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JW301 Final Drainage Report Wentworth Commercial Site Final Stormwater Control Plan Date Prepared 11/4/22 Subject Property 313 Yelm Ave W Yelm WA, 98597 TP #: 75300900100 Applicant Jennifer Wentworth wentworthje@gmail.com Reviewing Agency City of Yelm Community Development 106 2nd St SE Yelm, WA 98597 Project Engineer Nicholas D. Taylor, PE The Iris Group PLLC (360) 890-8955 ntaylor@irisgroupconsulting.com "I hereby certify that this Stormwater Control Plan has been prepared by me or under my supervision and meets minimum standards of The City of Yelm and normal standards of engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." 11/4/22 Stormwater Control Plan 2 of 5 Wentworth Commercial Site Table of Contents Section 1 – Proposed Project Description ..................................................................................................................... 3 Minimum Requirements ............................................................................................................................................ 3 MR #1 – Preparation of Drainage Control Plans .................................................................................................... 3 MR #2 – Construction Stormwater Pollution Prevention (SWPP) ......................................................................... 3 MR #3 – Source Control of Pollution ..................................................................................................................... 3 MR #4 – Preservation of Natural Drainage Systems and Outfalls ......................................................................... 3 MR #5 – Onsite Stormwater Management ............................................................................................................ 3 Section 2 – Existing Conditions ...................................................................................................................................... 3 Section 3 – Soils Investigation ....................................................................................................................................... 4 Section 4 – Wells and Septic Systems ............................................................................................................................ 4 Section 5 – Fuel Tanks ................................................................................................................................................... 4 Section 6 – Subbasin Description .................................................................................................................................. 4 Section 7 – Floodplain Analysis ...................................................................................................................................... 4 Section 8 – Aesthetic Considerations for Facilities ........................................................................................................ 4 Section 9 – Facility Selection and Sizing ........................................................................................................................ 4 Section 10 – Conveyance System Analysis .................................................................................................................... 5 Section 11 – Offsite Analysis & Mitigation .................................................................................................................... 5 Section 12 – Utilities ...................................................................................................................................................... 5 Section 13 – Covenants, Dedications, Easements, Agreements .................................................................................... 5 Section 14 – Other Permits or Conditions Placed on the Project .................................................................................. 5 Appendices A. SMMWW Figures B. Site Improvement Plans C. WWHM Modeling Report D. Soils Report E. Perk Filter Design Specifications F. Construction Stormwater Pollution Prevention Plan (SWPPP) Stormwater Control Plan 3 of 5 Wentworth Commercial Site Section 1 – Proposed Project Description This Stormwater Control Plan (SCP) is associated with a civil permit application for approval to construct improvements on a 0.28-acre commercial site with service-oriented use within the City of Yelm. City zoning of the project site is Central Business District (CBD) in which the proposed use is a permitted use. This project proposes to add additional parking to the existing site. All sidewalk, driveway, and lawn runoff will sheet flow to a proposed catch basin near the western corner of the proposed parking lot where it will be captured and conveyed to a proposed single-cartridge Perk Filter catch basin for treatment before being discharged to a proposed infiltration gallery. Roof runoff from the existing buildings will be captured and conveyed directly to the proposed infiltration gallery. This SCP was prepared in accordance with the 2019 Stormwater Management Manual for Western Washington (SMMWW). Discussion of how the project will meet all applicable Minimum Requirements is provided below. Minimum Requirements Per SMMWW Volume 1, figure 2.4.1, of which an annotated version is provided as Appendix A to this report, Minimum Requirements 1-5 apply to the new and replaced hard surfaces, as well as converted vegetation areas. MR #1 – Preparation of Drainage Control Plans Preparation of this SCP meets the intent of Minimum Requirement #1. MR #2 – Construction Stormwater Pollution Prevention (SWPP) A Construction SWPPP is included as Appendix E to this report. As there is currently no anticipated discharge from the site, it is anticipated that the project will not be required to obtain coverage under the Washington State Construction Stormwater General Permit. MR #3 – Source Control of Pollution A Pollution Source Control Program (PSCP) is not required. MR #4 – Preservation of Natural Drainage Systems and Outfalls In the existing condition there is no outfall at which concentrated flow enters or leaves the site. There is little to no offsite run-on to the development area. MR #5 – Onsite Stormwater Management This project has chosen to meet the LID Performance standard through use of an infiltration gallery. Basins The entire site is a pothole and is modeled as a single basin. Section 2 – Existing Conditions The site is generally rectangular in shape, with all onsite surfaces sloping down toward the western corner of the site. Two building structures exist on the site, with paved parking space for 1 or 2 vehicles. The total topographic relief across the site is on the order of 2’ feet and is depicted on the Site Improvement Plans included as Appendix B). Stormwater Control Plan 4 of 5 Wentworth Commercial Site Vegetation across the site generally consists of deciduous and coniferous trees and lawn. No areas of surficial erosion, standing water, seeps, springs, or deep-seated slope movement were observed during site reconnaissance or questioning of the owner. Section 3 – Soils Investigation The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey maps the site as being underlain by Spanaway gravelly sandy loam, 0 to 3 percent slopes (hydrologic soils group A). The project Geotechnical Engineer has indicated that a design infiltration rate of 6.5 in/hr should be used for designing the proposed infiltration facility. A soils report is currently being prepared to document the design infiltration rate and groundwater depth. Section 4 – Wells and Septic Systems There are no known wells or septic systems onsite. Section 5 – Fuel Tanks There is no indication of existing above or below grade fuel tanks on the property. Section 6 – Subbasin Description There is no significant off-site drainage tributary to the project. Section 7 – Floodplain Analysis FEMA does not list the site as being within a flood zone. Section 8 – Aesthetic Considerations for Facilities The proposed facilities will be below grade and not visible. Section 9 – Facility Selection and Sizing The proposed Perk Filter is sized to meet the Western Washington Hydrology Model (WWHM) online treatment flow rate. The proposed filter unit has Ecology general use approval for basic treatment at 0.045 cfs flow rate for the single-cartridge unit. Per WWHM, the required online treatment flow rate is 0.0266 in/hr. See Appendix D for Perk Filter design specifications. The proposed infiltration gallery will consist of 48” CMP pipes and was sized using WWHM and a 6.5 in/hr infiltration rate for the basin areas listed in Table 1 below. The gallery was modeled as a gravel trench bed with 6’ total depth and a void ratio of 40%, with 65% total voids where pipes are installed. For the proposed 12’ x 27’ infiltration facility, the required detention volume is 0.027 ac-ft, and the proposed detention volume is 0.027 ac-ft. The proposed detention system will consist of a gravel gallery with 4’ diameter parallel perforated dispersion pipes connected by a header. 100% of the inflow hydrograph is infiltrated, categorically meeting the LID performance standard. Basins Tabulation of basin areas, as used for modeling, is included in Table 1 below. There is one proposed basin. Area (SF) Disturbed Area 14,562 Stormwater Control Plan 5 of 5 Wentworth Commercial Site Existing Hard Surface 7,253 Existing Hard Surface to Remain 2,347 Replaced Hard Surface 3,523 Converted Impervious to Pervious 493 New Hard Surface 1,261 Total New Plus Replaced Hard Surface 4,784 Table 1 – Surface Coverage Section 10 – Conveyance System Analysis Subgrade conveyance for the emergency overflow drainage system will consist of SDR35 PVC pipe sized to convey the 100-year event flow. Section 11 – Offsite Analysis & Mitigation This section is not applicable as stormwater will not be discharged to an offsite conveyance. Section 12 – Utilities All proposed utilities will be installed in accordance with applicable code, and required separation will be provided. There are no anticipated utility conflicts with the proposed stormwater system. Section 13 – Covenants, Dedications, Easements, Agreements There are no proposed onsite facilities that would require covenants, dedications, easements, or agreements. Section 14 – Other Permits or Conditions Placed on the Project Civil permits will be required for the project. There are currently no known conditions of approval. Appendix A Appendix B FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM COVER SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC118123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 VICINITY MAPNTSSITE DATAPARCEL #:75300900100SITE ADDRESS: 313 YELM AVE WYELM, WA 98597GROSS ACREAGE: 0.28 AC (PER COUNTY DATA)ZONING:CBDPROPOSED USE: SERVICE ORIENTEDPRESIDING JURISDICTION:YELM, WASITEEXISTING HARD SURFACE: 7,253 SFEXISTING HARD SURFACE TO REMAIN: 2,347 SFREPLACED HARD SURFACE:3,523 SFCONVERTED IMPERVIOUS TO PERVIOUS: 493 SFNEW HARD SURFACE:1,261 SFTOTAL NEW & REPLACED HARD SURFACE:4,784 SFDISTURBED AREA:14,562 SFSITE COVERAGE DATA1.IT IS THE CONTRACTOR’S RESPONSIBILITY TO COMPLETE ALL WORKAND TO DISPOSE OF ALL DEMOLITION DEBRIS IN ACCORDANCE WITH ALLFEDERAL, STATE, AND LOCAL REGULATIONS. PRIOR TO ANY WORKCONTRACTOR SHALL COMPLETE ALL TESTING FOR HAZARDOUSMATERIALS AND SHALL ABATE ALL HAZARDOUS MATERIALS INACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS.2. CONTRACTOR SHALL OBTAIN AND FULFILL THE REQUIREMENTS OF ANYPERMITS REQUIRED FOR ANY PROPOSED DEMOLITION ACTIVITY.3. CONTRACTOR SHALL COORDINATE WITH AND RECEIVE APPROVAL FROMANY PUBLIC OR PRIVATE UTILITIES AS REQUIRED FOR ABANDONMENTOF UTILITY SERVICES. CONTRACTOR SHALL APPLY FOR ANDCOORDINATE ANY WORK THAT MUST BE COMPLETED BY THE UTILITYPURVEYOR. CONTRACTOR SHALL ENSURE THAT ALL UTILITIES TO BEMODIFIED OR REMOVED ARE SHUT OFF PRIOR TO DEMOLITION ORCONSTRUCTION ACTIVITY.4. PRIOR TO ANY DEMOLITION OR REMOVAL/MODIFICATION OF EXISTINGUNDERGROUND UTILITY SERVICES, CONTRACTOR SHALL PERFORMBOTH A PRIVATE AND PUBLIC UTILITY LOCATE TO IDENTIFY THEHORIZONTAL AND VERTICAL LOCATIONS OF ALL EXISTINGUNDERGROUND UTILITIES.5. CONTRACTOR IS RESPONSIBLE FOR PROTECTION AND PRESERVATIONOF ANY EXISTING FEATURES TO REMAIN.6. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION AND DISPOSAL OF ALLEXISTING FEATURES THAT CONFLICT WITH PROPOSED FEATURES.7. APPROVAL OF THIS SWPPP DOES NOT CONSTITUTE AN APPROVAL OFPERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OFROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES,UTILITIES, ETC.)8. THE IMPLEMENTATION OF THIS SWPPP AND THE CONSTRUCTION,MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESCFACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTORUNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED ANDVEGETATION/LANDSCAPING IS ESTABLISHED.9. DURING THE CONSTRUCTION PERIOD, NO UNAUTHORIZED DISTURBANCEBEYOND THE PROPERTY BOUNDARY SHALL BE PERMITTED.10.THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED INCONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND INSUCH A MANNER AS TO INSURE THAT SEDIMENT AND SEDIMENT LADENWATER DO NOT ENTER THE DRAINAGE SYSTEM, ROADWAYS, ORVIOLATE APPLICABLE WATER STANDARDS.11.THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUMREQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THECONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADEDAS NEEDED FOR UNEXPECTED STORM EVENTS AND TO ENSURE THATSEDIMENT AND SEDIMENT-LADEN WATER DO NOT LEAVE THE SITE.12.THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THEAPPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURETHEIR CONTINUED FUNCTIONING.13.THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED ANDMAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURSFOLLOWING A MAJOR STORM EVENT.14.AT NO TIME SHALL MORE THAN 1 FOOT OF SEDIMENT BE ALLOWED TOACCUMULATE WITHIN A TRAPPED CATCH BASIN. ALL CATCH BASINS ANDCONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THECLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTOTHE DOWNSTREAM SYSTEM.15.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THEBEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OFTHE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURETHAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THEPROJECT.1. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR BEINGFAMILIAR WITH THE PROVISIONS AND REQUIREMENTS CONTAINED INJURISDICTIONAL STANDARD SPECIFICATIONS. THE CONTRACTORSHALL HAVE A COPY AVAILABLE AT THE JOB SITE AT ALL TIMES.2. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENTAT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF WORK.3. THE CONTRACTOR SHALL NOTIFY ALL PUBLIC OR PRIVATE UTILITYCOMPANIES 48 HOURS PRIOR TO COMMENCEMENT OF WORKADJACENT TO EXISTING UTILITY LINES UNLESS AN ENCROACHMENTPERMIT SPECIFIES OTHERWISE.4. THE CONTRACTOR SHALL PROVIDE EMERGENCY TELEPHONENUMBERS TO THE POLICE, FIRE, AND PUBLIC WORKS DEPARTMENTSAND KEEP THEM INFORMED DAILY REGARDING STREETS UNDERCONSTRUCTION AND DETOURS. DETOURS SHALL NOT BE PERMITTEDUNLESS APPROVED IN WRITING BY THE PUBLIC WORKS DIRECTOR.5. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN SUFFICIENTBARRICADES TO PROVIDE FOR THE SAFETY OF THE GENERAL PUBLICTO THE SATISFACTION OF THE PUBLIC WORKS DIRECTOR.6. ALL MATERIALS SHALL BE FURNISHED AND INSTALLED BY THECONTRACTOR UNLESS OTHERWISE NOTED.7. THE CONTRACTOR SHALL CONFORM TO EXISTING STREETS,SURROUNDING LANDSCAPE AND OTHER IMPROVEMENTS WITH ASMOOTH TRANSITION IN PAVING, CURBS, GUTTERS, SIDEWALKS,GRADING, ETC., AND AVOID ANY ABRUPT OR APPARENT CHANGES INGRADES OR CROSS SLOPES, LOW SPOTS OR HAZARDOUSCONDITIONS.8. THE CONTRACTOR SHALL COORDINATE ALL NECESSARY UTILITYRELOCATIONS, IF REQUIRED, WITH THE APPROPRIATE UTILITYCOMPANIES.9. THE CONTRACTOR SHALL CONDUCT ALL GRADING OPERATIONS INSUCH A MANNER AS TO PRECLUDE WIND BLOWN DIRT AND DUSTAND RELATED DAMAGE TO NEIGHBORING PROPERTIES. SUFFICIENTWATERING TO CONTROL DUST IS REQUIRED AT ALL TIMES. THECONTRACTOR SHALL ASSUME ALL LIABILITY FOR CLAIMS RELATEDTO WIND BLOWN MATERIAL. IF THE DUST CONTROL IS INADEQUATEAS DETERMINED BY THE PUBLIC WORKS DIRECTOR OR HISDESIGNATED REPRESENTATIVE, THE CONSTRUCTION WORK SHALLBE TERMINATED UNTIL SUCH CORRECTIVE MEASURES ARE TAKEN.10.THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE AGENCIES ANDDEPARTMENTS FOR ALL REQUIRED INSPECTIONS PRIOR TO PLACINGANY UTILITIES INTO SERVICE.11.THE DESIGN SHOWN IS BASED UPON THE ENGINEER'SUNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOESNOT REPRESENT A DETAILED FIELD SURVEY.12.CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR ISSPECIFICALLY CAUTIONED THAT THE LOCATION OF EXISTINGUTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OFTHE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TOBE RELIED ON AS BEING EXACT OR COMPLETE, THE CONTRACTORMUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELDLOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THECONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICHCONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESEPLANS.13.ALL DETAILS PROVIDED IN THESE PLANS SHALL BE APPLIED TO ALLAPPLICABLE PROPOSED CONSTRUCTION, REGARDLESS OFWHETHER OR NOT SPECIFIC REFERENCES TO APPLICABLE DETAILSARE MADE.14.POST CONSTRUCTION SOIL QUALITY AND DEPTH BMP DETAIL 3/C1SHALL BE APPLIED TO ALL DISTURBED PERVIOUS AREAS.15.DO NOT COMPACT THE BOTTOM OF THE INFILTRATION GALLERYDURING EXCAVATIONEROSION CONTROL NOTESTHE WORK ON THIS PROJECT SHALL BE PERFORMED INACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR ROAD,BRIDGE AND MUNICIPAL CONSTRUCTION, 2022 WASHINGTON STATEDEPARTMENT OF TRANSPORTATION (WSDOT) (HEREAFTER"STANDARD SPECIFICATIONS")ALSO INCORPORATED INTO THESE CONTRACT DOCUMENTS BYREFERENCE ARE:A. MANUAL ON UNIFORM TRAFFlC CONTROL DEVICES (MUTCD)B. CITY OF YELM DESIGN GUIDELINESC. THE INTERNATIONAL BUILDING CODE (IBC)CURRENT EDITlONS OF THESE STANDARDS SHALL BE USED WHICHEXIST ON THE DATE OF CONTRACT ACCEPTANCE.CONTRACTOR SHALL OBTAIN COPIES OF THESE PUBLICATIONS ATCONTRACTOR'S OWN EXPENSE.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR,MATERIALS, TOOLS, EQUIPMENT, TRANSPORTATION, SUPPLIES, ANDINCIDENTALS REQUIRED TO COMPLETE ALL WORK SHOWN ON THESEDRAWINGS AND TO OBTAIN ACCEPTANCE BY THE CITY AND THEPROJECT OWNER.THE INTENT OF THESE DRAWINGS IS TO PRESCRIBE A COMPLETEWORK. OMISSIONS FROM THE DRAWINGS OF DETAILS OF WORK WHICHARE NECESSARY TO CARRY OUT THE INTENT OF THE DRAWINGS SHALLNOT RELIEVE THE CONTRACTOR FROM PERFORMING THE OMITTEDWORK.ANY PROPOSED ALTERATIONS BY THE CONTRACTOR AFFECTING THEREQUIREMENTS AND INFORMATION IN THESE DRAWINGS SHALL BE INWRITING AND WILL REQUIRE APPROVAL OF THE ENGINEER ANDINSPECTOR.PROJECT SPECIFICATIONSCONTRACTOR SHALL OBTAIN A RIGHT OF WAY PERMIT PRIOR TOCOMMENCING ANY WORK LOCATED IN THE CITY'S RIGHTOF WAY. ALL WORK PERFORMED IN THE CITY'S RIGHT OF WAYSHALL ADHERE TO DRAWINGS, STANDARD SPECIFICATIONS, ANDREQUIREMENTS OUTLINED IN THE RIGHT OF WAY PERMIT.WORK IN CITY RIGHT OF WAYTHE IRIS GROUP IS REQUIRED BY THE CITY TO PROVIDE RECORDDRAWING CERTIFICATION PRIOR TO FINAL CITY ACCEPTANCE. THE IRISGROUP WILL NOT CERTIFY RECORD DRAWINGS WITHOUT INSPECTIONOF BELOW GRADE UTILITIES AND STRUCTURES. PRIOR TOBACKFILLING, CONTRACTOR SHALL NOTIFY THE IRIS GROUP OFNECESSARY INSPECTIONS.RECORD DRAWINGSIF UNSUITABLE MATERIALS AS DEFINED BY THE STANDARDSPECIFICATIONS ARE ENCOUNTERED, THIS MATERIAL SHALL BEREMOVED TO THE DEPTH REQUIRED BY THE ENGINEER OR INSPECTORAND REPLACED WITH SUITABLE MATERIALS.UNSUITABLE MATERIAL SHALL BE REMOVED FROM THE SITE ANDHAULED TO A WASTE SITE OBTAINED BY THE CONTRACTOR. PRIOR TOREMOVAL, CONTRACTOR SHALL NOTIFY PROJECT OWNER.REMOVAL OF UNSUITABLE MATERIALSA GEOTECHNICAL REPORT IS BEING PREPARED FOR THIS PROJECT.GEOTECHNICAL INFORMATIONNAD 1983(2011) SOUTH ZONE; PER RTK GPS TIES AND THE WASHINGTONSTATE REFERENCE NETWORK (WSRN). UNITS OF MEASUREMENT AREU.S. SURVEY FEET.HORIZONTAL DATUMTOPOGRAPHIC INFORMATION DEPICTED IN THESE DRAWINGS WASPROVIDED IN A SURVEY BY INFORMED LAND SURVEY, DATED10/25/22. ALL EXISTING FEATURES AND TOPOGRAPHY SHOWNSHALL BE VERIFIED PRIOR TO BEGINNING CONSTRUCTION. ANY ANDALL DISCREPANCIES FOUND BETWEEN ACTUAL EXISTINGCONDITIONS AND THE EXISTING CONDITIONS SHOWN HERE SHALLBE IDENTIFIED TO THE PROJECT ENGINEER PRIOR TO CONTINUANCEOF ANY WORK.TOPOGRAPHIC DATACONSTRUCTION NOTES1 - C1 COVER2 - C2 SITE PLAN3 - C3 DEMOLITION AND TESC PLAN4 - C4 STORMWATER AND UTILITY PLAN5 - C5 GRADING PLAN6 - C6 DETAILS 17 - C7 DETAILS 28 - C8 DETAILS 3SHEET INDEXWENTWORTH COMMERCIALDEVELOPMENTYELM, WA1. THE CONTRACTOR SHALL OBTAIN ALL APPROVALS AND PERMITSREQUIRED BY THE CITY OF YELM (CITY) PRIOR TO THE START OFCONSTRUCTION. A GRADING PERMIT FOR STORM PONDCONSTRUCTION MAY BE REQUIRED.2. STORM DRAIN PIPE SHALL BE ON THE WSDOT QUALIFIEDPRODUCTS LIST FOR THE SPECIFICATION LISTED BELOW:A. PLAIN CONCRETE STORM SEWER PIPE OR REINFORCEDCONCRETE STORM SEWER PIPE PER WSDOT STANDARDSPECIFICATION 9-05.7.B. SOLID WALL PVC STORM SEWER PIPE PER WSDOT STANDARDSPECIFICATION 9- 05.12(1).C. DUCTILE IRON SEWER PIPE PER WSDOT STANDARDSPECIFICATION 9-05.13.D. HANCOR BLUE SEAL ™ AND ADVANCED DRAINAGE SYSTEMS(ADS/HANCOR) N-12 HDPE AND (ADS/HANCOR) SANITITE UP TO36" IN DIAMETER PER WSDOT STANDARD SPECIFICATIONS9-05.20 AND 9-05.24.E. CONTECH DUROMAXX STEEL RIB REINFORCED POLYETHYLENEPIPE, IN DIAMETERS FROM 24 INCH TO 60 INCH PER WSDOTSTANDARD SPECIFICATION 9-05.22.3. ALL STORM DRAINAGE SYSTEMS SHALL BE AIR TESTED AT 4 PSIEXCEPT CONCRETE PIPE, WHICH SHALL BE TESTED PERWSDOT/APWA STANDARD FOR CONCRETE STORM PIPE. ALLFLEXIBLE PIPE SHALL BE MANDREL TESTED PER WSDOT/APWASTANDARDS. TESTING SHALL BE DONE BY THE CONTRACTOR.4. TESTING OF THE STORM SEWER SHALL INCLUDE VIDEOTAPING OFTHE MAIN BY THE CONTRACTOR. IMMEDIATELY PRIOR TOVIDEOTAPING, ENOUGH WATER SHALL BE RUN DOWN THE LINESO IT COMES OUT THE LOWER CATCH BASIN. A COPY OF THEVIDEO TAPE SHALL BE SUBMITTED TO THE CITY. ACCEPTANCE OFTHE LINE WILL NOT BE MADE UNTIL AFTER THE TAPE HAS BEENREVIEWED AND APPROVED BY THE CITY. TESTING SHALL TAKEPLACE AFTER ALL UNDERGROUND UTILITIES ARE INSTALLED ANDCOMPACTION OF THE ROADWAY SUBGRADE IS COMPLETE.5. SPECIAL STRUCTURES, OIL/WATER SEPARATORS AND OUTLETCONTROLS SHALL BE INSTALLED PER PLANS ANDMANUFACTURERS' RECOMMENDATIONS. WHERE OIL/WATERSEPARATORS ARE CONNECTED TO A SEWER SYSTEM, THEYSHALL BE INSTALLED WITH A P-TRAP OR CHECK VALVE TOPREVENT ODORS.6. ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCEWITH MINIMUM REQUIREMENT 2 OF THE LATEST EDITION OF THEDEPARTMENT OF ECOLOGY STORMWATER MANAGEMENTMANUAL FOR WESTERN WASHINGTON (SWMMWW). FOR SITESWHERE VEGETATION HAS BEEN PLANTED THROUGH HYDROSEEDING, THE FINANCIAL GUARANTEE WILL NOT BE RELEASEDUNTIL THE VEGETATION HAS BEEN THOROUGHLY ESTABLISHED.7. WHERE CONNECTIONS REQUIRE "FIELD VERIFICATION", THECONTRACTOR SHALL EXPOSE SUCH CONNECTION POINTS ANDFITTINGS 48 HOURS PRIOR TO DISTRIBUTING SHUTDOWNNOTICES.8. ANY CHANGES TO THE DESIGN SHALL FIRST BE REVIEWED ANDAPPROVED BY THE PROJECT ENGINEER AND THE CITY'S CIVILREVIEW ENGINEER.9. ALL STORM PIPE SHALL BE A MINIMUM OF 12-INCH DIAMETER FORMAINS AND CROSSINGS. WHEN PRIVATE STORMWATER (I.E. ROOF,LOT OR FOOTING DRAINS) CANNOT BE INFILTRATED ONINDIVIDUAL LOTS, THE MINIMUM STANDARD PIPING CONNECTIONTO THE PUBLIC SYSTEM SHALL BE 8-INCH PVC. THE 8-INCH MAINUSED FOR CONNECTION SHALL BEGIN AT THE RIGHT-OF-WAY,AND THE CONNECTION TO THE CATCH BASIN OR MANHOLESHALL BE CORED AND GROUTED.10. ALL STORM MAINS AND RETENTION/DETENTION AREAS SHALL BESTAKED FOR GRADE AND ALIGNMENT BY AN ENGINEERING ORSURVEY FIRM LICENSED TO PERFORM SUCH WORK.11. THE MINIMUM STAKING OF STORM SEWER SYSTEMS SHALL BE INACCORDANCE WITH SECTION 3.00.050 OF THESE STANDARDS,AND AS FOLLOWS:A. STAKE LOCATION OF ALL CATCH BASINS, MANHOLES ANDOTHER FIXTURES FOR GRADE AND ALIGNMENT.B. STAKE LOCATION, SIZE, AND DEPTH OF RETENTION/DETENTIONFACILITY.C. STAKE FINISHED GRADE OF ALL STORMWATER FEATURES,INCLUDING BUT NOT LIMITED TO CATCH BASIN/MANHOLE RIMELEVATIONS, OVERFLOW STRUCTURES, WEIRS, AND INVERTELEVATIONS OF ALL PIPES IN CATCH BASINS, MANHOLES, ANDPIPES THAT DAYLIGHT.12. PIPE MATERIALS USED FOR STORMWATER CONVEYANCE SHALLBE AS APPROVED BY THE CITY. PIPE SIZE, SLOPE, COVER, ETC.,SHALL BE AS SPECIFIED IN THE CITY OF YELM DEVELOPMENTGUIDELINES AND ENGINEERING STANDARDS.13. ALL DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TOPROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THEDRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALLHAVE BEVELED END SECTIONS TO MATCH THE SIDE SLOPE.14. IF DRAINAGE OUTLETS (STUB-OUTS) ARE TO BE PROVIDED FOREACH INDIVIDUAL LOT, THE STUB OUTS SHALL CONFORM TO THEFOLLOWING:A. EACH OUTLET SHALL BE LOCATED AT THE LOWEST ELEVATIONON THE LOT, TO SERVICE ALL FUTURE ROOF DOWNSPOUTS ANDFOOTING DRAINS, DRIVEWAYS, YARD DRAINS, AND ANY OTHERSURFACE OR SUBSURFACE. EACH OUTLET SHALL HAVEFREE-FLOWING, POSITIVE DRAINAGE TO AN APPROVED STORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALLLOCATION.B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A 5-FOOTHIGH, 2"X 4" STAKE MARKED "STORM" OR "DRAIN." THE STUB-OUTSHALL VISIBLY EXTEND ABOVE SURFACE LEVEL AND BE SECUREDTO THE STAKE.C. PIPE MATERIAL SHALL BE AS APPROVED BY THE CITY.D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGESYSTEMS DESIGNED TO CONVEY FLOWS THROUGH INDIVIDUALLOTS.E. THE DEVELOPER AND/OR CONTRACTOR IS RESPONSIBLE FORCOORDINATING THE LOCATIONS OF ALL STUB-OUT CONVEYANCELINES WITH RESPECT TO THE UTILITIES (E.G., POWER, GAS,TELEPHONE, TELEVISION).F. ALL INDIVIDUAL STUB-OUTS SHALL BE PRIVATELY OWNED ANDMAINTAINED BY THE LOT HOMEOWNER.15. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTEDACCORDING TO APPROVED PLANS ON FILE WITH THE CITY. ANYMATERIAL DEVIATION FROM THE APPROVED PLANS WILLREQUIRE WRITTEN APPROVAL FROM THE CITY.16. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED ORSIMILARLY STABILIZED TO THE SATISFACTION OF THE CITY. FORSITES WHERE GRASS HAS BEEN PLANTED THROUGH HYDROSEEDING, THE PERFORMANCE BOND WILL NOT BE RELEASEDUNTIL THE GRASS HAS BEEN THOROUGHLY ESTABLISHED, UNLESSOTHERWISE APPROVED BY THE CITY.17. ALL BUILDING DOWNSPOUTS ON COMMERCIAL SITES SHALL BECONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESSOTHERWISE APPROVED BY THE CITY.18. ALL EROSION CONTROL AND STORMWATER FACILITIES SHALL BEREGULARLY INSPECTED AND MAINTAINED BY THE CONTRACTORDURING THE CONSTRUCTION PHASE OF THE DEVELOPMENTPROJECT.19. NO FINAL CUT OR FILL SLOPE SHALL EXCEED TWO (2)HORIZONTAL TO ONE (1) VERTICAL WITHOUT STABILIZATION BYROCKERY OR BY A STRUCTURAL RETAINING WALL.20. THE PROJECT ENGINEER SHALL VERIFY THE LOCATIONS, WIDTHS,THICKNESSES, AND ELEVATIONS OF ALL EXISTING PAVEMENTSAND STRUCTURES, INCLUDING UTILITIES AND OTHER FRONTAGEIMPROVEMENTS, THAT ARE TO INTERFACE WITH NEW WORK,AND PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING,LEVELING, SLOPING, COATING, AND OTHER WORK, INCLUDINGMATERIALS NECESSARY TO CAUSE THE INTERFACE WITHEXISTING WORKS TO BE PROPER, WITHOUT CONFLICT,ACCEPTABLE TO THE PROJECT ENGINEER AND THE CITY'S CIVILREVIEW ENGINEER, COMPLETE IN PLACE, AND READY TO USE.21. COMPACTION OF ALL FILL AREAS SHALL BE PER CURRENT APWASPECIFICATIONS. FILL SHALL BE PROVIDED IN 6" MAXIMUM LIFTSAND SHALL BE COMPACTED TO 95 PERCENT OF ITS MAXIMUMRELATIVE DENSITY.STORMWATER GENERAL NOTES (CITY)NAVD 88 PER RTK GPS TIES AND THE WASHINGTON STATE REFERENCENETWORK (WSRN). UNITS OF MEASUREMENT ARE U.S. SURVEY FEET.VERTICAL DATUMLOTS 1 AND 2 IN BLOCK 9 OF SOLBERG'S FIRST ADDITION TO YELM, ASRECORDED IN VOLUME 9 OF PLATS, PAGE 31; IN THURSTON COUNTY,WASHINGTON.LEGAL DESCRIPTION PMTPMT0.2'0.6'5.6'6.4'FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM SITE PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC228123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 9' TYP20' TYP23' 11.1'9' 5' 8' 8'8'8'8'6'5' 9'8.8'24'24.3'KEY NOTES1.PROPOSED ASPHALT CEMENT CONCRETE PER PAVEMENT NOTES2.PROPOSED REVEGETATION TO LAWN. REMOVE GRAVEL. SCARIFYSUBGRADE TO 4" DEPTH, AND APPLY THE POST CONSTRUCTION SOILQUALITY AND DEPTH DETAIL 2/C63.PROPOSED PORTLAND CEMENT CONCRETE PAVEMENT PERPAVEMENT NOTES. SIDEWALKS SHALL BE PER DETAIL 1/C6.4.PROPOSED MONUMENT SIGN TO BE REPLACED UNDER SEPARATEPERMIT (42 SF EACH SIDE)5.NOT USED6.PROPOSED ADA STALL AND SIGN PER DETAILS 3,4/C67.PROPOSED PARKING STALL MARKING. 4" DOUBLE-COATED WHITELINES. (TYP)8.PROPOSED 45-DEGREE DIAGONAL 4" DOUBLE-COATED WHITE LINESAT 24" ON CENTER9.PROPOSED PARKING LOT LANDSCAPING PER SEPARATE LANDSCAPEPLANS. 309 SF10.PROPOSED WOOD ADA RAMP. ASSUMED 30" RISE OVER 30' RUN. SEESEPARATE BUILDING PLANS.11.PROPOSED DECK REPLACEMENT. SEE SEPARATE BUILDING PLANS.12.PROPOSED STAIRS. SEE SEPARATE BUILDING PLANS.13.PROPOSED PERIMETER LANDSCAPING. SEE SEPARATE LANDSCAPINGPLANS.14.EXISTING ASPHALT PAVEMENT TO REMAIN.#PAVEMENT NOTESASPHALT CEMENT CONCRETE (ACC) PAVEMENT SECTION SHALL BE 12" OFCOMPACTED SUBGRADE UNDER 8" OF CRUSHED SURFACING BASE COURSE(CSBC) UNDER 2" OF CRUSHED SURFACING TOP COURSE (CSTC) UNDER 2" OFACC.PORTLAND CEMENT CONCRETE (PCC) SECTION FOR SIDEWALKS SHALL BE 6"OF COMPACTED SUBGRADE UNDER 6" OF CSBC UNDER 4" OF PCCSW RICE ST YELM AVE SEALLEY1122334SCALE IN FEET201006789101112131313144'EXISTINGBUILDINGCHANGING TOSERVICE-ORIENTEDUSE(1 STORY)(483 SF)EXISTINGSERVICE-ORIENTEDBUILDINGTO BE IMPROVED(2 STORIES)(990 SF) WWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W WCO COPMTPMTCONC WALKEXISTINGBUILDINGEXISTINGGARAGECONC WALKGRAVELGRAVELGRAVELASPHALTDRIVECONCCONCBLOCKWALLCONCBLOCKWALLEXISTINGBUILDINGEDGE OF ASPHALTCURBEDGE OF ASPHALTEDGE OF ASPHALT EDGE OF ASPHALTEDGE OF ASPHALTROOF PEAKEL==372.18'F.F.E.=353.29'EXISTINGSHED0.2'0.6'5.6'6.4'SS351 3523513503503513 5 2 352350350350349350 351 352349350349350349350351FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DEMOLITION & TESC PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC338123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 1234567KEY NOTES1.EXISTING ACC DRIVEWAY. USE AS CONSTRUCTION ENTRANCE.2.DEMOLISH AND DISPOSE OF EXISTING PCC SIDEWALK3.DEMOLISH AND DISPOSE OF EXISTING PCC SIDEWALK4.PROTECT EXISTING PCC SIDEWALK5.DEMOLISH AND DISPOSE OF EXISTING SIGN AND ASSOCIATEDCONCRETE BLOCKS6.PROTECT EXISTING TREE TO REMAIN (TYP)7.PROPOSED FULL DEPTH SAWCUT FOR CLEAN EDGE. DISPOSE OFWASTE ACC. (TYP)8.PROPOSED LIMITS OF DISTURBANCE#SCALE IN FEET201008 WWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W WCOCO PMTPMT0.2'0.6'5.6'6.4'SSRD RD RD RD RD RDRDRDRDRDRDRDRDRD RD RD RDRDRDR D R DRDRDRD SD SDOHPOHPOHPOHPOHPOHP SSSSSSSSSSSSSSSSSS SS WWWWWWW W 351 3523513503503513 5 2 352350350350349350 351 35234935034935034935035122.1'9.9'9.1'12.2'FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM STORMWATER & UTILITY PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC448123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 SW RICE ST YELM AVE SEALLEYKEY NOTES1.PROPOSED INFILTRATION GALLERY PER DETAILS 1-4/C72.PROPOSED PERK FILTER CONCRETE CATCH BASIN WITH SINGLE 18"CARTRIDGE PER DETAIL 1/C8. INSTALL AND MAINTAIN INLETPROTECTION UNTIL SITE IS FULLY STABILIZED.RIM: 348.5912" IE OUT: 345.593.PROPOSED 3 LF 12" SDR35 PVC STORM DRAIN AT 2% GRADE4.PROPOSED 20LF 6" SDR35 PVC STORM DRAIN AT 2% GRADE5.IE: 345.536.IE: 344.427.PROPOSED 30" RISER WITH TRAFFIC-RATED RING AND LID (TYP OF 2)8.PROPOSED ROOF DRAIN CLEANOUT PER DETAIL 2/C8 AND STORMDRAIN NOTES.9.PROPOSED ROOF DRAIN LINE PER DETAIL 2/C8 AND ROOF ANDSTORM DRAIN NOTES.10.EXISTING OVER HEAD POWER TO BE RELOCATED11.PROPOSED OVER HEAD POWER12.PROPOSED 1.25" CL200 PVC OR HDPE GRINDER PUMP LINE TO BE 18"DEEPER THAN PARALLEL OR CROSSING WATER LINE. IF THISSEPARATION CANNOT BE MET, THE GRINDER PUMP LINE AND WATERLINE SHALL BE BACKFILLED WITH CONTROLLED DENSITY FILL.13.PROPOSED 3/4" CL200 PVC WATER LINE14.PROPOSED GRINDER PUMP (DESIGN BY OTHERS)15.PROPOSED POWER POLE16.EXISTING WATER METER17.EXISTING GRAVITY SEWER CLEANOUT18.EXISTING GAS LINE. DEPTH AND MATERIAL UNKNOWN. DO NOTDAMAGE DURING CONSTRUCTION.19.EXISTING ROOF AREA (484 SF)20.EXISTING ROOF AREA (1,003 SF)#12345678912'27'1011121314151617·EXISTING HARD SURFACE: 7,253 SF·EXISTING HARD SURFACE TO REMAIN: 2,347 SF·REPLACED HARD SURFACE:3,523 SF·CONVERTED IMPERVIOUS TO PERVIOUS: 493 SF·NEW HARD SURFACE:1,261 SF·TOTAL NEW PLUS REPLACED HARD SURFACE:4,784 SF·TOTAL HARD SURFACE AFTER PROJECT:6,638 SF·NEW POLLUTION GENERATING HARD SURFACE:1,251 SF·PROPOSED EFFECTIVE HARD SURFACE:0 SF·DISTURBED AREA:14,562 SFSITE COVERAGE DATAROOF AND STORM DRAIN NOTES1.ROOF DRAIN PIPE SHALL BE SDR 35 PVC AND SHALL BE AT A MINIMUM2% GRADE TO DRAIN TO DISCHARGE LOCATION2.PIPE TRENCHING AND BACKFILL SHALL BE PER PIPE MANUFACTURERSPECIFICATIONS3.ALL PIPE SHALL BE CLEANED VIA FLUSHING PRIOR TO CONNECTION TODISCHARGE LOCATION4.DRAIN FITTINGS SHALL BE SDR 35 PVC FITTINGS5.ROOF DRAIN PIPE SHALL BE LAID STRAIGHT WITH NO SAGS OR BENDSIN PIPE. BENDS SHALL BE CONSTRUCTED WITH WATERTIGHT FITTINGS.45-DEGREE WYE CLEANOUTS SHALL BE INSTALLED UPSTREAM OF ALLBENDS AND SHALL BE PER DETAIL 2/C86.CONNECT ALL DOWNSPOUTS TO ROOF DRAINS WITH SDR 35 PVCFITTINGS PER DETAIL 2/C87.DO NOT CONNECT ROOF DRAIN PIPE TO FOOTING DRAIN PIPE18SCALE IN FEET20100125'4'1'1'12357347.53341.53WRAP ENTIRE GALLERY ON ALL SIDES WITH MIRAFI140 FILTER FABRIC. OVERLAP 1' AT SEAMS.1'1'1'1920INFILTRATION GALLERY SECTIONNOT TOSCALE1 COCOPMTPMTFG:352.39FG:351.00FG:350.02FG:350.02ME:350.02ME:349.08ME:349.07FG:349.06FG:348.92FG:348.76FG:348.84FG:350.61FG:350.52FG:350.67FG:350.58FG:350.34FG:350.43FG:350.17FG:350.15FG:348.82FG:348.99FG:349.08FG:348.59FG:351.16FG:351.06FG:350.94FG:351.03FG:351.19FG:351.28FG:351.38FG:351.60FG:351.57FG:351.93351 3523513503503513 5 2 352350350350349350 351 352349350349350349350351ME:350.66FG:349.41FG:349.43ME:349.37FG:349.41FG:349.78FG:349.82FG:349.77FG:349.73FG:349.62FG:349.96FG:349.96FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM GRADING PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC558123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 SW RICE ST YELM AVE SEALLEYSCALE IN FEET20100ME: MATCH EXISTING ELEVATIONFG:FINISHED GRADE ELEVATIONNAVD 88 PER RTK GPS TIES AND THE WASHINGTON STATE REFERENCENETWORK (WSRN). UNITS OF MEASUREMENT ARE U.S. SURVEY FEET.VERTICAL DATUM FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DETAILS 1 SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC668123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 DETAILNOT TOSCALE1POST CONSTRUCTION SOIL QUALITY AND DEPTH DETAILNOT TOSCALE2ADA SIGNDETAILNOT TOSCALE3ADA SYMBOL DETAILNOT TOSCALE4 DETAILNOT TOSCALEROOF DRAIN DETAILNOT TOSCALEFINISHED GRADEINSERT INJECTION MOLDED,GASKETED SPIGOT BY BELL REDUCERTEE4" SDR35 PVC PIPE (TYP)90° BEND45° BENDDOWNSPOUT ADAPTERINSERTED IN RISERPIPEBUILDINGFACE6" SDR35 PVC PIPE45° WYECLEANOUT W/ THREADED CAP6CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF THE ACTUAL PROPOSED UNIT TOTHE PROJECT ENGINEER FOR APPROVAL PRIOR TO DELIVERY OF THE PROPOSED UNIT.5 FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DETAILS 2 SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC778123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 DETAILNOT TOSCALE1 DETAILNOT TOSCALE3 DETAILNOT TOSCALE2 DETAILNOT TOSCALE4 Appendix C WWHM2012 PROJECT REPORT JW301 WWHM 11/5/2022 3:39:26 PM Page 2 General Model Information Project Name:JW301 WWHM Site Name:Wentworth Site Address: City: Report Date:11/5/2022 Gage:Lake Lawrence Data Start:1955/10/01 Data End:2008/09/30 Timestep:15 Minute Precip Scale:0.857 Version Date:2021/08/18 Version:4.2.18 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year JW301 WWHM 11/5/2022 3:39:26 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.0876 Pervious Total 0.0876 Impervious Land Use acre ROOF TOPS FLAT 0.0341 DRIVEWAYS FLAT 0.154 Impervious Total 0.1881 Basin Total 0.2757 Element Flows To: Surface Interflow Groundwater JW301 WWHM 11/5/2022 3:39:26 PM Page 4 Mitigated Land Use Infiltration Sizing Basin Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.0876 Pervious Total 0.0876 Impervious Land Use acre ROOF TOPS FLAT 0.0341 DRIVEWAYS FLAT 0.154 Impervious Total 0.1881 Basin Total 0.2757 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 JW301 WWHM 11/5/2022 3:39:26 PM Page 5 Treatment Sizing Basin Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre DRIVEWAYS FLAT 0.154 Impervious Total 0.154 Basin Total 0.154 Element Flows To: Surface Interflow Groundwater JW301 WWHM 11/5/2022 3:39:26 PM Page 6 Routing Elements Predeveloped Routing JW301 WWHM 11/5/2022 3:39:26 PM Page 7 Mitigated Routing Gravel Trench Bed 1 Bottom Length:17.00 ft. Bottom Width:20.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1 Pour Space of material for first layer:0.4 Material thickness of second layer:4 Pour Space of material for second layer:0.65 Material thickness of third layer:1 Pour Space of material for third layer:0.4 Infiltration On Infiltration rate:6.5 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):33.006 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):33.006 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:6 ft. Riser Diameter:6 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 0.007 0.000 0.000 0.000 0.0778 0.007 0.000 0.000 0.051 0.1556 0.007 0.000 0.000 0.051 0.2333 0.007 0.000 0.000 0.051 0.3111 0.007 0.001 0.000 0.051 0.3889 0.007 0.001 0.000 0.051 0.4667 0.007 0.001 0.000 0.051 0.5444 0.007 0.001 0.000 0.051 0.6222 0.007 0.001 0.000 0.051 0.7000 0.007 0.002 0.000 0.051 0.7778 0.007 0.002 0.000 0.051 0.8556 0.007 0.002 0.000 0.051 0.9333 0.007 0.002 0.000 0.051 1.0111 0.007 0.003 0.000 0.051 1.0889 0.007 0.003 0.000 0.051 1.1667 0.007 0.004 0.000 0.051 1.2444 0.007 0.004 0.000 0.051 1.3222 0.007 0.004 0.000 0.051 1.4000 0.007 0.005 0.000 0.051 1.4778 0.007 0.005 0.000 0.051 1.5556 0.007 0.006 0.000 0.051 1.6333 0.007 0.006 0.000 0.051 1.7111 0.007 0.006 0.000 0.051 1.7889 0.007 0.007 0.000 0.051 JW301 WWHM 11/5/2022 3:39:26 PM Page 8 1.8667 0.007 0.007 0.000 0.051 1.9444 0.007 0.008 0.000 0.051 2.0222 0.007 0.008 0.000 0.051 2.1000 0.007 0.008 0.000 0.051 2.1778 0.007 0.009 0.000 0.051 2.2556 0.007 0.009 0.000 0.051 2.3333 0.007 0.010 0.000 0.051 2.4111 0.007 0.010 0.000 0.051 2.4889 0.007 0.010 0.000 0.051 2.5667 0.007 0.011 0.000 0.051 2.6444 0.007 0.011 0.000 0.051 2.7222 0.007 0.012 0.000 0.051 2.8000 0.007 0.012 0.000 0.051 2.8778 0.007 0.012 0.000 0.051 2.9556 0.007 0.013 0.000 0.051 3.0333 0.007 0.013 0.000 0.051 3.1111 0.007 0.014 0.000 0.051 3.1889 0.007 0.014 0.000 0.051 3.2667 0.007 0.014 0.000 0.051 3.3444 0.007 0.015 0.000 0.051 3.4222 0.007 0.015 0.000 0.051 3.5000 0.007 0.015 0.000 0.051 3.5778 0.007 0.016 0.000 0.051 3.6556 0.007 0.016 0.000 0.051 3.7333 0.007 0.017 0.000 0.051 3.8111 0.007 0.017 0.000 0.051 3.8889 0.007 0.017 0.000 0.051 3.9667 0.007 0.018 0.000 0.051 4.0444 0.007 0.018 0.000 0.051 4.1222 0.007 0.019 0.000 0.051 4.2000 0.007 0.019 0.000 0.051 4.2778 0.007 0.019 0.000 0.051 4.3556 0.007 0.020 0.000 0.051 4.4333 0.007 0.020 0.000 0.051 4.5111 0.007 0.021 0.000 0.051 4.5889 0.007 0.021 0.000 0.051 4.6667 0.007 0.021 0.000 0.051 4.7444 0.007 0.022 0.000 0.051 4.8222 0.007 0.022 0.000 0.051 4.9000 0.007 0.023 0.000 0.051 4.9778 0.007 0.023 0.000 0.051 5.0556 0.007 0.023 0.000 0.051 5.1333 0.007 0.023 0.000 0.051 5.2111 0.007 0.024 0.000 0.051 5.2889 0.007 0.024 0.000 0.051 5.3667 0.007 0.024 0.000 0.051 5.4444 0.007 0.024 0.000 0.051 5.5222 0.007 0.025 0.000 0.051 5.6000 0.007 0.025 0.000 0.051 5.6778 0.007 0.025 0.000 0.051 5.7556 0.007 0.025 0.000 0.051 5.8333 0.007 0.026 0.000 0.051 5.9111 0.007 0.026 0.000 0.051 5.9889 0.007 0.026 0.000 0.051 6.0667 0.007 0.027 0.090 0.051 6.1444 0.007 0.027 0.255 0.051 6.2222 0.007 0.028 0.369 0.051 6.3000 0.007 0.029 0.431 0.051 JW301 WWHM 11/5/2022 3:39:26 PM Page 9 6.3778 0.007 0.029 0.484 0.051 6.4556 0.007 0.030 0.531 0.051 6.5333 0.007 0.030 0.575 0.051 6.6111 0.007 0.031 0.615 0.051 6.6889 0.007 0.032 0.653 0.051 6.7667 0.007 0.032 0.689 0.051 6.8444 0.007 0.033 0.723 0.051 6.9222 0.007 0.033 0.756 0.051 7.0000 0.007 0.034 0.787 0.051 JW301 WWHM 11/5/2022 3:39:26 PM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.0876 Total Impervious Area:0.1881 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.154 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.081484 5 year 0.114302 10 year 0.138978 25 year 0.173687 50 year 0.202224 100 year 0.233159 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.064219 5 year 0.087247 10 year 0.10414 25 year 0.127434 50 year 0.146252 100 year 0.166371 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.065 0.050 1957 0.126 0.090 1958 0.085 0.065 1959 0.079 0.061 1960 0.112 0.088 1961 0.058 0.045 1962 0.060 0.049 1963 0.115 0.086 1964 0.076 0.062 1965 0.084 0.063 JW301 WWHM 11/5/2022 3:39:50 PM Page 11 1966 0.065 0.053 1967 0.077 0.060 1968 0.049 0.040 1969 0.051 0.042 1970 0.060 0.049 1971 0.058 0.046 1972 0.078 0.058 1973 0.059 0.048 1974 0.120 0.097 1975 0.081 0.066 1976 0.069 0.056 1977 0.099 0.081 1978 0.080 0.065 1979 0.105 0.086 1980 0.060 0.049 1981 0.107 0.079 1982 0.080 0.066 1983 0.141 0.115 1984 0.080 0.062 1985 0.071 0.058 1986 0.098 0.081 1987 0.074 0.057 1988 0.041 0.034 1989 0.052 0.043 1990 0.229 0.155 1991 0.107 0.080 1992 0.077 0.063 1993 0.046 0.038 1994 0.073 0.056 1995 0.104 0.085 1996 0.095 0.075 1997 0.081 0.066 1998 0.123 0.099 1999 0.068 0.056 2000 0.079 0.065 2001 0.071 0.058 2002 0.083 0.066 2003 0.057 0.046 2004 0.213 0.147 2005 0.254 0.171 2006 0.124 0.089 2007 0.100 0.072 2008 0.125 0.090 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2544 0.1714 2 0.2289 0.1555 3 0.2134 0.1468 4 0.1408 0.1153 5 0.1256 0.0991 6 0.1250 0.0971 7 0.1240 0.0903 8 0.1228 0.0899 9 0.1197 0.0891 10 0.1152 0.0885 11 0.1119 0.0860 JW301 WWHM 11/5/2022 3:39:50 PM Page 12 12 0.1072 0.0860 13 0.1069 0.0854 14 0.1050 0.0809 15 0.1044 0.0805 16 0.0995 0.0799 17 0.0989 0.0789 18 0.0983 0.0747 19 0.0945 0.0721 20 0.0849 0.0662 21 0.0835 0.0657 22 0.0833 0.0656 23 0.0809 0.0655 24 0.0806 0.0654 25 0.0802 0.0650 26 0.0799 0.0645 27 0.0795 0.0632 28 0.0792 0.0631 29 0.0789 0.0622 30 0.0779 0.0618 31 0.0773 0.0613 32 0.0768 0.0603 33 0.0759 0.0581 34 0.0738 0.0580 35 0.0734 0.0577 36 0.0711 0.0574 37 0.0709 0.0561 38 0.0689 0.0560 39 0.0683 0.0559 40 0.0651 0.0533 41 0.0648 0.0499 42 0.0603 0.0494 43 0.0602 0.0493 44 0.0595 0.0488 45 0.0589 0.0480 46 0.0584 0.0464 47 0.0579 0.0464 48 0.0566 0.0453 49 0.0520 0.0425 50 0.0514 0.0417 51 0.0485 0.0397 52 0.0459 0.0376 53 0.0410 0.0336 JW301 WWHM 11/5/2022 3:39:50 PM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0407 3459 1719 49 Pass 0.0424 3094 1487 48 Pass 0.0440 2738 1307 47 Pass 0.0456 2453 1163 47 Pass 0.0473 2199 1034 47 Pass 0.0489 1976 925 46 Pass 0.0505 1784 830 46 Pass 0.0522 1606 742 46 Pass 0.0538 1433 669 46 Pass 0.0554 1289 598 46 Pass 0.0571 1176 521 44 Pass 0.0587 1074 466 43 Pass 0.0603 991 426 42 Pass 0.0619 892 389 43 Pass 0.0636 821 350 42 Pass 0.0652 755 313 41 Pass 0.0668 699 281 40 Pass 0.0685 644 250 38 Pass 0.0701 587 224 38 Pass 0.0717 531 199 37 Pass 0.0734 488 186 38 Pass 0.0750 453 160 35 Pass 0.0766 415 146 35 Pass 0.0783 386 133 34 Pass 0.0799 354 124 35 Pass 0.0815 333 111 33 Pass 0.0832 307 103 33 Pass 0.0848 284 89 31 Pass 0.0864 261 81 31 Pass 0.0880 232 74 31 Pass 0.0897 215 66 30 Pass 0.0913 205 62 30 Pass 0.0929 185 58 31 Pass 0.0946 170 52 30 Pass 0.0962 159 48 30 Pass 0.0978 150 45 30 Pass 0.0995 138 42 30 Pass 0.1011 127 39 30 Pass 0.1027 120 34 28 Pass 0.1044 109 32 29 Pass 0.1060 105 32 30 Pass 0.1076 98 28 28 Pass 0.1092 91 24 26 Pass 0.1109 83 23 27 Pass 0.1125 81 22 27 Pass 0.1141 72 22 30 Pass 0.1158 67 21 31 Pass 0.1174 66 17 25 Pass 0.1190 61 15 24 Pass 0.1207 58 12 20 Pass 0.1223 53 10 18 Pass 0.1239 52 8 15 Pass 0.1256 51 7 13 Pass JW301 WWHM 11/5/2022 3:39:50 PM Page 14 0.1272 50 7 14 Pass 0.1288 49 7 14 Pass 0.1305 46 7 15 Pass 0.1321 43 7 16 Pass 0.1337 41 6 14 Pass 0.1353 35 6 17 Pass 0.1370 30 5 16 Pass 0.1386 30 5 16 Pass 0.1402 28 5 17 Pass 0.1419 28 5 17 Pass 0.1435 25 5 20 Pass 0.1451 23 4 17 Pass 0.1468 22 4 18 Pass 0.1484 21 4 19 Pass 0.1500 21 4 19 Pass 0.1517 19 4 21 Pass 0.1533 18 4 22 Pass 0.1549 17 4 23 Pass 0.1566 17 4 23 Pass 0.1582 17 4 23 Pass 0.1598 16 3 18 Pass 0.1614 16 3 18 Pass 0.1631 15 3 20 Pass 0.1647 13 3 23 Pass 0.1663 13 3 23 Pass 0.1680 12 3 25 Pass 0.1696 10 3 30 Pass 0.1712 9 3 33 Pass 0.1729 8 3 37 Pass 0.1745 7 3 42 Pass 0.1761 6 3 50 Pass 0.1778 6 3 50 Pass 0.1794 6 3 50 Pass 0.1810 6 3 50 Pass 0.1827 5 3 60 Pass 0.1843 5 3 60 Pass 0.1859 5 3 60 Pass 0.1875 5 3 60 Pass 0.1892 5 3 60 Pass 0.1908 5 3 60 Pass 0.1924 5 3 60 Pass 0.1941 5 3 60 Pass 0.1957 4 3 75 Pass 0.1973 4 3 75 Pass 0.1990 4 3 75 Pass 0.2006 4 3 75 Pass 0.2022 4 3 75 Pass JW301 WWHM 11/5/2022 3:39:50 PM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0223 acre-feet On-line facility target flow:0.0266 cfs. Adjusted for 15 min:0.0266 cfs. Off-line facility target flow:0.0151 cfs. Adjusted for 15 min:0.0151 cfs. JW301 WWHM 11/5/2022 3:39:50 PM Page 16 LID Report JW301 WWHM 11/5/2022 3:40:07 PM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. JW301 WWHM 11/5/2022 3:40:07 PM Page 18 Appendix Predeveloped Schematic JW301 WWHM 11/5/2022 3:40:08 PM Page 19 Mitigated Schematic JW301 WWHM 11/5/2022 3:40:09 PM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 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 JW301 WWHM.wdm MESSU 25 PreJW301 WWHM.MES 27 PreJW301 WWHM.L61 28 PreJW301 WWHM.L62 30 POCJW301 WWHM1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 4 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 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 ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 JW301 WWHM 11/5/2022 3:40:09 PM Page 21 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 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 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/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 5 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 5 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 5 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 5 400 0.01 0.1 0.1 JW301 WWHM 11/5/2022 3:40:09 PM Page 22 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 7 0.0876 COPY 501 12 PERLND 7 0.0876 COPY 501 13 IMPLND 4 0.0341 COPY 501 15 IMPLND 5 0.154 COPY 501 15 ******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 JW301 WWHM 11/5/2022 3:40:09 PM Page 23 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN JW301 WWHM 11/5/2022 3:40:09 PM Page 24 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 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 JW301 WWHM.wdm MESSU 25 MitJW301 WWHM.MES 27 MitJW301 WWHM.L61 28 MitJW301 WWHM.L62 30 POCJW301 WWHM1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 4 IMPLND 5 RCHRES 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Treatment Sizing 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 *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 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 ********* JW301 WWHM 11/5/2022 3:40:09 PM Page 25 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 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 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/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 5 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 5 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 5 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 JW301 WWHM 11/5/2022 3:40:09 PM Page 26 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Infiltration Sizing Basin*** PERLND 7 0.0876 RCHRES 1 2 PERLND 7 0.0876 RCHRES 1 3 IMPLND 4 0.0341 RCHRES 1 5 IMPLND 5 0.154 RCHRES 1 5 Treatment Sizing Basin*** IMPLND 5 0.154 COPY 501 15 ******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 *** 1 Gravel Trench Be-007 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 * * * * * * * * * * * * * * *** JW301 WWHM 11/5/2022 3:40:09 PM Page 27 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 FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.007805 0.000000 0.000000 0.000000 0.077778 0.007805 0.000243 0.000000 0.051157 0.155556 0.007805 0.000486 0.000000 0.051157 0.233333 0.007805 0.000728 0.000000 0.051157 0.311111 0.007805 0.000971 0.000000 0.051157 0.388889 0.007805 0.001214 0.000000 0.051157 0.466667 0.007805 0.001457 0.000000 0.051157 0.544444 0.007805 0.001700 0.000000 0.051157 0.622222 0.007805 0.001943 0.000000 0.051157 0.700000 0.007805 0.002185 0.000000 0.051157 0.777778 0.007805 0.002428 0.000000 0.051157 0.855556 0.007805 0.002671 0.000000 0.051157 0.933333 0.007805 0.002914 0.000000 0.051157 1.011111 0.007805 0.003309 0.000000 0.051157 1.088889 0.007805 0.003703 0.000000 0.051157 1.166667 0.007805 0.004098 0.000000 0.051157 1.244444 0.007805 0.004492 0.000000 0.051157 1.322222 0.007805 0.004887 0.000000 0.051157 1.400000 0.007805 0.005282 0.000000 0.051157 1.477778 0.007805 0.005676 0.000000 0.051157 1.555556 0.007805 0.006071 0.000000 0.051157 1.633333 0.007805 0.006465 0.000000 0.051157 1.711111 0.007805 0.006860 0.000000 0.051157 1.788889 0.007805 0.007255 0.000000 0.051157 1.866667 0.007805 0.007649 0.000000 0.051157 1.944444 0.007805 0.008044 0.000000 0.051157 2.022222 0.007805 0.008438 0.000000 0.051157 2.100000 0.007805 0.008833 0.000000 0.051157 2.177778 0.007805 0.009228 0.000000 0.051157 2.255556 0.007805 0.009622 0.000000 0.051157 2.333333 0.007805 0.010017 0.000000 0.051157 2.411111 0.007805 0.010411 0.000000 0.051157 2.488889 0.007805 0.010806 0.000000 0.051157 2.566667 0.007805 0.011201 0.000000 0.051157 2.644444 0.007805 0.011595 0.000000 0.051157 2.722222 0.007805 0.011990 0.000000 0.051157 2.800000 0.007805 0.012384 0.000000 0.051157 2.877778 0.007805 0.012779 0.000000 0.051157 2.955556 0.007805 0.013174 0.000000 0.051157 3.033333 0.007805 0.013568 0.000000 0.051157 3.111111 0.007805 0.013963 0.000000 0.051157 3.188889 0.007805 0.014357 0.000000 0.051157 3.266667 0.007805 0.014752 0.000000 0.051157 3.344444 0.007805 0.015147 0.000000 0.051157 3.422222 0.007805 0.015541 0.000000 0.051157 3.500000 0.007805 0.015936 0.000000 0.051157 JW301 WWHM 11/5/2022 3:40:09 PM Page 28 3.577778 0.007805 0.016330 0.000000 0.051157 3.655556 0.007805 0.016725 0.000000 0.051157 3.733333 0.007805 0.017120 0.000000 0.051157 3.811111 0.007805 0.017514 0.000000 0.051157 3.888889 0.007805 0.017909 0.000000 0.051157 3.966667 0.007805 0.018303 0.000000 0.051157 4.044444 0.007805 0.018698 0.000000 0.051157 4.122222 0.007805 0.019093 0.000000 0.051157 4.200000 0.007805 0.019487 0.000000 0.051157 4.277778 0.007805 0.019882 0.000000 0.051157 4.355556 0.007805 0.020277 0.000000 0.051157 4.433333 0.007805 0.020671 0.000000 0.051157 4.511111 0.007805 0.021066 0.000000 0.051157 4.588889 0.007805 0.021460 0.000000 0.051157 4.666667 0.007805 0.021855 0.000000 0.051157 4.744444 0.007805 0.022250 0.000000 0.051157 4.822222 0.007805 0.022644 0.000000 0.051157 4.900000 0.007805 0.023039 0.000000 0.051157 4.977778 0.007805 0.023433 0.000000 0.051157 5.055556 0.007805 0.023676 0.000000 0.051157 5.133333 0.007805 0.023919 0.000000 0.051157 5.211111 0.007805 0.024162 0.000000 0.051157 5.288889 0.007805 0.024405 0.000000 0.051157 5.366667 0.007805 0.024647 0.000000 0.051157 5.444444 0.007805 0.024890 0.000000 0.051157 5.522222 0.007805 0.025133 0.000000 0.051157 5.600000 0.007805 0.025376 0.000000 0.051157 5.677778 0.007805 0.025619 0.000000 0.051157 5.755556 0.007805 0.025862 0.000000 0.051157 5.833333 0.007805 0.026104 0.000000 0.051157 5.911111 0.007805 0.026347 0.000000 0.051157 5.988889 0.007805 0.026590 0.000000 0.051157 6.066667 0.007805 0.027197 0.090096 0.051157 6.144444 0.007805 0.027804 0.255883 0.051157 6.222222 0.007805 0.028411 0.369151 0.051157 6.300000 0.007805 0.029018 0.431281 0.051157 6.377778 0.007805 0.029626 0.483969 0.051157 6.455556 0.007805 0.030233 0.531460 0.051157 6.533333 0.007805 0.030840 0.575041 0.051157 6.611111 0.007805 0.031447 0.615545 0.051157 6.688889 0.007805 0.032054 0.653543 0.051157 6.766667 0.007805 0.032661 0.689450 0.051157 6.844444 0.007805 0.033268 0.723578 0.051157 6.922222 0.007805 0.033875 0.756166 0.051157 7.000000 0.007805 0.034482 0.787408 0.051157 7.077778 0.007805 0.035089 0.817456 0.051157 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*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 JW301 WWHM 11/5/2022 3:40:09 PM Page 29 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN JW301 WWHM 11/5/2022 3:40:09 PM Page 30 Predeveloped HSPF Message File JW301 WWHM 11/5/2022 3:40:09 PM Page 31 Mitigated HSPF Message File JW301 WWHM 11/5/2022 3:40:10 PM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2022; 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 Appendix D Appendix E Design Guide PERKFILTER® 2 TABLE OF CONTENTS Description Function Treatment Processes System Hydraulics System Sizing PerkFilter Configurations Inspection and Maintenance Requirements Verification and Approvals Project Design Assistance Description The PerkFilter is a media filtration system that uses physical and chemical treatment processes such as sedimentation, filtration and sorption to remove Total Suspended Solids (TSS), metals, nutrients, gross solids, trash and debris, and petroleum hydrocarbons to significantly reduce the total pollutant discharge load in stormwater runoff. The PerkFilter is a media-filled, cartridge filtration system where the number and size of cartridges is tailored to accommodate the water quality flow rate and to meet the specific needs of the site. To allow maximum design flexibility, the PerkFilter is available in multiple configurations, including catch basins, precast concrete vaults, manholes, and curb inlets, and larger custom-designed concrete structures. The PerkFilter consists of an inlet chamber for high-flow bypass and removal of gross pollutants, a treatment chamber for filtration through media-filled cartridges, and an outlet chamber for flow collection and discharge. A variety of filter media is available to target specific pollutants of concern. Standard configurations allow for internal high-flow bypass, so the PerkFilter can be designed as an online or offline system. As with any stormwater treatment system, the PerkFilter requires periodic maintenance to prolong the life of the system. The frequency of maintenance depends on the conditions of the site and performance of the system. Function The PerkFilter is a water quality treatment system consisting of three chambers: an inlet chamber, a treatment chamber with filter cartridges, and an outlet chamber (Figure 1). Stormwater runoff enters the inlet chamber through an inlet pipe, curb opening, or grated inlet. Gross solids are settled out and floating trash and debris are trapped in the inlet chamber. Pre-treated flow is then directed to the treatment chamber through an opening in the baffle wall between the inlet chamber and treatment chamber. Access covers Filter cartridge treatment chamberPrecast concrete vault Inlet chamber Inlet pipe Bypass assembly Concrete false floor Outlet chamber Outlet hood Outlet pipe 3 Figure 1. Schematic of the PerkFilter system DESIGN GUIDE 4 The treatment chamber contains media-filled filter cartridges that use physical and chemical processes to remove pollutants (Figure 2). The standard media consists of a perlite outer layer and a zeolite and carbon inner layer. During a storm event, runoff pools in the treatment chamber before passing radially through the cylindrical cartridges from the outside surface, through the media for treatment, and into the center of the cartridge. At the center of the cartridge is a center tube assembly designed to distribute the hydraulic load evenly across the surface of the filter cartridge and control the treatment flow rate through the cartridge. The center tube assembly discharges treated flow through the false floor and into the outlet chamber. A draindown feature built into each cartridge allows the treatment chamber to dewater between storm events. All cartridges are 18 inches in diameter and are available in two heights: 12 inches and 18 inches. Cartridges may be used alone or may be stacked to provide a 24-inch combination (12” + 12”) or a 30-inch combination (12” + 18”) as shown in Figure 3. The capacity of each cartridge or cartridge combination is dictated by the allowable hydraulic loading rate of the media and the outer surface area of the cartridge. Thus, taller cartridges have greater treatment capacity than shorter cartridges but they require more hydraulic drop. Figure 2. Schematic of the PerkFilter cartridge 5 Treatment Processes The PerkFilter provides water quality treatment through physical and chemical unit processes. Treatment is achieved through separation, sedimentation, filtration and sorption. Separation: A floatables baffle located in the chamber prevents the majority of floatable gross solids and oils from entering the treatment chamber or going to bypass. Water must pass under the baffle to move past the weir, which prevents floatable materials such as trash, litter, surfactants, oils and greases from exiting the inlet chamber. If the system is located downstream of a storage facility, the outlet control of the storage facility may provide the function of the inlet gallery without the use of the floatables baffle. Sedimentation: The PerkFilter is designed to reduce flow velocities in the inlet chamber and in the treatment chamber, around the filter cartridges. This promotes gravity settling of entrained particles. Sedimentation of larger particles in the inlet chamber acts as a pre-treatment mechanism that improves system performance and extends the life of the filter cartridges. The amount of sedimentation attained is a function of particle size and density, water density, residence time and turbulence. Filtration: Particulates are physically removed from suspension as they come into contact with the filter media. The filter retains those particles that are unable to follow the tortuous channels of connected void space within the filter. Pollutant removal rates achieved through filtration are a function of the stormwater composition and media properties including permeability, grain size and hydraulic conductivity. Sorption: Unlike filtration, where physical processes control removal of sediment from suspension, sorption relies on opposing surface charges of media and dissolved species to remove pollutants from stormwater. The granular media contains material with a high surface area so that binding sites are numerous and not easily exhausted. In addition, the filter media has a high cation exchange capacity which promotes the removal of positively charged dissolved pollutants (including metal ions) from solution. System Hydraulics The PerkFilter can be designed to operate at hydraulic loading rates ranging from 1.5 gpm to 2.5 gpm per square foot of media surface area. The hydraulic loading rate is typically dictated by regulatory requirements and/or pollutant removal goals. The PerkFilter system is designed to meet regulatory and site-specific requirements to ensure full treatment of the water quality flow rate or water quality volume by the cartridges prior to bypass. The PerkFilter requires hydraulic driving head to push water through the filter media and to account for other hydraulic losses across the system. The maximum head loss varies from 1.7 feet to 3.5 feet, depending on the cartridge stack configuration as shown in Table 1 below. If the drop across the system, as measured from the Figure 3. Cartridge Stack Configurations 6 invert of the inlet pipe to the invert of the outlet pipe, is greater than or equal to the maximum head loss shown in Table 1, the PerkFilter will not induce significant backwater in the collection system upstream. If the drop across the system is less than the head loss shown in Table 1, backwater may occur and the design team at Oldcastle Precast should be consulted for guidance. Given the physical constraints of the system, the drop across the system cannot be less than 9 inches. The minimum installation depth as measured from rim to invert of the outlet will vary depending on the cartridge configuration. These specifications are comparable to other cartridge-based filter systems. System Sizing The PerkFilter can be designed as either a flow-based or volume-based stormwater practice, depending upon the requirements established by the regulatory jurisdiction to meet their water quality standards. Flow-Based Design Methodology: The flow-based design methodology is typically used in jurisdictions that specify a design storm event and are looking for treatment of a specific water quality flow rate. To design a PerkFilter as a flow-based system, a design storm event would first be used to calculate a water quality flow rate (WQf) off the site. The flow rate is usually calculated using the Rational Method, an SCS unit hydrograph, or a continuous simulation hydrology model. The treatment flow rate would then be divided by the design, per-cartridge operating flow rate (see Table 1) to determine the number of cartridges or cartridge stacks required. The PerkFilter structure would then be selected to accommodate the required number of cartridge stacks. Volume-Based Design Methodology: The PerkFilter can also be designed as a volume-based system. This methodology is typically used in jurisdictions that specify a design rainfall and are looking for treatment of a specific water quality volume or when the PerkFilter is located downstream of detention. Some jurisdictions specify a water quality volume (WQv) that must be captured and treated instead of a water quality flow rate. To ensure that the WQv is indeed captured and treated, the system must consist of two components: a storage component with outlet control followed by a filtration component. The WQv would first be calculated according to local regulatory guidance. The storage component would be sized to contain the WQv or some portion thereof (as specified by the jurisdiction) with an outlet control device, and the filtration component would be sized to ensure treatment of the pollutant mass load. Other jurisdictions require the reduction of peak flows from new or redeveloped sites to meet pre-existing conditions or reduce hydromodification of downstream waterbodies. Detention facilities are designed to detain stormwater to an allowable release rate using an outlet control structure. Often, this allowable release rate is very low. The PerkFilter can be designed downstream of the detention system, however the flow-based method it not typically applicable in this case, as it does not account for the total volume of stormwater that passes through the PerkFilter during each storm and the associated pollutant loading. To design a PerkFilter as a volume-based system, the number of cartridges is determined using a mass-loading calculation (or other calculation as specified by the jurisdiction) to account for the anticipated annual runoff volume and pollutant load. A mass-loading sizing typically targets a 1-year maintenance cycle and requires the Cartridge Stack Configuration Maximum Head Loss (ft) Cartridge Flow Rate (gpm) at 1.5 gpm/ft2 Cartridge Flow Rate (gpm) at 2.5 gpm/ft2 12-inch 1.7 6.8 12 18-inch 2.3 10.2 18 12-inch + 12-inch 2.9 13.6 24 18-inch + 12-inch 3.5 17.0 30 Table 1. Cartridge Stack Configuration Details 7 calculation of an expected annual pollutant mass load off a developed site. This is typically calculated using a regional TSS event mean concentration (EMC) multiplied by the annual volume of runoff (annual rainfall depth multiplied by the site area). Once the annual pollutant mass load is known, the number of cartridges required can then be calculated using the mass-load capability of each cartridge and the targeted mass-load reduction, which is typically 80%. If sedimentation is provided in the storage or detention component using a sump or dead storage, the mass load to the cartridges may be reduced. If a volume-based treatment system is required, Oldcastle Infrastructure can provide a StormCapture storage system that can be used in conjunction with the PerkFilter. The StormCapture is a modular, structural precast concrete storage system that may be used to capture the water quality volume or provide detention upstream of the PerkFilter. If pre-treatment is needed, Oldcastle can also provide a hydrodynamic device called the Dual- Vortex Separator to keep heavy solids and gross pollutants out of the storage system. Oldcastle Infrastructure’s Engineers can assist in the calculations to determine the appropriate number of cartridges for either design methodology. PerkFilter Configurations There are many ways to configure the PerkFilter system. The structure types included below are the most common. Standard drawing details for each configuration are available and provide specific dimensions and depth constraints for each structure. Catch Basin: The Catch Basin PerkFilter contains from one to four cartridge stacks and is housed in a precast concrete or powder-coated steel structure. The standard design includes a grated inlet to capture stormwater runoff from paved surfaces like roadway gutters and parking lots. 8 These systems have a maximum depth of 5 feet from the rim to the invert of the outlet pipe. The minimum depth is dictated by the cartridge stack height. The catch basin configuration can also accommodate an inlet pipe if needed, and includes a high-flow bypass that routes peak flows around the treatment chamber to discharge. Curb Inlet: The Curb Inlet PerkFilter contains up to 24 cartridge stacks and is provided in a precast concrete vault ranging in size from 4’ x 4’ up to 8’ x 16’. The standard design includes a 3.5’, 4’ or 7’ curb inlet opening to capture stormwater runoff from roadways at the curb face. The Curb Inlet PerkFilter includes a high-flow bypass that routes peak flows around the treatment chamber to discharge. Manhole: The Manhole PerkFilter contains from one to eleven cartridge stacks and is provided in a concrete manhole structure that can range from 48” to 96” in diameter. Stormwater is typically delivered to the Manhole PerkFilter through an inlet pipe connection. The Manhole PerkFilter includes a high-flow bypass that routes peak flows around the treatment chamber to discharge. 9 Vault: The standard Vault PerkFilter can contain up to 31 cartridge stacks and is provided in a precast concrete vault ranging in size from 4’ x 4’ up to 8’ x 18’. Stormwater is typically delivered to the Vault PerkFilter through an inlet pipe connection. The Vault PerkFilter includes a high-flow bypass that routes peak flows around the treatment chamber to discharge. Larger Systems, Shallow Applications and Custom Configurations: Custom structures can be constructed that can contain any number of cartridges for any required treatment flow rate. Panel vault and box culvert designs can be provided when more treatment capacity is necessary. The PerkFilter can also be designed with a full access hatch when site constraints do not allow standard minimum depths. In summary, a custom configuration may be provided to accommodate most site conditions. The Engineering team at Oldcastle Infrastructure is prepared to work with you to develop the most cost-effective and functional configuration for your site. Redmond Regional Water Treatment Facility, Redmond, WA 10 Inspection and Maintenance Requirements As with any stormwater treatment system, the PerkFilter requires periodic maintenance to prolong the life of the system. The PerkFilter should be inspected once or twice per year and maintained as needed. Standard maintenance includes removal of gross pollutants from the inlet chamber and treatment chamber, and replacement of the filter cartridges. Frequency of maintenance depends on the conditions of the site and performance of the system. Owners can typically expect at least 12 months of service from a PerkFilter before maintenance is required but the maintenance frequency may extend up to five years in regions with limited rainfall or at sites with minimal pollutant loading. More detail on inspection and maintenance procedures can be found in the PerkFilter Inspection and Maintenance Guide. Verification and Approvals The PerkFilter has been rigorously tested in the laboratory and in the field. After extensive field investigation, the PerkFilter received a General Use Level Designation (GULD) from the Washington Department of Ecology (Ecology) for both Basic (TSS) and Phosphorus Treatment in 2010. Systems receiving a GULD are approved for stand-alone treatment in the state of Washington. In addition, the Virginia Department of Environmental Quality has included the PerkFilter on the Virginia BMP Clearinghouse list as an approved filtration device with a total phosphorus removal efficiency credit of 50%. Project Design Assistance Oldcastle Infrastructure offers design assistance for your project offering site specific details and written specifications. Please visit our website for detailed product information, drawings, design tools and local contacts. www.oldcastleinfrastructure.com (800) 579-8819 From the start of construction to the completion of any project, Oldcastle Infrastructure offers a comprehensive approach to meet your stormwater management needs. BUILDING STRUCTURES OUR MARKETS TRANSPORTATION WATER ENERGYCOMMUNICATIONS December 2018 v.1 PERKFILTER® www.oldcastleinfrastructure.com 800-579-8819 Appendix F 1 Wentworth Commercial Development Construction Stormwater Pollution Prevention Plan Date of Preparation 11/5/22 Project Location 313 Yelm Ave W Yelm, WA 98597 Thurston County TPN: 75300900100 Applicant/Owner Jennifer Wentworth wentworthje@gmail.com Project engineer Nicholas Taylor, PE Iris Group PLLC (360) 890-8955 ntaylor@irisgroupconsulting.com Contractor/Contact Steve Borman 253-405-6206 steveb@keystonemasonryinc.com 2 Project Engineer’s Certification: "I hereby state that this Construction SWPPP for the Wentworth Commercial Development has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community for professional engineers. I understand that the City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me." 11/5/2022 3 Contents Project Description .............................................................................................................................................. 4 Existing Site Conditions ...................................................................................................................................... 4 Soils ..................................................................................................................................................................... 4 Critical Areas ..................................................................................................................................................... 4 Existing Encumbrances .................................................................................................................................. 4 13 Elements of Construction Stormwater Pollution Prevention .............................................................. 4 Inspections ............................................................................................................................................................ 7 4 Project Description The project proposes construction of a parking lot, sidewalk, and stormwater system for a commercial development as depicted on the Stormwater Site Plan, Attachment A. The site is a 0.28-acre parcel. The project proposes 1,261 SF of new hard surface, and 14,562 SF of disturbed area. Existing Site Conditions The site is generally rectangular in shape, with all onsite surfaces sloping down toward the western corner of the site. The site functions as a pothole. Two building structures exist on the site, with paved parking space for 1 or 2 vehicles. The total topographic relief across the site is on the order of 2’ feet Soils The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey maps the site as being underlain by Spanaway gravelly sandy loam, 0 to 3 percent slopes (hydrologic soils group A). Critical Areas No critical areas have been identified onsite. Existing Encumbrances There are no known existing encumbrances affecting the site. 13 Elements of Construction Stormwater Pollution Prevention 1. Preserve Vegetation/Mark Clearing Limits a. Clearly mark limits of disturbance with high visibility flagging. 2. Establish Construction Access a. Utilize only the existing paved driveway for construction access in accordance with the Stormwater Site Plan. b. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example during wet weather) to prevent sediment from entering waters of the state. Remove sediment from roads by shoveling or pickup sweeping and transport to a controlled sediment disposal area. Street washing is allowed only after sediment is removed in this manner. 3. Control Flow Rates a. Ensure that runoff from all disturbed surfaces is directed only to the existing on- site pothole, which is where all site runoff flows to in the existing condition. The TESC plan assumes no offsite discharge. 4. Install Sediment Controls a. Sediment controls will include inlet protection. 5. Stabilize Soils a. Use mulch to stabilize all exposed and un-worked soils; protect the soil from the erosive forces of raindrop impact, flowing water, and wind. 5 b. From October 1 through April 30, no soils shall remain exposed and un-worked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and un-worked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. c. Stabilize soils with mulch at the end of the shift before a holiday or weekend if the weather forecast calls for precipitation. d. Minimize the amount of soil exposed during construction activity. e. Minimize soil compaction and, unless infeasible, preserve topsoil. f. Permanently stabilize soils using the soil quality and depth BMP included in the Stormwater Site Plan. 6. Protect Slopes a. There are no proposed or existing slopes that require protection. No slopes greater than 3:1 shall be created permanently or temporarily during construction. 7. Protect Drain Inlets a. Inlet protection shall be installed and maintained at the proposed Perk Filter catch basin. 8. Stabilize Channels and Outlets a. There are no proposed channels or outlets that require stabilization. 9. Control Pollutants a. Handle and dispose all pollutants, including waste materials and demolition debris that occur on-site, in a manner that does not cause contamination of stormwater. Woody debris may be chipped, ground, or chopped and spread on site. b. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks shall include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Doublewalled tanks do not require additional secondary containment. c. Use spill prevention and control measures when conducting fueling, maintenance and repair of heavy equipment and vehicles including oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff. Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. d. Apply agricultural chemicals, including fertilizers and pesticides, in a manner and at application rates that will not result in loss of chemical to stormwater runoff. 6 Follow manufacturers’ recommendations for application rates and procedures shall be followed. e. Washout of concrete trucks shall be performed off-site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State if prohibited. Do not use upland land applications for discharging wastewater from concrete washout areas. 10. Control De-Watering a. There are no proposed de-watering activities. If de-watering becomes necessary, contact project engineer for direction prior to proceeding with de- watering activities. 11. Maintain BMPs a. Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function. Conduct maintenance and repair in accordance with BMP specifications. b. Remove all temporary erosion and sediment control BMPs not designed to remain in place following construction within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. c. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. Protect all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating condition. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. 12. Manage the Project Phasing of Construction a. Phase development project and take into account seasonal work limits in order to prevent soil erosion and, to reduce to the maximum extent practicable, the transport of sediment from the site during construction. b. All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted at least weekly and immediately following any substantial rainfall event by a person who is knowledgeable in the principles and practices of erosion and sediment control. The inspector must have the skills to assess the site conditions and construction activities that could impact the quality of stormwater, and assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. c. The inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. 7 d. Implement appropriate BMPs or design changes as soon as possible whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant. e. Based on the results of the inspection, construction site operators must correct the problems identified by: i. Reviewing the SWPPP for compliance with the 13 construction SWPPP elements and making appropriate revisions within 7 days of the inspection. ii. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the construction site operator may request and extension from the County within the initial 10-day response period. iii. Documenting BMP implementation and maintenance in the site log book. iv. The inspector must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week). The inspector may reduce the inspection frequency for temporarily stabilized, inactive sites to once every calendar month. v. The Construction SWPPP shall be retained on-site or within reasonable access to the site. vi. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. vii. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, Pierce County or a state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 13. Protect Low Impact Development BMPs a. There are no proposed LID BMPs Inspections 8 As the project does not propose a discharge to waters of the state, site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. Inspections shall conform to the guidelines provided under Element #12 above. Attachment A Stormwater Site Plan w/ SWPPP Elements WWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W WCO COPMTPMTCONC WALKEXISTINGBUILDINGEXISTINGGARAGECONC WALKGRAVELGRAVELGRAVELASPHALTDRIVECONCCONCBLOCKWALLCONCBLOCKWALLEXISTINGBUILDINGEDGE OF ASPHALTCURBEDGE OF ASPHALTEDGE OF ASPHALT EDGE OF ASPHALTEDGE OF ASPHALTROOF PEAKEL==372.18'F.F.E.=353.29'EXISTINGSHED0.2'0.6'5.6'6.4'SS351 3523513503503513 5 2 352350350350349350 351 352349350349350349350351FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DEMOLITION & TESC PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC338123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 1234567KEY NOTES1.EXISTING ACC DRIVEWAY. USE AS CONSTRUCTION ENTRANCE.2.DEMOLISH AND DISPOSE OF EXISTING PCC SIDEWALK3.DEMOLISH AND DISPOSE OF EXISTING PCC SIDEWALK4.PROTECT EXISTING PCC SIDEWALK5.DEMOLISH AND DISPOSE OF EXISTING SIGN AND ASSOCIATEDCONCRETE BLOCKS6.PROTECT EXISTING TREE TO REMAIN (TYP)7.PROPOSED FULL DEPTH SAWCUT FOR CLEAN EDGE. DISPOSE OFWASTE ACC. (TYP)8.PROPOSED LIMITS OF DISTURBANCE#SCALE IN FEET201008 WWWWWWWWWWWWWWWWWWWW W W W W W W W W W W W W W W W W W W W W W WCOCO PMTPMT0.2'0.6'5.6'6.4'SSRD RD RD RD RD RDRDRDRDRDRDRDRDRD RD RD RDRDRDR D R DRDRDRD SD SDOHPOHPOHPOHPOHPOHP SSSSSSSSSSSSSSSSSS SS WWWWWWW W 351 3523513503503513 5 2 352350350350349350 351 35234935034935034935035122.1'9.9'9.1'12.2'FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM STORMWATER & UTILITY PLAN SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC448123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 SW RICE ST YELM AVE SEALLEYKEY NOTES1.PROPOSED INFILTRATION GALLERY PER DETAILS 1-4/C72.PROPOSED PERK FILTER CONCRETE CATCH BASIN WITH SINGLE 18"CARTRIDGE PER DETAIL 1/C8. INSTALL AND MAINTAIN INLETPROTECTION UNTIL SITE IS FULLY STABILIZED.RIM: 348.5912" IE OUT: 345.593.PROPOSED 3 LF 12" SDR35 PVC STORM DRAIN AT 2% GRADE4.PROPOSED 20LF 6" SDR35 PVC STORM DRAIN AT 2% GRADE5.IE: 345.536.IE: 344.427.PROPOSED 30" RISER WITH TRAFFIC-RATED RING AND LID (TYP OF 2)8.PROPOSED ROOF DRAIN CLEANOUT PER DETAIL 2/C8 AND STORMDRAIN NOTES.9.PROPOSED ROOF DRAIN LINE PER DETAIL 2/C8 AND ROOF ANDSTORM DRAIN NOTES.10.EXISTING OVER HEAD POWER TO BE RELOCATED11.PROPOSED OVER HEAD POWER12.PROPOSED 1.25" CL200 PVC OR HDPE GRINDER PUMP LINE TO BE 18"DEEPER THAN PARALLEL OR CROSSING WATER LINE. IF THISSEPARATION CANNOT BE MET, THE GRINDER PUMP LINE AND WATERLINE SHALL BE BACKFILLED WITH CONTROLLED DENSITY FILL.13.PROPOSED 3/4" CL200 PVC WATER LINE14.PROPOSED GRINDER PUMP (DESIGN BY OTHERS)15.PROPOSED POWER POLE16.EXISTING WATER METER17.EXISTING GRAVITY SEWER CLEANOUT18.EXISTING GAS LINE. DEPTH AND MATERIAL UNKNOWN. DO NOTDAMAGE DURING CONSTRUCTION.19.EXISTING ROOF AREA (484 SF)20.EXISTING ROOF AREA (1,003 SF)#12345678912'27'1011121314151617·EXISTING HARD SURFACE: 7,253 SF·EXISTING HARD SURFACE TO REMAIN: 2,347 SF·REPLACED HARD SURFACE:3,523 SF·CONVERTED IMPERVIOUS TO PERVIOUS: 493 SF·NEW HARD SURFACE:1,261 SF·TOTAL NEW PLUS REPLACED HARD SURFACE:4,784 SF·TOTAL HARD SURFACE AFTER PROJECT:6,638 SF·NEW POLLUTION GENERATING HARD SURFACE:1,251 SF·PROPOSED EFFECTIVE HARD SURFACE:0 SF·DISTURBED AREA:14,562 SFSITE COVERAGE DATAROOF AND STORM DRAIN NOTES1.ROOF DRAIN PIPE SHALL BE SDR 35 PVC AND SHALL BE AT A MINIMUM2% GRADE TO DRAIN TO DISCHARGE LOCATION2.PIPE TRENCHING AND BACKFILL SHALL BE PER PIPE MANUFACTURERSPECIFICATIONS3.ALL PIPE SHALL BE CLEANED VIA FLUSHING PRIOR TO CONNECTION TODISCHARGE LOCATION4.DRAIN FITTINGS SHALL BE SDR 35 PVC FITTINGS5.ROOF DRAIN PIPE SHALL BE LAID STRAIGHT WITH NO SAGS OR BENDSIN PIPE. BENDS SHALL BE CONSTRUCTED WITH WATERTIGHT FITTINGS.45-DEGREE WYE CLEANOUTS SHALL BE INSTALLED UPSTREAM OF ALLBENDS AND SHALL BE PER DETAIL 2/C86.CONNECT ALL DOWNSPOUTS TO ROOF DRAINS WITH SDR 35 PVCFITTINGS PER DETAIL 2/C87.DO NOT CONNECT ROOF DRAIN PIPE TO FOOTING DRAIN PIPE18SCALE IN FEET20100125'4'1'1'12357347.53341.53WRAP ENTIRE GALLERY ON ALL SIDES WITH MIRAFI140 FILTER FABRIC. OVERLAP 1' AT SEAMS.1'1'1'1920INFILTRATION GALLERY SECTIONNOT TOSCALE1 FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DETAILS 1 SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC668123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 DETAILNOT TOSCALE1POST CONSTRUCTION SOIL QUALITY AND DEPTH DETAILNOT TOSCALE2ADA SIGNDETAILNOT TOSCALE3ADA SYMBOL DETAILNOT TOSCALE4 DETAILNOT TOSCALEROOF DRAIN DETAILNOT TOSCALEFINISHED GRADEINSERT INJECTION MOLDED,GASKETED SPIGOT BY BELL REDUCERTEE4" SDR35 PVC PIPE (TYP)90° BEND45° BENDDOWNSPOUT ADAPTERINSERTED IN RISERPIPEBUILDINGFACE6" SDR35 PVC PIPE45° WYECLEANOUT W/ THREADED CAP6CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF THE ACTUAL PROPOSED UNIT TOTHE PROJECT ENGINEER FOR APPROVAL PRIOR TO DELIVERY OF THE PROPOSED UNIT.5 FILE NAME:Z:\P\JW301\CAD\Sheets\JW301 Final Plans.dwg DATE/TIME:11/4/2022 11:39:05 AM DETAILS 2 SEC19, TWN17, R2E WM THURSTON CO TPN 75300900100 313 YELM AVE W YELM, 98597 JENNIFER WENTWORTH COMMERCIAL DEVELOPMENT NDTRCB11-04-2022JW301NDTC778123456789101112131415ABCDEFGHIJ3 6 0 -8 9 0 -8 9 5 5 | 2 9 9 N M a r k e t B l v d , C h e h a l i s , W A 9 8 5 3 2DESIGNED BY:DRAWN BY:DATE:PROJ. NO:OFREVIEWED BY:Know what's BELOWCall 811 before you dig.NICH O L ASDAVIDAYLORSTAT E OFWASHINGTONREGISTEREDPROFESSIONALENG INEER T461131 1 - 4-2022 DETAILNOT TOSCALE1 DETAILNOT TOSCALE3 DETAILNOT TOSCALE2 DETAILNOT TOSCALE4