2} 78-411 I � -- — pervioiis-rc cvic Type _ 1DescrlpElan l.n�tlt Sioc I Cucff,--- I.. , i4firc - I --Tr hCct I 0-04 11 F 1).0%0.0 F 4 I {I-04 min �— _ PGrviu" TC 1 [P.m min IH YDL IST SUh9NTARY [b month mal 11 (10 yearputl I ,65r1FAD I#yd]D !Peak Q WO 'Peak'r (hr€� IPejtk Vol (ac-ft)C-one Ares {#e} f, monrh+wlII,043 8,10- F 0 221,i, I IA 1rx)-y r -p, 1-.i 65 r 1-41 1-1182 3,8 STORL.Iti f [Gallery Skarngcj LSTEl11b Record Id: {gallery Storage D crip rIIAllcry itnragc Yakumc Inormcm ff 0-J4 IQ. Start EI- -tjo -ft 4tax HI- (a0 - - - -- PCL -CN Cak beacripelan Sat -Area Sub cn 11.(10 �1i]f1.Ilii W Compo5itW CTS (AMC 2) 98.00 DO - TC Case - - Type Ue riptian Length 6p#e C:aefF m1w TT i 5l 0.0(1 ftW, 'S5,{1 6,00 in 5,00 inin - - - — — Pcr.vious TC — - - - 5.00 roin IH YDL IST SUh9NTARY [b month mal 11 (10 yearputl I ,65r1FAD I#yd]D !Peak Q WO 'Peak'r (hr€� IPejtk Vol (ac-ft)C-one Ares {#e} f, monrh+wlII,043 8,10- F 0 221,i, I IA 1rx)-y r -p, 1-.i 65 r 1-41 1-1182 3,8 STORL.Iti f [Gallery Skarngcj LSTEl11b Record Id: {gallery Storage D crip rIIAllcry itnragc Yakumc Inormcm ff 0-J4 IQ. Start EI- -tjo -ft 4tax HI- (a0 "A:Lv 00 Area (if) 11.(10 �1i]f1.Ilii 1-0 3244A[I 2A10 4i9�,0[i �AHJ 5(188,V0 4.110 �V$i,Uif ,SuL Slant rypc DISCHLLST [Infilrmnion Cm11my Dischargej LSTEND kccord Id: Ir<I11Lrarti0n CaRer.v DiNchmep [>ieserip; Surt EI. �fdtratiiah rats IRFLURUOU jnfi Itraeiao GalEcry 5toragc I Iurrcmenl I U. k 0 ft El 20.00 in-lr FwF Mumplier Licpmwd w: [based on Scriul Numlxx APPENDIX A -2 - DRAINAGE PLANS APPENDIX A-3 - VICINITY MAP Thurston County Map Output rage Thurston Count M i� t Pace I of 1 RP Jill i `J,# Lr F�, 4e.af' -S ADIk _ ? M46 At * W Xwrainicr: Tlwr*on Cowrr oral# gayly eMia m aLCwt rhµj fkc imp is a {RLc unJ uecuraic rcprc%x L iaou of lho wort: of C:rwuuy 1 ;w4;mi'ww- F low cver, Elm Cuba ' and a li rclaied persoww] Wake oo warranty, exrieMd or iinplaeo, reppyiing Ilio nccurucy, oDmpi mess orconvenicnce rrranv ifanrmsramJhyc6sNl oo Ihlsmap. Nor JwLIhe Cnaoriy aca�ept liability far any dramageor injury caucd by Ltuc weai�flh{sin$p, 1'u IN fullcst went permissible pursuwu lo appllcahle I", Thuman Cooney ltw Iaims.u4 warranties, a :gess or implied, imiuding, but not Jimiied rg implic,LE warrudicr 4im--wh4m ability, data fi[ncss for n pari icufar pugxwc% and na-infriigkem=%nC lwfyYricsgry ri&*, Undrr no circumaumm, including, buL not lii„idod Lo, iLey]Ljjowc-. *ha1J'I1rumL%m V#urll}' lrs Irahk RK toy direei, indhwi, incidental, srccul or can"acokid Jarnagra dui rcimh 8rwn Lk imof, a dry irubilily Lo us_'nwF-mm Cu,LnL5 nulcrial& 94 0 21)10 - Thuuwn fuiau3 CuvDurJ Ccher 24I1311eriiageC0LLrt 551', )fLt E7LMYr 01popla. WA "502.6031 LEGEND / 1 Aiajrst Roads Flood Zoom J water Bodies SU@X LLS Z6niag, � COiFiaru3 ' ' 1+'drdsliaurdll � Ctities tv�ttatsd Suffers P�txe�s Iittp;!lgeornapl.geodata.orgiserviet?cotrt,esri.esrirnap.Esrimap?Sc�rvie,eNaml�--cadastr-alov&.,, 1 Sf812010 APPENDIX A-4 - FEMA MAP 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 DepthZone 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 mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone 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 6/1/2021 at 12:44 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°37'24"W 46°56'57"N 122°36'46"W 46°56'32"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 � k §_ - CL �f| \ LU !� _44 do § C:p 4MV - N�#|� Mm -� - - - |222| !||!7 / le � a A§ x LIU �! 2 gym. d k � � v ) C APPENDIX A-5 SOILS REPORT and SCS SOILS MAP 2 -< 5 {r} LF t FL U M V. 7Z w 0 W J c a a U w E a 6 k = rt g OL c a a = rt g OL Ir 3 a a = rt g Ir 3 G ti Sail Map—Thmlon GowrRy, W as!1u191M Neap Unit Legend ` Natural Reaource9 ConsgrwAl;0" Sarvire Web Sell $Nryaw 2_0 Nadonai Coaperativo sou Survey Aireyeol 04 OkOf 1-7% 75.4% 1OQ.0% j R1r1f5 NW Page 3 of 3 T#1uYs#Gn Cour14y,1A�shJng {4tf,� W p Untl Syw" �...�.. . _ mv Unk damn T Acr4s In AQI "4 aslly loamy fwm sand. 3 to .. 2-11 15 peronnt slopes 110 Spanwr+ry yravrtly sancta loam, 91.0 U to 3 poraenl elopes 111 Sp40Mawry WMIOgy sandy loam, za 31a 13 percent spppgx 112 $pariaway elmiy sanity Idem, 4 2.2,5 1.0 3 percent slope% 1 i3 SPWOway &tDFFY sandy JGQH , ] I,$ ID 13 per+ nR SIOpe# TOWS for Area of Jrderest;AOlj I 110-9 ` Natural Reaource9 ConsgrwAl;0" Sarvire Web Sell $Nryaw 2_0 Nadonai Coaperativo sou Survey Aireyeol 04 OkOf 1-7% 75.4% 1OQ.0% j R1r1f5 NW Page 3 of 3 Sprinklers can ba used, but a slow app location rata is needed w rranNytIze waloff. The amount of water applied should be sufficient to wet the root rune but small enough to fnlnlrrOze the leaching of plant nutrients- The application rate should be adjusted to the available water Capacity, die water intake rate, and the needs of the crop. Animal fnanure can be applied periodically during the growing season. Areas Un at receive heavy appllcalions should be harrowed at least once a year. This unit is well a}uited to homeslies. Pebbles and cobbles should be removed, particulariy In afeas used for lawns. in summer, Irrigatlaan Is needed for trawn grasses. shrubs, wines, shade [roes, and ornamental trees. Mulch, fertilizer, and Iffigatlon are needed la establlatl lawn grasses anti other smaN-seeded plants. The train Iirmlalion affecllnyt septic lank absofpiioo frelds Is a poor fllterinq Waclty- If the density of bousEng Is moderate or high, convnunity sawage systems are need&d to premat the contamination of water supplWr, cailsetl by seepage #ram onsite &3-,Yag@ disposal. systems, Cutbanks are riot slable and are subjecl 10 slOughing- Dooglas-frr is the main woodland species an this unil. Among the trees of limited extent are Oregon whlie aak. IodgepoEe pine, and rad alder- Douglas=Cir and Scotch pine are g rown an Christmas tree plantations. On the basis of a 1 00 -year site curve, the mean silo index for Dougla s -fir is 144. On Iha basis of a 50 -year site curve, it is 148. The highest average growrth rate of an unmanaged, even -aged stand of Dauglas-fir -is 145 cubic feet per acre ger year at fi S years of age. This sail is suited to year-round lagging. Unsurfaced roads and skid trails are slippery when wet. Fagging roads require sultable surfaolrig material Far year-round use - Rounded pebbles and cobbles for road construction are readily available an Ihis unit, Disturbance of the pfot$rtiVe layer of duff can be m1nlmfaed by the careful use of wheeled and tracked equipment - Seedling establishment and seedling mortality are the main cancemS in the prorduclion of Umber. Ra fare station can be eccompliahed by planting Douglas -fir seedlings- If Iha stared Includes seed ifees, natural reforestalion by ❑ougles- rlr, Oregon white cal, arrd IodgOpole pine occurs periodically In cutover areas, Moughtinesa In the surface layer reduces the sead ling survival rate. Wizen openings are made In the canopy, invading brushy plants can delay Iha aslabfthrnonl of planted M ouglas-flr eeedlings. Common forest understory plants are Cascada OM904191rape, s2131, westarn brackenFernr western swordlem. Jndl#rn plum, and Scotch-broorn- This map unit Is In capability subclass IVrr. 177-Spanaway gravelly smndy roam. 3 to 15 percent slepas. This very deep, sornewhat excessively drained soil is an terraces- it Formad in glacial outwash and valcanic ash. The native vegetation is mainly grasses, fares, and a Pew conifers, Elevation fs 1{l4 to 400 feaR. The averaga annual pmcipitatiiian is 45 to 55 inch@$, the average annual 96r ternpecature la atmul 51 degrees F. and the ave raga frost -free period is 154 to 200 days - Typically, the surface Iayor Es blaAA gravelly saridy loam aboul 15 inches thick- The subsoil is dark yellowish brown Very grdVetly sandy loam about 5 inchas thick. Tho Substratum to a depth of 60 irr as or rrtioro is dark yoltpwish blown extremely grauelly sand- Induded in Ihir, until are email areas of AEderwood sails on 00 pWlrrs and Everelt. Indianola, and Nisqually sails on terraces- Also Included are small areas of Span away soils That have a stony sandy loam surface layer and small areas of Spanaway grave4y candy roam lhat nave slopes of 0 to 3 percent. Irrduded ar@as make up about 20 percent of the total ac7eage- Parmeablilly is modarat@ly rapW in Ilia subsoil of the Spanaway sail and very raped In the sOslrat4m. Available water capacily Ps low. Eflfecdve rooting depth is 80 inches or mors- Runoff is stow, and the hazard of water erosion is slight. This unit is used mainly las haytand or pasture, gs a site Por homes, or as a source of gravel, It is also used as woodland. The main timltation affecting hay and pasture Is the taw avagable water oapadiy during the growing season- Proper grazing practices, winad Gontral, and teriiGzer aro Fiended to err sure maximum quality of foraga. Rolaiion grazing helps to maintain the quality at foraga. Periodic mowing helps to maintain uniform growth, discourages seraclive grazing, and controls woods, Animal marKife cart be apoied periodically during the growing sea&on- Areas that receive haauy applications should ba harmwed at least once a year- rn summer, iarigarlon is needed for maximum production of mast forage crops. Sprinkler irrig atf m is the best rnefhod of applying water. The amount a watar applied should be sufficient to wet Iha root zona but small enough to rYiirl mIze the leaching of plant nutrients, This unit is suited to horn"ms- The fnaln limitation is the slope. Cutbanks are not atable and are subject to sloughing. A plant cover can be establiabed and malntaine-d through proper fetUllzJng, seedling, rnulr_hing, and shaping of the slopes. Pmbhles and cobbtac should he removed, particularly to areas used for towns, in JncludeA areas make up about 10 percent of the total acreage - Permeability is moderately rapid in the Spann soil_ Available water capacity is moderate. Effective rooting depth is 2G to 40 inches_ A seasonal high wale( lable is at a depth of about 12 to 36 inches from NDvember to April_ Runoff is slow, and the hazard of water erosion is slight. Most areas are used as hayland and paslure_ This unit Is sulted to hay and pasture. The main limitations are the seasonal high water table and the moderate available water capaelty, proper Stacking rates, posture rotailon. and restricted grazing durrng wet perlads help to keep tha pasture In good oondltlon and protecl the axil Irom erostan. Rotation grezinq helps to maintain the quality of longe. Periodic mowing helps to mafnlain uniform grOYAh, discourages seJectlae grazing, and controls weeds. Irl most years irrigation Is needed for MXIMUrrk pt0duclion. Sprinkler irrigation is lfae best method of aQpiying water. The amount OF water applied shouid be suf#icien t to wet the root zone but small enough to minimiza the leaching of plant nutrients. A few areas are used as woodrend. On the basis of a 100 - year Me curve, the estimela# Sita index for Douglas -fir is 144. On Wo basis of a 50 -year silo curve, It is 110. Tlfe estlmattid growth rail of an unmanaged, even -aged stand of Daugtag-fir Is 150 eubic feet p ar acre per yaar al 60 years of agn. Turf main IimlLation affecting 1h harvesting of timber Is the muddiness causeij by seasonal wetness_ U s a of wheeled and tracked equipment when the soil Is Yvet fesulls in ruts and soil compaction. Unsurfaced roads and skid trails are soft and can Na impassable when wet_ Logging roads require suitable surfar;ing material for year-round use_ Rounded petxbtes and robbkn Far road constfuctilon are readily availatle on this unit. The seasonal high water table Arnits the use of equlpment to dry periods, Dislurbance of the protective layer of duff can be minimized by the careful use of wheeled and Racked equipment_ Seedting astahtishment is the main concern fn the production of timber. REarorestatlon t= 6e accoinpilshed by pra nlrng Douglas -fir seedEings_ Jf the stand Includas seed trees, natural reforestation by red alder occtlfs perrodreally in cutover areas_ Titin seasonal high watar tabra In hill its root fwspiraliDn and thus results in soma seedling mortaltty. When openlngs are made in the canopy, invading brushy plants can preveni to establishment of plonled Doug las•fir saiRdlingg_ Common forest understory plants are cascade Q:egongrape. salal. vine ntiapde, waatem brackenfern. and Oregon white oak. 'This map urWlt Is in capability subdass 111w. 11U-Spanaway gravelly sandy Ioam, 0 to 3 pareant slopes. This very deep, somewhat excesslvely drained soli Is an terraces_ It formed to glacial outwash and wolcanoc ash_ The natlwe vegetation Is mainly grasses, ferns, and a few conifers. Elevallion is 140 to 400 fleet, The average annual precfpltatlori is 45 to 55 Inches_ the average annual air lemperature is about 51 degFaes F. and the average ftost-free poriod is 150 to 200 days. Typically, the s u rfaim layer is black gravelly sandy loam about 15 inches thick. The subs nil is dark yelJo%Wrh brawn very gravelly loam obaut 5 tW"S WiCk. The substratum to a depth of 60 inches or mars is dark yellowish brown iaxtramuly gravelly sand, 1nc.luded in lhis unit are small areas atAlderwood galls on till plains: Ewarelt, indiana.Ja, and Nisqually polls on cutviash terraces; and Sparta soils in depressions. Also inc.Wod are small areas of Spanaway soils that have a stony Sandy loam surface layer arld srna 11 areas of Spanaway gravelly sandy loam thal have: skapes of 3 to I5 percent, Included areas make up about 24 percent of the total acreage. Permeablilty is moderately rapid In the subsoll of the Spanaway sold and very rap;q in the substratum. AvaUablo water capacity is low. Effective roothng depth is 90 Inch as or more_ Runoff la stow. amd the hazard of water erosion is siipht. This unit: is used mainly as hayland, pasture, or cropland, as a site for homes. OF as a source of graver. It is also used as woodland. Tho main Gmitalion affacling hay and pasture 13 the low available vaatar capacity_ Proper grazing pracfieasr weed ConlroE, and fertilizer are needed to ensure f€maxlmufn quiallly of fcxagr}. Rotatlon yrazing helps to maintain etre gaallty of Wag a. PeriadIc mowlf,g Helps to malnialn uniform growth, discourage9 selective graarng, and cantWswoods Animal manure can be applied periodically durlrig the growing season_ Areas that receive heavy appllcatlOns should be narrowed at least once a year. in summar. Irrigation Is needed for maximum production of most Forage crops. Sprinktar irrigation Is the best method of applying water. Thee aihount of Wislef applled should be suffcianl to wet the rant zone tut small enough tD rnlnkniza the leaching of plant nutrient3. This unit is suited Io craps_ Wheat, oats, rrtrawberries, raapbeni.ea. Wackberdes, rind sweet corn are commonly grown. Tho main limitation Is the low available water capacity. In slimmer, lrrigatJon Is nee4e11 for maxl,num production of moss, crops- SOILS I ETI ATI . .SP T .. UT ILE .- . EVL P 1ENT BERRY VALLEY D . TAHO A BLDV YELM, WASHINGTON Bradley -Moble Geotechnical Services A Division of The Bradley Group, Inc. PO Box 12267 - Olympia WA 98508 - 360-357-7883 Bradley -Noble Geotechnical Services A Division of The B3'adley Group, Inc - P0 Box 12267, Olympia INA 96508-2267 Phofle 360-357-7883 - FAK 360-867-93U7 01011 f 1161'l 9rey=Vi0 l 1 ITO ' o► FOR TIME DEUTS HER COMMERCIAL DEVELOPMENT BERRY VALLEY ROAD AND TAHOMA BOULEVARD YELM, WASH IN GTON Thls report presents the results of our subsur#ace investigation for the proposed Marijke Deutscher Yelm Daycare development of three commercial bullding to be constructed an a triangular Iot of abour 3.26 acres at tine northeast corner of Tahoma Boulevard and Berry Valley Road in the City of Yelm, Washington. Our purposes in exploring the subsurface soil conditions were to evaluate the site soils for infiltration of storm water from the development, to evaluate the bearing capacity of the sitia soils, to present recommendations for site preparation, to present recommendatlans For foundadon design. and to address other geatechnlral considerattons for the project From the information provided co us. we understand that the first phase of the project 11i be the construction of a 10,000 square foot daycare facility in the eastern area of the lot. Two additional commercial buildings are proposed in the norffiwest corner of the property and fronting onto Tahorna Boulevard, These buildings wilt have a footprint of 8,000 square feet each will be the second phase of site development, Included in the project is new asphaltic concrete pavement, on-site storm waLter infiltration factllties, and new landscape areas. We expect that the exterior walls will be supported by continuous perimeter footings. Interlor walls will be supported by strip food ngs. Column lows wilt be supported by isolated footings. The floor system for the buildings will be either concrete slab ori -grade or joist support floors with a crawl space. Work was author? -ed on behalf of the project developer by Mr, J. Chris Feely, P.E., Project Engineer of PIC Squared Incorporated, the projects civii design consultant SITE CONDITIONS Surface Conditions The project site is of low relief and nearly level. Mal or vege cation of the site is Douglas firs. Low growing vegetation is Scotch broom, Himalayan blackberries and Oregon grape along with low growing grasses In open areas. 08091701 Page I of 7 �— 08091701 Page 2 of 7 Subwrface Ccmdlitiorts Subsurface condIdans were explored by five test pim excavated with a rubber -tracked excavator on 12 August 200& All test pits were loosely back lied prior to our #eavtng the site. During site development work, these test pita must be reexcavated and backfilled as controlled fill. This is to prevent "soft" areas being under pavement, footings, and slabs on -grade which would affect the performance of the structures. The project site is located on the Vashon recessional aut ash plain. At this site, two sail units are I"nd. The surface sail unit Is associated with the Soil Conservation SeMces {SCS} Spanaway series of soils. These are dark brown gravelly silty sands with finely disseminated organic material and varying volume of roots- At the project site, these soils are thin, less than two feet in chickness including the organic topsoil layer. Underlying the Spanaay soils are the coarse sands and gravels of the Vashon recessional outwash. At this site, these are poorty sorted mixtures of coarse sands and gravels with cobbles and boulders wlth fern fines, These sells were fiuvially deposited as recessional and proglacfal sarattifiied pebble, cobble, and Moulder gravel deposits in meltwater streams and deltas during the retreat of the Vashon lobe of the Ccrdilleran glacier northward during the Fraser glaciation in late WIscominan time. In the Geologic Map of the Centralia Quadrangle, Washington complied by I-lenfy W. Schasse, Open File Report 87-11 and published by the Washington division of Ceoiagy and Earth Resources, 1987, the project site is mapped as Qdvg, Vashon outwash grave#. The depth of excavation of the test pits was limited by the rapid sloughing of the test pit walls. Test pits were terminated when the Yolume of material sloughing into the test pit exceeded the rape that the excavator could remove material. No ground water' or seepage developed in the test pits. We do n a expect that huh seasonal ground water levels would have any adverse affect on the site development work. Infiltration of storm water wilt be rapid into the coarse sands and gravels. DISCUSSION AND RECOMMENDATIONS Site preparation We expect that rninirnal site grading and. filling will be required to develop this project You should expect a,general reduction in surface elevation of about one foot by the stripping and grubbing operation. The Spanawaysoll series does contain Fines along with fine organic material and roots. If site development work is conducted during the rainy season, we recommend that this soil unit be stripped to expose the non -moisture 08041701 Page 3 of 7 sensitive coarse sands and gravels. The excavated Spanawayr series if screened to remove oversize material would he suitable for use as topsail far the landscape areas of the project. The Spanaway series is prone to sheet erosion when exposed to rain. Erosion central measures will he required to confine siit Iaden water generated from this sail unit on site. The underlying coarse sands and gravels with cobbles and boulders offers good infiltration potential for storm water infiltration, This soil unit also offers high allowable Bearing values for standard spread Footings. We also expect that this soil unit will act as a natural capillary break material under slabs. Good support for €leAble pavernent sections is also provided by this soil unit We expect that the gradation of this material would meet the gravel base requIrernent of the 1 SIDOTIA'tiPWA Standard Specifications for pavement sections. This material is also suitable for use as on-site structural fill and trench backfill. removal of oversized materral. material greater than 8 -inch in diameter, will be required during the placement of this sail as structural Fill or trench backfill material. All excavation and trenching is co conform to the Department of Labor and Industries Chapter 296-155 WAC, Construction Work, Part N. Excavation, Trenching and Shoring. We recommend a sail type C be used for control. The oucwash sands and gravels are cohesionless and wi11 fail by sloughing rapidly from vertical faces. Slopes must be constructed or shored as specified in the regulations. We do riot expect that ground waxer, even during heavy rain events, will have any adverse effect on site work, We do not expect that trenching or other deep excavation will encounter ground water, Foundations Foundations founded on the outwash soils after Being proof -rolled or Foundations founded on structural fill constructed using these soils anti placed In conformance with the recornmendatrons of thli report offer high hearing capacity. For this protect, we recommend a design bearing value of 3400 9.s.f. A ane -third Increase in this value is permissible for short-term wind or seismic loading. Exterior footings should be Founded a minimum of 1.5 feet Maw planned finish grade for frost protectlon and confinement. We recommend Ehac continuous and strip footings have a minimum width of 16 inches. Isolated footings supporting column loads should have a minimum dimension of 3.0 by 3.0 feet squared. Settlement of structures designed to the recommended bearing vaiue and placed on soil prepared according to the recommendations of this report shouid not be significant. 08091701 Fuge 4 of 7 Generally, we expect combined total and differential settlements of one inch or less will occur. This settlement will occur rapidty as loads are imposed. Good cornpaction con"l during placement of structural fill and during the proof -rolling to densify the site soils, is required to ensure that this estimate is not exceeded. Laterad Soll Pressure We understand that no retaining walls or foundation walls in excess of Four feet in height and restraining soil are included in the design solution for thls project If walls meeting this criterion are included, we should he consulted for appropriate soil design values. Lateral loads may be resisted eieher by passive loll pressure or by friction between footings and native soils, lateral loads for footings Fouad in the ourwash sands and gravels and backfilled to the minimum specified density of this report, a passive soil pressure of 300 p.c,f. may be used. A coefficient of friction of 0.5 is perrnlssibte between footings and outwash soils. Floor dabs We expect that floor slabs will be supported by either proof -roiled out ash soils or by structural fill sections constructed using the on-site ouch soils. The outwash sands and grarels will act as a natural capillary break material due to the lack of fines. In that these soils are coarse, we have no objection to the placement and compaction of a lift of 5!8 -incur minus crushed rack to facilitate line grading operations for casting of the slab. Where exterior walkway slabs abut the structures, the foundation backfill roust be compacted to the minirnurn specified density of this report. We also recommend that a thin lift of compacted 518 -inch crushed rock be placed between the oucwash soils and walkway slabs to facilitate fine grading operations. We expect that slabs will be subjected to light commercial type of loading. The concrete Slabs should be designed to the current edition of the Reinfordng Steel Institute's Design Manual for the expected floor loads. Paving Section We expect that the paving section will be placed on the denslfied cutwash soils. We silo expect that this material will meet the requlrernencs of Gravel Base. Based on sail classification, we recommend a design CSR value of 30. Use of this value require that the subgrade be compacted to a uniform minimum density of 95% of ASTM D 698. 0n 08091701 Page 5 of 7 the derrsifFed outwash soils, we recommend the placement of two inches of 518 -Inch minus crushed rock for the leveling course and two compacted inches of class B asphaltic concrete pavement. Al material used for the paving secdon must conform to the requirements of the' ' current edidon of the VVSDOT/APWA Standard Specifications for Road and Bridge Construction, The project's cmi engineer should review the recommended minimum paving section to ensure that the section meets the minimum design requirements based on the project's expected traffic toads. The site earthwork contractor must ensure compaction of trenches crossing the travel and parking areas to prevent future settlement or pavement failure. Also. attention co compaction around manholes and catch basins is rewired to prevent settlement of pavement and pavement fallure around these structures. Use of select, imporxed structural fill material for backfill around these structures and for trench backfill is recommended to facilitate compactive effort. Use of screened on site outash materlal would be an acceptable alternative. Selsmic Sire period The project area is in a zone of high spectral response acceleration. Figure 1613.5(2) in the 2006 Internadanal Sugd ng Code (IBC) has a site response of GAg of 1,4 -second spectral response icor a Site Class B. Table 161 .5.2 Site Class Definitions would place this site Into a sail site class C based on site geology. The site is underlain to a depth of more than 100 feet with dense granular material with N -values greater- than 50. Actuai ground motion during a seismic event is influenced by the distance ft-orn the focus, the depth to bedrock under the site, and conditions (degree of consolidatir5n and saturation) of the soils supporting the structure. We do not believe that the underlying sails are prone to spontaneous liquefaction under seismic loading. Infiltration Potential The cutwash soils found under the Spnnaway topsoil unit are coarse granular materials. These soils are cans idered to be free draining as the site outwash soils are permeable and porous as they are coarse grained and lack fines. Ev8n with the localized reduction in porosity due to high volumes of cobbles and boulders, the infiltration rate into these soils is In excess of 20 inches per hour. 08091701 Page 6 of 7 Earthwork Crrteria In areas under structures, paving sections, and sidewalks, strip all toil and organic material, For structural till in areas under footings and slab art -grade, we recommend that all soils be compacted to a mInImum density of 95 percent of ASTM D-1557. All soils exposed in the bottom of the excavation will be proof -rolled to a firm and non - yielding surface before placing fill. Materials under the paving section should also be compacted to the min irnum density specifEetl In the paving section of this report by proof rolling before placing the paving section. This Includes proof rolling in-place soils, sails that have been disturbed during construction, and all structural fill materials. For imported structural fi11, we recommend that a clean, six-inch minus, well -graded gravel or gravelly sand (classifying as GW or SW as determined by ANSUASTM test method D-2487), conforming to APWA specification 9-03,14 for gravel borrow, be used. We also recommend that no more than 7 percent by weight pass the number 200 screen as tested by ANSUASTM D -I 140 test procedure. All fill should be placed in uniform horizontal lifts of six- to eight -inch loose thickness. Each lift should be conditioned to the optimum moisture conterIt and compacted to the specified minimum density before placing the next Ilft. We further recommend that all utility trench backfill be compacted as specified above. Earthwork should be performed under the continuous supervision and testing of an approved testing agency to ensure compliance with the compaction requirements. Placement of 01 section on slopes greater than 5:1 (horizontal to vertical) will be benched as directed intro the native $ails. Height and width of the bench wilt be determined in the field by the soils englnaer or engineering geologist, Unrestricted slopes shall not exceed 2:1 (horizontal to vertical) for fill embankments and cuts that expose native soils. All Rif slopes will be rolled. The project's evil engineer is responsible for the protection of the constructed fill slopes from uncollecmd runoff. We recommend that all cut -and -911 slopes be seeded as soon as possible after construction. so that vegetation can protect the slopes from sheat washing. No fill is to be placed during periods of unfavorable weather or while the {ill is frozen or thawing. When work is stopped by rain, placement of R11 will not resume until the sails engineer or engineering geologist determines that ene moisture content is suitable for compactive effort and that the previously placed fill has not been loosened. The contractor wrli take approprlate measures during unfavorable weather to protect the fill already placed. Measures chat may be required include limiting wheeled traffic and grading to provide temporary drainage of the fill. At the direction of the sails engineer 08 91701 Page 7 of 7 or engineering geologist, the contractor will be responsible for the removal and rinworking of fill chat has softened or has less than the required compaction. Limits of Liability B RA DLEY-N 0 BLE GEOTEC HIN AL SERVICES is responsible for the opinions and conclusions contained in this report. These are based on the data relating only to the specific project and locations discussed herein. This report was prepared with the standard and accepted practices of our industry. In the event conclusions and recommendations based on these data are made by others, such conclusions and recommendations are not the responsibility of the soils engineer or engineering geologist sinless he has been given an opportunity to review them and concurs in stuch conclusions or recommendations in wrilting. The analysis and recommendations submitted in this report are based upon the data obtained in the exploradons at the locations indicaEed on the mashed plan. This report does not reflect any variations that may occur between these explorations. The nature and extent of variations butween expfaradons my not become evident until construction is underway. Bradley -Moble is to be given the opportunity to review the final plans and specification's for sails work. This is to verify that our geotechnical recommendations have been correctly interpreted and implemented in the final design and specifications. BRADLEY -NOBLE GEOTECH N CIAL SERVICES Report prepared by. — 0� 1N�t fel a David C. trong, LEG, 25 Sepiernber 2008 K _ DAVID C S- TEST PIT LOGS Test pits excavated, fogged, and backfilled on 12 August 2008 Test Pit One - 0 to -2.3 feet Dark brown silty gravelly sand with a large volume of roars, Spanaway Topsoil. -2.3 to -7A Feer. Yellow-brown coarse sand gravel with few fines and cobbles. Test Pit Two: 0 to .1.8 feet Dark brawn silty gavelly sand with a large volume of roots, Spanaway Topsoil, -1.9 to -8.0 feet Yellow-brown coarse sandy gravels with cobbles and occasional boulders. Test Pit Three - 0 to -1.3 feet Dark brown gravelly silty sand with a large vol urne of roots, Spanaway Topsail. to -8.0 feat YeIlo -brown coarse sandy gravels with cobbles and occasional boulders, Test Pic Four: 0 to -1.7 feet Dark brown gravelly silty sand with a large volume of roots, Spanaway Topsoil. -1.7 to -8.3 feet Yellow-brown coarse sandy gravel with cobbles. Test Pit Five: 0 to -1.8 fear- Dark brown gravelly silty sand with roots, Spanaway Topsoil. - 1.8 to -6.5 feet Yellow-brown coarse sandy gravels with cobbles. Pio ground water or indication of seasonal high ground water levels were observed in rhe test pits, Test pit depth was limited by the rzpid sloughing of the trertch walls as the test pits were being excavated. HE i'i OF W 9 or sm 24 Tw 1704 k tEr PILE. ItM w IDFr TY.?"V " 117rirVQr"uIMIlk '%7 -VT AX Yl A trr A "M- MIE S9 IF ALAN F Pf* r�ur a � ebl {Mma� 42+ -Sm Im MOWN" jmX 11N191 Hsi I�aA1Vr YE�E yY�YC� 9f ilEliiL .Q14 �� fil1�LY FIIf * & rNO oo� xn �r o-1 r �� +�OIEF m rt ter[ uui ruF Loft -m! mm 5unL IEI 'Lyurm.� w!4 7 aw Tl svm rrY m��-Inc : an rus APPENDIX A-6 - AQUA -SWIRL DATA Aqua -Swirl' Concentrator Stormwater Treatment � Introduction i Sysco Operation A Retrofit Applications s Installation b Buoyancy o Traffic Loading ,s Inspection and Maintenance ,1 Aqua -Site Wofksheet .j� Aqua -Swirl' Sizing Chart i Aqua-Siri T" Sample Detail 3 Aqua -Swirl TM Specifications AquaSholeldW rM qqpp� STO R M WATE R TR FLATM E h1T 9 0LUTI Table Of Contents AQUA- WIRLrm STORMWATER TREATMENT SOLUTIONS system operadon Custom Applications Retrorlt Appllcatlens Installation Buoyancy Traffic 1 n Orig InspecUon and Maintenance Aqua -Site Worksheets Aqua-Swidm SlAng Chart (Eig ) Acqua -swirl"" 5171ng Chart (AfetriGc) Aqua-5witim Sample Detail Driming s Aqua -SwIrim Specifications GerrE:Til scope of W k mat�OaN Performance ireatrocrit of Chamber Construckloo INSTALLATION Excay.Aiun ana 3ediling Back011 Requirf-ments PJpe C#upiings PM510N OF AESPONS181UTY Stormwater Treatment System ManuPackurer Contractor SUBMMALS q UALITY CONTROL INSPECnON 2733 Kanas4ta Drive, Suite 8 . Chattanocga, Tennessee 37343 Phone (888) 344-9044 . Fax (423) 826-2212 ww w.aouashic ldipS.corn 2 3 4 4 S 5 i� 7 a 9 13 t5 is i$ 15 16 L6 17 17 is Is xs t8 i� 1� 0 Aqua -Swirl"", RPF t rm ater Treatment System Th e p atented Aqua -S wk l "" Storm water Treats wpt S stem provides a highly effect means for the removal of sediment, tlaating debris, and free oil. SwId technology, or vertex separation, I a proven form of treatment utlllzed In the stormwater industry to accelerate gravitational separatlon. Independent university laboratory performance evaluations have shown the Aqua -S O" achieves a TSS (Total Suspended 5ands) rarnoval of 91% raicu ated an a net annual basis. See `P�tftmjnce end Testing ". ectAorn for more detaffs tach Aqua-SwIW- is constructed of Ihght eight and durable materials, eliminaLing the Tweed For heavy lifting equipment during installation. Inspection and maintenance are made easy, with oversized risers that allow for both examination and cleanout without entering the chamber. Y imstems Operation I he Aqua-Swiri'"', With a conveyance Mew dlversion system, provides Full treatment for the most contaminated "first flush". while the definer peak storm Flow Is diverted and channeled through the main oonveyance pipe, Maoy �equlatory agencies are in the process of establishing "water duality treatment flaw rates" for specific areas ba d on the initial migration of pollutanCs Into the storm drainage systern. The treatment operation begins when stormwater enters the Aqua -Swirl" through a tangential inlet {pipe that produces a circular (or vortex) flow pattern that causes contaminates to settle to the base of the unit. Since stormwater flow Is Intermittent by nature, the Aqua -Swirl," retains water between storm events providing both "dynamic and quiescent" settling of solids. The dynamic settling occurs during each storm event whHe FPD*M G dim bdi fn the Aqua -Swirl" the quiescent settling takes place between successive storms. A combination of gravotional and hydrodynamic drag forces encourages the solids to drop out of the flava and migrate to rhe center of the chamber where velocities are the lowest, as shown from extensive CFD model Ing, Stye "Penbrmance and TesNng'ffir moors detalls. A large percentage of settleable solltls in stormwater are reported to he small and have lour settling velocities. Therefore, the volurne of water Outlet retained In the Aqua -Swirl - provides the gjije-scent settling that increases performance. Furthermore, due to brier sediment adhering onto larger part1cles (less Chari 200 microns), the larger parbcles settle, rather than staying suspended In the water. 3 4M nlet The treated flow then exits the Aqua -Swirl* behind the arched outer baffle. The tap of the bafne is sealed across the treatm8nt charnel, thereby eliminating floatable pollutants from escaptttg the system. A vent pipe is extended up the riser to expose the backside of the baffle to atmospheric conditions, preventing a siphon from forming at the bottom~ of the baffle. As recommended by the Center for Watershed Protection and several municipalities, the Aqua-Swrrlr" can also operate in an offline configuration providing full treatment of the ,nrst Flush," However, this orientation requires the installation of additional manhole structures to diverge the flow to the Aqua_ Sv4rl'm for treatment and conveyance back to the exasdng main conveyance storm drainage system. 0 _ o t0M Ap li ons Custorn designgd AS, 9 Twin, AA u*- Swirl'm Products to adapt to a Variety of appilcations. M Ielr A Ilca�or�s The Aqua -Swirl'"' system can be rrModifled to fit a variety oT purposes In the field, and the angles for inlet and outlet lines can be modified to fit most apphcatlons. The phnta on the left demonstrates the flexibility of Aqua -Swirl" Installations. Two Aqua-SwirlY14 units were placed side by side in order to treat a nigh volume of water while occupying a small amount Of space. This configuratlon is an example of the marry ways AquaShield'r" can use our The Aqua -Swirl"' system Is designed so that it can easily be used for retrofit aPlicatlons. With the invert of the inlet and outlet pipe at the same eievation, the Aqua-wiri7" can easily be connected directly to the existing storm conveyance drainage system. Furthermore, beca4lse of the ligihtweight nature and small footprint of the Aqua-SWIOTM, existing infrastructure utilitl:es (i.e., wires, poles, trees) would be unaffected by installation. 4 0 W Installation The Aqua -Swirl*" system is designed and fabticated as a macula( gnat with no moVng Parts so that no assembly is requ[red on Site. Thls facilitates ar[ easy installation of the system. Since all AquaShWd7N' systems are Fabricated from Ngh perfarmarnce materials, the Aqua-SWiriTH is llghtweight, and can be Installed without the use of beavy U fing equipment. Lifting supports or cables are provided to allow easy offloading and installation with a trackhoe, Compared to concrete systems, rising an Aqua-S*rl`m can significantly reduce installation casts. Vn addtdQn, stub-otits for the Inlet and outlet are provided, This allows the contractor to simp)y attach the Aqua -S irl*m directly to the main conveyance storm pipe With rubber couplings, Typically, an AquaShiield*"' representative is present on-site to assist In the instaffatlon process. Buoyancy All Aqua -Swirl"', systems are supplled w{th an octagonal base plate that extends a minimum of 6 inches beyond the outside diameter of the swirl chamber. The Nnction of the extension on this base plate is to provide Addidanal surface area to counter any buoyant force exarted on the system. The forces created on the base date by the weight of the surrounding fila material offsets the buoyant force generated wMn the system. if needed, concrete can be poured directly onto the base date to provide additional resistive force. The AquaShieldrm engineering 9Laff can provide buWancy calculations for your site-specific €ondItions, Traffic Loading twwraft Pail prabftts the Aqua-.5wiri— Maan Impact landing When installed in traffic areas, the system wlli be designed to withstand H-20 loading. In order to accomplish this, a reinforced concrete pad shall be poured in p#ace above the system. ,Sim the "Irlstalljtron and FabrJferat n,, sLCtAnn for 4mmle Cowrete pad detafls and Ammer deta& on inslalbh6n. Inspection and Maintenance Inspection and cleanout of the Aqua-Svwirl7" Is simple. The chamber can be Inspected and maintained completely warn the surface. Free-floating oit dnd floatdble debris can be directly cbsetved and removed through the provided service access. Cleanout of accumulated solids is needed when the usable storage volume has been occupied. The depth of solids can easily be determined using a stadia rod or uipe to measure the top of the scllds pile and catculate the Bles using 0 abrdle rod distance to the water's surface. using A vacoum truck can De used to rernove the accumulated � sediment and debris. Disposal of the material is typically dtw ~ treated in the same manner as catch basin cleanouts. AquaShle[d"" recommends that all materials removed be handled and dfsp�osed of 1n accordance with lata# and state requirements, For fuKher deters err lnspect rr and cleanout prnwdures, � J4� 6& Pk -am seep the "Maen tawnce"section. Vsxuum crock cleans ttie Aqua - Swirl - 6 0 Awa -Site Worksheets Aqua -Site worksheets are provided as an example of the inl:orrmdon that AgUaShield`` will need to ciistornize an AquaSwirl;" to a specific work site. 1 car k -ted example * 2 blank wa*Owe[s u+ EAgaaShieldT", lnc. Sh i t 2733 Kanasita Grine, -Suite a . Chattanooge, TN 37343 Phone. (80) 3'14-9x44 a Fix; (423) 826-2112 .rrnAPMWMT_F TREAIhrEw.F 944uh .. '.I..-"•- I -is ,:; ;'I. www.AquaStrieldlnc.com Aqua -Site Worksheet Project Information PrejeeL Nems: "y Vtd Cb u [ katsN4r1 {Clly, Stile}Y +�nyT n, ' + Me Upe (circle ane): PkeeldenmL Csrnmk-ltal I ndusmal DDW 311aPlan ALWHi5dl j tis I� ryQ LWsrtanM("S$FhW.W. Mhdr oW "VgypTF, 4MJ4 TSSLI .S AU CAD Verelan: 40 Q111r SukwFWned: I 12 sPercifier Info mation oead�atr`a Rama �y�r+ � f�� Dell{pl Firm= 1-7'Mflif a,idrees: 123 Srld CIt4. SLala, ap3 Ar'iyTa USA Phones; 14A. 40-&W-2-112 t,MEN: Specifications Sped noes Signature: supz A" DROW 12 -alar -4 11Woau Fhaw PAR In1elJOrllyk Plpy ilafkm drahuyy �{r4p 1.rw YrMac Lr 6 wq Lobo iM mAmmOn AalraShlold M7Ctl�l r� 4M&Q11A�r T PAim Duq I emq Itipe Sre Ylal M.mh wra" h�com,nq RWiplf `-}+�H Ly�l � � Hrnhit F' . E* �O n 7 T$Pf I 5'4.aMw �r f3 �IWe �i��.** �rudid.. 4Ar ini lar u4 ly •Fn} {h rS In �, LYrrelLn [r,+n+�Yu! 1.1 C !II F1 Lrrxr2r,7 *eav d. A^i AS -6 53 1,59 7 18 F,;1..i 7456 8G el 74 Q9 NIA t/ 6 Spedal SAe Conciltions a Requireme11ts; P#ow LBd You learrl about A qna-STWIJdIF' 7 0/6�dte 111 Wald OWHY Tredmaa RW M ar.lneed W LWA Mal"WW NWW" W -- IOw. aa/ Iam"I ar %Mft affam Cr M".A lu. (2) PCIS Oe�dyn Fkk. 4" La NOWNuM iblCUWC lfbn dor In o&atr +etrrkrKw�"f L0 -4h 25 -yr erbaI Sped noes Signature: supz A" DROW 12 -alar -4 AquaShield"', lim u aSh field 273a Kanasita Drive, Suite $ . ChattauQoga, FN 37343 �fi iiRS lWAf{`FF rf#r.tir,ecryr 'l4ekili ry ?llosle: (398) 344-9044 + Fax: (423) 836-2XU .: P I . , , . wwwr AquaShle kilnc.com Aqua -Site Worksheet Project Information PM)I .1 name; locopon (City, 5FAtd)i s4l4 fJA■ [drda une}; ftmo wilt G6frxne=l ilduj4riM 007 t SIM Plan AMchaM V5 No rnW 41AahF � fib, �bahfhle Palm; orls+gr.aap TR, mtc I- ALftCAO tiaratow Oil!Smbq ")Hdl DI>dgnw 0 wan": 069" FIF*kL Addrurg 4I Ly, Shitor 2fq: Phone: fer. Specifications S{'Iedf er InfDMIatiOn 5PWr6i fiffr{5 5j 9aatrtl r@: � L1.ewn rlorr n+li IwFetfUull.l fyrr RLMr 13mimge Ar.0 Lhfq rPAN; Lo dm Unll LnUbl q.l.u" was. rYrx Dr MnrhoFe r�-in4er •'!1� 3ligrr rrfnle R +y,.r Imy,�r r�SC 1141 rTYy .n'tl4 r;raQrl ;�r[onr^9 Lurr7eL E_irmr.tl L4 S'hl i}Hnn a• -ea 64rYrtle'alOr V.Agtltlbl+-!Q f�i P�a:pn Ekn~ NOPC Comr9eu krihtr5 IOWA} Irn-lnI [rh 1-wl I.IR miF Mr fi ro 1�++• r.., r t w .,p' ,ea a �. Special Site Conditions ar Requirements: EL s provide Cony of Site Platys show Ilm orterlotivrl "m did you team atlpUC Ar[uz shl�ki rM j Il 5x�tte [; f+MlrnenL #a}r 11el ced iy I-Va re9'j+Hav age Om to AF" 4A p W WM # WWORC dmora< ar aLOmar AU. nj L4L 0ON6,row fdei to rnaamr. eal,dA,si rIo-„ ke an mtA f a mume yMUENW rl@wr, zl.yl m"Q 5PWr6i fiffr{5 5j 9aatrtl r@: � Aqua5hleid`m, Inc. Sf lfrLli2 3 Ti-kill 3 Xanasita t rive, SUft$ 8 r Clli*R3ruwyti, TR 37343 Aquapiton$: (888) 344-9044 * Fax: (423) 8'46-2112 sin[}r,y lyg7Fa FRF.\7 MCNf `S +..I:, . I wwW.11gUEt$Isiei�ll�t.Cri�t1 Aqua -Site Worksheet Project Information Prois" Ammo) Lecalhbd (Llllr, 9taee}! Elte qY JrJefla 8nsl! Retdr1eW Cnrm mn ca 1,K%ww fte I t14 RpmAtbKhgd! I - V'�5 � -- W) ftlw"ts CF55. Fbatahle OFprir, alloolFGM& Lw. i1C-)r hutoCh!} YmMion: 4atu EwrhttliL#rd[ uss"orF Mamr: ilmaigR Firm: Aeltlry7A Lltw, Stue. XJp; P'IF7iYl; Fex: E-meYF: Specifications Specifier information D7 gA OrrAmniii Aama ra. [rary�fl Loads ]nil, lama + } SYr Zklae Iq+ or manneq ay DeJW In --i1 F rM ;B arta I ILrt Milnal = c] IA11'#sFYLr� I nTa,q �✓ Homier ,moi Feb,'ree !e•almr� GT[ 4nayr wIJLOL L] WN firm.fie rlrMnert flee E W';[7n ie"', 'rK .)kp ori +r*r �� W i �■ �, -iva. iwt iW K ra n� rra flr ti SP4,601 bite Conditlays or Requirements. Haw did you learn Fkm OL"Fdlo caov_aLS1t@ P9aiis 5hawinflQyiea i= atimil AlitLa`Sfll eidm ? i LJ WAW q[�ty ll�uMMR F. n ¢esWxd 4r a l 1 W430« 400'O!l 14 Ethers iM tr44k IR or 1paart 1m td gamndler C21 PC10. 00" FkM i den W mawrvwn [.lh,LKW 4- 10 as OWAM N rglUr,knt� reenal (IOC, 79-y, nJ Spedfer's Skgna#ure; _ . Dote, Aqua-SwWT Sizing Chart Errg#sN AS -2 Chamber UlArneter 2.50 i r Outer Diameter ' } , • 1.1 ., 37 to 8 12 AS -3 3.25 10 is 1.6 110 ZO J-4 4.25 12 1$ 3.2 190 32 AS -5 SIGO 12 24 4.4 270 45 AS -8 6.00 14 30 6.3 390 G5 A-7 7.00 16 36 8, 6 540 90 AS -8 5.00 18 42 11.2 110 115 AS -9 9.00 20 49 14.2 910 145 AS -10 10.0 22 54 17.5 1130 180 AS -32 12,0 24 48 25,2 1648 270 AS -XX Custom -- -- >26 -- -- 4119hOf wekw gIIEIkay [[Qi UMOT ffing rirkes can bF 1J1T4QIh %I %Akh umADISe! Mdrki 1) The Aqua -Swirl"' cwivipyance Flow OlversJnn eCFO) pmvkfes ftrtt Jrealmerd of the W31 Bush,' white rhe paafr dGSfgrt stfurn Js rJivertad W chwvwied fhraugh Me mWrp COnvayarrce pWe. PeasO rafor fo your local r{9pr53enWfva for wrote WO=360n. 0n. 2) Many n3g0alary ager:cles are esfabNahMg 'Walor gvMty rrgafinenl Raw rates' for herr areas based rut tha ifi& t rnovemmnl of pDFf9snrs fnfa rhe sform ftirrage system. The rrealment ffow rate of the Aqua-SwiriTM system Js enginearwl !a nvet or eimeed the locat Water E7MOy IM,9frnoflr crirerra. This 'water quallly treatment flow rate" Wrcadfy rgpretier?fs apPraxlrnatary 90% to 95% of the falai arrnuX rirnof'volvrrw- me (1e,09n and oriontelron of the Aqua-FilterrM gerwally anla ils some degree of cusCamizauon. For assislance 1rr design and spedflc alzing using historical raInUl data. please refer to an AquaShh0d'm representative or vlslr our webalte at www -Aqua hlaldlrrc.cnrrk. CAO dela1ls arld speciflcahons are available upon request 0 u-SwIrITM Sizing Chaff Eemc �r AS -2 Diarneter +� I fi7. ■-OUt Pipe Outer Diameter anro+Rle� �ppr tFeatillent .31 ., 140 StorageWrage 0.28 203 305 -3 991 I,5' 4 406 52 4416 AS -4 1 95 305 45/7y 9719.91, X0.57 0 AS -5 1524 305 610 125 1022 1.27 AS -6 1829 356 762 178 1476 1.84 A5.7 2134 406 914 243 204 2.55 A5-8 2438 457 1067 317 2687 3.26 AS -9 2743 508 1219 402 34" 4.11 AS -10 3048 559 1372 495 4277 5.10 AS -12 3558 610 1219 113 "27 7.65 AS -XX Cus m -- I -- >713 'HlgrierwaW MLmlivr Sr+32jt+P911t now cbt&k can ha designed MUN mPMFkQ GWWN. r1 The Agtra-SwiriT' Conveyance Aaw Diversion (CFD) provides full treatment of fhe "first Rush." whfk� !Fra Peak design slarm is diverted and channWed through the main CORveYanC4 prPLe. Please refer to Your local revreSeYNalive tar more rnfOm7r7l on, 7) Vary regulafary agendas are &St8b sfxnjg 'weter quafrly tr #ment flow rates" fix ffrstr areas basacf On !Fre enrfiM MDVemsrit of Aolltl#ertls rola the storm draiaage System. The �realrrrerrf Row r -I18 of !ho Aqua -Swirl' system is erVmaera€i to meal or exceed tho heal water qutifrly 09atmernf v toria. TPAs 'bralar quality treatment flow rate" lypisaliy represents approxrrrralerty 40°x' 10 9396 of the total annual rtlnoff volume_ The design and or]enl8poD ai The Aqua-Figlerru generally enlalls some degree of customizatlon. For assislanCe In diasign and specific siztnq using historical ralnfaM data, Tease tefef to an AquaShleldrm reprasentalive ar Visa# our websile at www_AquaShreCdlnc,conl. CAD details and specliicaOws are avallaWe upon tequost_ TM A ua- Swir Sample Detail Drawyngs Sample Aqua-Swirlrl detail drawings are provided as examples of the type of 5Y5tems that AquaShieldT' can offer for a specific work site. 13 i • 61 Aqua -Swirl""' Specifications GENEPAL 11,is specification shall govem the performance, matertais and fabrication of the 5tormwater Treatment System, SCOPE OF WORE[ The Aqua-Swidm shall be provided by AquaShieldrm, Inc., 27-33 Kanasiia Drive, Chattanooga, TN (888-344-9044), and shall adhere to the following material and performance specifications at the specifled design Flows and storage capacities. MATERIAL A. Stormwater Treatment System shall be made from High-Derksity Polyethylene (HDPE) resins meeting the fallowing requirements: 1] HDPE Matedal — The HOPE material supplied under this specification shall be high density, high molecular weight as supplied by manufacturer. The HDPE material shall conform to ATM D335p-02 with minimum ced classification values of 34545. 2) PHYSICAL PROPERTIES OF HDPE COMPOUND a) Density - the density shall tie no Less than 0.955 g/cml as referenced in ASTM D 1505. h) Melt Index - the melt index shall be no greater than 0,15 9/03 minutes when tested In accordance with ASTM D 1238- CandItion 190/2.16. c) Flex Modulus - flexural Modulus shall be 110,000 to less than 160,000 psi a5 referenced in ASTM D 790. d) Tensile Strength at Yield - ten511e strengths shall be 3,000 to less than 3,500 psi as referenced in ASTM D 638. e) Slow Crack Growth Resistance shall be greater than 140 hours (PENT Test) as referenced in ASTM F 1473 or greater than 5,000 hours (ESCR) as referenced in ASTM O 1693 (condition Q. IS i 0 C. �F r All required safety precautions for the Stormwater Treatment System instaI[adon are the re5wsibdllty of the contrackor. 5. Backfill Requirements Backfill ,materlais shall ha Class I or TI stone materials (well graded gravels, gravelly $ends; containing liftle or no ones) as defined by ASTM D 2321, Section 5, Materials, and cOn"Pacted to 90% proctor density, Class [ materials are preferred. SackFill and bedding materials shall be Free of debris. Backfilling shall conform to ASTM F 1759, Section 4.2, "Design Assumptions." Backfill shall extend at least 3,5 Feet beyond the edge of the Stormwater Treatment System for the full height to sub grade and extend laterally into undisturbed soils. C. Pipe coupllags fte couplings to and from the Stormwater Treatment System shall be Fernco , Missionr,, or an equal type Flexible book with stainless steel bPnsion bands, A metal sheer guard shall L�e used to protect the Flexible Loot. DIVISION OF RESPONSIBILITY A. Starmwater Treatment System M.-Inufactilmr The Manufacturer shall be responsible For delivering the Stormwater Treatment System to tine site. The 5ystern includes the treatment chamber with debris baffle, Inlet and outlet stub -outs, lifting supports, 30 -inch TD Service access riser(s) to grade with temporary covens), and manhole ftarne(s) and caver(s). �. Co�tFact�r The contractor shall be responsible For preparing the site for the systefn installation irlctudkng, belt riot limited to, temporary shoring, excavation, cutdrig and removing pipe, neer pipe, bedding, and compaOan. The conl-raetor shall he responsIble For furnishing the means to lift the system componenu off the delivery trucks. The contractor shall be responsible For provAding any concrete anti- floatation/anti -creep restraints, anchors, collars, etc. with any straps or connWien devices required. -rhe contractor shall be responsible for Field cutting, if necessary, and MDPT= service access risers to grade. The contractor shall be responsible for sealing the pipe connections to the Stormwater Treatment System, backfilling and Furnishing all labor, tools, and materials needed. 18 SUBMITTALS The contractor Shall be provided with dimerssional drawings; and when specified, utilize these drawings as the basis for preparation of shop drawings s-hovvirxj details for comtrucdon and reinforcing. Slap drawings shall be annotated to indicate all materials to be used and all applicable standards for materials, required tests of materials, and design assumii)Uons for structural analysis. Shop dravvings shall be prepared at a scan of nod isss than A inch pet, foot, Th {3) hard copies of sW strap drawings Shall be Submitted to the specif}ring engineer for review and approvai