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MMC01 Drainage Report MM Rhoton Rd Stormwater Control Plan Date Prepared 4/2/2024 Subject Property 906 Rhoton Rd SE Yelm WA, 98597 TP #: 64300800303 Applicant MM Rhoton Rd LLC 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." 4/2/2024 Stormwater Control Plan 2 of 6 MM Rhoton Rd 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) Thresholds ....................................................... 3 MR #3 – Source Control of Pollution ..................................................................................................................... 3 MR #4 – Preservation of Natural Drainage Systems and Outfalls ......................................................................... 3 MR #5 – Onsite Stormwater Management ............................................................................................................ 3 MR #6 – Runoff Treatment .................................................................................................................................... 3 MR #7 – Flow Control ............................................................................................................................................ 3 MR #8 – Wetlands Protection ................................................................................................................................ 4 MR #9 – Operations and Maintenance .................................................................................................................. 4 Section 2 – Existing Conditions ...................................................................................................................................... 4 Section 3 – Soils Investigation ....................................................................................................................................... 4 Section 4 – Wells and Septic Systems ............................................................................................................................ 4 Section 5 – Fuel Tanks ................................................................................................................................................... 5 Section 6 – Subbasin Description .................................................................................................................................. 5 Section 7 – Floodplain Analysis ...................................................................................................................................... 5 Section 8 – Aesthetic Considerations for Facilities ........................................................................................................ 5 Section 9 – Facility Selection and Sizing ........................................................................................................................ 5 Section 10 – Conveyance System Analysis .................................................................................................................... 6 Section 11 – Offsite Analysis & Mitigation .................................................................................................................... 6 Section 12 – Utilities ...................................................................................................................................................... 6 Section 13 – Covenants, Dedications, Easements, Agreements .................................................................................... 6 Section 14 – Other Permits or Conditions Placed on the Project .................................................................................. 6 Appendices A. SMMWW Figures B. Stormwater Site Plan C. WWHM Modeling Report D. Geotechnical Report E. Construction Stormwater Pollution Prevention Plan Stormwater Control Plan 3 of 6 MM Rhoton Rd Section 1 – Proposed Project Description This Preliminary Stormwater Control Plan (SCP) is associated with an administrative site plan review application for approval of a 3.64-acre commercial/industrial site for use as an office/warehouse and equipment/material storage within the City of Yelm. After land use approval, building permits will be required for onsite and offsite improvements. City zoning of the project site is Industrial in which the proposed use is a permitted use. This project proposes to construct a 60’ x 120’ metal building along with associated improvements. All roof, sidewalk, driveway, and landscaping runoff will sheet flow either to a ditch and then to a proposed bioretention facility, or directly to the bioretention facility for treatment and infiltration. 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, Minimum Requirements 1-9 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) Thresholds A SWPPP has been prepared for this project and is included as Appendix E. MR #3 – Source Control of Pollution A Permanent Source Control Plan will be provided with the storm drainage maintenance agreement prior to final project approval. 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 a bioretention facility. See Section 9 for facility sizing and selection. MR #6 – Runoff Treatment This project will create/replace more than 5,000 square-feet of new pollution-generating hard surface (PGHS) area; therefore, Runoff Treatment is required. See Section 9 below for additional information along with the WWHM modeling results in the Appendix for the 15- minute water quality flow rate treatment requirement. MR #7 – Flow Control This project will have less than 10,000 square-feet of “effective” impervious surface area; will convert less than ¾- acre of vegetation to lawn/landscape; convert less than 2.5-acres of native vegetation to pasture; and cause less than a 0.15-cfs increase in the 100-year flow frequency; therefore, Flow Control is not required. Per WWHM, this project will meet the LID Performance Standard. See Section 9 below for additional information along with the WWHM modeling results in the Appendix for bioretention facility sizing. Stormwater Control Plan 4 of 6 MM Rhoton Rd MR #8 – Wetlands Protection There are no known wetlands located on-site or within the immediate vicinity; therefore, this Minimum Requirement is not applicable. MR #9 – Operations and Maintenance A storm drainage maintenance agreement, including a pollution source control plan, will be prepared and recorded prior to final project approval. Section 2 – Existing Conditions Topography Site topography in the western half of the site is nearly flat and topography in the eastern half slopes down to the West at an average slope of approximately 5%. Ground Cover Site vegetation consists mainly of field grass, brush, and Scotch Broom. Drainage See drainage plan and Section 9 below. Soils The Natural Resources Conservation Service (NRCS) Soil Survey of Thurston County classifies the on-site soils as Spanaway Gravelly/Stony Sandy Loam (HSG A). A Geotechnical Services Report prepared by Quality Geo NW (see Appendix) indicates the site soils consisting of topsoil overlying sand with silt to depths of at least 7.5’ below- grade. Seasonal groundwater was encountered in a test pit located on the lower western portion of the site at 7’ below-grade. Critical Areas There are no known critical areas (i.e. wetlands, steep slopes, streams, etc.) located on-site or within the immediate vicinity of the site based on review of Thurston County critical areas maps and a site visit. Adjacent Areas The project site is bounded by industrial parcels to the North and East; by Rhoton Rd. to the West; and by a City of Yelm dog park to the South. Precipitation Records Precipitation data is included within the WWHM model. Reports and Studies A Geotechnical Services Report has been prepared by Quality Geo NW, dated April 27, 2022 (see Appendix). Section 3 – Soils Investigation A Geotechnical Services Report has been prepared by Quality Geo NW, dated April 27, 2022 (see Appendix). Section 4 – Wells and Septic Systems There are no known on-site wells or off-site wells within 200-feet of this project’s boundaries. Stormwater Control Plan 5 of 6 MM Rhoton Rd 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 bioretention facility will be landscaped. Section 9 – Facility Selection and Sizing Basins Tabulation of basin areas, as used for modeling, is included in the tables below. There is one proposed basin. Pre-Developed Land Coverage Area (AC) A/B Forest Flat 3.64 Post-Developed Land Coverage Area (AC) A/B Pasture Flat 0.73 Roof/Road Flat 2.91 The following Permanent BMP’s have been incorporated into the design (see drainage plans): 1. BMP T7.30 Bioretention Facility (for gravel storage yard, parking lot, and roof areas) 2. BMP T5.13 Post-Construction Soil Quality and Depth (all disturbed, lawn/landscape, and stormwater dispersion areas) Flow Control Runoff and Treatment Facilities A Bioretention facility (BMP T7.30) with an 18’ x 190’ bottom area and 3:1 side slopes will provide treatment and retention of stormwater runoff from all pollution generating hard surface (PGHS) areas. Per WWHM modeling results, this project will treat and infiltrate 100% of the runoff volume. Modeling and Assumptions • Stormwater runoff from the hard surface areas will be infiltrated. These areas are considered “ineffective” and can be excluded from the impervious area threshold determination of Minimum Requirement #7. • All infiltrated areas can be discounted from WWHM when comparing pre- to post-developed runoff rates. • The existing ground cover has been modeled as forest for comparing the pre- to post-developed runoff rates. • All lawn/landscape areas that meet the Post-Construction Soil Quality and Depth (BMP T5.13) requirements have been modeled as “pasture”. Stormwater Control Plan 6 of 6 MM Rhoton Rd • An 8”/hr design (corrected Ksat) infiltration rate has been used for the native subgrade beneath the Bioretention facility as recommended in the Geotechnical Services Report. A 12”/hr rate was used for the default bioretention soil mix. Section 10 – Conveyance System Analysis Subgrade conveyance for the building roof drains will consist of SDR35 PVC pipe sized to convey the 25-year event flow. Section 11 – Offsite Analysis & Mitigation Stormwater runoff generated from the new on-site improvements will be fully infiltrated on-site. Stormwater runoff from the Rhoton Rd. frontage currently sheet flows to a shallow roadside ditch with no apparent ultimate outfall point other than full infiltration. There does not appear to be any noticeable stormwater run-on from adjacent parcels. Stormwater runoff will not be directly discharged off-site. Stormwater from a complete failure of the on-site infiltration system may temporarily overflow to the existing ditch along Rhoton Rd. No downstream impacts, including impacts to structures, are anticipated as a result of an emergency overflow. Based on the above, a quantitative off-site analysis or mitigation is not warranted. 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 FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M CO V E R NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C1 1 7 VICINITY MAP NTS 1.IT IS THE CONTRACTOR’S RESPONSIBILITY TO COMPLETE ALL WORK AND TO DISPOSE OF ALL DEMOLITION DEBRIS IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. PRIOR TO ANY WORK CONTRACTOR SHALL COMPLETE ALL TESTING FOR HAZARDOUS MATERIALS AND SHALL ABATE ALL HAZARDOUS MATERIALS IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. 2. CONTRACTOR SHALL OBTAIN AND FULFILL THE REQUIREMENTS OF ANY PERMITS REQUIRED FOR ANY PROPOSED DEMOLITION ACTIVITY. 3. CONTRACTOR SHALL COORDINATE WITH AND RECEIVE APPROVAL FROM ANY PUBLIC OR PRIVATE UTILITIES AS REQUIRED FOR ABANDONMENT OF UTILITY SERVICES. CONTRACTOR SHALL APPLY FOR AND COORDINATE ANY WORK THAT MUST BE COMPLETED BY THE UTILITY PURVEYOR. CONTRACTOR SHALL ENSURE THAT ALL UTILITIES TO BE MODIFIED OR REMOVED ARE SHUT OFF PRIOR TO DEMOLITION OR CONSTRUCTION ACTIVITY. 4. PRIOR TO ANY DEMOLITION OR REMOVAL/MODIFICATION OF EXISTING UNDERGROUND UTILITY SERVICES, CONTRACTOR SHALL PERFORM BOTH A PRIVATE AND PUBLIC UTILITY LOCATE TO IDENTIFY THE HORIZONTAL AND VERTICAL LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES. 5. CONTRACTOR IS RESPONSIBLE FOR PROTECTION AND PRESERVATION OF ANY EXISTING FEATURES TO REMAIN. 6. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION AND DISPOSAL OF ALL EXISTING FEATURES THAT CONFLICT WITH PROPOSED FEATURES. 7. APPROVAL OF THIS SWPPP DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.) 8. THE IMPLEMENTATION OF THIS SWPPP AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED AND VEGETATION/LANDSCAPING IS ESTABLISHED. 9. DURING THE CONSTRUCTION PERIOD, NO UNAUTHORIZED DISTURBANCE BEYOND THE PROPERTY BOUNDARY SHALL BE PERMITTED. 10.THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT ENTER THE DRAINAGE SYSTEM, ROADWAYS, OR VIOLATE APPLICABLE WATER STANDARDS. 11.THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND TO ENSURE THAT SEDIMENT AND SEDIMENT-LADEN WATER DO NOT LEAVE THE SITE. 12.THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 13.THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A MAJOR STORM EVENT. 14.AT NO TIME SHALL MORE THAN 1 FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A TRAPPED CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 15.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 1. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR BEING FAMILIAR WITH THE PROVISIONS AND REQUIREMENTS CONTAINED IN JURISDICTIONAL STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL HAVE A COPY AVAILABLE AT THE JOB SITE AT ALL TIMES. 2. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF WORK. 3. THE CONTRACTOR SHALL NOTIFY ALL PUBLIC OR PRIVATE UTILITY COMPANIES 48 HOURS PRIOR TO COMMENCEMENT OF WORK ADJACENT TO EXISTING UTILITY LINES UNLESS AN ENCROACHMENT PERMIT SPECIFIES OTHERWISE. 4. THE CONTRACTOR SHALL PROVIDE EMERGENCY TELEPHONE NUMBERS TO THE POLICE, FIRE, AND PUBLIC WORKS DEPARTMENTS AND KEEP THEM INFORMED DAILY REGARDING STREETS UNDER CONSTRUCTION AND DETOURS. DETOURS SHALL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE PUBLIC WORKS DIRECTOR. 5. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN SUFFICIENT BARRICADES TO PROVIDE FOR THE SAFETY OF THE GENERAL PUBLIC TO THE SATISFACTION OF THE PUBLIC WORKS DIRECTOR. 6. ALL MATERIALS SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR UNLESS OTHERWISE NOTED. 7. THE CONTRACTOR SHALL CONFORM TO EXISTING STREETS, SURROUNDING LANDSCAPE AND OTHER IMPROVEMENTS WITH A SMOOTH TRANSITION IN PAVING, CURBS, GUTTERS, SIDEWALKS, GRADING, ETC., AND AVOID ANY ABRUPT OR APPARENT CHANGES IN GRADES OR CROSS SLOPES, LOW SPOTS OR HAZARDOUS CONDITIONS. 8. THE CONTRACTOR SHALL COORDINATE ALL NECESSARY UTILITY RELOCATIONS, IF REQUIRED, WITH THE APPROPRIATE UTILITY COMPANIES. 9. THE CONTRACTOR SHALL CONDUCT ALL GRADING OPERATIONS IN SUCH A MANNER AS TO PRECLUDE WIND BLOWN DIRT AND DUST AND RELATED DAMAGE TO NEIGHBORING PROPERTIES. SUFFICIENT WATERING TO CONTROL DUST IS REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL ASSUME ALL LIABILITY FOR CLAIMS RELATED TO WIND BLOWN MATERIAL. IF THE DUST CONTROL IS INADEQUATE AS DETERMINED BY THE PUBLIC WORKS DIRECTOR OR HIS DESIGNATED REPRESENTATIVE, THE CONSTRUCTION WORK SHALL BE TERMINATED UNTIL SUCH CORRECTIVE MEASURES ARE TAKEN. 10.THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE AGENCIES AND DEPARTMENTS FOR ALL REQUIRED INSPECTIONS PRIOR TO PLACING ANY UTILITIES INTO SERVICE. 11.THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. 12.CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE, THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 13.ALL DETAILS PROVIDED IN THESE PLANS SHALL BE APPLIED TO ALL APPLICABLE PROPOSED CONSTRUCTION, REGARDLESS OF WHETHER OR NOT SPECIFIC REFERENCES TO APPLICABLE DETAILS ARE MADE. 14.POST CONSTRUCTION SOIL QUALITY AND DEPTH BMP DETAIL 1/C6 SHALL BE APPLIED TO ALL DISTURBED PERVIOUS AREAS. 15.DO NOT COMPACT THE BOTTOM OF THE INFILTRATION GALLERY DURING EXCAVATION EROSION CONTROL NOTES THE WORK ON THIS PROJECT SHALL BE PERFORMED IN ACCORDANCE WITH THE CITY OF YELM STANDARDS, AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, 2022 WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) (HEREAFTER "STANDARD SPECIFICATIONS") ALSO INCORPORATED INTO THESE CONTRACT DOCUMENTS BY REFERENCE ARE: A. CITY OF YELM DEVELOPMENT GUIDELINES, CURRENT EDITION B. WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON, 2019 EDITION ("DRAINAGE MANUAL") C. THE INTERNATIONAL BUILDING CODE (IBC) AND THE INTERNATIONAL RESIDENTIAL CODE (IRC), CURRENT EDITIONS, WITH CITY AMENDMENTS D. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS (MUTCD), CURRENT EDITION, WITH WSDOT MODIFICATIONS E. THE INTERNATIONAL FIRE CODE, CURRENT EDITION F. UNIFORM PLUMBING CODE (UPC) WITH CITY AMENDMENTS. G. NATIONAL ELECTRICAL CODE (NEC), CURRENT EDITION. CURRENT EDITlONS OF THESE STANDARDS SHALL BE USED WHICH EXIST ON THE DATE OF CONTRACT ACCEPTANCE. CONTRACTOR SHALL OBTAIN COPIES OF THESE PUBLICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR, MATERIALS, TOOLS, EQUIPMENT, TRANSPORTATION, SUPPLIES, AND INCIDENTALS REQUIRED TO COMPLETE ALL WORK SHOWN ON THESE DRAWINGS AND TO OBTAIN ACCEPTANCE BY THE CITY AND THE PROJECT OWNER. THE INTENT OF THESE DRAWINGS IS TO PRESCRIBE A COMPLETE WORK. OMISSIONS FROM THE DRAWINGS OF DETAILS OF WORK WHICH ARE NECESSARY TO CARRY OUT THE INTENT OF THE DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR FROM PERFORMING THE OMITTED WORK. ANY PROPOSED ALTERATIONS BY THE CONTRACTOR AFFECTING THE REQUIREMENTS AND INFORMATION IN THESE DRAWINGS SHALL BE IN WRITING AND WILL REQUIRE APPROVAL OF THE ENGINEER AND INSPECTOR. PROJECT SPECIFICATIONS CONTRACTOR SHALL OBTAIN A RIGHT OF WAY PERMIT PRIOR TO COMMENCING ANY WORK LOCATED IN THE CITY'S RIGHT OF WAY. ALL WORK PERFORMED IN THE CITY'S RIGHT OF WAY SHALL ADHERE TO DRAWINGS, STANDARD SPECIFICATIONS, AND REQUIREMENTS OUTLINED IN THE RIGHT OF WAY PERMIT. WORK IN CITY RIGHT OF WAY THE IRIS GROUP IS REQUIRED BY THE CITY TO PROVIDE RECORD DRAWING CERTIFICATION PRIOR TO FINAL CITY ACCEPTANCE. THE IRIS GROUP WILL NOT CERTIFY RECORD DRAWINGS WITHOUT INSPECTION OF BELOW GRADE UTILITIES AND STRUCTURES. PRIOR TO BACKFILLING, CONTRACTOR SHALL NOTIFY THE IRIS GROUP OF NECESSARY INSPECTIONS. THE CONTRACTOR SHALL MAINTAIN ONE SET OF APPROVED PLANS ONSITE AND SHALL MARK, IN RED, ANY CHANGES TO THE PLANS THAT OCCUR DURING CONSTRUCTION. RECORD DRAWINGS IF UNSUITABLE MATERIALS AS DEFINED BY THE STANDARD SPECIFICATIONS ARE ENCOUNTERED, THIS MATERIAL SHALL BE REMOVED TO THE DEPTH REQUIRED BY THE ENGINEER OR INSPECTOR AND REPLACED WITH SUITABLE MATERIALS. UNSUITABLE MATERIAL SHALL BE REMOVED FROM THE SITE AND HAULED TO A WASTE SITE OBTAINED BY THE CONTRACTOR. PRIOR TO REMOVAL, CONTRACTOR SHALL NOTIFY PROJECT OWNER. REMOVAL OF UNSUITABLE MATERIALS SEE SOILS REPORT PREPARED BY QUALITY GEO NORTHWEST, DATED 4/27/2022. GEOTECHNICAL INFORMATION NAD 1983(2011) SOUTH ZONE; PER RTK GPS TIES AND THE WASHINGTON STATE REFERENCE NETWORK (WSRN). UNITS OF MEASUREMENT ARE U.S. SURVEY FEET. HORIZONTAL DATUM TOPOGRAPHIC INFORMATION DEPICTED IN THESE DRAWINGS WAS PROVIDED IN A SURVEY BY INFORMED LAND SURVEY, DATED 10/25/22. ALL EXISTING FEATURES AND TOPOGRAPHY SHOWN SHALL BE VERIFIED PRIOR TO BEGINNING CONSTRUCTION. ANY AND ALL DISCREPANCIES FOUND BETWEEN ACTUAL EXISTING CONDITIONS AND THE EXISTING CONDITIONS SHOWN HERE SHALL BE IDENTIFIED TO THE PROJECT ENGINEER PRIOR TO CONTINUANCE OF ANY WORK. TOPOGRAPHIC DATA CONSTRUCTION NOTES 1 - C1 COVER 2 - C2 DEMOLITION AND TESC 3 - C3 SITE AND HORIZONTAL CONTROL 4 - C4 GRADING AND DRAINAGE 5 - C5 UTILITIES 6 - C6 DETAILS 1 7 - C7 DETAILS 2 SHEET INDEX MM RHOTON RD CIVIL IMPROVEMENT PLANS YELM, WA 1. THE CONTRACTOR SHALL OBTAIN ALL APPROVALS AND PERMITS REQUIRED BY THE CITY OF YELM (CITY) PRIOR TO THE START OF CONSTRUCTION. A GRADING PERMIT FOR STORM POND CONSTRUCTION MAY BE REQUIRED. 2. STORM DRAIN PIPE SHALL BE ON THE WSDOT QUALIFIED PRODUCTS LIST FOR THE SPECIFICATION LISTED BELOW: A. PLAIN CONCRETE STORM SEWER PIPE OR REINFORCED CONCRETE STORM SEWER PIPE PER WSDOT STANDARD SPECIFICATION 9-05.7. B. SOLID WALL PVC STORM SEWER PIPE PER WSDOT STANDARD SPECIFICATION 9- 05.12(1). C. DUCTILE IRON SEWER PIPE PER WSDOT STANDARD SPECIFICATION 9-05.13. D. HANCOR BLUE SEAL ™ AND ADVANCED DRAINAGE SYSTEMS (ADS/HANCOR) N-12 HDPE AND (ADS/HANCOR) SANITITE UP TO 36" IN DIAMETER PER WSDOT STANDARD SPECIFICATIONS 9-05.20 AND 9-05.24. E. CONTECH DUROMAXX STEEL RIB REINFORCED POLYETHYLENE PIPE, IN DIAMETERS FROM 24 INCH TO 60 INCH PER WSDOT STANDARD SPECIFICATION 9-05.22. 3. ALL STORM DRAINAGE SYSTEMS SHALL BE AIR TESTED AT 4 PSI EXCEPT CONCRETE PIPE, WHICH SHALL BE TESTED PER WSDOT/APWA STANDARD FOR CONCRETE STORM PIPE. ALL FLEXIBLE PIPE SHALL BE MANDREL TESTED PER WSDOT/APWA STANDARDS. TESTING SHALL BE DONE BY THE CONTRACTOR. 4. TESTING OF THE STORM SEWER SHALL INCLUDE VIDEOTAPING OF THE MAIN BY THE CONTRACTOR. IMMEDIATELY PRIOR TO VIDEOTAPING, ENOUGH WATER SHALL BE RUN DOWN THE LINE SO IT COMES OUT THE LOWER CATCH BASIN. A COPY OF THE VIDEO TAPE SHALL BE SUBMITTED TO THE CITY. ACCEPTANCE OF THE LINE WILL NOT BE MADE UNTIL AFTER THE TAPE HAS BEEN REVIEWED AND APPROVED BY THE CITY. TESTING SHALL TAKE PLACE AFTER ALL UNDERGROUND UTILITIES ARE INSTALLED AND COMPACTION OF THE ROADWAY SUBGRADE IS COMPLETE. 5. SPECIAL STRUCTURES, OIL/WATER SEPARATORS AND OUTLET CONTROLS SHALL BE INSTALLED PER PLANS AND MANUFACTURERS' RECOMMENDATIONS. WHERE OIL/WATER SEPARATORS ARE CONNECTED TO A SEWER SYSTEM, THEY SHALL BE INSTALLED WITH A P-TRAP OR CHECK VALVE TO PREVENT ODORS. 6. ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCE WITH MINIMUM REQUIREMENT 2 OF THE LATEST EDITION OF THE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (SWMMWW). FOR SITES WHERE VEGETATION HAS BEEN PLANTED THROUGH HYDRO SEEDING, THE FINANCIAL GUARANTEE WILL NOT BE RELEASED UNTIL THE VEGETATION HAS BEEN THOROUGHLY ESTABLISHED. 7. WHERE CONNECTIONS REQUIRE "FIELD VERIFICATION", THE CONTRACTOR SHALL EXPOSE SUCH CONNECTION POINTS AND FITTINGS 48 HOURS PRIOR TO DISTRIBUTING SHUTDOWN NOTICES. 8. ANY CHANGES TO THE DESIGN SHALL FIRST BE REVIEWED AND APPROVED BY THE PROJECT ENGINEER AND THE CITY'S CIVIL REVIEW ENGINEER. 9. ALL STORM PIPE SHALL BE A MINIMUM OF 12-INCH DIAMETER FOR MAINS AND CROSSINGS. WHEN PRIVATE STORMWATER (I.E. ROOF, LOT OR FOOTING DRAINS) CANNOT BE INFILTRATED ON INDIVIDUAL LOTS, THE MINIMUM STANDARD PIPING CONNECTION TO THE PUBLIC SYSTEM SHALL BE 8-INCH PVC. THE 8-INCH MAIN USED FOR CONNECTION SHALL BEGIN AT THE RIGHT-OF-WAY, AND THE CONNECTION TO THE CATCH BASIN OR MANHOLE SHALL BE CORED AND GROUTED. 10. ALL STORM MAINS AND RETENTION/DETENTION AREAS SHALL BE STAKED FOR GRADE AND ALIGNMENT BY AN ENGINEERING OR SURVEY FIRM LICENSED TO PERFORM SUCH WORK. 11. THE MINIMUM STAKING OF STORM SEWER SYSTEMS SHALL BE IN ACCORDANCE WITH SECTION 3.00.050 OF THESE STANDARDS, AND AS FOLLOWS: A. STAKE LOCATION OF ALL CATCH BASINS, MANHOLES AND OTHER FIXTURES FOR GRADE AND ALIGNMENT. B. STAKE LOCATION, SIZE, AND DEPTH OF RETENTION/DETENTION FACILITY. C. STAKE FINISHED GRADE OF ALL STORMWATER FEATURES, INCLUDING BUT NOT LIMITED TO CATCH BASIN/MANHOLE RIM ELEVATIONS, OVERFLOW STRUCTURES, WEIRS, AND INVERT ELEVATIONS OF ALL PIPES IN CATCH BASINS, MANHOLES, AND PIPES THAT DAYLIGHT. 12. PIPE MATERIALS USED FOR STORMWATER CONVEYANCE SHALL BE AS APPROVED BY THE CITY. PIPE SIZE, SLOPE, COVER, ETC., SHALL BE AS SPECIFIED IN THE CITY OF YELM DEVELOPMENT GUIDELINES AND ENGINEERING STANDARDS. 13. ALL DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS TO MATCH THE SIDE SLOPE. 14. IF DRAINAGE OUTLETS (STUB-OUTS) ARE TO BE PROVIDED FOR EACH INDIVIDUAL LOT, THE STUB OUTS SHALL CONFORM TO THE FOLLOWING: A. EACH OUTLET SHALL BE LOCATED AT THE LOWEST ELEVATION ON THE LOT, TO SERVICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS, DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE OR SUBSURFACE. EACH OUTLET SHALL HAVE FREE-FLOWING, POSITIVE DRAINAGE TO AN APPROVED STORM WATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION. B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A 5-FOOT HIGH, 2"X 4" STAKE MARKED "STORM" OR "DRAIN." THE STUB-OUT SHALL VISIBLY EXTEND ABOVE SURFACE LEVEL AND BE SECURED TO THE STAKE. C. PIPE MATERIAL SHALL BE AS APPROVED BY THE CITY. D. DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED TO CONVEY FLOWS THROUGH INDIVIDUAL LOTS. E. THE DEVELOPER AND/OR CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATIONS OF ALL STUB-OUT CONVEYANCE LINES WITH RESPECT TO THE UTILITIES (E.G., POWER, GAS, TELEPHONE, TELEVISION). F. ALL INDIVIDUAL STUB-OUTS SHALL BE PRIVATELY OWNED AND MAINTAINED BY THE LOT HOMEOWNER. 15. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO APPROVED PLANS ON FILE WITH THE CITY. ANY MATERIAL DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE CITY. 16. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR SIMILARLY STABILIZED TO THE SATISFACTION OF THE CITY. FOR SITES WHERE GRASS HAS BEEN PLANTED THROUGH HYDRO SEEDING, THE PERFORMANCE BOND WILL NOT BE RELEASED UNTIL THE GRASS HAS BEEN THOROUGHLY ESTABLISHED, UNLESS OTHERWISE APPROVED BY THE CITY. 17. ALL BUILDING DOWNSPOUTS ON COMMERCIAL SITES SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS OTHERWISE APPROVED BY THE CITY. 18. ALL EROSION CONTROL AND STORMWATER FACILITIES SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE CONTRACTOR DURING THE CONSTRUCTION PHASE OF THE DEVELOPMENT PROJECT. 19. NO FINAL CUT OR FILL SLOPE SHALL EXCEED TWO (2) HORIZONTAL TO ONE (1) VERTICAL WITHOUT STABILIZATION BY ROCKERY OR BY A STRUCTURAL RETAINING WALL. 20. THE PROJECT ENGINEER SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES, AND ELEVATIONS OF ALL EXISTING PAVEMENTS AND STRUCTURES, INCLUDING UTILITIES AND OTHER FRONTAGE IMPROVEMENTS, THAT ARE TO INTERFACE WITH NEW WORK, AND PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK, INCLUDING MATERIALS NECESSARY TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, WITHOUT CONFLICT, ACCEPTABLE TO THE PROJECT ENGINEER AND THE CITY'S CIVIL REVIEW ENGINEER, COMPLETE IN PLACE, AND READY TO USE. 21. COMPACTION OF ALL FILL AREAS SHALL BE PER CURRENT APWA SPECIFICATIONS. FILL SHALL BE PROVIDED IN 6" MAXIMUM LIFTS AND SHALL BE COMPACTED TO 95 PERCENT OF ITS MAXIMUM RELATIVE DENSITY. STORMWATER GENERAL NOTES (CITY) NAVD 88 PER RTK GPS TIES AND THE WASHINGTON STATE REFERENCE NETWORK (WSRN). UNITS OF MEASUREMENT ARE U.S. SURVEY FEET. VERTICAL DATUM LOT 3 OF SHORT SUBDIVISION NO. SS-00-8255-YL, AS RECORDED ON DECEMBER 18, 2000, UNDER AUDITOR'S FILE NOS. 3327633 AND 3327634. IN THURSTON COUNTY, WASHINGTON. LEGAL DESCRIPTION 1.ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF YELM STANDARDS, AND THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL IN ACCORDANCE WITH MUTCD. PRIOR TO DISRUPTION OF ANY TRAFFIC, TRAFFIC CONTROL PLANS SHALL BE PREPARED AND SUBMITTED TO THE CITY FOR APPROVAL. NO WORK SHALL COMMENCE UNTIL ALL APPROVED TRAFFIC CONTROL IS IN PLACE. 3.ALL CURB AND GUTTER, STREET GRADES, SIDEWALK GRADES, AND ANY OTHER VERTICAL AND/OR HORIZONTAL ALIGNMENT SHALL BE STAKED BY AN ENGINEERING OR SURVEYING FIRM CAPABLE OF PERFORMING SUCH WORK. 4.WHERE NEW ASPHALT JOINS EXISTING, THE EXISTING ASPHALT SHALL BE CUT TO A NEAT VERTICAL EDGE AND TACKED WITH ASPHALT EMULSION TYPE CSS1 IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. THE NEW ASPHALT SHALL BE FEATHERED BACK OVER EXISTING TO PROVIDE FOR A SEAL AT THE SAW CUT LOCATION AND THE JOINT SEALED WITH GRADE AR-4000W PAVING ASPHALT. 5.COMPACTION OF SUBGRADE, ROCK, AND ASPHALT SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS. 6.SUBGRADE INSPECTION SHALL BE PERFORMED BY AN APPROVED TESTING FIRM AND FORMS SHALL BE INSPECTED FOR LINE AND GRADE BY AN ENGINEER BEFORE POURING CONCRETE. 7.CERTIFICATION AS TO CONFORMANCE SHALL BE PROVIDED TO THE CITY PRIOR TO ACCEPTANCE OF WORK. 8.THE CONTRACTOR/DEVELOPER SHALL FURNISH AND INSTALL ALL PERMANENT SIGNING. STREET CONSTRUCTION NOTES UTILITY LOCATE NOTE THE LOCATION OF EXISTING UTILITIES SHOWN HEREON ARE APPROXIMATE AND ARE BASED ON INFORMATION PROVIDED BY THE SURVEYOR AND FROM COUNTY RECORDS. OLYMPIC ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE EXACT LOCATION OF EXISTING UTILITIES SHOWN OR NOT SHOWN HEREON CONTRACTOR SHALL VERIFY THE EXACT SIZE, DEPTH, AND LOCATION OF EXISTING UTILITIES AND CALL FOR UNDERGROUND LOCATE AT 811 A MINIMUM OF 48-HOURS PRIOR TO CONSTRUCTION START. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES RESULTING FROM FAILURE TO LOCATE EXISTING UTILITIES. ACC ASPHALTIC CEMENT CONCRETE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APPROX APPROXIMATE(LY) CB CATCH BASIN CL CLASS CMP CORRUGATED METAL PIPE CO CLEANOUT CONC CONCRETE CPEP CORRUGATED POLYETHYLENE PIPE E EASTING FFE FINISH FLOOR ELEVATION FG FINISHED GRADE FL FLANGED (PIPING) FL FLOWLINE (GRADING) HDPE HIGH DENSITY POLYETHYLENE HMA HOT MIX ASPHALT ID INSIDE DIAMETER IE INVERT ELEVATION MH MANHOLE MIN MINIMUM N NORTH(ING) OC ON CENTER OFF OFFSET PCC PORTLAND CEMENT CONCRETE PSI POUNDS PER SQUARE INCH STA STATION SS SANITARY SEWER SD STORM DRAIN STD STANDARD TESC TEMPORARY EROSION AND SEDIMENT CONTROL TEMP TEMPORARY TPN TAX PARCEL NUMBER TYP TYPICAL ABBREVIATIONS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 X XXX SD SD FD FD RD RD SD SD W W SS SS FM FM OT OT UGP UGP OHP OHP G G UT UT W W SS SS G G UT UT UGP UGP OHP OHP OT OT FM FM RD RD FD FD * SEE PROJECT SURVEY FOR EXISTING FEATURES. HATCH AND LINETYPE SCALES MAY NOT MATCH PLAN. SITE ·EXISTING HARD SURFACE: 0 SF ·EXISTING HARD SURFACE TO REMAIN: 0 SF ·REPLACED HARD SURFACE:0 SF ·CONVERTED IMPERVIOUS TO PERVIOUS: 0 SF ·NEW HARD SURFACE:126,671 SF ·TOTAL NEW PLUS REPLACED HARD SURFACE:126,671 SF ·TOTAL HARD SURFACE AFTER PROJECT:126,671 SF ·NEW POLLUTION GENERATING HARD SURFACE:116,816 SF ·PROPOSED EFFECTIVE HARD SURFACE:0 SF ·DISTURBED AREA:158,558 SF SITE COVERAGE DATA SITE DATA PARCEL #:64300800303 SITE ADDRESS: 906 RHOTON RD SE YELM, WA 98597 GROSS ACREAGE: 3.64 AC (PER SURVEY DATA) SURVEY:BY O'BUNCO ENGINEERING DATED 4/5/22 EXISTING USE: VACANT PRESIDING JURISDICTION:CITY OF YELM, WA G G G G G G G G G G G G G W W W W W W W W W W W W W OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P O H P O H P SD SD W W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS SS 3 2 7 327 32 7 32 7 3 2 7 32 8 329 331 332 33 3 33 4 33 6 33 7 33 8 3 3 9 3 2 8 328 32 8 32 9 33 1 33 2 33 3 33 4 33 6 3 3 7 3 3 8 3 3 9 3 3 9 3 2 8 32 9 3 3 1 33 2 33 3 3 3 4 3 3 6 3 3 7 3 3 8 341 342 34 1 34 2 32 8 FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M DE M O A N D T E S C NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C2 2 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 SCALE IN FEETSCALE IN FEET 30150 KEY NOTES 1.PROPOSED STABILIZED CONSTRUCTION ENTRANCE PER DETAIL 2/C6 2.PROPOSED SILT FENCE PER DETAIL 3/C6 3.PROPOSED STOCKPILE AREA 4.PROPOSED LIMITS OF DISTURBANCE SHOWN 1' OUTSIDE THE ACTUAL LIMITS OF DISTURBANCE FOR CLARITY. THERE SHALL BE NO OFFSITE DISTURBANCE EXCEPT TO CONSTRUCT THE OFFSITE IMPROVEMENTS SHOWN HEREIN. 5.LOCATE AND PROTECT EXISTING WATER MAIN TO REMAIN. 6.LOCATE AND PROTECT EXISTING GAS LINE TO REMAIN. 7.LOCATE AND PROTECT EXISTING SANITARY SEWER FORCE MAIN TO REMAIN. 8.PROTECT EXISTING UTILITY POLE, GUY WIRE, AND ANCHOR. 9.PROPOSED SAWCUT. DEMOLISH AND REMOVE ALL ASPHALT PAVING BETWEEN THE SAWCUT LINE AND EASTERN EDGE OF PAVEMENT. 10.COORDINATE WITH ADJACENT PROPERTY OWNER TO RELOCATE MAILBOX # 1 2 3 4 5 6 7 8 9 10 T N:597010.02 E:1115872.04 N:596986.02 E:1115889.15 N:596973.52 E:1115906.07 N:596909.36 E:1115869.58 N:596943.52 E:1115905.50 N:596969.31 E:1116063.77 N:596940.61 E:1116014.98 N:596912.83 E:1116062.26 N:596892.63 E:1116069.72 N:596870.82 E:1116081.15 N:596807.84 E:1116079.47 N:596809.65 E:1116011.49 N:596872.50 E:1116018.17 N:596874.44 E:1115945.19 N:596930.60 E:1115941.69 N:596937.03 E:1115887.84 N:596749.27 E:1115949.86 N:596747.67 E:1116009.84 N:596722.32 E:1115949.14 N:596708.10 E:1116482.37 N:596960.43 E:1116396.75 N:596972.31 E:1116403.29 N:596689.65 E:1116499.19 N:596706.12 E:1115881.68 N:596869.23 E:1115953.06 N:596867.63 E:1116013.04 R 5 ' R5' R 5 ' R5' R2 6 ' R 2 6 ' R10 ' R 5 ' N:596917.43 E:1115946.34 N:596937.18 E:1115955.87 N:596935.50 E:1116018.85 S88° 28' 21"E 514.32' S 1 8 ° 4 4 ' 3 3 " E 2 9 8 . 4 9 ' S88° 28' 21"E 617.73' S0 1 ° 3 1 ' 3 9 " W 2 8 0 . 0 0 ' FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M SI T E A N D H O R I Z O N T A L CO N T R O L NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C3 3 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 SCALE IN FEETSCALE IN FEET 30150 KEY NOTES 1.PROPOSED 60'X120' METAL BUILDING PER ARCHITECTURAL PLANS BY OTHERS 2.PROPOSED PARKING LOT LANDSCAPING 3.PROPOSED CONCRETE SIDEWALK PER DETAIL 4/C6 4.PROPOSED BIORETENTION FACILITY. SEE SHEET C4 FOR DETAILS. 5.PROPOSED TRANSFORMER. DESIGN BY OTHERS. 6.PROPOSED PRELOS 1500 STEP TANK. SEE SHEET C5 FOR DETAILS. 7.PROPOSED ACCESSIBLE PARKING STALL WITH ADA SYMBOL PER DETAIL 5/C6 8.PROPOSED 8' X 20' ENCLOSED TRASH AND RECYCLING PAD 9.PROPOSED 6" STEEL PIPE BOLLARD (TYP) 10.PROPOSED FIRE TRUCK HAMMERHEAD TURNAROUND PER INTERNATIONAL FIRE CODE 11.PROPOSED HEAVY DUTY HMA SECTION PER BIDDER DESIGN (TYP) 12.PROPOSED STANDARD DUTY HMA SECTION PER BIDDER DESIGN (TYP) 13.PROPOSED GRAVEL SECTION PER BIDDER DESIGN (TYP) 14.PROPOSED CONCRETE WHEEL STOP PER DETAIL 6/C6 (TYP) 15.PROPOSED ADA SIGN PER DETAIL 7/C6 # 1 2 3 3 3 3 4 5 5 6 13 7 8 10 30 ' 23' 23 ' 20 ' 9' 5' 5' 60' 12 0 ' R35 ' R 3 5 ' R25 ' 45 ' 67' 11 5 ' 70'20 ' 20' 60 ' 23' 7' 5' 5' 27 ' R5 'R5' 20 ' 9' 11 12 2.5' 14 15 9 SD SD SD T RD RD RD RD RD RD RD RD RD FG 328.84 FG 328.84 FG 328.84 FG 328.84 FG 327.64 FG 328.84 FG 328.84 FG 328.76 FG 328.76 FG 327.62 FG 327.50 FG 327.62 FG 327.75 FG 327.69 FG 327.42 FG 327.49 FG 327.34 FG 328.09 FG 328.76 FG 328.74 FG 327.95 FG 328.29 FG 328.51 FG 328.73 FG 328.73 FG 327.75 FG 327.20 FG 327.40 FG 327.50 FG 328.83FG 327.84 FG 327.26 FG 327.34 FG 327.37 FG 328.77 FG 328.42 FG 328.42 FG 328.76 FG 328.77 FG 328.42 -1 . 8 % -1 . 7 % 0.0% -0.0% FG 328.25 FG 328.26 FG 328.13 FG 328.36FG 328.48FG 328.63 FG 328.65 FG 328.75 FG 328.54 FG 328.62 FG 327.43 FG 327.14 FG 327.09 FG 327.00 FG 327.10 FG 327.19 FG 328.35 FG 328.25 FG 328.76 FG 327.62FG 327.64 FG 333.20FG 330.80 FG 336.40 FG 339.00 FG 341.20 FG 340.20 FG 341.98 FG 341.75 FG 335.40FG 332.60 FG 338.58 FG 327.08 FG 327.29 FG 327.20 FG 327.15 FG 324.49 FG 327.00 ME 327.04 FG 325.34 ME 327.82 FG 326.14 ME 327.91 FG 329.32 ME 330.23 FG 331.70 ME 335.02 FG 334.88ME 337.60 FG 337.50 ME 339.73 ME 339.17 ME 339.30 ME 339.17 ME 338.79ME 338.44ME 334.30ME 328.46ME 328.03ME 327.80ME 327.29ME 327.35ME 327.67 ME 326.95 ME 327.99 ME 327.51 ME 327.70 ME 327.87 3 2 7 327 32 7 32 7 3 2 7 32 8 329 331 332 33 3 33 4 33 6 33 7 33 8 3 3 9 3 2 8 328 32 8 32 9 33 1 33 2 33 3 33 4 33 6 3 3 7 3 3 8 3 3 9 3 3 9 3 2 8 32 9 3 3 1 33 2 33 3 3 3 4 3 3 6 3 3 7 3 3 8 341 342 34 1 34 2 32 8 32 5 32 4 32 6 32 7 3 3 0 3 3 5 3 4 0 32 8 328 3 2 8 3 2 9 3 3 1 3 3 2 3 3 3 3 3 4 3 3 6 3 3 7 3 3 8 3 3 9 3 4 1 328 328 325 326 327 3 2 5 3 2 6 3 2 7 33 0 327 328 329 33 1 335 332 333 334 336 337 338 339 3 4 0 N:596732.84 E:1115892.40 N:596912.78 E:1115897.20 N:596701.06 E:1116484.03 19 0 ' FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M GR A D I N G A N D D R A I N A G E NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C4 4 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 SCALE IN FEETSCALE IN FEET 30150 KEY NOTES 1.PROPOSED ROOF DRAIN CLEANOUT RIM: 328.81 IE: 327.31 2.PROPOSED 40 LF 6" ROOF DRAIN PIPE AT 0.02 FT/FT GRADE 3.PROPOSED ROOF DRAIN CLEANOUT RIM: 328.75 IE: 326.51 4.PROPOSED 84 LF 6" ROOF DRAIN PIPE AT 0.024 FT/FT GRADE 5.PROPOSED ROOF DRAIN CLEANOUT RIM: 328.81 IE: 327.31 6.PROPOSED 58 LF 6" ROOF DRAIN PIPE AT 0.02 FT/FT GRADE 7.PROPOSED ROOF DRAIN CLEANOUT RIM: 328.81 IE: 326.15 8.PROPOSED 84 LF 6" ROOF DRAIN PIPE AT 0.02 FT/FT GRADE 9.PROPOSED QUARRY SPALL ENERGY DISSIPATION PAD 10.PROPOSED 12" CORRUGATE METAL CULVERT # 1 C4 1 2 34 5 6 78 1.ROOF DRAIN PIPE AND CLEANOUTS SHALL BE PER DETAIL 8/C6 2.BIORETENTION POND SHALL BE CONSTRUCTED PER DETAIL 1/C7. DURING CONSTRUCTION DO NOT DRIVE OR TRACK VEHICLES OR EQUIPMENT OVER THE PROPOSED BIORETENTION POND AREA. 3.AFTER FINAL EXCAVATION OF THE BIORETENTION POND, COMPLETE INFILTRATION TESTING IN ACCORDANCE WITH THE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON AND SUBMIT TESTING RESULTS TO PROJECT ENGINEER. IF THE DESIGN INFILTRATION RATE DETERMINED THROUGH TESTING IS LESS THAN 8 IN/HR, THE POND WILL NEED TO BE REDESIGNED PRIOR TO BRINGING THE POND ONLINE. 4.BIORETENTION POND SURFACE MATERIAL SHALL BE PER DETAIL 1/C7. 5.BIORETENTION POND SHALL BE PLANTED IN ACCORDANCE WITH THE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. NOTES 9 9 IE: 324.47 IE: 324.47 323.70 327.00 327.00 323.70 DESIGN WATER SURFACE ELEVATION: 325.20 FREEBOARD SURFACE ELEVATION: 327.00 BIORETENTION SOIL MIX PER ECOLOGY STANDARDS 18' 3:1 3:1 BIORETENTION POND SECTION NOT TO SCALE 1 R17 ' R17 ' IE: 324.79 IE: 324.69 10 SD SD SD FM FM FM W W W W W W UG P UGP UGP U G P UG P UG P UG P T RD RD RD RD RD RD RD RD RD UGP UGP G G G G G G G G G G G G W W W W W W W W W W W W OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P O H P SD SD W W W W W W W W W W W W SS SS SS SS SS SS SS SS SS SS SS SS FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M UT I L I T I E S NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C5 5 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 SCALE IN FEETSCALE IN FEET 30150 KEY NOTES 1.PROPOSED PRIMARY POWER PER PLANS BY OTHERS 2.PROPOSED TRANSFORMER PER PLANS BY OTHERS 3.PROPOSED SECONDARY POWER PER PLANS BY OTHERS 4.EXISTING 8" WATER MAIN. MATERIAL IS UNKNOWN. 5.PROPOSED CONNECTION TO EXISTING WATER MAIN PER DETAIL 2/C7. RESTORE IN RIGHT OF WAY PER DETAIL 4/C7. 6.PROPOSED 1.5" WATER METER AND SERVICE PER DETAIL 2/C7 7.PROPOSED 1.5" CL200 PVC WATER LINE 8.PROPOSED BUILDING DRAIN CONNECTION SIZED PER BUILDING PLANS 9.PROPOSED PRELOS 1500 STEP TANK PER DETAIL 3/C7 10.PROPOSED 1.25" SCH80 PVC PRESSURIZED SEPTIC TRANSPORT LINE AT MINIMUM BURY DEPTH OF 3' 11.PROPOSED SERVICE BOX WITH VALVES PER DETAIL 5/C7. SERVICE SIZE SHALL BE 2". 12.PROPOSED CONDUCTORS IN CONDUIT FOR PUMP POWER AND CONTROL. DESIGN SHALL BE BY ELECTRICAL ENGINEER OR QUALIFIED ELECTRICIAN. CONDUIT ROUTE IS DIAGRAMMATICALLY SHOWN. 13.PROPOSED WATER TIGHT CONTROL BOX WITH ALARM PER DETAIL 6/C7. DESIGN BY OTHERS. 14.PROPOSED SANITARY SEWER CLEANOUT. MATCH UPSTREAM CONNECTING PIPE SIZE FROM BUILDING. 15.PROPOSED 1.25" SCH80 PVC PRESSURIZED SEPTIC TRANSPORT LINE AT MINIMUM BURY DEPTH OF 3' 16.EXISTING 4" STEP MAIN. MATERIAL IS UNKNOWN. CONNECT TO EXISTING STEP MAIN PER DETAIL 5/C7. SERVICE SIZE SHALL BE 2". # 1 2 3 5 4 6 7 8 9 10 11 14 15 16 17 12 13 FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M DE T A I L S 1 NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C6 6 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 DETAIL NOT TO SCALE DETAIL NOT TO SCALE DETAIL NOT TO SCALE CONCRETE WHEEL STOP DETAIL NOT TO SCALE ACCESSIBLE PARKING SYMBOL DETAIL NOT TO SCALE ACCESSIBLE PARKING SIGN DETAIL NOT TO SCALE 7 5 6 4 3 2 POST CONSTRUCTION SOIL QUALITY AND DEPTH DETAIL NOT TO SCALE 1 ROOF DRAIN DETAIL NOT TO SCALE 6" CLEANOUT W/ HREADED CAP FINISHED GRADE DOWNSPOUT ADAPTER INSERTED IN RISER PIPE BUILDING FACE 6" 45° WYE 6" 45° BEND 4" x 6" BACKWARDS REDUCER TO 6" WYE 6" SDR35 PVC STORM DRAIN 6" SDR35 PVC STORM DRAIN 4" 90° BEND 4" SDR35 PVC ROOF DRAIN (TYP) 1.4" ROOF DRAIN PIPE SHALL BE SDR 35 PVC AND SHALL BE AT A MINIMUM 2% GRADE TO DRAIN TO DISCHARGE LOCATION. 2.6" ROOF DRAIN PIPE SHALL BE SDR 35 PVC AND SHALL BE AT A MINIMUM 1% GRADE TO DRAIN TO DISCHARGE LOCATION. 3.ALL DRAIN PIPE TRENCHING AND BACKFILL SHALL BE PER PIPE MANUFACTURER SPECIFICATIONS. 4.ALL PIPE SHALL AT A MINIMUM BE CLEANED VIA FLUSHING PRIOR TO CONNECTION TO DISCHARGE LOCATION. ALL ADDITIONAL TESTING REQUIRED BY THE JURISDICTION SHALL BE COMPLETED BY THE CONTRACTOR. 5.DRAIN FITTINGS SHALL BE SDR 35 PVC FITTINGS. 6.ROOF AND STORM DRAIN PIPE SHALL BE LAID STRAIGHT WITH NO VERTICAL SAGS OR BENDS IN PIPE. HORIZONTAL BENDS SHALL BE CONSTRUCTED WITH WATERTIGHT FITTINGS. 7.45° WYE CLEANOUTS SHALL BE INSTALLED UPSTREAM OF ALL BENDS TOTALING GREATER THAN 45° DEFLECTION. 8.CONNECT ALL DOWNSPOUTS TO ROOF DRAINS WITH SDR 35 PVC FITTINGS. 9.DO NOT CONNECT ROOF DRAIN PIPE TO FOOTING DRAIN PIPE. 10.CLEANOUTS SHALL BE INSTALLED EVERY 50' OF PIPE RUN. 8 FI L E N A M E : Z: \ P \ M M C 0 1 \ C A D \ S h e e t s \ M M C 0 1 C i v i l I m p r o v e m e n t P l a n s V 1 . d w g D A T E / T I M E : 4/ 2 / 2 0 2 4 1 : 0 4 : 0 6 P M DE T A I L S 2 NW 1 / 4 N E 1 / 4 S E C 1 9 T W N 1 7 R N G 2 E W M TH U R S T O N C O U N T Y T P N 6 4 3 0 0 8 0 0 3 0 3 90 6 R H O T O N R D YE L M , W A 9 8 5 9 7 MM R H O T O N R D CI V I L I M P R O V E M E N T P L A N S NDT RCB 04-02-2024 MMC01 NDT C7 7 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J 3 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 2 DESIGNED BY: DRAWN BY: DATE: PROJ. NO: OF REVIEWED BY: Know what's BELOW Call 811 before you dig. NICH O L A S D AVID A Y L O RSTATEOFWASHIN G T O N REGIS T E R E D P R O F ESSIONA L E N G INEER T 46113 0 4 -02-2024 DETAIL NOT TO SCALE DETAIL DETAIL NOT TO SCALE DETAIL NOT TO SCALE NOT TO SCALE DETAIL NOT TO SCALE 6 5 4 3 2 PRELOS 1500 DETAIL 3 DETAIL NOT TO SCALE 1 Appendix C WWHM2012 PROJECT REPORT default[9]2/20/2023 9:38:50 AM Page 2 General Model Information Project Name:default[9] Site Name: Site Address: City: Report Date:2/20/2023 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 default[9]2/20/2023 9:38:50 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Mod 3.64 Pervious Total 3.64 Impervious Land Use acre Impervious Total 0 Basin Total 3.64 Element Flows To: Surface Interflow Groundwater default[9]2/20/2023 9:38:50 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.73 Pervious Total 0.73 Impervious Land Use acre ROADS FLAT 2.91 Impervious Total 2.91 Basin Total 3.64 Element Flows To: Surface Interflow Groundwater Surface retention 1 Surface retention 1 default[9]2/20/2023 9:38:50 AM Page 5 Routing Elements Predeveloped Routing default[9]2/20/2023 9:38:50 AM Page 6 Mitigated Routing Bioretention 1 Bottom Length: 190.00 ft. Bottom Width: 18.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:8 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):521.307 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):521.307 Percent Infiltrated:100 Total Precip Applied to Facility:15.948 Total Evap From Facility:5.655 Underdrain not used Discharge Structure Riser Height:1.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.1233 0.0000 0.0000 0.0000 0.0604 0.1218 0.0019 0.0000 0.0000 0.1209 0.1199 0.0039 0.0000 0.0000 0.1813 0.1181 0.0059 0.0000 0.0026 0.2418 0.1162 0.0080 0.0000 0.0055 0.3022 0.1144 0.0101 0.0000 0.0097 0.3626 0.1125 0.0122 0.0000 0.0155 0.4231 0.1107 0.0144 0.0000 0.0232 0.4835 0.1088 0.0166 0.0000 0.0329 0.5440 0.1070 0.0189 0.0000 0.0450 0.6044 0.1052 0.0212 0.0000 0.0595 0.6648 0.1033 0.0235 0.0000 0.0769 0.7253 0.1015 0.0259 0.0000 0.0972 0.7857 0.0997 0.0284 0.0000 0.1208 0.8462 0.0979 0.0309 0.0000 0.1479 0.9066 0.0961 0.0334 0.0000 0.1787 0.9670 0.0943 0.0360 0.0000 0.2135 1.0275 0.0926 0.0386 0.0000 0.2526 1.0879 0.0908 0.0412 0.0000 0.2962 1.1484 0.0890 0.0440 0.0000 0.3445 1.2088 0.0872 0.0467 0.0000 0.3979 1.2692 0.0855 0.0495 0.0000 0.4565 1.3297 0.0837 0.0523 0.0000 0.5208 1.3901 0.0820 0.0552 0.0000 0.5908 1.4505 0.0802 0.0582 0.0000 0.6666 default[9]2/20/2023 9:38:50 AM Page 7 1.5000 0.0785 0.0606 0.0000 0.9950 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.5000 0.1233 0.0606 0.0000 0.4750 0.0152 1.5604 0.1252 0.0681 0.0000 0.4750 0.0305 1.6209 0.1271 0.0757 0.0000 0.5133 0.0458 1.6813 0.1290 0.0835 0.0000 0.5324 0.0611 1.7418 0.1309 0.0913 0.0000 0.5516 0.0765 1.8022 0.1328 0.0993 0.0000 0.5707 0.0919 1.8626 0.1347 0.1074 0.0000 0.5898 0.1074 1.9231 0.1367 0.1156 0.0000 0.6090 0.1230 1.9835 0.1386 0.1239 0.0000 0.6281 0.1386 2.0440 0.1405 0.1323 0.0000 0.6473 0.1542 2.1044 0.1425 0.1409 0.0000 0.6664 0.1699 2.1648 0.1444 0.1496 0.0000 0.6855 0.1856 2.2253 0.1464 0.1584 0.0000 0.7047 0.2014 2.2857 0.1483 0.1673 0.0000 0.7238 0.2173 2.3462 0.1503 0.1763 0.0000 0.7429 0.2331 2.4066 0.1522 0.1854 0.0000 0.7621 0.2491 2.4670 0.1542 0.1947 0.0000 0.7812 0.2650 2.5275 0.1562 0.2041 0.0000 0.8004 0.2811 2.5879 0.1582 0.2136 0.0000 0.8195 0.2972 2.6484 0.1602 0.2232 0.0000 0.8386 0.3133 2.7088 0.1622 0.2329 0.0000 0.8578 0.3295 2.7692 0.1642 0.2428 0.0000 0.8769 0.3457 2.8297 0.1662 0.2528 0.0000 0.8961 0.3620 2.8901 0.1682 0.2629 0.0000 0.9152 0.3783 2.9505 0.1702 0.2731 0.0000 0.9343 0.3946 3.0110 0.1723 0.2835 0.0122 0.9500 0.4111 3.0714 0.1743 0.2939 0.2020 0.9500 0.4275 3.1319 0.1763 0.3045 0.5015 0.9500 0.4440 3.1923 0.1784 0.3153 0.8600 0.9500 0.4606 3.2527 0.1804 0.3261 1.2343 0.9500 0.4772 3.3132 0.1825 0.3371 1.5809 0.9500 0.4939 3.3736 0.1846 0.3482 1.8629 0.9500 0.5106 3.4341 0.1866 0.3594 2.0620 0.9500 0.5274 3.4945 0.1887 0.3707 2.1930 0.9500 0.5442 3.5549 0.1908 0.3822 2.3463 0.9500 0.5610 3.6154 0.1929 0.3938 2.4708 0.9500 0.5779 3.6758 0.1950 0.4055 2.5893 0.9500 0.5949 3.7363 0.1971 0.4174 2.7026 0.9500 0.6119 3.7967 0.1992 0.4293 2.8113 0.9500 0.6289 3.8571 0.2013 0.4414 2.9160 0.9500 0.6460 3.9176 0.2034 0.4537 3.0170 0.9500 0.6632 3.9780 0.2056 0.4660 3.1148 0.9500 0.6804 4.0385 0.2077 0.4785 3.2096 0.9500 0.6976 4.0989 0.2098 0.4911 3.3017 0.9500 0.7149 4.1593 0.2120 0.5039 3.3913 0.9500 0.7323 4.2198 0.2141 0.5168 3.4786 0.9500 0.7497 4.2802 0.2163 0.5298 3.5637 0.9500 0.7671 4.3407 0.2184 0.5429 3.6469 0.9500 0.7846 4.4011 0.2206 0.5562 3.7282 0.9500 0.8021 4.4615 0.2228 0.5696 3.8077 0.9500 0.8197 4.5220 0.2250 0.5831 3.8857 0.9500 0.8374 4.5824 0.2272 0.5968 3.9621 0.9500 0.8551 4.6429 0.2293 0.6106 4.0370 0.9500 0.8728 4.7033 0.2315 0.6245 4.1106 0.9500 0.8906 default[9]2/20/2023 9:38:50 AM Page 8 4.7637 0.2337 0.6385 4.1829 0.9500 0.9084 4.8242 0.2360 0.6527 4.2540 0.9500 0.9263 4.8846 0.2382 0.6671 4.3239 0.9500 0.9442 4.9451 0.2404 0.6815 4.3926 0.9500 0.9622 5.0055 0.2426 0.6961 4.4604 0.9500 0.9802 5.0659 0.2449 0.7109 4.5271 0.9500 0.9983 5.1264 0.2471 0.7257 4.5928 0.9500 1.0164 5.1868 0.2493 0.7407 4.6576 0.9500 1.0346 5.2473 0.2516 0.7559 4.7216 0.9500 1.0528 5.3077 0.2539 0.7711 4.7846 0.9500 1.0711 5.3681 0.2561 0.7866 4.8469 0.9500 1.0894 5.4286 0.2584 0.8021 4.9083 0.9500 1.1078 5.4890 0.2607 0.8178 4.9690 0.9500 1.1111 5.5000 0.2611 0.8207 5.0290 0.9500 0.0000 default[9]2/20/2023 9:38:50 AM Page 9 Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Bioretention 1 default[9]2/20/2023 9:38:50 AM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.64 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.73 Total Impervious Area:2.91 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.006446 5 year 0.019911 10 year 0.039144 25 year 0.086161 50 year 0.149035 100 year 0.250448 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.025 0.000 1957 0.006 0.000 1958 0.003 0.000 1959 0.003 0.000 1960 0.003 0.000 1961 0.018 0.000 1962 0.003 0.000 1963 0.004 0.000 1964 0.003 0.000 1965 0.003 0.000 default[9]2/20/2023 9:39:11 AM Page 11 1966 0.003 0.000 1967 0.007 0.000 1968 0.003 0.000 1969 0.003 0.000 1970 0.003 0.000 1971 0.033 0.000 1972 0.053 0.000 1973 0.003 0.000 1974 0.014 0.000 1975 0.003 0.000 1976 0.006 0.000 1977 0.003 0.000 1978 0.006 0.000 1979 0.003 0.000 1980 0.003 0.000 1981 0.009 0.000 1982 0.010 0.000 1983 0.003 0.000 1984 0.004 0.000 1985 0.003 0.000 1986 0.009 0.000 1987 0.009 0.000 1988 0.003 0.000 1989 0.003 0.000 1990 0.029 0.000 1991 0.044 0.000 1992 0.003 0.000 1993 0.003 0.000 1994 0.003 0.000 1995 0.025 0.000 1996 0.061 0.000 1997 0.041 0.000 1998 0.010 0.000 1999 0.003 0.000 2000 0.003 0.000 2001 0.003 0.000 2002 0.026 0.000 2003 0.003 0.000 2004 0.254 0.000 2005 0.041 0.000 2006 0.183 0.000 2007 0.079 0.000 2008 0.003 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2542 0.0000 2 0.1826 0.0000 3 0.0790 0.0000 4 0.0608 0.0000 5 0.0534 0.0000 6 0.0435 0.0000 7 0.0412 0.0000 8 0.0405 0.0000 9 0.0331 0.0000 10 0.0289 0.0000 11 0.0260 0.0000 default[9]2/20/2023 9:39:11 AM Page 12 12 0.0252 0.0000 13 0.0251 0.0000 14 0.0181 0.0000 15 0.0140 0.0000 16 0.0105 0.0000 17 0.0097 0.0000 18 0.0095 0.0000 19 0.0094 0.0000 20 0.0088 0.0000 21 0.0066 0.0000 22 0.0057 0.0000 23 0.0057 0.0000 24 0.0056 0.0000 25 0.0040 0.0000 26 0.0036 0.0000 27 0.0033 0.0000 28 0.0032 0.0000 29 0.0032 0.0000 30 0.0032 0.0000 31 0.0031 0.0000 32 0.0029 0.0000 33 0.0029 0.0000 34 0.0029 0.0000 35 0.0029 0.0000 36 0.0029 0.0000 37 0.0029 0.0000 38 0.0029 0.0000 39 0.0029 0.0000 40 0.0029 0.0000 41 0.0029 0.0000 42 0.0029 0.0000 43 0.0029 0.0000 44 0.0029 0.0000 45 0.0029 0.0000 46 0.0029 0.0000 47 0.0028 0.0000 48 0.0028 0.0000 49 0.0028 0.0000 50 0.0028 0.0000 51 0.0028 0.0000 52 0.0026 0.0000 53 0.0026 0.0000 default[9]2/20/2023 9:39:11 AM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0032 227 0 0 Pass 0.0047 162 0 0 Pass 0.0062 120 0 0 Pass 0.0076 99 0 0 Pass 0.0091 80 0 0 Pass 0.0106 58 0 0 Pass 0.0121 50 0 0 Pass 0.0135 47 0 0 Pass 0.0150 40 0 0 Pass 0.0165 35 0 0 Pass 0.0180 33 0 0 Pass 0.0194 32 0 0 Pass 0.0209 30 0 0 Pass 0.0224 28 0 0 Pass 0.0238 27 0 0 Pass 0.0253 23 0 0 Pass 0.0268 18 0 0 Pass 0.0283 18 0 0 Pass 0.0297 16 0 0 Pass 0.0312 15 0 0 Pass 0.0327 14 0 0 Pass 0.0342 12 0 0 Pass 0.0356 10 0 0 Pass 0.0371 9 0 0 Pass 0.0386 9 0 0 Pass 0.0400 9 0 0 Pass 0.0415 7 0 0 Pass 0.0430 6 0 0 Pass 0.0445 5 0 0 Pass 0.0459 5 0 0 Pass 0.0474 5 0 0 Pass 0.0489 5 0 0 Pass 0.0504 5 0 0 Pass 0.0518 5 0 0 Pass 0.0533 5 0 0 Pass 0.0548 4 0 0 Pass 0.0562 4 0 0 Pass 0.0577 4 0 0 Pass 0.0592 4 0 0 Pass 0.0607 4 0 0 Pass 0.0621 3 0 0 Pass 0.0636 3 0 0 Pass 0.0651 3 0 0 Pass 0.0666 3 0 0 Pass 0.0680 3 0 0 Pass 0.0695 3 0 0 Pass 0.0710 3 0 0 Pass 0.0724 3 0 0 Pass 0.0739 3 0 0 Pass 0.0754 3 0 0 Pass 0.0769 3 0 0 Pass 0.0783 3 0 0 Pass 0.0798 2 0 0 Pass default[9]2/20/2023 9:39:11 AM Page 14 0.0813 2 0 0 Pass 0.0828 2 0 0 Pass 0.0842 2 0 0 Pass 0.0857 2 0 0 Pass 0.0872 2 0 0 Pass 0.0886 2 0 0 Pass 0.0901 2 0 0 Pass 0.0916 2 0 0 Pass 0.0931 2 0 0 Pass 0.0945 2 0 0 Pass 0.0960 2 0 0 Pass 0.0975 2 0 0 Pass 0.0990 2 0 0 Pass 0.1004 2 0 0 Pass 0.1019 2 0 0 Pass 0.1034 2 0 0 Pass 0.1048 2 0 0 Pass 0.1063 2 0 0 Pass 0.1078 2 0 0 Pass 0.1093 2 0 0 Pass 0.1107 2 0 0 Pass 0.1122 2 0 0 Pass 0.1137 2 0 0 Pass 0.1152 2 0 0 Pass 0.1166 2 0 0 Pass 0.1181 2 0 0 Pass 0.1196 2 0 0 Pass 0.1211 2 0 0 Pass 0.1225 2 0 0 Pass 0.1240 2 0 0 Pass 0.1255 2 0 0 Pass 0.1269 2 0 0 Pass 0.1284 2 0 0 Pass 0.1299 2 0 0 Pass 0.1314 2 0 0 Pass 0.1328 2 0 0 Pass 0.1343 2 0 0 Pass 0.1358 2 0 0 Pass 0.1373 2 0 0 Pass 0.1387 2 0 0 Pass 0.1402 2 0 0 Pass 0.1417 2 0 0 Pass 0.1431 2 0 0 Pass 0.1446 2 0 0 Pass 0.1461 2 0 0 Pass 0.1476 2 0 0 Pass 0.1490 2 0 0 Pass default[9]2/20/2023 9:39:11 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. default[9]2/20/2023 9:39:11 AM Page 16 LID Report default[9]2/20/2023 9:39:17 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[9]2/20/2023 9:39:17 AM Page 18 Appendix Predeveloped Schematic default[9]2/20/2023 9:39:17 AM Page 19 Mitigated Schematic default[9]2/20/2023 9:39:17 AM 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 default[9].wdm MESSU 25 Predefault[9].MES 27 Predefault[9].L61 28 Predefault[9].L62 30 POCdefault[9]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 2 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 *** 2 A/B, Forest, Mod 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 *** 2 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 ********* 2 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO default[9]2/20/2023 9:39:17 AM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 2 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 2 0 5 2 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 2 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 2 0.2 0.5 0.35 0 0.7 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 2 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 default[9]2/20/2023 9:39:17 AM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 2 3.64 COPY 501 12 PERLND 2 3.64 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 IMPLND 1 999 EXTNL PREC default[9]2/20/2023 9:39:17 AM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN default[9]2/20/2023 9:39:17 AM 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 default[9].wdm MESSU 25 Mitdefault[9].MES 27 Mitdefault[9].L61 28 Mitdefault[9].L62 30 POCdefault[9]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 4 IMPLND 1 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface retention 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 *** 4 A/B, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 4 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR default[9]2/20/2023 9:39:17 AM Page 25 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 4 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 *** 4 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 4 0 5 1.5 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 4 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 4 0.15 0.5 0.3 0 0.7 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 4 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 *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 default[9]2/20/2023 9:39:17 AM Page 26 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 4 0.73 RCHRES 1 2 PERLND 4 0.73 RCHRES 1 3 IMPLND 1 2.91 RCHRES 1 5 ******Routing****** PERLND 4 0.73 COPY 1 12 IMPLND 1 2.91 COPY 1 15 PERLND 4 0.73 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Surface retentio-006 3 1 1 1 28 0 1 2 Bioretention 1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** default[9]2/20/2023 9:39:17 AM Page 27 1 0 1 0 0 4 5 6 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.04 0.0 0.0 0.0 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 2 26 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.123347 0.000000 0.000000 0.000000 0.060440 0.121810 0.001926 0.000000 0.000000 0.120879 0.119936 0.003895 0.000000 0.000047 0.181319 0.118069 0.005905 0.000000 0.002623 0.241758 0.116207 0.007959 0.000000 0.005454 0.302198 0.114352 0.010054 0.000000 0.009672 0.362637 0.112503 0.012193 0.000000 0.015505 0.423077 0.110659 0.014374 0.000000 0.023181 0.483516 0.108822 0.016599 0.000000 0.032928 0.543956 0.106991 0.018867 0.000000 0.044973 0.604396 0.105166 0.021178 0.000000 0.059549 0.664835 0.103347 0.023532 0.000000 0.076890 0.725275 0.101533 0.025930 0.000000 0.097233 0.785714 0.099726 0.028372 0.000000 0.120821 0.846154 0.097925 0.030858 0.000000 0.147899 0.906593 0.096130 0.033388 0.000000 0.178716 0.967033 0.094341 0.035962 0.000000 0.213525 1.027473 0.092558 0.038581 0.000000 0.252584 1.087912 0.090782 0.041244 0.000000 0.296152 1.148352 0.089011 0.043951 0.000000 0.344492 1.208791 0.087246 0.046704 0.000000 0.397866 1.269231 0.085487 0.049501 0.000000 0.456537 1.329670 0.083734 0.052344 0.000000 0.520757 1.390110 0.081988 0.055232 0.000000 0.590751 1.450549 0.080247 0.058165 0.000000 0.666628 1.500000 0.078512 0.081156 0.000000 0.995000 END FTABLE 2 FTABLE 1 68 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.078512 0.000000 0.000000 0.000000 0.015201 0.060440 0.125232 0.007512 0.000000 0.475000 0.015201 0.120879 0.127122 0.015138 0.000000 0.513279 0.030452 0.181319 0.129019 0.022879 0.000000 0.532418 0.045750 0.241758 0.130921 0.030734 0.000000 0.551557 0.061098 0.302198 0.132830 0.038704 0.000000 0.570696 0.076494 0.362637 0.134745 0.046790 0.000000 0.589836 0.091939 0.423077 0.136665 0.054992 0.000000 0.608975 0.107433 0.483516 0.138592 0.063311 0.000000 0.628114 0.122975 0.543956 0.140525 0.071745 0.000000 0.647253 0.138566 default[9]2/20/2023 9:39:17 AM Page 28 0.604396 0.142464 0.080297 0.000000 0.666392 0.154206 0.664835 0.144408 0.088966 0.000000 0.685532 0.169894 0.725275 0.146359 0.097753 0.000000 0.704671 0.185631 0.785714 0.148316 0.106658 0.000000 0.723810 0.201417 0.846154 0.150279 0.115682 0.000000 0.742949 0.217252 0.906593 0.152248 0.124824 0.000000 0.762089 0.233135 0.967033 0.154223 0.134086 0.000000 0.781228 0.249067 1.027473 0.156204 0.143467 0.000000 0.800367 0.265048 1.087912 0.158191 0.152968 0.000000 0.819506 0.281077 1.148352 0.160185 0.162589 0.000000 0.838645 0.297155 1.208791 0.162184 0.172331 0.000000 0.857785 0.313282 1.269231 0.164189 0.182194 0.000000 0.876924 0.329458 1.329670 0.166200 0.192178 0.000000 0.896063 0.345682 1.390110 0.168218 0.202284 0.000000 0.915202 0.361955 1.450549 0.170241 0.212512 0.000000 0.934341 0.378276 1.510989 0.172270 0.222863 0.012228 0.950001 0.394647 1.571429 0.174306 0.233336 0.202028 0.950001 0.411066 1.631868 0.176347 0.243933 0.501498 0.950001 0.427534 1.692308 0.178395 0.254653 0.859995 0.950001 0.444050 1.752747 0.180448 0.265497 1.234286 0.950001 0.460615 1.813187 0.182508 0.276466 1.580867 0.950001 0.477229 1.873626 0.184573 0.287559 1.862893 0.950001 0.493892 1.934066 0.186645 0.298777 2.061968 0.950001 0.510603 1.994505 0.188723 0.310121 2.193018 0.950001 0.527363 2.054945 0.190806 0.321590 2.346305 0.950001 0.544172 2.115385 0.192896 0.333185 2.470773 0.950001 0.561029 2.175824 0.194992 0.344907 2.589264 0.950001 0.577935 2.236264 0.197094 0.356756 2.702566 0.950001 0.594890 2.296703 0.199202 0.368732 2.811304 0.950001 0.611893 2.357143 0.201316 0.380835 2.915991 0.950001 0.628946 2.417582 0.203436 0.393067 3.017047 0.950001 0.646047 2.478022 0.205562 0.405427 3.114826 0.950001 0.663196 2.538462 0.207694 0.417915 3.209628 0.950001 0.680394 2.598901 0.209832 0.430533 3.301709 0.950001 0.697642 2.659341 0.211976 0.443280 3.391291 0.950001 0.714937 2.719780 0.214126 0.456156 3.478567 0.950001 0.732282 2.780220 0.216282 0.469163 3.563706 0.950001 0.749675 2.840659 0.218444 0.482300 3.646857 0.950001 0.767117 2.901099 0.220612 0.495569 3.728155 0.950001 0.784607 2.961538 0.222787 0.508968 3.807717 0.950001 0.802147 3.021978 0.224967 0.522499 3.885650 0.950001 0.819735 3.082418 0.227153 0.536162 3.962051 0.950001 0.837371 3.142857 0.229346 0.549957 4.037006 0.950001 0.855057 3.203297 0.231544 0.563885 4.110595 0.950001 0.872791 3.263736 0.233749 0.577946 4.182889 0.950001 0.890574 3.324176 0.235959 0.592141 4.253955 0.950001 0.908405 3.384615 0.238176 0.606469 4.323853 0.950001 0.926285 3.445055 0.240398 0.620932 4.392639 0.950001 0.944214 3.505495 0.242627 0.635529 4.460364 0.950001 0.962192 3.565934 0.244862 0.650260 4.527076 0.950001 0.980218 3.626374 0.247102 0.665127 4.592819 0.950001 0.998293 3.686813 0.249349 0.680130 4.657634 0.950001 1.016417 3.747253 0.251602 0.695269 4.721560 0.950001 1.034589 3.807692 0.253861 0.710544 4.784631 0.950001 1.052811 3.868132 0.256126 0.725955 4.846882 0.950001 1.071081 3.928571 0.258397 0.741504 4.908344 0.950001 1.089399 3.989011 0.260674 0.757190 4.969045 0.950001 1.107766 4.000000 0.261088 0.760057 5.029014 0.950001 1.111111 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 WDM 2 PREC ENGL 0.857 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV default[9]2/20/2023 9:39:17 AM Page 29 WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1004 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN default[9]2/20/2023 9:39:17 AM Page 30 Predeveloped HSPF Message File default[9]2/20/2023 9:39:17 AM Page 31 Mitigated HSPF Message File default[9]2/20/2023 9:39:17 AM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2023; 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 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 2 SOILS REPORT 906 RHOTON RD TPN 64300800303, 906 RHOTON RD SE YELM, WA McClung Construction Attn: Steve McClung 712 Main St. Buckley, WA Prepared by: Approved by: Ray Gean Luke Preston McCann, L.E.G. Staff Geologist/Project Manager Principal Licensed Engineering Geologist Quality Geo NW, PLLC Geotechnical Investigation & Engineering Consultation Phone: 360-878-9750| Web: qualitygeonw.com Mail: 4631 Whitman Ln SE, Ste D, Lacey, WA 98513 04/27/2022 QG Project # QG22-060 Copyright © 2022 Quality Geo NW, PLLC All Rights Reserved 04/27/2022 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 3 TABLE OF CONTENTS 1.0 INTRODUCTION ...............................................................................................................4 1.1 PROJECT DESCRIPTION ............................................................................................................................. 4 1.2 FIELD WORK ................................................................................................................................................ 4 2.0 EXISTING SITE CONDITIONS ........................................................................................5 2.1 AREA GEOLOGY .......................................................................................................................................... 5 2.2 SITE & SURFACE CONDITIONS ................................................................................................................ 5 2.3 SOIL LOG ....................................................................................................................................................... 5 2.4 SURFACE WATER AND GROUNDWATER CONDITIONS ..................................................................... 6 3.0 GEOTECHNICAL RECOMMENDATIONS .....................................................................7 3.1 SHALLOW FOUNDATION RECOMMENDATIONS ................................................................................. 7 3.1.1 BUILDING SLAB ON GRADE FLOOR ............................................................................................. 8 3.2 INFILTRATION RATE DETERMINATION ................................................................................................ 9 3.2.1 GRADATION ANALYSIS METHODS & RESULTS ......................................................................... 9 3.2.2 TREATMENT POTENTIAL .............................................................................................................. 11 3.2.3 DRAINAGE RECOMMENDATIONS ............................................................................................... 11 3.3 IMPERVIOUS PAVEMENT CONSIDERATIONS .................................................................................... 11 4.0 CONSTRUCTION RECOMMENDATIONS ...................................................................13 4.1 EARTHWORK ............................................................................................................................................. 13 4.1.1 GRADING & EXCAVATION ............................................................................................................ 13 4.1.2 SUBGRADE EVALUATION & PREPARATION ............................................................................ 13 4.1.3 SITE PREPARATION, EROSION CONTROLL, WET WEATHER............................................... 13 4.2 STRUCTURAL FILL MATERIALS AND COMPACTION ....................................................................... 14 4.2.1 MATERIALS ...................................................................................................................................... 14 4.2.2 FILL PLACEMENT AND COMPACTION ...................................................................................... 15 4.3 TEMPORARY EXCAVATIONS AND TRENCHES .................................................................................. 15 5.0 SPECIAL INSPECTION ...................................................................................................17 6.0 LIMITATIONS ..................................................................................................................18 Region & Vicinity Maps ................................................................................................................ 19 Exploration Map ............................................................................................................................. 20 Exploration Logs ............................................................................................................................ 21 Laboratory Results ......................................................................................................................... 23 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 4 1.0 INTRODUCTION This report presents the findings and recommendations of Quality Geo NW’s (QG) soil investigation conducted in support of new site surface improvements. 1.1 PROJECT DESCRIPTION QG understands the project entails the construction of new mixed-use structures within a presently clear large parcel. QG has been contracted to perform a soils investigation of the proposed site to provide stormwater and earthwork recommendations. 1.2 FIELD WORK Site exploration activities were performed on 3/24/2022. Exploration locations were marked in the field by a QG Staff Geologist with respect to the provided map and cleared for public conductible utilities. Our exploration locations were selected by an QG Staff Geologist prior to field work to provide safest access to relevant soil conditions. The geologist directed the advancement of 2 excavated test pits (TP). The test pits were advanced within the vicinity of the anticipated development footprint areas, to maximum depths of 10.0 feet below present grade (BPG) in general accordance with the specified contract depth. During explorations QG logged each soil horizon we encountered, and field classified them in accordance with the Unified Soil Classification System (USCS). Representative soil samples were collected from each unit, identified according to boring location and depth, placed in plastic bags to protect against moisture loss, and were transported to the soil laboratory for supplemental classification and other tests. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 5 2.0 EXISTING SITE CONDITIONS 2.1 AREA GEOLOGY QG reviewed available map publications to assess known geologic conditions and hazards present at the site location. The Washington Geologic Information Portal (WGIP), maintained by the Department of Natural Resources Division of Geology and Earth Resources, provides 1:100,000- scale geologic mapping of the region. Geology of the site location and vicinity consists of continental glacial outwash and gravel (Qgog). The deposits on site are described as “Recessional and proglacial, stratified pebble, cobble, and boulder gravel deposited in meltwater streams and their deltas; locally contains ice-contact deposits.” The WGIP Map also offers layers of mapped geohazard conditions within the state. According to the regional-scale interactive map, no known geohazards are mapped for the site. The United States Department of Agriculture portal (USDA) provides a soil mapping of the region. The soils in the vicinity are mapped as Spanaway gravelly sandy loam (110), these are formed by outwash plains and terrace deposits. The parent material for these soils is volcanic ash over gravelly outwash. The soils are described as gravelly sandy loam from 0 to 15 inches, very gravelly loam from 15 to 20 inches, and extremely gravelly sand from 20 to 60+ inches. Depth to restrictive feature is more than 80 inches. Capacity of most limiting layer to transmit water (ksat), is listed as high (1.98 to 5.95 in/hr). Depth to water table is more than 80 inches. 2.2 SITE & SURFACE CONDITIONS The project area is relatively flat, near the same elevation as the adjacent road. The site is currently undeveloped within the parcel and mostly grasses. 2.3 SOIL LOG Site soil conditions were generally identical across the property in the 2 test pits. Representative lab samples were taken from TP-1. Soil conditions on site were as follows: • 0’ to 1.6’ – Topsoil: An overriding 19-inch layer of topsoil was present over the site. • 1.6’ to 10.0’ – Poorly Graded Sand with Silt (SP-SM) Beneath topsoil, native sediments resemble a tan to gray fine sandy outwash, with minimal gravel present and fine sediments, in a typically medium dense to dense condition. Groundwater was encountered at 7-feet within this unit. No groundwater was encountered the other test pit down to maximum depth of 10 feet below present grade. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 6 2.4 SURFACE WATER AND GROUNDWATER CONDITIONS No active surface water features are present on site. In the near vicinity, Yelm Creek is ~2100 feet west of the parcel. Based on well logs made publicly available by the WA Department of Ecology, the groundwater table is reported to exist at approximately 22 feet beneath the entire site. During our test pit explorations, a possible perched groundwater table was encountered in TP-1 at approximately 7.0 feet below grade. QG’s scope of work did not include determination or monitoring of seasonal groundwater elevation variations, formal documentation of wet season site conditions, or conclusive measurement of groundwater elevations at depths past the extent feasible for explorations at the time of the field explorations. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 7 3.0 GEOTECHNICAL RECOMMENDATIONS 3.1 SHALLOW FOUNDATION RECOMMENDATIONS QG recommends excavating loose or organic cover soils down to firm bearing conditions expected within 1.5 feet from the surface. As the variability in subgrade support between consolidated glacial deposits and weathered medium dense cover soils may result in differential settlement, QG recommends that foundations be placed on compacted native soils wherever, or on firm structural fill installed over these compacted soils to achieve footing grade. Assuming site preparation is completed as described above, we recommend the following: • Subgrade Preparation QG recommends excavating and clearing any loose or organic cover soils, including the thin overriding layer of topsoil where necessary, from areas of proposed pavement construction, down to firm bearing conditions and benching the final bottom of subgrade elevation flat. Excavations should be performed with a smooth blade bucket to limit disturbance of subgrade soils. Vibratory compaction methods are suitable for densification of the non-organic native soils. After excavations have been completed to the planned subgrade elevations, but before placing fill or structural elements, the exposed subgrade should be evaluated under the periodic guidance of a QG representative. Any areas that are identified as being soft or yielding during subgrade evaluation should be brought to the attention of the geotechnical engineer. Where over excavation is performed below a structure, the over excavation area should extend beyond the outside of the footing a distance equal to the depth of the over excavation below the footing. The over excavated areas should be backfilled with properly compacted structural fill. The proposed buildings may utilize either stepped or continuous footings with slab-on-grade elements. For continuous footing elements, upon reaching bearing strata, we recommend benching foundation lines flat. Continuous perimeter and strip foundations may be stepped as needed to accommodate variations in final subgrade level. We also recommend maximum steps of 18 inches with spacing of at least 5 feet be constructed unless specified otherwise by the design engineer. Structural fill may then be placed as needed to reestablish final foundation grade. • Allowable Bearing Capacity: Up to 1,500 pounds per square foot (psf) for foundations placed on compacted native soil or on approved structural fill soils placed in accordance with the recommendations of Section 4.2. Bearing capacities, at or below 1,500 psf may eliminate the need for additional inspection 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 8 requirements if approved by the county. The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and seismic events. • Minimum Footing Depth: For a shallow perimeter and spread footing system, all exterior footings shall be embedded a minimum of 18 inches and all interior footings shall be embedded a minimum of 12 inches below the lowest adjacent finished grade, but not less than the depth required by design. However, all footings must also penetrate to the prescribed bearing stratum cited above. Minimum depths are referenced per IBC requirements for frost protection; other design concerns may dictate greater values be applied. • Minimum Footing Width: Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2012 (or current) minimum requirements. For a shallow perimeter and spread footing system, continuous strip footings should be a minimum of 16 inches wide and interior or isolated column footings should be a minimum of 24 inches wide. • Estimated Settlements: All concrete settles after placement. We estimate that the maximum settlements will be on the order of 0.5 inch, or less, with a differential settlement of ½ inch, or less, over 50 linear feet. Settlement is anticipated to occur soon after the load is applied during construction. 3.1.1 BUILDING SLAB ON GRADE FLOOR QG anticipates that slab-on-grade floors are planned for the interior of the proposed building. Based on typical construction practices, we assume finished slab grade will be similar to or marginally above present grade for the below recommendations. If floor grades are planned to be substantially raised or lowered from existing grade, QG should be contacted to provide revised or alternative recommendations. • Capillary Break: A capillary break will be helpful to maintain a dry slab floor and reduce the potential for floor damage resulting from shallow perched water inundation. To provide a capillary moisture break, a 6-inch thick, properly compacted granular mat consisting of open-graded, free- draining angular aggregate is recommended below floor slabs. To provide additional slab structural support, or to substitute for a structural fill base pad where specified, QG recommends the capillary break should consist of crushed rock all passing the 1-inch sieve and no more than 3 percent (by weight) passing the U.S. No. #4 sieve, compacted in accordance with Section 5.2.2 of this report. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 9 • Vapor Barrier: A vapor retarding membrane such as 10 mil polyethylene film should be placed beneath all floor slabs to prevent transmission of moisture where floor coverings may be affected. Care should be taken during construction not to puncture or damage the membrane. To protect the membrane, a layer of sand no more than 2 inches thick may be placed over the membrane if desired. If excessive relict organic fill material is discovered at any location, additional sealant or more industrial gas barriers may be required to prevent off-gassing of decaying material from infiltrating the new structure. These measures shall be determined by the structural engineer to meet local code requirements as necessary. • Structural Design Considerations: QG assumes design and specifications of slabs will be assessed by the project design engineer. We suggest a minimum unreinforced concrete structural section of 4.0 inches be considered to help protect against cracking and localized settlement, especially where larger equipment or localized loads are anticipated. It is generally recommended that any floor slabs and annular exterior concrete paving subject to vehicular loading be designed to incorporate reinforcing. Additionally, some level of reinforcing, such as a wire mesh may be desirable to prolong slab life due to the overwhelming presence of such poor underlying soils. It should be noted that QG does not express any guarantee or warranty for proposed slab sections. 3.2 INFILTRATION RATE DETERMINATION QG understands design of on-site stormwater controls are pending the results of this study to confirm design parameters and interpreted depths to perched seasonal groundwater and restrictive soil features. 3.2.1 GRADATION ANALYSIS METHODS & RESULTS During test pit excavations for general site investigation, QG additionally collected representative samples of native soil deposits among potential infiltration strata and depths. Representative soil samples were selected from the north portion of the site (TP-1) to characterize the local infiltration conditions. We understand the project will be subject to infiltration design based on the Washington Department of Ecology Stormwater Management Manual for Western Washington (DoE SMMWW). For initial site infiltration characterization within the scope of this study, laboratory gradation analyses were completed including sieve and hydrometer tests for stormwater design characterization and rate determination to supplement field observations. Results of laboratory testing in terms of rate calculation are summarized below. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 10 Laboratory results were interpreted to recommended design inputs in accordance with methods of the 2019 DoE SMMWW. Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the initial saturated hydraulic conductivity. (1) log10(Ksat) = -1.57 + 1.90*D10 + 0.015*D60 - 0.013*D90 - 2.08*ff Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a generalized site-wide design situation, we have applied a site variability factor of CFv = 0.7 along with typical values of CFt = 0.4 (for the Grain Size Method) and CFm = 0.9 (assuming standard influent control). (2) CFT = CFv x CFt x CFm = 0.7 x 0.4 x 0.9 = 0.25 Results were cross-referenced with test pit logs to determine the validity and suitability of unique materials as an infiltration receptor. Additional reduction factors were applied for practical rate determination based on our professional judgement. Table 1. Results Of Massmann Analysis TP # Sample Depth (BPG) Unit Extent (ft) Soil Type D10 D60 D90 Fines (%) Ksat (in/hr) Correct ed Ksat (in/hr) LT Design Infiltration Rate(in/hr) Cation Exchange Capacity (meq/100g) Organic Content % 1 3.5 1.6 to 7.5 SP-SM 0.075 0.2 0.6 9.79 32.77 8.19 8.00 3.0 1.4 Beneath topsoils, the lower tan to gray outwash soils were observed to generally exhibit minimal fines content and minimal oxidation patterns. The presence of a groundwater at 7 feet below present grade across the site, and the likelihood that this is may be the seasonal high, limit the potential for conventional in-ground infiltration facilities. In-ground infiltration structures are required to maintain a minimum separation from restrictive soil & groundwater features. We recommend the designer pursue shallow infiltration structures instead, such as bio swales, rain gardens, pervious pavements, etc. These features shall penetrate beneath the overriding topsoil but have their bottom infiltrating base no deeper than 4.00 feet below present grade. For shallow infiltration features utilizing treatment media, we recommend a maximum design rate of up to 8.00 inch/hour be considered, which is typically suitable for most shallow infiltration features. This does not consider the potential reductions from compaction during construction. Construction traffic should be prevented from crossing within proposed infiltration areas, in order to limit reduction of the infiltration potential. If traffic can not be minimized, then a significant reduction to the infiltration rate can be anticipated, and additional in-field testing will be required prior to placement of the drainage course. QG recommends the facility designer review these results and stated assumptions per reference literature to ensure applicability with the proposed development, level of anticipated controls, and 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 11 long- term maintenance plan. The designer may make reasonable adjustments to correction factors and the resulting design values based on these criteria to ensure design and operational intent is met. We recommend that we be contacted if substantial changes to rate determination are considered. 3.2.2 TREATMENT POTENTIAL Depending on stormwater and runoff sources, some stormwater features, such as rain gardens or pervious pavements may require treatment. Stormwater facilities utilizing native soils as treatment media typically require Cation Exchange Capacities (CEC) of greater than 5 milliequivalents per 100grams (meq/100g) and organic contents greater than 1% (this may vary depending on local code). The soils directly beneath the topsoil did not meet the minimum treatment standards. 3.2.3 DRAINAGE RECOMMENDATIONS QG recommends proper drainage controls for stormwater runoff during and after site development to protect the site. The ground surface adjacent to structures should be sloped to drain away at a 5% minimum to prevent ponding of water adjacent to them. QG recommends all stormwater catchments (new or existing) be tightlined (piped) away from structures to an existing catch basin, stormwater system, established channel, or approved outfall to be released using appropriate energy-dissipating features at the outfall to minimize point erosion. Roof and footing drains should be tightlined separately or should be gathered in an appropriately sized catch basin structure and redistributed collectively. If storm drains are incorporated for impervious flatworks (driveways, sidewalks, etc.) collected waters should also be discharged according to the above recommendations. Based on our observations of a shallow groundwater table, appropriate measures should be taken by the site designer to consider and allow for an adequate emergency outfall location in the event of future record stormwater fall that cannot be anticipated. 3.3 IMPERVIOUS PAVEMENT CONSIDERATIONS QG anticipates most pavements will be constructed of flexible Hot Mix Asphalt surfacing, with thickened sections for anticipated heavy load areas. The main entrance/exit drive will likely experience different traffic volumes than the far end of the pavement areas. As a result, consideration could be given to increasing the pavement section in the main entrance/exit drive. Pavement sections presented in the above table should not be used for areas which experience repeated truck traffic/parking, equipment or truck parking areas, entrances and exit aprons, or contain trash dumpster loading zones. In these areas, a Portland Cement Concrete (PCC) pavement should be used, as opposed to HMA. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 12 One of the important considerations in designing a high quality and durable pavement is providing adequate drainage. Design of drainage for the proposed pavement section is outside of QG ’s scope of work at this time. It is important that bird baths (leeching basins) and surface waves are not created during construction of the HMA layer. A proper slope should also be allowed, and drainage should be provided along the edges of pavements and around catch basins to prevent accumulation of free water within the base course, which otherwise may result in subgrade softening and pavement deterioration under exposure and repeated traffic conditions. All pavements require regular maintenance and repair in order to maintain the serviceability of the pavement. These repairs and maintenance are due to normal wear and tear of the pavement surface and are required in order to extend the serviceability life of the pavement. However, after 10 years of service, a normal pavement structure is likely to deteriorate to a point where pavement rehabilitation may be required to maintain the serviceability. The deterioration is more likely if the pavement is constructed over poor subgrade soils or in area of higher traffic volumes. Rigid pavement components are commonly utilized for portions of accesses and ancillary exterior improvements. The project civil designer may re-evaluate the below general recommendations for pavement thicknesses and base sections, if necessary, to ensure proper application to a given structure and use. QG recommends that we be contacted for further consultation if the below sections are proposed to be reduced. Concrete driveway aprons and curb alignments, if utilized, should consist of a minimum 6-inch thickness of unreinforced concrete pavement over structural base fill. Base thickness should correspond to related location and anticipated traffic loading. For light traffic areas, a 6-inch minimum base thickness (total 12-inch section) can be applied. For heavy traffic zones, we recommend allotting a 12- inch minimum base section beneath the pavement, or the incorporation of reinforcing steel in the concrete. Concrete sidewalks, walkways and patios if present may consist of a minimum 4-inch section of plain concrete (unreinforced) installed over a 6-inch minimum compacted base of crushed rock. At locations where grade has been raised with structural fill, a 4-inch minimum crushed rock section may be used. Flatworks should employ frequent joint controls to limit cracking potential. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 13 4.0 CONSTRUCTION RECOMMENDATIONS 4.1 EARTHWORK 4.1.1 GRADING & EXCAVATION A grading plan was not available to QG at the time of this report. However, based on provided conceptual plans, this study assumes finished site grade will approximate current grade. Therefore, depths referred to in this report are considered roughly equivalent to final depths. Excavations can generally be performed with conventional earthmoving equipment such as bulldozers, scrapers, and excavators. 4.1.2 SUBGRADE EVALUATION & PREPARATION After excavations have been completed to the planned subgrade elevations, but before placing fill or structural elements, the exposed subgrade should be evaluated under the part-time observation and guidance of an QG representative. The special inspection firm should continuously evaluate all backfilling. Any areas that are identified as being soft or yielding during subgrade evaluation should be over excavated to a firm and unyielding condition or to the depth determined by the geotechnical engineer. Where over excavation is performed below a structure, the over excavation area should extend beyond the outside of the footing a distance equal to the depth of the over excavation below the footing. The over excavated areas should be backfilled with properly compacted structural fill. 4.1.3 SITE PREPARATION, EROSION CONTROLL, WET WEATHER Any silty or organic rich native soils may be moisture-sensitive and become soft and difficult to traverse with construction equipment when wet. During wet weather, the contractor should take measures to protect any exposed soil subgrades, limit construction traffic during earthwork activities, and limit machine use only to areas undergoing active preparation. Once the geotechnical engineer has approved subgrade, further measures should be implemented to prevent degradation or disturbance of the subgrade. These measures could include, but are not limited to, placing a layer of crushed rock or lean concrete on the exposed subgrade, or covering the exposed subgrade with a plastic tarp and keeping construction traffic off the subgrade. Once subgrade has been approved, any disturbance because the subgrade was not protected should be repaired by the contractor at no cost to the owner. During wet weather, earthen berms or other methods should be used to prevent runoff from draining into excavations. All runoffs should be collected and disposed of properly. Measures may 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 14 also be required to reduce the moisture content of on-site soils in the event of wet weather. These measures can include, but are not limited to, air drying and soil amendment, etc. QG recommends earthwork activities take place during the summer dry season. 4.2 STRUCTURAL FILL MATERIALS AND COMPACTION 4.2.1 MATERIALS All material placed below structures or pavement areas should be considered structural fill. Excavated native soils may be considered suitable for reuse as structural fill on a case-by-case basis. Imported material can also be used as structural fill. Care should be taken by the earthwork contractor during grading to avoid contaminating stockpiled soils that are planned for reuse as structural fill with native organic materials. Frozen soil is not suitable for use as structural fill. Fill material may not be placed on frozen soil. Structural fill material shall be free of deleterious materials, have a maximum particle size of 4 inches, and be compactable to the required compaction level. Imported structural fill material should conform to the WSDOT manual Section 9-03.14(1) Gravel Borrow, or an approved alternative import material. Controlled-density fill (CDF) or lean mix concrete can be used as an alternative to structural fill materials, except in areas where free-draining materials are required or specified. Imported materials utilized for trench back fill shall conform to Section 9-03.19, Trench Backfill, of the most recent edition (at the time of construction) of the State of Washington Department of Transportation Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). Imported materials utilize as grade fill beneath roads shall conform to WSDOT Section 9-03.10, Gravel Base. Pipe bedding material should conform to the manufacturer’s recommendations and be worked around the pipe to provide uniform support. Cobbles exposed in the bottom of utility excavations should be covered with pipe bedding or removed to avoid inducing concentrated stresses on the pipe. Soils with fines content near or greater than 10% fines content may likely be moisture sensitive and become difficult to use during wet weather. Care should be taken by the earthwork contractor during grading to avoid contaminating stockpiled soils that are planned for reuse as structural fill with native organic materials. The contractor should submit samples of each of the required earthwork materials to the materials testing lab for evaluation and approval prior to delivery to the site. The samples should be 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 15 submitted at least 5 days prior to their delivery and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 4.2.2 FILL PLACEMENT AND COMPACTION For lateral and bearing support, structural fill placement below footings shall extend at minimum a distance past each edge of the base of the footing equal to the depth of structural fill placed below the footing [i.e. extending at least a 1H:1V past both the interior and the exterior of the concrete footing]. Prior to placement and compaction, structural fill should be moisture conditioned to within 3 percent of its optimum moisture content. Loose lifts of structural fill shall not exceed 12 inches in thickness. All structural fill shall be compacted to a firm and unyielding condition and to a minimum percent compaction based on its modified Proctor maximum dry density as determined per ASTM D1557. Structural fill placed beneath each of the following shall be compacted to the indicated percent compaction: • Foundation and Floor Slab Subgrades: 95 Percent • Pavement Subgrades & wall backfill (upper 2 feet): 95 Percent • Pavement Subgrades & wall backfill (below 2 feet): 90 Percent • Utility Trenches (upper 4 feet): 95 Percent • Utility Trenches (below 4 feet): 90 Percent A sufficient number of tests should be performed to verify compaction of each lift. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially, more frequent tests will be required while the contractor establishes the means and methods required to achieve proper compaction. Jetting or flooding is not a substitute for mechanical compaction and should not be allowed. 4.3 TEMPORARY EXCAVATIONS AND TRENCHES All excavations and trenches must comply with applicable local, state, and federal safety regulations. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing soil type information solely as a service to our client for planning purposes. Under no circumstances should the information be interpreted to mean that QG is assuming responsibility for construction site safety or the Contractor’s activities; such responsibility is not being implied and should not be inferred. The contractor shall be responsible for the safety of personnel working in utility trenches. Given that steep excavations in native soils may be prone to caving, we recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 16 accordance with state and federal safety regulations. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Temporary excavations and trenches should be protected from the elements by covering with plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 17 5.0 SPECIAL INSPECTION The recommendations made in this report assume that an adequate program of tests and observations will be made throughout construction to verify compliance with these recommendations. Testing and observations performed during construction should include, but not necessarily be limited to, the following: • Geotechnical plan review and engineering consultation as needed prior to construction phase, • Observations and testing during site preparation, earthwork, structural fill, and pavement section placement, • Consultation on temporary excavation cutslopes and shoring if needed, • Consultation as necessary during construction. QG recommends that a local and reputable materials testing & inspection firm be retained for construction phase testing and observation in accordance with the local code requirements. We also strongly recommend that QG be retained as the project Geotechnical Engineering Firm of Record (GER) during the construction of this project to perform periodic supplementary geotechnical observations and review the special inspectors reports during construction. Our knowledge of the project site and the design recommendations contained herein will be of great benefit in the event that difficulties arise and either modifications or additional geotechnical engineering recommendations are required or desired. We can also, in a timely fashion observe the actual soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. We would be pleased to meet with you at your convenience to discuss the Time & Materials scope and cost for these services. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 18 6.0 LIMITATIONS Upon acceptance and use of this report, and its interpretations and recommendations, the user shall agree to indemnify and hold harmless QG, including its owners, employees and subcontractors, from any adverse effects resulting from development and occupation of the subject site. Ultimately, it is the owner’s choice to develop and live in such an area of possible geohazards (which exist in perpetuity across the earth in one form or another), and therefore the future consequences, both anticipated and unknown, are solely the responsibility of the owner. By using this report for development of the subject property, the owner must accept and understand that it is not possible to fully anticipate all inherent risks of development. The recommendations provided above are intended to reduce (but may not eliminate) such risks. This report does not represent a construction specification or engineered plan and shall not be used or referenced as such. The information included in this report should be considered supplemental to the requirements contained in the project plans & specifications and should be read in conjunction with the above referenced information. The selected recommendations presented in this report are intended to inform only the specific corresponding subjects. All other requirements of the above-mentioned items remain valid, unless otherwise specified. Recommendations contained in this report are based on our understanding of the proposed development and construction activities, field observations and explorations, and laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that differ from those described herein, or if the scope of the proposed construction changes from that described in this report, QG should be notified immediately in order to review and provide supplemental recommendations. The findings of this study are limited by the level of scope applied. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the subject region. No warranty, expressed or implied, is made. The recommendations provided in this report assume that an adequate program of tests and observations will be conducted by a WABO approved special inspection firm during the construction phase in order to evaluate compliance with our recommendations. This report may be used only by the Client and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. It is the Client's responsibility to ensure that the Designer, Contractor, Subcontractors, etc. are made aware of this report in its entirety. Note that if another firm assumes Geotechnical Engineer of Record responsibilities, they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required. Based on the intended use of the report, QG may recommend that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the Client or anyone else will release QG from any liability resulting from the use of this report. The Client, the design consultants, and any unauthorized party, agree to defend, indemnify, and hold harmless QG from any claim or liability associated with such unauthorized use or non-compliance. We recommend that QG be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 19 Region & Vicinity Maps REGION VICINITY Quality Geo NW, PLLC Site Region 906 Rhoton Rd Figure 1 Source: Google Imagery, 2022 Scale & Locations are approx. Not for Construction 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 20 Exploration Map Figure 2 Source: Thurston Co. GIS, 2022 Scale & Locations are approx. Not for Construction 140 0 SCALE (FEET) Quality Geo NW, PLLC Site Map 906 Rhoton Rd TP-1 TP-2 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 21 Exploration Logs 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 22 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 23 Laboratory Results 906 Rhoton Rd Geo - Soils Report Quality Geo NW, PLLC 4/27/2022 Project # QG22-060 24 Appendix E