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Nisqually Landing - 1st Resubm.zip R314166.01 2022.01.05 Final Plan Set.pdfC6.5 SHEET: of 21 DRAWING NO. 01/05/22 | 4:06 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C1.1.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C1.1 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C1.1 2 CQN CQN WED 1" = 30' R314166.01 WED GENERAL NOTESMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 GENERAL NOTES 1. A COPY OF THESE APPROVED PLANS AND THE STANDARDS FOR CONSTRUCTION MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND THEIR SUBCONTRACTOR(S) TO EXAMINE THE PROJECT SITE PRIOR TO SUBMITTING A BID PROPOSAL. THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE CONDITIONS UNDER WHICH THE WORK IS TO BE PERFORMED, SUCH AS THE NATURE AND LOCATION OF THE WORK AND THE GENERAL AND LOCAL CONDITIONS, PARTICULARLY THOSE AFFECTING THE AVAILABILITY OF TRANSPORTATION, THE DISPOSAL, HANDLING, AND STORAGE OF MATERIALS, AVAILABILITY OF LABOR, WATER, ELECTRICITY, ROADS, THE UNCERTAINTIES OF WEATHER, THE CONDITIONS OF THE GROUND, SURFACE AND SUBSURFACE MATERIALS, THE EQUIPMENT AND FACILITIES NEEDED PRIMARILY FOR AND DURING THE PERFORMANCE OF THE WORK, AND THE COSTS THEREOF. ANY FAILURE BY THE CONTRACTOR AND SUBCONTRACTOR(S) TO ACQUAINT THEMSELVES WITH ALL THE AVAILABLE INFORMATION WILL NOT RELIEVE THEM FROM RESPONSIBILITY FOR PROPERLY ESTIMATING THE DIFFICULTY AND COST OF SUCCESSFULLY PERFORMING THE WORK. 3. CONSTRUCTION SHALL BE COMPLETED UNDER THE APPROVAL, INSPECTION, AND TO THE SATISFACTION OF CITY OF YELM. CONSTRUCTION SHALL COMPLY WITH THESE PLANS AND CITY OF YELM CONSTRUCTION STANDARDS UNLESS NOTED OTHERWISE. CONSTRUCTION NOT SPECIFIED ON THESE PLANS SHALL CONFORM TO THE REQUIREMENTS OF CITY OF YELM STANDARD DETAILS AND SPECIFICATIONS. THE CONTRACTOR IS OBLIGATED TO BE FAMILIAR WITH APPLICABLE STANDARDS NOT DISCUSSED IN THE GENERAL NOTES. 4. ALL TRAFFIC CONTROL DEVICES SHALL BE IN ACCORDANCE WITH THE LOCAL MUNICIPALITY REGULATIONS AND REQUIREMENTS. 5. THE LOCATION OF ALL EXISTING UNDERGROUND UTILITIES AS SHOWN ON THESE PLANS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE ASSOCIATED WITH THE FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 6. THE CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, AND FURTHER AGREES THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS IN ACCORDANCE WITH THE PROVISIONS OUTLINED BY THE PROJECT CONTRACT. 7. LIMITS OF WORK SHOWN ON THE PLANS DELINEATE CONSTRUCTION LIMITS AND BOUNDARIES FOR THE CONTRACTOR'S OPERATIONS. THESE BOUNDARIES SHALL BE CLEARLY DELINEATED WITHIN UPLAND AREAS PRIOR TO COMMENCEMENT OF CONSTRUCTION. WITHIN THE CONSTRUCTION LIMITS, EXISTING VEGETATION SHALL BE PROTECTED TO THE EXTENT FEASIBLE. 8. SITE LIGHTING TO BE DONE BY OTHERS. HZ GRADING NOTES: 1. FINISH EXTERIOR GRADE AT BUILDING ENTRANCES/EXITS AND ADJACENT PLAZAS SHALL BE 1/4" BELOW INTERIOR FINISH FLOOR ELEVATION (FFE). 2. 3:1 MAXIMUM SIDE SLOPES UNLESS OTHERWISE NOTED. 3. GRADE TO PROVIDE POSITIVE DRAINAGE AWAY FROM ALL BUILDING STRUCTURES. 4. CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DISPOSAL OF ALL EXCESS EXCAVATED MATERIAL (INCLUDING VEGETATION STRIPPING). 5. ADJUST ALL SURFACE UTILITY FEATURES TO FINISH GRADE. THIS INCLUDES RAISING AND LOWERING TO FINISH GRADE, AS REQUIRED HZ STORMWATER NOTES: 1. CONTRACTOR SHALL RECORD ANY FIELD DEVIATION FROM ENGINEERING PLAN. THESE RECORDS SHALL BE KEPT ON CONSTRUCTION DRAWINGS AND TURNED OVER TO ENGINEER UPON COMPLETION OF PROJECT. 2. THE CONTRACTOR SHALL VERIFY DIA, LENGTH, CONDITION, PIPE TYPE, SLOPE AND VERTICAL AND HORIZONTAL ALIGNMENT OF THE EXISTING PIPE ALIGNMENT AT THE PROPOSED POINT OF CONNECTION PRIOR TO CONNECTION AND REPORT ANY DISCREPANCIES TO ENGINEER PRIOR TO CONSTRUCTION. POTHOLING OF SYSTEM (AS REQUIRED) SHALL BE INCLUDED IN BASE BID. 3. STORM DRAINAGE PIPING SHALL BE HDPE, UNLESS OTHERWISE SPECIFIED. 4. ROOF LEADER PIPING SHALL BE 6" PVC, UNLESS OTHERWISE SPECIFIED. 5. MAINTAIN MINIMUM 6" SEPARATION BETWEEN STORM DRAINAGE PIPING AND SANITARY SEWER AT CROSSINGS. SEPARATION MUST BE MEASURED FROM THE OUTER WALLS OF THE PIPES. 6. IF CONCRETE ENCASEMENT OF THE SANITARY SEWER IS PROVIDED, THEN A REDUCED MINIMUM VERTICAL SEPARATION OF 0.75 FEET WILL BE ALLOWED. THE CONCRETE ENCASEMENT MUST EXTEND 10 FEET ON EACH SIDE OF THE CROSSING. CLASS 52 DUCTILE IRON PIPE MAY BE USED FOR THE SANITARY SEWER IN LIEU OF CONCRETE ENCASEMENT PROVIDED THAT THERE IS NO TRANSITIONING TO OTHER PIPE MATERIALS BETWEEN MANHOLES. 7. CATCH BASINS: SHALL BE AS SPECIFIED TYPE 1 OR TYPE 2 AS REQUIRED. INSTALL WITH HERRINGBONE GRATE UNLESS OTHERWISE NOTED. 8. ALL COORDINATES FOR CATCH BASINS ARE TO CENTER OF GRATE. CONTRACTOR TO LOCATE GRATES AT APPROPRIATE LOW POINTS AND SURFACE WATER FLOW LINES. 9. ALL FABRICATED AND MISCELLANEOUS STEELS IN CATCH BASINS, INCLUDING BUT NOT LIMITED TO STEPS AND CHAINS, SHALL BE GALVANIZED AFTER FABRICATION IN CONFORMANCE WITH ASTM A123, A125, A153, A384 AND A385. CITY OF YELM GENERAL NOTES (STORMWATER CONSTRUCTION) 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). ENGINEERING SPECIFICATIONS AND STANDARD DETAILS - 08/26/2020 9 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. 10. ALL INFILTRATION FACILITIES REQUIRE INSPECTION AND INFILTRATION RATE VERIFICATION AT SUB-GRADE. CONTRACTOR TO COORDINATE WITH PROJECT CIVIL ENGINEER AND GEOTECHNICAL ENGINEER WHEN EXCAVATING INFILTRATION FACILITIES. INFILTRATION FACILITIES SHALL NOT BE BACKFILLED UNTIL APPROVED BY GEOTECHNICAL AND CIVIL ENGINEERS. CITY OF YELM GENERAL NOTES (SANITYARY SEWER MAIN INSTALLATION) A. 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 (WSDOT/APWA). B. ALL APPROVALS AND PERMITS REQUIRED BY THE CITY OF YELM SHALL BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION. C. IF CONSTRUCTION IS TO TAKE PLACE IN THE COUNTY RIGHT-OF-WAY, THE CONTRACTOR SHALL NOTIFY THE COUNTY AND OBTAIN ALL THE REQUIRED APPROVALS AND PERMITS. D. A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY OF YELM PRIOR TO THE START OF CONSTRUCTION. E. THE CITY OF YELM SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TAP CONNECTION TO AN EXISTING MAIN. A CITY REPRESENTATIVE SHALL BE PRESENT AT THE TIME OF THE TAP. F. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. G. SIDE SEWER SERVICES SHALL BE PVC, ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED OR SOLVENT WELD JOINTS. H. ALL PLASTIC PIPE AND SERVICES SHALL BE INSTALLED WITH CONTINUOUS TRACER TAPE, INSTALLED 12" TO 18" UNDER THE PROPOSED SUBGRADE. THE MARKER SHALL BE PLASTIC NON-BIODEGRADABLE, METAL CORE OR BACKING MARKED "SEWER" WHICH CAN BE DETECTED BY A STANDARD METAL DETECTOR. IN ADDITION, STEP SYSTEMS AND FORCE MAINS SHALL BE INSTALLED WITH 14 GAUGE, HEAVY COATED UF DIRECT BURY COPPER WIRE WRAPPED AROUND ALL PLASTIC PIPE, BROUGHT UP AND TIED OFF AT VALVE BODY. TAPE SHALL BE TERRA TAPE "D" OR APPROVED EQUAL. THE TAPE AND WIRE SHALL BE FURNISHED BY THE CONTRACTOR. I. ALL BURIED POWER FOR STEP SYSTEMS SHALL BE INSTALLED WITH CONTINUOUS TRACER TAPE INSTALLED 12" ABOVE THE BURIED POWER. THE MARKER SHALL BE PLASTIC NON-BIODEGRADABLE, METAL CORE BACKING MARKED “POWER”. TAPE SHALL BE FURNISHED BY CONTRACTOR. J. BEDDING OF THE SEWER MAIN AND ALL APPURTENANCES SHALL BE SAND AND COMPACTION OF THE BACKFILL MATERIAL SHALL BE REQUIRED IN ACCORDANCE WITH THE ABOVE MENTIONED SPECIFICATION (SEE GENERAL NOTE 5.60-A). K. TEMPORARY STREET PATCHING SHALL BE ALLOWED FOR AS APPROVED BY THE CITY ENGINEER. TEMPORARY STREET PATCHING SHALL BE PROVIDED BY PLACEMENT AND COMPACTION OF 2 INCH MINIMUM ASPHALT CONCRETE COLD MIX. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE AS REQUIRED. L. EROSION CONTROL MEASURES SHALL BE TAKEN BY THE CONTRACTOR DURING CONSTRUCTION TO PREVENT INFILTRATION OF EXISTING AND PROPOSED STORM DRAINAGE FACILITIES AND ROADWAYS. M. PROVIDE TRAFFIC CONTROL PLAN(S) IN ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AS REQUIRED. N. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE A COPY OF THESE APPROVED PLANS ON CONSTRUCTION SITE AT ALL TIMES. O. ANY CHANGES TO THE DESIGN SHALL FIRST BE REVIEWED AND APPROVED BY THE CITY OF YELM. P. ALL STEP MAINS SHALL BE HYDROSTATICALLY TESTED IN CONFORMANCE WITH THE ABOVE-REFERENCED SPECIFICATION FOR TESTING WATER MAINS. (SEE NOTE 1.) IN ADDITION, ALL STEP MAINS SHALL BE PIGGED/CLEANED IN THE PRESENCE OF THE CITY INSPECTOR PRIOR TO PLACING STEP MAIN IN SERVICE. Q. PRIOR TO BACKFILL ALL MAINS AND APPURTENANCES SHALL BE INSPECTED AND APPROVED BY THE CITY OF YELM. APPROVAL SHALL NOT RELIEVE THE CONTRACTOR FOR CORRECTION OF ANY DEFICIENCIES AND/OR FAILURES AS DETERMINED BY SUBSEQUENT TESTING AND INSPECTIONS. IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE CITY OF YELM FOR THE REQUIRED INSPECTIONS. R. PUMP CONTROL PANELS SHALL BE LOCATED ON GARAGE WALL OR REMOTE POST, 5-FEET FROM TOP OF PANEL TO FINISH GRADE, UNLESS OTHERWISE AUTHORIZED BY THE CITY OF YELM. S. IN THE EVENT THAT THE DEPARTMENT OF LABOR AND INDUSTRIES OR THE CITY SHOULD REQUIRE A SEPARATE "ON-OFF" SWITCH CONTROLLING POWER TO THE PUMP CONTROL PANEL, SAID SWITCH SHALL HAVE A LOCKING COVER MODEL # 5031-0 RAYNTITE SINGLE GANG WEATHERPROOF COVER 1.406" DIAMETER. T. INSPECTIONS FOR ONSITE STEP INSTALLATIONS ARE REQUIRED. A 48 HOUR NOTICE TO THE SEWER DEPARTMENT IS REQUIRED PRIOR TO THE INSPECTION. ITEMS NEEDING INSPECTION ARE: 1. TANK INSTALLATION, IE; BEDDING AND LOCATION 2. TANK INFILTRATION, EXFILTRATION TEST 3. S.S. PRESSURE TEST 4. SERVICE LINE PRESSURE TEST 5. FINAL INSPECTION U. ALL POSTS USED TO SUPPORT PUMP CONTROL PANELS, MUST BE HOT DIP GALVANIZED UNISTRUT OR APPROVED EQUAL CITY OF YELM GENERAL NOTES (WATER MAIN INSTALLATION) A. ALL WORKMANSHIP AND MATERIAL 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. B. ALL WORK IN CITY RIGHT-OF-WAY REQUIRES A PERMIT FROM THE CITY OF YELM. PRIOR TO ANY WORK COMMENCING, THE GENERAL CONTRACTOR SHALL ARRANGE FOR A PRECONSTRUCTION MEETING TO BE ATTENDED BY ALL MAJOR CONTRACTORS,REPRESENTATIVES OF INVOLVED UTILITIES, AND THE CITY OF YELM. THE CONTRACTOR IS RESPONSIBLE TO HAVE A SET OF APPROVED PLANS AT THE MEETING. C. WATER MAINS SHALL MEET THE FOLLOWING SPECIFICATIONS: 1. POLYVINYL CHLORIDE (PVC) PIPE (UNDER 4 INCHES): PIPE MATERIAL SHALL BE PVC 1120, PVC 1220, OR PVC 2120, AND HAVE MINIMUM WALL THICKNESS EQUAL TO OR LESS THAN THE STANDARD DIMENSION RATIO (SDR) OF 21, AND MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS SECTION 9-30.1(5)B. 2. POLYVINYL CHLORIDE (PVC) PIPE (4 THROUGH 12 INCHES): SHALL MEET THE REQUIREMENTS OF AWWA C900, CLASS 150 WALL THICKNESS EQUAL TO OR GREATER THAN THE SDR OF 18, AND MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS SECTION 9-30.1(5)A. 3. POLYVINYL CHLORIDE (PVC) PIPE (14 THROUGH 20 INCHES): SHALL MEET THE REQUIREMENTS OF AWWA C905 WALL THICKNESS EQUAL TO OR GREATER THAN THE SDR OF 18. 4. DUCTILE IRON PIPE (DIP): DIP SHALL CONFORM TO AWWA C151 CLASS 50 OR GREATER, AND SHALL BE 1/16-INCH CEMENT LINED AND SEALED IN ACCORDANCE WITH ANSI/AWWA C104/A21.4-90, AND MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS SECTION 9-30.2.(1). SIX-INCH FIRE HYDRANT SPOOLS SHALL BE CLASS 52. D. GATE VALVES SHALL BE RESILIENT WEDGE, NRS (NON RISING STEM) WITH O-RINGS SEALS. VALVE ENDS SHALL BE MECHANICAL JOINT OR ANSI FLANGES. VALVES SHALL CONFORM TO AWWA 509-80. VALVES SHALL BE MUELLER, M & H, KENNEDY, CLOW R/W OR WATEROUS SERIES 500. EXISTING VALVES TO BE OPERATED BY CITY EMPLOYEES ONLY. E. HYDRANTS SHALL BE M & H RELIANT STYLE 929, MUELLER CENTURION, OR CLOW MEDALLION OR AVK. HYDRANTS SHALL BE BAGGED UNTIL SYSTEM IS APPROVED. F. ALL LINES SHALL BE CHLORINATED AND TESTED IN CONFORMANCE WITH THE ABOVE REFERENCED SPECIFICATION (NOTE 1). G. ALL PIPE AND SERVICES SHALL BE INSTALLED WITH CONTINUOUS TRACER TAPE INSTALLED 12" TO 18" UNDER THE FINAL GROUND SURFACE. THE MARKER SHALL BE PLASTIC NON-BIODEGRADABLE, METAL CORE OR BACKING MARKED WATER 2- INCH-WIDE MINIMUM, WHICH CAN BE DETECTED BY A STANDARD METAL DETECTOR. TAPE SHALL BE TERRA TAPE "D" OR APPROVED EQUAL. IN ADDITION TO TRACER TAPE, INSTALL 14 GAUGE HEAVY DUTY DIRECT BURY COATED COPPER WIRE (PAIGE "UF" SINGLE CONDUCTOR OR EQUAL), WRAPPED AROUND THE PIPE, BROUGHT UP AND TIED OFF AT VALVE BODY ALL WIRE CONNECTIONS SHALL USE WIRE NUTS AND A DBR SPLICE KIT, MANUFACTURED BY 3-M OR APPROVEDEQUAL. ALL LOCATOR WIRE FOR SERVICE PIPE SHALL BE CONNECTED TO THE LOCATOR WIRE ON THE WATER MAIN. H. PROVIDE TRAFFIC CONTROL PLAN(S) AS REQUIRED IN ACCORDANCE WITH MUTCD. I. ALL WATER MAINS SHALL BE STAKED FOR GRADES AND ALIGNMENT BY AN ENGINEERING OR SURVEYING FIRM CAPABLE OF PERFORMING SUCH WORK. J. ALL SERVICE LINE LOCATIONS SHALL BE MARKED ON THE FACE OF THE CURB WITH AN EMBOSSED "W" 1/4 INCH INTO CONCRETE. K. CALL UNDERGROUND LOCATE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATIONS. L. THE CITY WILL BE GIVEN 72 HOURS’ NOTICE PRIOR TO SCHEDULING A SHUTDOWN. WHERE CONNECTIONS REQUIRE "FIELD VERIFICATION", CONNECTION POINTS WILL BE EXPOSED BY CONTRACTOR AND FITTINGS VERIFIED 48 HOURS PRIOR TO DISTRIBUTING SHUT-DOWN NOTICES. M. AT ANY CONNECTION TO AN EXISTING LINE WHERE A NEW VALVE IS NOT INSTALLED, THE EXISTING VALVE MUST BE PRESSURE TESTED TO CITY STANDARDS PRIOR TO CONNECTION. IF AN EXISTING VALVE FAILS TO PASS THE TEST, THE CONTRACTOR SHALL MAKE THE NECESSARY PROVISIONS TO TEST THE NEW LINE PRIOR TO CONNECTION TO THE EXISTING SYSTEM OR INSTALL A NEW VALVE. N. AFTER COMPLETION OF ALL ITEMS SHOWN ON THESE PLANS AND BEFORE ACCEPTANCE OF THE PROJECT, THE CONTRACTOR SHALL OBTAIN A “PUNCH LIST” PREPARED BY THE CITY’S INSPECTOR DETAILING REMAINING ITEMS OF WORK TO BE COMPLETED. ALL ITEMS OF WORK SHOWN ON THESE PLANS SHALL BE COMPLETED TO THE SATISFACTION OF THE CITY PRIOR TO ACCEPTANCE OF THE WATER SYSTEM AND PROVISION OF WATER SERVICE. O. A COPY OF THESE APPROVED PLANS AND APPLICABLE CITY DEVELOPER SPECIFICATIONS AND DETAILS SHALL BE ONSITE DURING CONSTRUCTION. P. ANY REVISIONS MADE TO THESE PLANS MUST BE REVIEWED BY THE DEVELOPER’S ENGINEER AND THE CITY OF YELM PRIOR TO ANY IMPLEMENTATION IN THE FIELD. THE CITY SHALL NOT BE RESPONSIBLE FOR ANY ERRORS AND/OR OMISSIONS ON THESE PLANS. REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:06 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C1.2.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C1.2 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C1.2 3 CQN CQN WED 1" = 30' R314166.01 WED LEGEND AND ABBREVIATIONSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 ABAN ABANDON AC ASPHALTIC CONCRETE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APPROX APPROXIMATELY ASPH ASPHALT AVE AVENUE BMP BEST MANAGEMENT PRACTICES BOT BOTTOM C CONDUIT CB CATCH BASIN C&G CURB AND GUTTER CI CAST IRON CL CENTERLINE CO COUNTY/COMPANY COY CITY OF YELM COMM COMMUNICATION(S) CONC CONCRETE COR CORNER COTG CLEANOUT TO GRADE DED DEDICATION DOE DEPARTMENT OF ECOLOGY DI DUCTILE IRON DIA DIAMETER DIST DISTANCE DTL DETAIL DWG DRAWING E EAST, EASTING, ELECTRIC EG EXISTING GROUND EL/ELEV ELEVATION ELEC ELECTRICAL EOP EDGE OF PAVEMENT ESC EROSION AND SEDIMENT CONTROL ESMT EASEMENT EX/EXIST EXISTING FG FINISH GRADE FL FLOW LINE / FLANGE FOC FACE OF CURB FT FOOT, FEET G GAS GEN GENERAL GV GAS VALVE, GATE VALVE GVL GRAVEL H HIGH HDPE HIGH DENSITY POLYETHYLENE IE INVERT ELEVATION INV INVERT IRG IRRIGATION JB JUNCTION BOX L / LT LEFT LF LINEAR FEET MJ MECHANICAL JOINT MH MANHOLE MIN MINIMUM MON MONUMENT N/A NOT APPLICABLE N NORTH, NORTHING NAD NORTH AMERICAN DATUM NAVD NORTH AMERICAN VERTICAL DATUM NIC NOT IN CONTRACT NPDES NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM NTS NOT TO SCALE OE OVERHEAD ELECTRICAL OH OVERHEAD OVHD OVERHEAD PED PEDESTRIAN PERF PERFORATED PGL PROFILE GRADE LINE ɓ PROPERTY LINE PC POINT OF CURVATURE PCC PORTLAND CEMENT CONCRETE PE POLYETHYLENE POB POINT OF BEGINNING PP POWER POLE PT POINT OF TANGENCY R / RT RIGHT, RANGE RJ RESTRAINED JOINT RDL ROOF DRAIN LEADER ROW / R/W RIGHT-OF-WAY S SOUTH, SECTION SD STORM DRAIN SDMH STORM DRAIN MANHOLE SEC SECTION SF SQUARE FOOT SQ SQUARE SS SANITARY SEWER SSCO SANITARY SEWER CLEANOUT SSMH SANITARY SEWER MANHOLE ST STREET STA STATION STD STANDARD STL STEEL SUBSTAT SUBSTATION SWMMWW STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON S/W SIDEWALK T TELEPHONE, TOWNSHIP TBC TOP BACK OF CURB TCN TRAIN CONTROL NETWORK TEL TELEPHONE TEMP TEMPORARY TYP TYPICAL VC VERTICAL CURVE VIC VICINITY VLT VAULT W WEST, WATER W/ WITH WM WATER METER / WATER MAIN / WILLAMETTE MERIDIAN WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTATION WV WATER VALVE WW WHEEL WASH ABBREVIATIONS X X X X EX CHAIN LINK FENCE LINETYPES PROPOSED WATERW EXISTING RIGHT-OF-WAY LINE EXISTING ROW CENTERLINE EXISTING CONTOUR MAJOR EXISTING CONTOUR MINOR379 380 EXISTING LOT LINE PROPOSED SIDEWALK PROPOSED BUILDING SETBACK PROPOSED STORMWATERD D PATTERNS - PROPOSED PROPOSED ROOF DRAIN LINERL TREE DECIDUOUS SYMBOLS TREE CONIFER POWER POLE CATCH BASIN FIRE HYDRANT HEAVY DUTY ASHPALT PAVEMENT, SEE DETAIL 1, SHEET C3.1. CEMENT CONCRETE SIDEWALK. SEE DETAIL COY STD DWG 2-11, SHEET C3.1 STANDARD ASPHALT PAVEMENT. SEE DETAIL 1, SHEET C3.1. REVIEW ENGINEER APPROVAL STAMP INFILTRATION AREA LANDSCAPE PROPOSED SANITARY SEWERS S PROPOSED WOOD FENCE SHEET: of 21 DRAWING NO. 01/11/22 | 9:17 AM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C1.3.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C1.3 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C1.3 4 CQN CQN WED 1" = 30' R314166.01 WED EXISTING SITE CONDITIONSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 SF SF SF SF SF SF SF SF TP TP TP TP > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF > > > SF SF SF SF SF SF SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C2.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C2.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C2.0 5 CQN CQN WED 1" = 30' R314166.01 WED TREE REMOVAL AND TESC PLANMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 N 20 40 SCALE IN FEET 01020 (1" = 20') NOTES: 1. CONTRACTOR TO TRANSFER NPDES CONSTRUCTION STORMWATER PERMIT TO THEIR COMPANY. 2. CONTRACTOR TO ASSIGN CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) AND PROVIDE NAME, COMPANY AND CONTACT INFORMATION ON THIS SHEET. 3. CONTRACTOR SHALL ADJUST EROSION CONTROL BEST MANAGEMENT PRACTICES (BMP) AS NECESSARY TO KEEP SEDIMENT LADEN STORMWATER ONSITE AND OUT OF PROPOSED INFILTRATION AREAS. 4. CONTRACTOR IS RESPONSIBLE FOR KEEPING RECORDS PER WASHINGTON STATE DEPARTMENT OF ECOLOGY NPDES REQUIREMENTS. 5. ALL ITEMS IDENTIFIED TO BE DEMOLISHED ARE ALSO TO BE REMOVED FROM SITE. 6. ASPHALT DEMOLITION IN THE RIGHT-OF-WAY SHALL BE DONE ALL AT ONCE. DISTURBED AND RESTORED GROUND SHALL BE AMENDED PER PC SOIL AMENDMENT STANDARD AND HYDROSEEDED. ONCE STABILIZED RELOCATE PROJECT LIMITS INSIDE PROPERTY LINE. 7. CONTAIN ALL BUILDING WORK WITHIN SILT FENCE TO PROTECT AREAS OF INFILTRATION. EROSION CONTROL NOTE: CONTRACTOR TO MINIMIZE DISTURBANCE OF EXPOSED SOILS TO THE MAXIMUM EXTENT PRACTICAL. ALL STORMWATER FLOWS, SEDIMENT AND SILT TO BE DIRECTED AWAY FROM PROPOSED INFILTRATION AREAS. IF PROPOSED INFILTRATION AREAS ARE IMPACTED BY SEDIMENT LADEN RUNOFF, CONTRACTOR TO EXCAVATE, REMOVE AND REPLACE SOILS AS REQUIRED TO SATISFY PROJECT ENGINEER AND COUNTY INSPECTOR AT CONTRACTORS EXPENSE. CONTRACTOR RESPONSIBILITY TO PROTECT INFILTRATION AREAS: DO NOT EXCAVATE TO INFILTRATION SUBGRADE UNTIL READY TO COMPLETE INSTALLATION OF PERMEABLE PAVEMENT (PAVER) SECTION. PROTECT SOILS FROM ANY SILT ENTERING AREA OF PERMANENT STORMWATER INFILTRATION. NO STORMWATER IS TO FLOW TO THESE AREAS UNTIL AFTER SITE HAS BEEN STABILIZED WITH FINAL SURFACING AND ALL STORM PIPES AND CATCH BASINS CLEANED BY CONTRACTOR. INFILTRATION FACILITIES CONSTRUCTION SEQUENCE NOTE: ALL AREAS PROPOSED FOR PERMANENT INFILTRATION FACILITIES SHALL BE PROTECTED WITH SILT FENCING AND SHALL NOT BE EXCAVATED NOR DISTURBED UNTIL ALL OTHER GRADING, UTILITY , AND LANDSCAPING ACTIVITIES ARE COMPLETED. ONCE SITE IS OTHERWISE STABILIZED , THE AREAS FOR INFILTRATION MAY BE EXCAVATED. THE CONTRACTOR IS TO PRECLUDE THE INTRODUCTION OF SEDIMENT INTO THESE AREAS AND REMEDIATE AND REPAIR ALL DAMAGE TO UNDERLYING SOILS IF SEDIMENTATION OCCURS. CONTRACTOR SHALL COORDINATE EXCAVATION OF ALL PROPOSED INFILTRATION AREAS WITH PROJECT CIVIL AND GEOTECHNICAL ENGINEERS SO THAT VISUAL INSPECTION AND INFILTRATION TESTING CAN BE CONDUCTED AT THE FACILITIES SUB-GRADE. FACILITIES SHALL NOT BE BACKFILLED UNTIL CIVIL AND GEOTECHNICAL ENGINEERS APPROVE OF THE COMPLETELY PROTECTED WITH SILT FENCE AND THAT NO SEDIMENT LADEN STORMWATER ENTERS THE INFILTRATION FACILITIES AT ANY TIME DURING CONSTRUCTION. SEDIMENT TRAP NOTE: SEDIMENT TRAPS DO NOT HAVE OUTLETS AND ARE INTENDED TO INFILTRATE. CONTRACTOR TO REGULARLY INSPECT AND REMOVE SEDIMENT AND DEWATER AS NECESSARY. CONTRACTOR TO REGULARLY DEWATER UNTIL CONVEYANCE SYSTEM TO PROPOSED TRENCH IS PROVIDED. STORMWATER RELEASED TO PROPOSED TRENCH SHALL COMPLY WITH NPDES AND DOE REQUIREMENTS. 1. PROJECT LIMITS, TYP. MARK CLEARLY WITH HIGH VISIBILITY PLASTIC FENCE. IN LOCATIONS WHERE SILT FENCE IS SHOWN OR NEEDED. CONTRACTOR MAY USE HIGH VISIBILITY SILT FENCE IN LIEU OF HIGH VISIBILITY PLASTIC FENCE. 2. CONSTRUCTION ENTRANCE, SEE DETAIL 1, SHEET C2.1. 3. INSTALL SILT FENCE, TYP. SEE DETAIL 4, SHEET C2.1. CONTRACTOR TO USE HIGH VISIBILITY SILT FENCE WHEN SILT FENCE IS AT OUTER LIMITS OF PROJECT LIMITS IN LIEU OF HIGH VISIBILITY PLASTIC FENCE AND AROUND ALL PROPOSED INFILTRATION AREAS. 4. CONTRACTOR TO INSTALL SILT FENCE AROUND PROPOSED INFILTRATION GALLERY AREAS PRIOR TO INITIATION OF ANY WORK ON-SITE. THESE AREAS ARE TO BE PROTECTED FROM TRAFFIC DURING CONSTRUCTION AND INSTALLATION OF THESE FACILITIES IS TO BE THE LAST PORTION OF SITEWORK PRIOR TO PAVING OF THE SITE. CONTRACTOR TO COMPLETE SITE LANDSCAPING PRIOR TO CONSTRUCTION OF INFILTRATION GALLERIES. 5. INSTALL SEDIMENT SILT TRAP INFILTRATION TO BE IN PLACE UNTIL PARKING LOT IS GRADED AND MAY BE REMOVED WHEN GRAVEL IS PLACED SEE DETAILS 2 AND 3, SHEET C2.1. 6. REMOVE EXISTING TREE AND ROOT SYSTEM ALONG WITH ASSOCIATED ORGANIC MATERIAL. BACKFILL WITH SUITABLE STRUCTURAL FILL AND COMPACT. 7. REMOVE EXISTING DEAD FIR TREE BY CUTTING FLUSH AT GROUND LEVEL. 8. INSTALL TREE PROTECTION FENCING AROUND TREE PERIMETER AT 5 FEET BEYOND THE DRIP LINE. 9. INSTALL INTERCEPTOR SWALE SEE DETAIL 5, SHEET C2.1. 10. STOCK PILES, COVERED WITH PLASTIC SHEETING. REMOVE AND CLEAN AFTER CONSTRUCTION. 11. INSTALL INLET PROTECTION. SEE DETAIL 6, SHEET C2.1. X TESC NOTES 2 1 1 2 3 3 3 4 4 44 8 6 7 7 SF LEGEND: SILT FENCE PROJECT LIMITS, LINE OFFSET FOR CLARITY TREE PROTECTION FENCE INTERCEPTOR SWALE TEMPORARY CONSTRUCTION ACCESS INFILTRATION AREA SEDIMENT TRAP TP > > 5 5 5 9 9 9 SA = 25 SQ FT SA = 218 SQ FT SA = 383 SQ FT BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 301' LONG @ 1% WITH 1' DEPTH, 2:1 SIDE SLOPE INTERCEPTOR SWALE. 240' LONG @ 1% WITH 1' DEPTH, 2:1 SIDE SLOPE BEGIN INTERCEPTOR SWALE BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 174' LONG @ 1% WITH 1' DEPTH INTERCEPTOR SWALE. 158' LONG @ 1% WITH 1' DEPTH BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 36' LONG @ 1% WITH 1' DEPTH INTERCEPTOR SWALE. 59' LONG @ 1% WITH 1' DEPTH MATCH LINE, SEE RIGHT SIDE OF PAGE MATCH LINE 10 4 4 11 11 11 11 11 11 PROPOSED BUILDING OUTLINE REVIEW ENGINEER APPROVAL STAMP STORM DRAIN INLET PROTECTION, SEE DETAIL 6, SHEET C2.1 3 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C2.1.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C2.1 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C2.1 6 CQN CQN WED NONE R314166.01 WED TESC NOTES AND DETAILSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 HZ EROSION CONTROL NOTES: 1. CONTRACTOR TO FOLLOW EROSION CONTROL PRACTICES OUTLINED IN THE SWMMWW, WASHINGTON STATE DEPARTMENT OF ECOLOGY, AND NPDES REQUIREMENTS. CONTRACTOR SHALL PREPARE AND IMPLEMENT SWPPP IN CONFORMANCE WITH SWMMWW/DOE/NPDES REQUIREMENTS. 2. EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS ON THESE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES. NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES SHALL BE ALLOWED. CARE SHALL BE TAKEN TO PREVENT MIGRATION OF SILTS TO OFF-SITE PROPERTIES. 3. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION. THE PROJECT ENGINEER AND THE REVIEWING AGENCY SHALL INSPECT AND APPROVE THE INSTALLATION OF EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. 4. ALL EROSION/SEDIMENTATION CONTROL FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL THE POTENTIAL FOR EROSION ASSOCIATED WITH THE CLEARING OPERATIONS IS STABILIZED. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION, MAINTENANCE, REPLACEMENT, AND ADDITIONS TO THE SYSTEM AS REQUIRED BY THE OWNER, THE ENGINEER, OR CITY OF YELM. 5. THE CONTRACTOR SHALL MAKE A DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES AS REQUIRED. THE CONTRACTOR SHALL PROVIDE ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY BY THE INSPECTOR AND/OR PROJECT ENGINEER. FAILURE TO COMPLY WITH ALL LOCAL AND STATE EROSION CONTROL REQUIREMENTS MAY RESULT IN CIVIL PENALTIES BEING LEVIED AGAINST THE CONTRACTOR. 6. DURING THE WET SEASON (OCTOBER TO APRIL, INCLUSIVE), ALL DISTURBED SOILS SHALL BE STABILIZED WITHIN 48 HOURS AFTER STOP OF WORK. EROSION CONTROL MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, COVERING THE AFFECTED AREA INCLUDING SPOIL PILES WITH PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH, OR WOOD CHIPS. SEEDING OF THE DISTURBED AREAS SHALL TAKE PLACE AS WEATHER PERMITS. 7. CLEARING AND GRADING LIMITS SHALL BE STAKED IN THE FIELD BEFORE EXCAVATION. TREES TO BE SAVED MUST BE FENCED WITH HIGH VISIBILITY FENCING AT THE DRIP LINE OR OTHERWISE PROTECTED AS DIRECTED BY THE ENGINEER OR OWNERS REPRESENTATIVE. 8. ALL STORM SEWER INLETS RECEIVING RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT-LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. 9. ALL OFF-SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE PROPOSED SITE SHALL BE PROTECTED FROM SILTATION. 10. THE CONSTRUCTION OF TRENCHES (E.G., PIPES, UNDERGROUND UTILITY LINES AND STRUCTURES) SHALL BE SUBJECT TO THE FOLLOWING CRITERIA AND NOTES ON THE PLANS OR SPECIFICATIONS SHALL REQUIRE THAT: A. NO MORE THAN 500FT OF TRENCH ON A DOWNSLOPE GREATER THAN FIVE PERCENT SHALL BE OPENED AT ONE TIME. B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 12. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT STREAMS, DRAINAGE SYSTEMS, OR OFF-SITE PROPERTIES. 13. TRACKING OF SOIL, MUD, OR DEBRIS OFF-SITE WILL NOT BE ALLOWED. IF SOIL, MUD, OR DEBRIS IS TRACKED ONTO A PUBLIC ROADWAY, THEN IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY. TO PREVENT THE TRACKING OF SOIL, MUD, OR DEBRIS ONTO PUBLIC ROADWAYS, SWEEPING OR WASHING OF THE VEHICLE'S TIRES MAY BE REQUIRED PRIOR TO ENTERING A PUBLIC ROADWAY. 14. ALL DISTURBED AREAS TO BE HYDROSEEDED WITH EROSION CONTROL SEED MIX. INCLUDING BUT NOT LIMITED TO ROADWAY EMBANKMENTS, SHOULDERS, UTILITY EASEMENTS, STAGING AREAS, CONSTRUCTED WETLANDS AND CUT/FILL SLOPES. HYDROSEEDING CONSIDERED INCIDENTAL TO LANDSCAPING SYSTEM PER PLANS LUMP SUM BID PRICE. 15. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE VEGETATIVE COVERAGE IS COMPLETE. AREAS SHALL BE REPAIRED, RESEEDED, AND FERTILIZED AS REQUIRED. 16. ALL EROSION CONTROL MEASURES SHALL BE REMOVED UPON SITE STABILIZATION AND AT APPROVAL BY ENGINEER AND CITY OF YELM. 17. TO MAINTAIN FUNCTION, FILTERS SHALL BE REMOVED AND CLEANED OR REPLACED AFTER EACH STORM EVENT. 18. CONTACT THE JURISDICTION TO DETERMINE ITS ACCEPTANCE OF SPECIFIC FILTER PRODUCTS. 19. INSTALL ALL REQUIRED EROSION CONTROL PROTECTION MEASURES PRIOR TO BEGINNING LAND CLEARING AND GRADING ADJACENT TO DESIGNATED WETLANDS. ADJACENT SHALL MEAN ALL AREAS WITHIN 300 FEET AND UPSLOPE OF THE WETLANDS AND ALL OTHER AREAS WITHIN 50 FEET OF THE WETLAND. 20. NO MATERIAL SHALL BE STOCKPILED ON PAVEMENT WITHOUT AUTHORIZATION FROM THE PROJECT ENGINEER OR OWNERS REPRESENTATIVE WHICH WILL BE CONDITIONAL ON IMPLEMENTATION OF A PROCEDURE TO PREVENT SEDIMENT TRANSPORT. 21. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION HAS BEEN ACHIEVED OR AFTER THE MEASURES ARE NO LONGER NEEDED. SEDIMENT COLLECTED IN TRAPS, PONDS, OR SILT FENCE SHALL BE REMOVED AND DISPOSED IN AN APPROVED MANNER OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM SEDIMENT REMOVAL SHALL BE PERMANENTLY STABILIZED WITHIN SEVEN (7) DAYS. 22. INFILTRATION AREA: ALL INFILTRATION AREAS SHOWN SHALL BE PROTECTED FROM SEDIMENT LADEN RUNOFF TO THE MAXIMUM EXTENT FEASIBLE. SEDIMENT LADEN STORMWATER CAN REDUCE THE SOIL'S INFILTRATION RATE WHEN ALLOWED TO INFILTRATE. CONTRACTOR IS RESPONSIBLE FOR PERFORMING INFILTRATION TEST PER 2014 DOE SWMMWW REQUIREMENTS TO ENSURE THE POST-CONSTRUCTION INFILTRATION RATES MEET OR EXCEED DESIGN RATES USED PRIOR TO BACKFILLING FACILITIES. CONTRACTOR IS RESPONSIBLE FOR REMOVING AND REPAIR TO EXISTING CONDITIONS OR BETTER THE INFILTRATION FACILITY SUBGRADE. 23. THE ENTIRE INFILTRATION AREA SHALL BE SURROUNDED BY SILT FENCE UNTIL CONSTRUCTION IS COMPLETE TO PROTECT AREA FROM RECEIVING SILT LADEN RUNOFF. 24. INSTALL INLET PROTECTION AS SHOWN AND ALSO CATCH BASINS WITHIN 500' DOWNSTREAM FROM PROJECT SITE. 25. DISTURBED SOILS OUTSIDE OF INFILTRATION AREAS SHALL BE COMPACTED TO REDUCE THE POTENTIAL FOR SEDIMENT LADEN STORMWATER TO ENTER INFILTRATION AREAS. IF THE CONTRACTOR ALLOWS SEDIMENT LADEN STORMWATER TO ENTER INFILTRATION AREAS, THEN THE CONTRACTOR IS RESPONSIBLE TO REMEDIATE THE INFILTRATION CAPACITY OF THE SOILS. 26. DELAY CUTTING TO WITHIN 1' OF SUBGRADE UNTIL ALL OTHER SITEWORK GRADING IS COMPLETED. CONSTRUCTION ENTRANCE NOT TO SCALE 1 SILT FENCE NOT TO SCALE 4 SEDIMENT TRAP NOT TO SCALE 2 TEMPORARY INTERCEPTOR SWALE NOT TO SCALE 5 SEDIMENT POND NOT TO SCALE 3 22 1 1 2' MIN. 1.0' MIN GRASS OR ROCKLEVEL BOTTOM INLET PROTECTION NOT TO SCALE 6 REVIEW ENGINEER APPROVAL STAMP X X X X X X X X X X X X X X X X X X X X X X X X > > > > > > > BUILDING CORNER N: 591141.42 E: 1121383.66 BUILDING CORNER N: 591362.02 E: 1121429.85 BUILDING CORNER N: 591375.30 E: 1121346.05 BUILDING CORNER N: 591570.74 E: 1121198.56 BUILDING CORNER N: 591287.65 E: 1121255.81 BUILDING CORNER N: 591145.91 E: 1121294.96 N: 591124.74 E: 1121371.51 END CURB N: 591168.69 E: 1121373.75 BEGIN CURB N: 591214.67 E: 1121375.05 END CURB N: 591250.66 E: 1121376.06 BEGIN CURB N: 591259.66 E: 1121376.32 END CURB N: 591304.64 E: 1121377.59 BEGIN CURB N: 591340.04 E: 1121365.46 END CURB N: 591395.87 E: 1121306.78 BEGIN CURB N: 591402.07 E: 1121300.25 END CURB N: 591433.08 E: 1121267.65 BEGIN CURB N: 591439.29 E: 1121261.13 N: 591501.32 E: 1121195.92 END CURB N: 591456.19 E: 1121176.61 BEGIN CURB N: 591387.55 E: 1121217.58 END CURB N: 591374.79 E: 1121217.90 BEGIN CURB N: 591357.46 E: 1121201.31 END CURB N: 591354.90 E: 1121199.56 BEGIN CURB N: 591356.03 E: 1121159.57 N: 591289.18 E: 1121180.70 PT N: 591313.54 E: 1121176.38 BEGIN CURB N: 591220.21 E: 1121178.75 N: 591129.85 E: 1121154.70 BEGIN CURB N: 591156.84 E: 1121155.46 N: 591143.08 E: 1121306.50 N: 591152.79 E: 1121304.28 BEGIN CURB N: 591216.76 E: 1121306.08 END CURB N: 591288.74 E: 1121308.11 BEGIN CURB N: 591225.04 E: 1121246.45 END CURB N: 591285.03 E: 1121248.11 END CURB N: 591295.42 E: 1121251.09 END CURB N: 591336.58 E: 1121281.63 BEGIN CURB N: 591337.24 E: 1121258.13 PC N: 591347.77 E: 1121290.60 F F D D D D D D D D D D D D D F D N: 591486.82 E: 1121182.13 N: 591498.54 E: 1121169.82 N: 591489.85 E: 1121161.55 N: 591443.25 E: 1121418.42 N: 591446.88 E: 1121421.86 N: 591439.23 E: 1121429.90 N: 591435.60 E: 1121426.46 N: 591399.23 E: 1121371.72 N: 591517.51 E: 1121179.62 N: 591351.08 E: 1121361.84 N: 591324.02 E: 1121372.13N: 591308.03 E: 1121371.68 N: 591291.74 E: 1121321.86 N: 591290.54 E: 1121309.92 END CURB N: 591293.84 E: 1121307.07 N: 591126.79 E: 1121174.62 N: 591121.77 E: 1121352.42 BEGIN CURB N: 591170.78 E: 1121304.78 N: 591170.18 E: 1121326.28 N: 591144.90 E: 1121241.81 N: 591156.07 E: 1121244.97 N: 591225.66 E: 1121224.92 N: 591215.28 E: 1121353.56 END CURB N: 591202.21 E: 1121178.25 N: 591331.26 E: 1121257.47 N: 591330.53 E: 1121283.43 PC N: 591313.47 E: 1121077.57 PC N: 591339.53 E: 1121083.34 W W W W D D D CONSTRUCTION NOTES BY SYMBOL 1. ASPHALT PAVEMENT. SEE DETAIL 1 AND 2, SHEET C3.1. 2. CEMENT CONCRETE SIDEWALK. SEE COY STD DWG 2-11, SHEET C3.1 3. CEMENT CONCRETE BARRIER CURB. SEE COY STD DWG 2-13, SHEET C3.1. 4. 4" WIDE WHITE PAINT PARKING STALL STRIPE. DOUBLE COAT, FULLY DRY BETWEEN EACH COAT 5. MATCH PARKING STALLS TO GARAGE DOORS. 7. ACCESSIBLE PARKING SPACE. SEE WSDOT DTL M-17.10-02, SHEET C3.1. 8. VAN ACCESSIBLE PARKING SPACE. SEE WSDOT DTL M-17.10-02, SHEET C3.1. 9. CEMENT CONCRETE BARRIER CURB AND GUTTER, SEE COY STD DWG 2-13, SHEET C3.1. 10. CATCH BASIN INSTALLATION ADJACENT TO CURB AND GUTTER. 11. CONCRETE CURB RAMP, SEE WSDOT DETAILS ON SHEET C3.2. 12. TRASH ENCLOSURE WITH 5" HIGH STRENGTH (4,000 PSI) CONCRETE SLAB AND TRASH COLLECTOR. SEE ARCHITECTURAL PLANS FOR ENCLOSURE DESIGN. 13. PEDESTRIAN CROSSWALKS MARKINGS. 14. SEE 170TH ST SE IMPROVEMENTS PLAN FOR OFF-SITE PAVING AND WORK IN RIGHT-OF-WAY. SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C3.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C3.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C3.0 7 CQN CQN WED 1" = 30' R314166.01 WED PAVING AND SITE PLANMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 20 40 SCALE IN FEET 01020 (1" = 20') N LEGEND: NOTES: 1. SMALL RADIUS CURB IS 2' RADIUS UNLESS NOTED OTHERWISE. 2. ALL ASPHALT SHALL BE HEAVY DUTY EXCEPT FOR PARKING STALL AREAS. 3. RADIUS, NORTHING, AND EASTING CALLOUTS ARE TO FACE OF CURB. 4. PARKING STALLS ARE 9' X 20' UNLESS OTHERWISE NOTED. CEMENT CONCRETE BARRIER CURB AND GUTTER CEMENT CONCRETE BARRIER TRAFFIC CURB BLDG A BLDG C BLDG B 1 1 1 MATCH LINE, SEE BOTTOM RIGHT OF PAGE MATCH LINE 13 2 2 2 2 2 2 4 4 4 4 4 4 11 11 6 7 6 7 6 7 9 9 12 8 8 8 8 CEMENT CONCRETE SIDEWALK. SEE COY STD DWG 2-11, SHEET C3.1. 5' 20' 90'9'9' 45'81' 19' 2.5' 2.5' 27' 18' 1.63' 18' 6.69' 14.31' 56' 15.65' 19.93' 60' 14.52' 13.84' R9.5' R2' R9.5' ACCESSIBLE PARKING 11 10 9 8 7 6 5 4 3 2 1 19.53' 29' 20' 20' 27.5' 20' 20.5' 20.5' 12 HEAVY DUTY ASPHALT PAVEMENT. SEE DETAIL 1, SHEET C3.1. STANDARD ASPHALT PAVEMENT. SEE DETAIL 2, SHEET C3.1. 12 34.04' 5' R25' R25' 4' HIGH POWDER COATED CHAIN LINK FENCE 3 3 LANDSCAPE (SEE PLANS BY OTHERS) SAWCUT, REMOVE AND REPLACE 2' 11 RIDGE LINE 12 170TH ST SE 8' 8' 8' 7.5' 8' 8' 8' 8' 8' 8' 8' 8' 8' 8' DOG PARK ENTRANCE DOG PARK 5' R25' R25' R25' R25' R25' R25' R25' 3 3 3 3 3 3 3 8 20' 5' 5' 10' 12' 5 5 REVIEW ENGINEER APPROVAL STAMP 13 8' 8' 8' 8' 8' 8' 8' 10 10 10 10 10 10 10 COVERED PARKING CANOPY COVERED PARKING CANOPY (SEE ARCH PLANS), TYP. SEE PLANS BY OTHERS FOR HARDSCAPING SEE PLANS BY OTHERS FOR HARDSCAPING SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C3.1.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C3.1 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C3.1 8 CQN CQN WED 1" = 30' R314166.01 WED PAVING AND SITE PLAN DETAILSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 4" PAVEMENT 2" CSTC 8" GRAVEL BASE SUBGRADE, COMPACTED TO 95% OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM:D 1557. PER PLANS 1 HEAVY DUTY ASPHALT PAVEMENT SECTION SCALE: NTS 1 NOTES: 1. ALL DEPTHS PROVIDED ARE COMPACTED DEPTHS. 2. PAVING SECTION PER RECOMMENDATION IN GEOTECHNICAL REPORT FROM QUALITY GEO NW,PLLC, DATED OCTOBER 29, 2021. 1 2 3 STANDARD DUTY ASPHALT PAVEMENT SECTION SCALE: NTS 2 REVIEW ENGINEER APPROVAL STAMP 2 3 4 3" PAVEMENT 2" CSTC 5" GRAVEL BASE SUBGRADE, COMPACTED TO 95% OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM:D 1557. PER PLANS 1 NOTES: 1. ALL DEPTHS PROVIDED ARE COMPACTED DEPTHS. 2. PAVING SECTION PER RECOMMENDATION IN GEOTECHNICAL REPORT FROM QUALITY GEO NW,PLLC, DATED OCTOBER 29, 2021. 1 2 3 2 3 4 4 4 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C 3.2.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C3.2 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C3.2 9 CQN CQN WED 1" = 30' R314166.01 WED CURB RAMP DETAILSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 REVIEW ENGINEER APPROVAL STAMP RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL X X X X X X X X X X X X X X X X X X X X X X X X RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL > > > > > > > FL 349.20 FG 349.48 FG 349.70 FG 349.70 FL 349.70 FL 349.70FL 348.98FL 348.98 FL 349.13 FG 349.09 FL 349.34 FL 349.13 FL 348.73 FL 348.70 FG 348.90 FL 349.73 FL 349.49 FG 349.70 FG 349.60 FG 349.60 FL 349.70 FL 349.67 FL 350.03 FL 349.87 FL 348.25FL 348.12 FL 347.94 FL 349.52 FL 349.85 FL 348.09 FL 347.98 FG 348.37 FL 348.02 FL 347.87 FL 347.85 FL 348.02 FL 348.10 FG 348.05 FG 347.85 FL 347.89 FL 347.85 FL 347.87 FL 349.69 FL 349.69 FL 349.24 FL 349.42 FL 349.60 FL 349.20 FL 348.57 FL 349.08 FL 349.29 FG 349.26 FG 349.28 FG 349.26 FL 349.29 FL 349.08 FG 350.03 FG 350.03 FG 350.03 FL 348.26 FL 349.06 FL 348.95 FG 350.03 FL 348.17 FG 348.72 FG 348.81 FG 348.09 FL 348.00 FG 349.73 FG 349.83 FG 348.92FG 349.34 FG 348.20FG 349.04 FG 348.09 FL 347.95 FL 349.20 FL 349.20 FL 348.48 FL 348.31 FL 348.27 FL 348.23 FG 348.33 FG 348.33 FL 348.23 FL 348.24 FL 348.31 FL 349.49 FL 349.37 FL 349.42FG 349.83 FG 348.48 FG 348.49 FL 349.94FL 349.74 FG 350.14FG 350.15 FG 350.26 FG 350.26 FG 350.49 FL 348.92 FL 348.83 FG 348.93 FG 348.86 FL 348.52 FL 348.45 FL 348.80 FL 348.38 FL 348.33 FL 348.23 FL 348.09 FL 348.35 FG 349.17 FG 349.17 FG 349.17 FG 349.17 FG 348.83 FG 348.84 FL 348.12 FG 348.67 FL 347.92 FL 347.97 FG 348.09 FG 348.09 FL 348.11 FL 347.89 FG 348.39 FG 348.65 FG 348.57 FG 348.61 FG 348.61 FG 348.93 FG 350.43 FL 348.17 FL 347.99 FL 347.94 FL 348.12 FL 348.12 FG 348.12 FL 347.94 FL 347.94 FG 348.54 FG 348.64 FL 348.12 FL 348.12 FG 348.67 FG 348.67 FG 348.72 349 349 349 349 349 349 349 349 348 349 350 350 350 350 350 350 349 350 349 348 350 350 350 349 349 349 FG 349.07 FG 349.30 FG 349.96 349 3.7% 1.2% 1.2% 2.6% 4.3% 3.8% 1.6% 1.8% 1.8% 1.1% D D D D D D D D D D D D D D 348 348 349 349 349 350 350 348 348 349 FG 349.02 FG 349.44 FL 348.68 FG 348.61 FL 348.92 FG 349.29 FG 348.72 FL 348.53 FL 347.95 FL 347.97 HP 347.90 345 344 346 347 348 349 345 344 346 347 348 341 342 343 344 345 346 347 348 349 349 350 350 349 349 349 350 349 349 348 347 346 345 344 343 348 349 STORM POINT TABLE SD-# 1 2 3 4 5 6 7 8 9 10 11 NORTHING 591156.78 591126.11 591302.31 591316.55 591306.06 591334.03 591404.08 591450.58 591482.48 591440.23 591416.53 EASTING 1121199.97 1121371.39 1121376.35 1121352.91 1121314.38 1121312.85 1121251.30 1121211.47 1121178.00 1121158.76 1121170.24 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C4.0.DW G SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C4.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 FFE=349.08' FFE=349.80' FFE=349.23' FFE=350.36' FFE=349.20' FFE=349.01' FFE=350.13' FFE=347.99' FFE=349.27' RIDGE LINE RIDGE LINE 20 40 SCALE IN FEET 01020 (1" = 20') N 1. 8" PVC AT MINIMUM 0.25% SLOPE FOR ROOF DRAIN LEADER. ROOF DRAIN LINE OFFSET FOR CLARITY. 2. CATCH BASIN WITH CONTECH STORMFILTER. SEE RIM AND INVERT INFORMATION ON SHEETS. SEE DETAIL 1, SHEET C4.1 3. YARD DRAIN. SEE RIM AND INVERT INFORMATION ON THIS SHEET. 4. INFILTRATION TRENCH #1. 40' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.13' PERF. PIPE IE = 345.13'. BOTTOM TRENCH ELEV. 344.63' (SEE DETAIL 9 AND 10, SHEET C4.1). 5. INFILTRATION TRENCH #2. 35' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 344.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 6. INFILTRATION TRENCH #3. 25' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 344.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 7. INFILTRATION TRENCH #4. 20' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.78' PERF. PIPE IE = 345.78'. BOTTOM TRENCH ELEV. 345.28' (SEE DETAIL 9 AND 10, SHEET C4.1). 8. INFILTRATION TRENCH #5. 25' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.12' PERF. PIPE IE = 345.12'. BOTTOM TRENCH ELEV. 344.62' (SEE DETAIL 9 AND 10, SHEET C4.1). 9. INFILTRATION TRENCH #6. 18' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 345.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 10. STORM DRAINAGE SWALE 11. CATCH BASIN WITH OLDCASTLE FLOGARD, SEE DETAIL 8 ON SHEET C4.1 12. CONSTRUCT CATCH BASIN AT FACE OF CURB 13. CANOPY ABOVE X CONSTRUCTION NOTES 1 1 1 1 1 1 1 1 1 1 1 2 4 7 8 9 5 6 SD-1 RIM=348.21 IE=345.91 SD-2 RIM=348.27 IE=345.972 SD-3 RIM=347.81 IE=345.51 2 SD-4 RIM=347.85 IE=346.85 11 SD-5 RIM=348.02 IE=346.08 11 SD-7 RIM=347.58 IE=345.282 SD-6 RIM=347.59 IE=345.29 2 SD-8 RIM=347.60 IE=345.30 2 3 SD-10 RIM=348.00 IE=346.10 11SD-9 RIM=347.83 IE=346.56 17 LF 6" Ø PVC 43 LF 6" Ø PVC C4.0 10 CQN CQN WED 1" = 30' R314166.01 WED GRADING AND DRAINAGE PLANMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 30 LF 10" Ø DI @ 0.5% 39 LF 6" Ø PVC 8 LF 6" Ø PVC 35 LF 6" Ø PVC 27 LF 10" Ø DI @ 0.7% 10 LF 10" Ø DI @ 1.6% 15 LF 10" Ø DI @ 1.0% 6 LF 6" Ø PVC 29 LF 6" Ø PVC 34 LF 10" Ø DI @ 1.4% 46 LF 10" Ø DI @ 1.0% 10 7 LF 6" Ø PVC 12 LF 6" Ø PVC LEGEND: RDL RDL ROOF DRAIN LEADER > > > STORM DITCH PROJECT BOUNDARY STORM YARD DRAIN 17 LF 6" Ø PVC 51 LF 6" Ø PVC 12 12 STORM DRAIN CATCH BASIN, WITH CONTECH STORMFILTER 35 LF 6" Ø PVC STORM DRAIN CATCH BASIN, WITH OLDCASTLE FLOGARD HIGH POINTHP BLDG C BLDG B BLDG A 13 13 13 13 RIDGE LINE REVIEW ENGINEER APPROVAL STAMP SEE OFFSITE PLANS FOR GRADING OF ACCESS DRIVE NOTE: CONTRACTOR TO LOCATE ALL DRAIN LINES AND UTILITIES TO AVOID CONFLICT WITH COVERED CANOPY SUPPORT COLUMNS/POSTS 3 SD-11 RIM=348.00 IE=345.84 26 LF 10" Ø DI @ 1.0% DRAIN PLAZA TOWARDS YARD DRAIN VARIES 10' 18" VARIES VARIES 6" 5' MIN. ASPHALT, SEE PAVING DESIGN FOR THICKNESS CRUSHED ROCK. SEE PAVING DESIGN FOR THICKNESS MINIMUM 6" NATIVE BACKFILL WILL VARY DEPENDING ON FINISH GRADE ELEVATION FINISH GRADE ELEV. VARIES 1.5" TO 0.75" NON FRACTURED DRAIN ROCK EQUIV. TO WSDOT SPEC 9-03.12(5) LAYER OF GEOTEXTILE FABRIC AROUND TOP, BOTTOM AND SIDES OF TRENCH. GEOTEXTILE FOR UNDERGROUND DRAINAGE, LOW SURVIVABILITY, CLASS C, FROM TABLES A.1 AND A.2 IN THE PCSWM APPENDIX V-A GEOTEXTILE SPECIFICATIONS. 6" PERFORATED HDPE, TYP. ELEV = VARIES ELEV = VARIES 24" 6" PERFORATED PIPE CONNECT ROOF DRAIN LEADER LINE TO PERFORATED PIPE WITH TEE CATCH BASIN INFILTRATION TRENCH 10' VARIES CATCH BASIN ALTERNATE LOCATION SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C4.1.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C4.1 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C4.1 11 CQN CQN WED 1" = 30' R314166.01 WED DRAINAGE DETAILSMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 CATCH BASIN WITH CONTECH STORMFILTER SCALE: NTS 1 C4.1 INFILTRATION TRENCH SCALE: NOT TO SCALE 9 C4.1 PERFORATED PIPE NOTE FOR INFILTRATION TRENCHES: PERFORATED HDPE UNDERDRAIN PIPE MEETING WSDOT SPECIFICATION CHAPTER 9-05.2 (2) MAY BE USED WITH THE ADDITIONAL CONDITIONS:. 1. THE PERFORATIONS SHALL BE CIRCULAR AND A MINIMUM OF 1/2" DIAMETER. 2. THEY SHALL BE CLEANLY CUT AND BE SMOOTH AND UNIFORM WITH NO EXCESS MATERIAL LEFT FROM THE HOLE PERFORATIONS PROCESS. 3. THERE SHALL BE A MINIMUM OF 7 SETS OF PERFORATIONS WITH 2 HOLES PER SET OF PERFORATIONS FOR EACH 3.5' OF PIPE LENGTH. 4. RUBBER GASKETS OR GROUTING OF THE JOINTS FOR PERFORATED PIPE RUNS WILL NOT BE REQUIRED. 5. INSPECTION OF THE PERFORATED HDPE PIPE SHALL BE MADE BY THE MUNICIPALITY BEFORE INSTALLATION OF THE PIPE IN THE GROUND. TYPICAL INFILTRATION TRENCH PLAN VIEW SCALE: NOT TO SCALE 10 C4.1 OLDCASTLE CATCH BASIN WITH FILTER SCALE: NTS 8 C4.1 CATCH BASIN SD-1 SCALE: NTS 2 C4.1 SD-1 0.012 0.139 100 18" 4.58 348.21' - 6"345.91' CATCH BASIN SD-2 SCALE: NTS 3 C4.1 SD-2 0.007 0.076 100 18" 2.52 348.27' - 6"345.97' CATCH BASIN SD-3 SCALE: NTS 4 C4.1 SD-3 0.008 0.091 100 18" 3.01 347.81' - 6"345.51' CATCH BASIN SD-6 SCALE: NTS 5 C4.1 SD-6 0.008 0.094 100 18" 3.08 347.59' - 6"345.29' CATCH BASIN SD-7 SCALE: NTS 6 C4.1 SD-7 0.013 0.015 100 18" 4.97 347.58' - 6"345.28' CATCH BASIN SD-8 SCALE: NTS 7 C4.1 SD-8 0.008 0.088 100 18" 2.89 347.60' - 6"345.30' REVIEW ENGINEER APPROVAL STAMP X X X X X X X X X X X X X X X X X X > > > > > > > F F F F F F F F F F F F W W W W W W W W W W W W W W W W W W W F F W W W W W W F F F F F F F F F W W W W W W W W WATER POINT TABLE # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 NORTHING 591321.47 591307.60 591320.24 591306.12 591294.56 591320.06 591410.94 591465.12 591457.73 591319.74 591295.53 591319.37 591205.99 591205.83 591317.16 591360.51 591495.21 591500.08 591317.02 591349.04 591348.18 591316.88 591326.34 591325.27 591307.61 591307.43 591330.39 591329.72 591343.53 591359.23 591365.38 591329.35 591312.58 591372.45 591372.98 591211.01 591268.31 591280.57 591494.85 EASTING 1121178.53 1121178.14 1121222.41 1121222.01 1121233.19 1121228.83 1121231.39 1121176.80 1121168.98 1121240.11 1121239.42 1121253.21 1121250.01 1121255.82 1121331.47 1121332.69 1121205.38 1121210.53 1121336.47 1121337.37 1121367.79 1121341.47 1121341.73 1121380.17 1121379.68 1121386.17 1121341.85 1121365.44 1121342.22 1121358.84 1121353.01 1121381.29 1121380.81 1121346.35 1121327.46 1121249.16 1121250.66 1121239.07 1121212.27 6. DOUBLE DETECTOR CHECK VALVE AND VAULT. CONTRACTOR TO INSTALL IN ACCORDANCE WITH COY STD DWG 4-4, 4-4.2, 4-4.3 SHEET C5.1. 14. 1" IRRIGATION METER WITH DOUBLE CHECK VALVE ASSEMBLY. CONTRACTOR TO INSTALL IN ACCORDANCE WITH COY STD DWG 4-17 SHEET C5.2. 5. 2" SINGLE METER, VAULT, AND REDUCED PRESSURE BACKFLOW ASSEMBLY TO BE INSTALLED BY CITY OF YELM. SEE COY STD DWG 4-3 AND 4-6 SHEET C5.1 AND COY STD DWG 4-17 SHEET C5.2. SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C5.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C5.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 20 40 SCALE IN FEET 01020 (1" = 20') N LEGEND: FIRE HYDRANT NOTES: 1. FOR THRUST BLOCKING SEE WATER NOTES ON SHEET C1.1. 2. FOR STANDARD BLOCKING DETAIL AND THRUST LOADS, SEE COY STD DWG 4-13 AND 4-14, SHEET C5.2. 3. PROVIDED MINIMUM OF 1.5' OF VERTICAL SEPARATION AND 10' OF HORIZONTAL SEPARATION FROM SEWER PIPE TO WATER PIPES. IF LESS THAN 1.5' OF VERTICAL SEPARATION IS ACHIEVABLE, IT MAY BE NESCESSARY TO ENCASE THE WATER PIPE AND/OR SEWER SERVICE IN PIPE OR CONCRETE. NO CONCRETE SHALL BE INSTALLED UNLESS SPECIFICALLY DIRECTED BY THE CITY OF YELM. 4. FOR TYPICAL TRENCH SECTION, SEE DETAIL 4-15, SHEET C5.2. 5. FOR UTILITY PATCH, SEE COY STD DWG 2-10, SHEET C5.2 6. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH CITY OF YELM SPECIFICATION. 6. FOR OFFSITE WATER, SEE S 170TH ST FORCE MAIN PLANS FOR ADDITIONAL INFORMATION. 9. 8" GATE VALVE, FL X MJ. 10. FIRE HYDRANT ASSEMBLY, SEE COY STD DWG 4-7, SHEET C5.1. 11. FIRE DEPARTMENT CONNECTION ASSEMBLY, SEE COY STD DWG 4-4.4, SHEET C5.1. 12. POST INDICATOR VALVE. 13. TEMPORARY BLOW-OFF, SEE COY STD 4-4.1. 14. SERVICE SADDLE. 16. 90° BEND, MJ, WITH THRUST BLOCKING. 17. 45° BEND, MJ, WITH THRUST BLOCKING. 8 9 10 11 12 13 14 15 WATER SERVICE LINE CONSTRUCTION NOTES: 1. POINT OF CONNECTION INTO EXISTING WATER MAIN SHALL BE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION AND DEPTH OF THE EXISTING MAIN AND THE FITTINGS REQUIRED TO MAKE THE CONNECTIONS. 2. 8"Ø CLASS 52 DUCTILE IRON PIPE TO BE INSTALLED BY DEVELOPER. SEE PLAN FOR LENGTH. 3. 6"Ø CLASS 52 DUCTILE IRON PIPE. SEE COY STD DWG 4-15, SHEET C5.1 FOR TRENCHING REQUIREMENTS. SEE PLAN FOR LENGTH. 4. 3"Ø 5100 POLYETHYLENE PIPE. SEE COY STD DWG 4-15, SHEET C5.1 FOR TRENCHING REQUIREMENTS. SEE PLAN FOR LENGTH. 1 2 3 4 5 6 PROPOSED BUILDING OUTLINE PROPOSED BUILDING OUTLINE PROPOSED BUILDING OUTLINE 2 2 2 2 78' 12' 44' 6' 3 14' 3 3 3 3 3 5 14 14' 16' 91' 77' 11' 6 7 7 9 9 10 11 26 26 WATER SERVICE LINE POST INDICATOR VALVE DOMESTIC WATER METER F FIRE DEPARTMENT CONNECTION C5.0 WATER PLAN MATCH LINE, SEE BOTTOM RIGHT OF PAGE MATCH LINE 3 94' 4 113' 3 204' BLDG A BLDG C BLDG B 9. 8" X 6" REDUCER, FL X MJ. 16 13 12 17 9. BLDG A DOMESTIC POC, 532 WSFU, 135 GPM, 3"Ø PIPE 10. BLDG A FIRE POC, 75-225 GPM, 4"Ø PIPE 11. BLDG B DOMESTIC POC, 427 WSFU, 112.5 GPM, 2.5"Ø PIPE 12. BLDG B FIRE POC, 75-225 GPM, 4"Ø PIPE 13. BLDG C DOMESTIC POC, 221 WSFU, 70 GPM, 2.5"Ø PIPE 14. BLDG C FIRE POC, 64-175 GPM, 4"Ø PIPE 17 18 19 20 21 22 7. CONNECT FIRE SERVICE LINE TO BUILDING SPRINKLER RISER. SEE MECHANICAL PLANS FOR ADDITIONAL INFORMATION. 21 22 18 FFE=350.13' FFE=350.36' FFE=349.27' 7 14. PROVIDE 1' MINIMUM VERTICAL SEPARATION. 23 UTILITY TRANSFORMER 1 1 1 2 3 4 5 6 5 6 5 POWER CONSTRUCTION NOTES: 600A CT CABINET 800A METER CENTER 1200A METER CENTER 1 2 3 4 5 6 HOUSE METER UTILITY TRANSFORMER UNIT METER 24 24 13 14. 22.5° BEND, MJ, WITH THRUST BLOCKING. 25 27 14' 15 14. 8" X 6" TEE, FL. 26 25 14 3 8' 5 2 13' 1 26 6 10 12 2 4 5 14 3 7 9 8 13 11 14 17 18 GATE VALVE, FLxMJ 45 DEGREE BEND, MJ 22 1/2 DEGREE BEND, MJ THRUST BLOCK 90 DEGREE BEND, MJ TEE, FL REVIEW ENGINEER APPROVAL STAMP RIGHT-OF-WAY LINE SEE OFF-SITE PLANS FOR MORE INFORMATION 14 14. 1" DIAMETER 5100 POLY... 27 14. 6" GATE VALVE, FL X MJ. 28 1 C5.1 14 36 15 15 37 38 6 15' WATER EASEMENT 39 (ADDED FOR CONTRACTORS BENEFIT WHEN COORDINATING THEIR POWER WORK WITH ON-SITE UTILITIES) WATER POINT TABLE # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 NORTHING 591321.47 591307.60 591320.24 591306.12 591294.56 591320.06 591409.06 591465.90 591457.73 591319.74 591295.53 591319.37 591205.99 591205.83 591317.16 591360.51 591495.21 591500.08 591317.02 591349.04 591348.18 591316.88 591326.34 591325.27 591307.61 591307.43 591330.39 591329.72 591343.53 591359.23 591365.38 591329.35 591312.58 591372.45 591372.98 591211.01 591268.31 591280.57 591494.85 EASTING 1121178.53 1121178.14 1121222.41 1121222.01 1121233.19 1121228.83 1121231.34 1121177.62 1121168.98 1121240.11 1121239.42 1121253.21 1121250.01 1121255.82 1121331.47 1121332.69 1121205.38 1121210.53 1121336.47 1121337.37 1121367.79 1121341.47 1121341.73 1121380.17 1121379.68 1121386.17 1121341.85 1121365.44 1121342.22 1121358.84 1121353.01 1121381.29 1121380.81 1121346.35 1121327.46 1121249.16 1121250.66 1121239.07 1121212.27 F F F F F F F F F W W F F F F W W W W W W W W W W W W W W W F F F F F F F F F F F F W W W W W W W W W F F W W W F F F F F F 6. DOUBLE DETECTOR CHECK VALVE AND VAULT. CONTRACTOR TO INSTALL IN ACCORDANCE WITH COY STD DWG 4-4, 4-4.3 SHEET C5.1 AND COY STD DWG 4-4.2 SHEET C5.2 14. IRRIGATION METER WITH DOUBLE CHECK VALVE ASSEMBLY. CONTRACTOR TO INSTALL IN ACCORDANCE WITH COY STD DWG 4-3, 4-4.3, 4-4, 4-6, SHEET C5.1 AND COY STD DWG 4-4.2 SHEET C5.25. 2" SINGLE METER, VAULT, AND REDUCED PRESSURE BACKFLOW ASSEMBLY TO BE INSTALLED BY CITY OF YELM. SEE COY STD DWG 4-3 AND 4-6 SHEET C5.1 AND COY STD DWG 4-17 SHEET C5.2 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C5.1.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C5.1 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 5' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 SCALE IN FEET 02.5 55 10 (1" = 5') N LEGEND: FIRE HYDRANT NOTES: 1. FOR THRUST BLOCKING SEE WATER NOTES ON SHEET C1.1. 2. SEE COY STD DWG 4-13 AND 4-14 STANDARD BLOCKING DETAIL AND THRUST LOADS. 3. PROVIDED MINIMUM OF 1.5' OF VERTICAL SEPARATION AND 10' OF HORIZONTAL SEPARATION FROM SEWER PIPE TO WATER PIPES. IF LESS THAN 1.5' OF VERTICAL SEPARATION IS ACHIEVABLE, IT MAY BE NESCESSARY TO ENCASE THE WATER PIPE AND/OR SEWER SERVICE IN PIPE OR CONCRETE. NO CONCRETE SHALL BE INSTALLED UNLESS SPECIFICALLY DIRECTED BY THE CITY OF YELM. 4. FOR TYPICAL TRENCH SECTION, SEE DETAIL 4-15, SHEET C5.1. 5. FOR UTILITY PATCH, SEE COY STD DWG 2-10, SHEET C5.2 6. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH CITY OF YELM SPECIFICATION. 9. 8"Ø GATE VALVE, FL X MJ. 10. FIRE HYDRANT ASSEMBLY, SEE COY STD DWG 4-7, SHEET C5.1. 11. FIRE DEPARTMENT CONNECTION ASSEMBLY, SEE COY STD DWG 4-4.4, SHEET C5.1. 12. POST INDICATOR VALVE. 13. TEMPORARY BLOW-OFF, SEE COY STD 4-4.1. 14. 3" SERVICE SADDLE 16. 90° BEND, MJ, WITH THRUST BLOCKING 17. 45° BEND, MJ, WITH THRUST BLOCKING 8 9 10 11 12 13 14 15 WATER SERVICE LINE CONSTRUCTION NOTES: 1. POINT OF CONNECTION INTO EXISTING WATER MAIN SHALL BE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATION AND DEPTH OF THE EXISTING MAIN AND THE FITTINGS REQUIRED TO MAKE THE CONNECTIONS. 2. 8"Ø CLASS 52 DUCTILE IRON PIPE TO BE INSTALLED BY DEVELOPER. SEE PLAN FOR LENGTH. 3. 6"Ø CLASS 52 DUCTILE IRON PIPE. SEE COY STD DWG 4-15, SHEET C5.1 FOR TRENCHING REQUIREMENTS. SEE PLAN FOR LENGTH. 4. 3"Ø 5100 POLYETHYLENE PIPE. SEE COY STD DWG 4-15, SHEET C5.1 FOR TRENCHING REQUIREMENTS. SEE PLAN FOR LENGTH. 1 2 3 4 5 6 WATER SERVICE LINE POST INDICATOR VALVE DOMESTIC WATER METER F FIRE DEPARTMENT CONNECTION C5.1 WATER PLAN DETAIL 9. 3"Ø RESILENT WEDGE GATE VALVE, FJ X MJ. 16 13 9. BLDG A DOMESTIC POC, 532 WSFU, 135 GPM, 3"Ø PIPE 10. BLDG A FIRE POC, 75-225 GPM, 4"Ø PIPE 11. BLDG B DOMESTIC POC, 427 WSFU, 112.5 GPM, 2.5"Ø PIPE 12. BLDG B FIRE POC, 75-225 GPM, 4"Ø PIPE 13. BLDG C DOMESTIC POC, 221 WSFU, 70 GPM, 2.5"Ø PIPE 14. BLDG C FIRE POC, 64-175 GPM, 4"Ø PIPE 17 18 19 20 21 22 7. CONNECT FIRE SERVICE LINE TO BUILDING SPRINKLER RISER. SEE MECHANICAL PLANS FOR ADDITIONAL INFORMATION. 7 14. PROVIDE 1' MINIMUM VERTICAL SEPARATION 23 UTILITY TRANSFORMER 24 14. 22.5° BEND, MJ, WITH THRUST BLOCKING 25 14. 8" X 6" TEE, MJ 26 GATE VALVE, FLxMJ 45 DEGREE BEND, MJ 22 1/2 DEGREE BEND, MJ THRUST BLOCK 90 DEGREE BEND, MJ TEE, MJ REVIEW ENGINEER APPROVAL STAMP 13 2 26 2 14 2 13 26 2 3 15 4 15 15 3 15 3 10 6 11 14 3 4 14 414 4 19 7 3 14 3 14 3 10 6 11 5 20 23 3 3 14 3 9 15 19 22 23 24 26 29 16 34 30 21 28 3233 35 20 31 27 25 10' 18' 9' 17' 11' 5' 5' 3 32' 43' 30' 9' 4' 13' 23' 4' 5' 19' 38' 19' WATER PLAN SCALE: 1" = 5' 1 C5.0 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C5.2.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C5.2 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C5.2 WATER DETAILS 14 REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C5.3.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C5.3 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C5.3 WATER DETAILS 15 REVIEW ENGINEER APPROVAL STAMP X X X X X X X X X X X X X X X X X X S S S S S S S S S S S S S S S S S S S W W W 9. 6" SCHEDULE 40 PVC, SANITARY SEWER LINE @ 1% GRADE. 10. 2" SCHEDULE 40 PVC, FORCE MAIN LINE, SEE COY STD DWG 5-1, SHEET C5.2. 12. CONNECTION TO MAIN SEWER LINE TO BE LIVE TAPPED WITH SPEARS "HOT TAP SADDLE". 14. SANITARY SEWER CLEANOUT, SEE COY STD DWG 5-20, SHEET C5.2. 16. SANITARY SEWER MANHOLE COVER PROPOSED SANITARY SEWER CONNECTION TO BUILDINGS PLUMBING, CONTRACTOR TO PROVIDE TYPICAL LATERAL CONNECTION TO SEWER MAIN. SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 20 40 SCALE IN FEET 01020 (1" = 20') N STEP TANK SIZING AND NUMBER OF TANKS 6,000 GALLON TANK (RECOMMENDED) 100 GALLONS PER PERSON PER DAY, DOE TABLE G2-2 BUILDING A & B = 48 PEOPLE (GIVEN BY ARCHITECT) BUILDING C = 24 PEOPLE (GIVEN BY ARCHITECT) LIQUID VOLUME MUST NOT EXCEED APPROXIMATELY 65 TO 75 PERCENT OF THE TOTAL TANK VOLUME. TANK VOLUME = 6,000 GALLONS * 65% OF TOTAL TANK VOLUME = 3,900 GALLONS 1 ADDITIONAL 6,000 GALLON TANK NEEDED FOR PUMPING V = LIQUID VOLUME Q = PEAK DAY FLOW FOR THE STRUCTURE(S) BEING SERVED V = 1.5Q (RESIDENTIAL STRENGTH WASTE) DOE C1-32 BUILDING A & B CALCULATION: Q = 100 GALLONS PER PERSON PER DAY * 48 PEOPLE = 4,800 GALLONS PER DAY V = 1.5 * (4,800 GALLONS PER DAY) = 7,200 GALLONS PER DAY OF LIQUID VOLUME 7,200 GALLONS TOTAL / 3,900 GALLONS PER TANK = 1.8 ≈ (2) 6,000 GALLON HOLDING TANKS NEEDED BUILDING C CALCULATION: Q = 100 GALLONS PER PERSON PER DAY * 48 PEOPLE = 4,800 GALLONS PER DAY V = 1.5 * (4,800 GALLONS PER DAY) = 7,200 GALLONS PER DAY OF LIQUID VOLUME 7,200 GALLONS TOTAL / 3,900 GALLONS PER TANK = 1.8 ≈ (2) 6,000 GALLON HOLDING TANKS NEEDED LEGEND: NOTES: 1. SEE SEWER NOTES ON SHEET C1.1. 2. PROVIDED MINIMUM OF 1.5' OF VERTICAL SEPARATION AND 10' OF HORIZONTAL SEPARATION FROM SEWER PIPE TO WATER PIPES. IF LESS THAN 1.5' OF VERTICAL SEPARATION IS ACHIEVABLE, IT MAY BE NESCESSARY TO ENCASE THE WATER PIPE AND/OR SEWER SERVICE IN PIPE OR CONCRETE. NO CONCRETE SHALL BE INSTALLED UNLESS SPECIFICALLY DIRECTED BY THE CITY OF YELM. 3. STEP TANK PUMP SHALL BE ORENCO MODEL P200511 OR APPROVED EQUAL. 4. FOR UTILITY PATCH, SEE COY STD DWG 2-10, SHEET C5.2 5. ALL UTILITY WORK SHALL BE IN ACCORDANCE WITH CITY OF YELM SPECIFICATION. 6. FOR OFFSITE SEWER, SEE S 170TH ST FORCE MAIN PLANS FOR ADDITIONAL INFORMATION. PROPOSED BUILDING OUTLINE PROPOSED BUILDING OUTLINE PROPOSED BUILDING OUTLINE S SANITARY SEWER SERVICE LINE FM FORCE MAIN LINE SANITARY SEWER CLEANOUT SANITARY SEWER LINE CONSTRUCTION NOTES: 6,000 GALLON HOLDING STEP TANK, SEE FETEX DWG AND COY STD DWG 5-16, SHEET C5.2. 172' 32' 75' 22' C6.0 SEWER PLAN MATCH LINE, SEE BOTTOM RIGHT OF PAGE MATCH LINE 6,000 GALLON PUMPING TANK, SEE FETEX DWG AND COY STD DWG 5-16, SHEET C5.2. STEP TANK TYPICAL PUMP CONTROL PANEL, SEE COY STD DWG 5-7, SHEET C5.2. CONTRACTOR TO PROVIDE POWER FROM BUILDING A TO PUMP CONTROL PANEL PER NEC STANDARDS 105' BLDG A BLDG C BLDG B DUPLEX PUMP SYSTEM WITH ORENCO PF300511 PUMP. SEE UTILITIES PUMP DETAILS, SHEET C5.3. 16 16. BLDG A SANITARY POC, 402 DFU, 6"Ø PIPE 16. BLDG B SANITARY POC, 318 DFU, 6"Ø PIPE 16. BLDG C SANITARY POC, 162 DFU, 4"Ø PIPE FFE=350.13' FFE=350.36' FFE=349.27' SSCO-1 RIM TO GRADE IE=346.83' N=591216.02 E=1121302.56 SSCO-3 RIM=348.74' IE=344.86' N=591255.18 E=1121329.18 SSCO-2 RIM TO GRADE IE=345.33' N=591290.71 E=1121304.65 6' IE=343.46' 54' SSCO-5 RIM=347.88' IE=344.18' N=591444.66 E=1121238.93 72' 20' IE=343.46' SSCO-4 RIM TO GRADE IE=343.70' N=591349.94 E=1121284.69 IE=343.46' 16. 6" SCHEDULE 40 PVC, SANITARY SEWER LINE @ 1.1% GRADE. 16. 6" SCHEDULE 40 PVC, SANITARY SEWER LINE @ 2% GRADE. 92' 170TH ST SE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 1 10 4 2 8 2 7 15 14 15 157 8 14 8 14 7 12 13 8 113 REVIEW ENGINEER APPROVAL STAMP 6 8 8 COTG IE=345.45' 8 COTG IE=344.38' SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.1-5.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.1-5 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C6.1 SEWER DETAILS 17 REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.1-5.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.1-5 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C6.2 SEWER DETAILS 18 REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.1-5.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.1-5 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C6.3 SEWER DETAILS 19 REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.1-5.DW G SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.1-5 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C6.4 SEWER DETAILS - MORE TANKS 20 REVIEW ENGINEER APPROVAL STAMP SHEET: of 21 DRAWING NO. 01/05/22 | 4:08 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C6.1-5.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C6.1-5 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 CQN CQN WED 1" = 20' R314166.01 WED MARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 C6.5 SEWER DETAILS - NOTES AND SPECS 21 REVIEW ENGINEER APPROVAL STAMP R314166.01 2022.01.06 Drainage Report.pdfDRAINAGE REPORT FOR IMPORT CENTER HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page i of vi HYDROLOGIC ENGINEERING REPORT FOR NISQUALLY LANDING GRADING, EROSION CONTROL & DRAINAGE YELM, WASHINGTON January 6, 2022 Property Address: 17021 103rd Ave SE Yelm, WA 98597 Thurston County Parcel #: 64303100500 Developer: Marathon Development 160 NW Gilman Blvd, Suite 248 Issaquah, WA 98027 Contact: Andrew Montero (425) 269-5516 Prepared by: HUITT-ZOLLARS, INC. 1102 Broadway, Suite 301 Tacoma, WA 98402 Contact: Bill Dunning, PE Cong Nguyen, EIT (253) 627-9131 HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page ii of vi Page Intentionally Blank HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page iv of vi Page Intentionally Blank HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page v of vi TABLE OF CONTENTS SECTION 1: Proposed Project Description ............................................................................. ................... 1 SECTION 2: Existing Site Conditions.......................................................................................................... 3 SECTION 3: Geotechnical Report .............................................................................................................. 4 SECTION 4: Wells and Septic Systems .......................................... ............................................................ 4 SECTION 5: Fuels Tanks ................................................................................................................. ........... 4 SECTION 6: Analysis of the 100-Year Flood ............................................................................................... 4 SECTION 7: Aesthetic Considerations for Facilities ................................................................................... 4 SECTION 8: Facility Sizing and Offsite Analysis ................................................. ........................................ 5 SECTION 9: Construction Stormwater Pollution Prevention Plan ............................................................. 5 SECTION 10: Utilities ................................................................................................................................ 7 SECTION 11: Covenants, Dedications, Easements ..................... ................................................................ 7 SECTION 12: Other Permits or Conditions Placed on the Project .............................................................. 7 LIST OF FIGURES: Figure 1: Vicinity Map .......................................................................................................... 11 Figure 2: Soils Map ......................... ...................................................................................... 13 Figure 3: Temporary Erosion and Sediment Control Plan ....................................................... 15 Figure 4: Grading and Drainage Plan ..................................................................................... 17 Figure 5: Drainage Basin Map ......................................... ...................................................... 19 Figure 6: Contech Stormfilters .............................................................................................. 21 LIST OF TABLES: Table 1: Surface Coverage ...................................................................................................... 5 LIST OF APPENDICES: APPENDIX A: SUPPORTING FIGURES ...................................................................................................... 9 APPENDIX B: WWHM REPORT ............................................... ............................................................... 23 APPENDIX C: GEOTECHNCIAL REPORT ................................................................................................. 25 APPENDIX D: OPERATIONS AND MAINTENANCE CHECKLISTS ............................................................. 27 APPENDIX E: EMAIL CORRESPONDANCE ............................................... ............................................... 29 HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page vi of vi Page Intentionally Blank HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 1 of 30 SECTION 1: Proposed Project Description This Stormwater Control Plan (SCP) is associated with an administrative site plan review application for approval of a 60‐unit partment complex and associated features at 17021 103rd Ave SE, within the City of Yelm, also defined as Thurston County Tax Parcel number 64303100500. City zoning of the project site is Medium Density Residential (R‐ 6), in which the proposed use is a permitted use. This SCP was prepared in accordance with the 2012 Stormwater Management Manual for Western Washington (SMMWW) with 2014 amendments. Discussion of how the project will meet all applicable Minimum Requirements is provided below. A portion of the project site is within a High Groundwater Hazard Area and is thus subject to the requirements of Yelm Municipal Code section 18.21.080. Minimum Requirements Per SMMWW Volume 1, figure 2.4.1, all nine Minimum Requirements 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 Temporary erosion and sediment control measures are shown on the construction documents, as well as on Figure 3: Temporary Erosion and Sediment Control Plan (which is located in Appendix A). The Contractor shall keep a copy of this report onsite at all times and implement the Construction Stormwater Pollution Prevention Plan as part of the stormwater requirements. See 13 elements of the Stormwater Pollution Prevention Plan in Section 9 of this report. MR #3 – Source Control of Pollution The proposed site grading and construction activities are not anticipated to produce stormwater pollutants. It is not anticipated that construction vehicles will be fueled on-site. However, if necessary, the contractor is required to comply with all applicable state regulation for the refueling of construction equipment on the site. The project produces no potential stormwater pollutants, with the possible exception of typical vehicular traffic. Storage activities will be managed onsite in such a manner that will not expose waste to stormwater. Concrete handling will be performed per applicable standards. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 2 of 30 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, except for in the emergency overflow condition, which would result in overflow discharge to the high groundwater hazard area. As the in‐situ soils are well drained significant runoff from the site does not appear to occur in the natural condition. In the proposed condition runoff from all basins will be infiltrated or dispersed onsite, which mimics the natural drainage and infiltration pattern. There is little to no offsite run‐on to the development area. Existing relatively flat grades also limit offsite run‐on from the undeveloped property to the East. MR #5 – Onsite Stormwater Management SMMWW Volume I, figure 2.5.1, was used to identify and select Best Management Practices (BMPs) for management of stormwater. The flow chart in figure 2.5.1 indicates that because the project is required to meet all Minimum Requirements, it is also required to meet the Low Impact Development (LID) Performance Standard. Basins Refer to the Basin Map included in Appendix A. Lawn and Landscape Areas: All disturbed areas, including the roadside landscaping and landscape areas around the proposed apartment buildings and within the parking lot will contain soils meeting the Post Construction Soil Quality and Depth (BMP T5.13) requirements. Roof Areas: Stormwater runoff from the proposed apartment building, garage and car canopy areas will be tightlined to the infiltration trenches within their basin areas. The project will infiltrate 100% of stormwater runoff from the roof areas. See Minimum Requirement #7 below for additional information. Other Hard Surface Areas: Stormwater runoff from the entrance drive, parking lot, trash enclosures and landscape areas will be collected via catch basins with OldCastle Flogard treatment devices and Contech Stormfilter catch basins. These devices will capture and treat the stormwater runoff with respect to total suspended solids and water quality filtering in compliance with all applicable Department of Ecology standards. Treated stormwater will be conveyed to below-grade Infiltration Trenches (BMP T7.20) consisting of a 24” deep drainage rock section for storage and 100% infiltration. See Minimum Requirement #6 and #7 below for additional information. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 3 of 30 MR #6 – Runoff Treatment Treatment of runoff from pollution‐generating surfaces will be accomplished with the use of Contech stormfilter catch basins for the treatment of stormwater from all pollutant generating surfaces. The stormfilter catch basin have been sized based upon 50% of the 2-year design storm as shown in Appendix A. MR #7 – Flow Control Flow control for all basins is provided through the collection of all surface runoff for the developed site and infiltration of all collected stormwater runoff. See Appendix D for the Western Washington Hydrology Model (WWHM) output verifying that all runoff will be infiltrated by the proposed infiltration galleries. The Geotechnical Report in Appendix C recommends a long term design infiltration rate of 15 inches per hour be used in the native recessional outwash soils. Please refer to section 8 Facility Sizing for additional information. MR #8 – Wetlands Protection As this project does not discharge into a wetland, Minimum Requirement #8 is not applicable to this project. MR #9 – Operation and Maintenance A Stormwater Facility Maintenance Program consistent with the provisions of SMMWW Volume IV will be provided for the proposed stormwater facilities. SECTION 2: Existing Site Conditions The site is generally rectangular in shape, measures approximately 265 to 285 feet wide (east to west) by 900 to 915 feet deep (north to south) and encompasses about 5.62 acres. The site is bounded by 170th St SE to the West, 103rd Avenue Southeast to the North, Walmart to the South, and pasture to the East. The site generally slopes down from the Southwest and Northeast to a shallow drainage that runs from Southeast to Northwest through the central portion of the site. The bottom of the drainage gently slopes down to the Northwest at approximately 1 percent or less. The upper, Northeastern portion of the site slopes down to the Southwest at approximately 8 to 16 percent before flattening out to 1 percent or less through the central drainage. The southwestern portion of the site slopes up from the drainage at approximately 4 to 5 percent before flattening out to 1 percent or less in the southwestern corner of the site. The total topographic relief across the site is on the order of 18 feet and is depicted on the Stormwater Site Plan. Vegetation across the site generally consists of unmaintained grass and scotch broom. The northeastern portion of the site is vegetated with a moderate stand of fir trees with a sparse to moderate understory of small deciduous trees and native and invasive plants and shrubs. No areas of surficial erosion, standing water, seeps, springs, or deep‐ seated slope movement was observed during site reconnaissance. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 4 of 30 Soils The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey maps the site as being underlain by Spanaway gravelly sandy loam (110 and 113) soils. The Spanaway soils are derived from volcanic ash over gravelly outwash, have a “slight” erosion hazard when exposed, and are included in hydrologic soils group A. The 110 soils form on slopes of 0 to 3 percent, while the 113 soils form on slopes of 3 to 15 percent. The Washington Geologic Information Portal maps the site as being underlain by continental glacial outwash, gravel (Qgog). These soils were generally deposited during the most recent Vashon Stade of the Fraser Glaciation, some 12,000 to 15,000 years ago. The recessional outwash soils consist of a poorly sorted, lightly stratified mixture of sand and gravel that may contain localized deposits of clay and silt that were deposited by meltwater streams emanating from the retreating continental ice mass. The recessional outwash deposits are considered normally consolidated and offer moderate strength and compressibility characteristics, where undisturbed. Refer to the project geotechnical report for further detail of existing soil characteristics. Based on 2018/2019 wet season monitoring, the project geotechnical report indicates that the seasonally high groundwater level is approximately 22 feet below existing grades. However, per the email from Tami Merriman to Nick Taylor in Appendix E, dated 10/9/19, City of Yelm indicated that unless the bottom of the infiltration surfaces can be located at 344’ or above, then a mounding analysis would be required. Thus, shallow infiltration systems are proposed for basins A, B, and C, and the infiltration surface of each system will not be below 344’. See Grading and Drainage Plan for depiction of infiltration facility sections with elevations noted. SECTION 3: Geotechnical Report See the attached Geotechnical Report by Quality Geo in Appendix C. SECTION 4: Wells and Septic Systems There is one existing well and one existing septic system serving the single‐family residence at the northeast corner of the subject property. Existing wells and septic systems are also known to exist within 200’ of property boundaries. SECTION 5: Fuels Tanks There is no indication of existing above or below grade fuel tanks on the property. SECTION 6: Analysis of the 100-Year Flood FEMA does not list the site as being within a flood zone. Thurston County GIS data indicates that a high groundwater hazard area exists at the upper central portion of the site. SECTION 7: Aesthetic Considerations for Facilities The proposed stormwater facilities will be below grade and not visible. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 5 of 30 SECTION 8: Facility Sizing and Offsite Analysis The design infiltration rate used for sizing is 15 in/hr, which is the recommended design infiltration rate provided in the project geotechnical engineering report, included as Appendix C to this report. Basins Tabulation of basin areas, as used for modeling, is included in Table 1 below. Visual depiction of the basins is provided in Appendix A. Basin Hard Surface (SF) Lawn/Landscaping (SF) Total (SF) Tributary To 1 21,436 2,932 24,368 Infiltration Gallery 1 (10’x40’) 2 18,487 2,147 20,634 Infiltration Gallery 2 (10’x35’) 3 10,610 3,231 13,841 Infiltration Gallery 3 (10’x25’) 4 11,050 1,081 12,131 Infiltration Gallery 4 (10’x20’) 5 12,868 1,094 13,962 Infiltration Gallery 5 (10’x25’) 6 8,748 1,159 9,907 Infiltration Gallery 6 (10’x18’) 7 0 149,945 149,945 High Groundwater Hazard Area Table 1: Surface Coverage Facility Sizing Tabulation of basin areas, as used for modeling, is included in Table 1 above. Visual depiction of the basins is provided in Appendix A. The WWHM infiltration gallery sizing calculations have been performed based upon the drainage area flowing to Basin 1 (see the Drainage Basin Map for individual basins). The other infiltration gallery sizes are pro-rated based upon their total area as compared to Drainage Basin 1. Offsite Analysis There is no off‐site drainage tributary to the project. Thurston County GIS data indicates that a high groundwater hazard area exists at the upper central portion of the site. There are no proposed stormwater facilities within the high groundwater hazard area, and there is no proposed development within 50’ or within 2’ in elevation of the high groundwater hazard area. In the event of catastrophic failure of the proposed onsite stormwater BMPs, stormwater would flow to the high groundwater hazard area. SECTION 9: Construction Stormwater Pollution Prevention Plan Per the Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington as amended in 2014 (Manual), the 13 elements of the construction SWPPP are addressed as follows: 1. Mark Clearing Limits: The clearing limits will be marked with high visibility silt fence. 2. Establish Construction Access: The construction entrance will be stabilized per Washington State Department of Ecology standards. A single construction entrance at the main entrance off 170th St SE. Final construction entrance location will be determined by inspector and contractor. If contractor and inspector agree, construction entrance may be relocated based on construction phasing needs. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 6 of 30 3. Control Flow Rates: Flow rates will be controlled through the sequencing of construction to minimize disturbance and placement of gravel in areas of exposed soils. Additionally, silt fence will be provided at all downstream edge of property and will provided additional flow control. Sediment traps are proposed as part of the project TESC to reduce the potential for off-site flows and to contain on-site sediment. 4. Install Sediment Controls: Sediment control shall be installed as the first order of work to protect sediment entering stormwater facilities. Inlet protection shall be installed on all catch basins and drywells adjacent to the project limits. 5. Stabilize Soils: Soils will be stabilized through the placement of gravel, through straw wattles, mulching and through hydroseeding. 6. Protect Slopes: Exposed soils on slopes will be protected by maintaining a maximum slope of 2:1 and through the use of straw wattles and hydroseeding and cover with straw when work in those areas is complete or left unworked for more than 2 days. The contractor shall also avoid disturbing an area unless necessary. There are moderate and high potential landslide hazard areas onsite. The contractor shall stay within the proposed clearing limits shown on Figure 3: Temporary Erosion and Sediment Control Plan in Appendix A shall maintain all silt fence until the entire site is stabilized. 7. Protect Drain Inlets: Drain inlets are being protected from sediment and high energy flows through the use of catch basin inserts in the existing catch basins. 8. Stabilize Channels and Outlets: No existing storm drainage outlets have been identified onsite. 9. Control Pollutants: Truck fueling will take place offsite, settlement and silt will be managed through the BMPs identified, and no other pollutants are expected to be used on site. 10. Control De-Watering: No trenching is proposed as part of the project and dewatering is not anticipated. 11. Maintain BMPs: BMP's will be inspected and maintained daily by the site superintendent. 12. Manage the Project: The overall project will be managed through the phasing of construction, as noted above and on the plans. Sitework should be minimized until the temporary erosion and sediment control measures are in place. The work is scheduled to be performed in the late spring and early summer when the weather will be conducive to revegetation. If site conditions necessitate additional erosion control measures, they shall be implemented by the superintendent and in coordination with the county. 13. Protect Low Impact Development BMPs: The contractor shall ensure that sediment laden stormwater does not enter the proposed dispersion areas. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 7 of 30 SECTION 10: Utilities All proposed utilities will be installed in accordance with applicable code and required separation will be provided. Water will be supplied by the main in S 170TH St, which will be extended to the site as part of this project. Sanitary sewer will be provided by an on-site STEP system and pumping effluent to the force main line located in S 170th St, which will be extended to the site as part of this project. Franchise utilities will be provided from the property frontage. There are no anticipated utility conflicts with the proposed stormwater system. SECTION 11: Covenants, Dedications, Easements Any required covenants, dedications, easements, or agreements will be prepared at a later date. SECTION 12: Other Permits or Conditions Placed on the Project Civil permits will be required for the project. There are currently no known conditions of approval. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 8 of 30 Page Intentionally Blank HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 9 of 30 APPENDIX A: SUPPORTING FIGURES HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 10 of 30 Page Intentionally Blank PROJECT SITE VICINITY MAP N NOTE TO SCALE YELM, WA 98597 NISQUALLY LANDING 17021 103RD AVE SE SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. 103RD AVE SE E YELM AVE HWY 507 NISQUALLY RIVER VAIL RD SE CANAL RD SE BALD HILL RD SE HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 12 of 30 Page Intentionally Blank Soil Map—Thurston County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/25/2021 Page 1 of 3 519807051981105198150519819051982305198270519831051983505198390 519807051981105198150519819051982305198270519831051983505198390 531970 532010 532050 532090 532130 532170 532210 531970 532010 532050 532090 532130 532170 532210 46° 56' 17'' N 122° 34' 48'' W 46° 56' 17'' N 122° 34' 36'' W 46° 56' 7'' N 122° 34' 48'' W 46° 56' 7'' N 122° 34' 36'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,620 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 14 of 30 Page Intentionally Blank SF SF SF SF SF SF SF SF TP TP TP TP > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF > > > SF SF SF SF SF SF SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C2.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C2.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 C2.0 5 CQN CQN WED 1" = 30' R314166.01 WED TREE REMOVAL AND TESC PLANMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 N 20 40 SCALE IN FEET 01020 (1" = 20') NOTES: 1. CONTRACTOR TO TRANSFER NPDES CONSTRUCTION STORMWATER PERMIT TO THEIR COMPANY. 2. CONTRACTOR TO ASSIGN CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) AND PROVIDE NAME, COMPANY AND CONTACT INFORMATION ON THIS SHEET. 3. CONTRACTOR SHALL ADJUST EROSION CONTROL BEST MANAGEMENT PRACTICES (BMP) AS NECESSARY TO KEEP SEDIMENT LADEN STORMWATER ONSITE AND OUT OF PROPOSED INFILTRATION AREAS. 4. CONTRACTOR IS RESPONSIBLE FOR KEEPING RECORDS PER WASHINGTON STATE DEPARTMENT OF ECOLOGY NPDES REQUIREMENTS. 5. ALL ITEMS IDENTIFIED TO BE DEMOLISHED ARE ALSO TO BE REMOVED FROM SITE. 6. ASPHALT DEMOLITION IN THE RIGHT-OF-WAY SHALL BE DONE ALL AT ONCE. DISTURBED AND RESTORED GROUND SHALL BE AMENDED PER PC SOIL AMENDMENT STANDARD AND HYDROSEEDED. ONCE STABILIZED RELOCATE PROJECT LIMITS INSIDE PROPERTY LINE. 7. CONTAIN ALL BUILDING WORK WITHIN SILT FENCE TO PROTECT AREAS OF INFILTRATION. EROSION CONTROL NOTE: CONTRACTOR TO MINIMIZE DISTURBANCE OF EXPOSED SOILS TO THE MAXIMUM EXTENT PRACTICAL. ALL STORMWATER FLOWS, SEDIMENT AND SILT TO BE DIRECTED AWAY FROM PROPOSED INFILTRATION AREAS. IF PROPOSED INFILTRATION AREAS ARE IMPACTED BY SEDIMENT LADEN RUNOFF, CONTRACTOR TO EXCAVATE, REMOVE AND REPLACE SOILS AS REQUIRED TO SATISFY PROJECT ENGINEER AND COUNTY INSPECTOR AT CONTRACTORS EXPENSE. CONTRACTOR RESPONSIBILITY TO PROTECT INFILTRATION AREAS: DO NOT EXCAVATE TO INFILTRATION SUBGRADE UNTIL READY TO COMPLETE INSTALLATION OF PERMEABLE PAVEMENT (PAVER) SECTION. PROTECT SOILS FROM ANY SILT ENTERING AREA OF PERMANENT STORMWATER INFILTRATION. NO STORMWATER IS TO FLOW TO THESE AREAS UNTIL AFTER SITE HAS BEEN STABILIZED WITH FINAL SURFACING AND ALL STORM PIPES AND CATCH BASINS CLEANED BY CONTRACTOR. INFILTRATION FACILITIES CONSTRUCTION SEQUENCE NOTE: ALL AREAS PROPOSED FOR PERMANENT INFILTRATION FACILITIES SHALL BE PROTECTED WITH SILT FENCING AND SHALL NOT BE EXCAVATED NOR DISTURBED UNTIL ALL OTHER GRADING, UTILITY , AND LANDSCAPING ACTIVITIES ARE COMPLETED. ONCE SITE IS OTHERWISE STABILIZED , THE AREAS FOR INFILTRATION MAY BE EXCAVATED. THE CONTRACTOR IS TO PRECLUDE THE INTRODUCTION OF SEDIMENT INTO THESE AREAS AND REMEDIATE AND REPAIR ALL DAMAGE TO UNDERLYING SOILS IF SEDIMENTATION OCCURS. CONTRACTOR SHALL COORDINATE EXCAVATION OF ALL PROPOSED INFILTRATION AREAS WITH PROJECT CIVIL AND GEOTECHNICAL ENGINEERS SO THAT VISUAL INSPECTION AND INFILTRATION TESTING CAN BE CONDUCTED AT THE FACILITIES SUB-GRADE. FACILITIES SHALL NOT BE BACKFILLED UNTIL CIVIL AND GEOTECHNICAL ENGINEERS APPROVE OF THE COMPLETELY PROTECTED WITH SILT FENCE AND THAT NO SEDIMENT LADEN STORMWATER ENTERS THE INFILTRATION FACILITIES AT ANY TIME DURING CONSTRUCTION. SEDIMENT TRAP NOTE: SEDIMENT TRAPS DO NOT HAVE OUTLETS AND ARE INTENDED TO INFILTRATE. CONTRACTOR TO REGULARLY INSPECT AND REMOVE SEDIMENT AND DEWATER AS NECESSARY. CONTRACTOR TO REGULARLY DEWATER UNTIL CONVEYANCE SYSTEM TO PROPOSED TRENCH IS PROVIDED. STORMWATER RELEASED TO PROPOSED TRENCH SHALL COMPLY WITH NPDES AND DOE REQUIREMENTS. 1. PROJECT LIMITS, TYP. MARK CLEARLY WITH HIGH VISIBILITY PLASTIC FENCE. IN LOCATIONS WHERE SILT FENCE IS SHOWN OR NEEDED. CONTRACTOR MAY USE HIGH VISIBILITY SILT FENCE IN LIEU OF HIGH VISIBILITY PLASTIC FENCE. 2. CONSTRUCTION ENTRANCE, SEE DETAIL 1, SHEET C2.1. 3. INSTALL SILT FENCE, TYP. SEE DETAIL 4, SHEET C2.1. CONTRACTOR TO USE HIGH VISIBILITY SILT FENCE WHEN SILT FENCE IS AT OUTER LIMITS OF PROJECT LIMITS IN LIEU OF HIGH VISIBILITY PLASTIC FENCE AND AROUND ALL PROPOSED INFILTRATION AREAS. 4. CONTRACTOR TO INSTALL SILT FENCE AROUND PROPOSED INFILTRATION GALLERY AREAS PRIOR TO INITIATION OF ANY WORK ON-SITE. THESE AREAS ARE TO BE PROTECTED FROM TRAFFIC DURING CONSTRUCTION AND INSTALLATION OF THESE FACILITIES IS TO BE THE LAST PORTION OF SITEWORK PRIOR TO PAVING OF THE SITE. CONTRACTOR TO COMPLETE SITE LANDSCAPING PRIOR TO CONSTRUCTION OF INFILTRATION GALLERIES. 5. INSTALL SEDIMENT SILT TRAP INFILTRATION TO BE IN PLACE UNTIL PARKING LOT IS GRADED AND MAY BE REMOVED WHEN GRAVEL IS PLACED SEE DETAILS 2 AND 3, SHEET C2.1. 6. REMOVE EXISTING TREE AND ROOT SYSTEM ALONG WITH ASSOCIATED ORGANIC MATERIAL. BACKFILL WITH SUITABLE STRUCTURAL FILL AND COMPACT. 7. REMOVE EXISTING DEAD FIR TREE BY CUTTING FLUSH AT GROUND LEVEL. 8. INSTALL TREE PROTECTION FENCING AROUND TREE PERIMETER AT 5 FEET BEYOND THE DRIP LINE. 9. INSTALL INTERCEPTOR SWALE SEE DETAIL 5, SHEET C2.1. 10. STOCK PILES, COVERED WITH PLASTIC SHEETING. REMOVE AND CLEAN AFTER CONSTRUCTION. 11. INSTALL INLET PROTECTION. SEE DETAIL 6, SHEET C2.1. X TESC NOTES 2 1 1 2 3 3 3 4 4 44 8 6 7 7 SF LEGEND: SILT FENCE PROJECT LIMITS, LINE OFFSET FOR CLARITY TREE PROTECTION FENCE INTERCEPTOR SWALE TEMPORARY CONSTRUCTION ACCESS INFILTRATION AREA SEDIMENT TRAP TP > > 5 5 5 9 9 9 SA = 25 SQ FT SA = 218 SQ FT SA = 383 SQ FT BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 301' LONG @ 1% WITH 1' DEPTH, 2:1 SIDE SLOPE INTERCEPTOR SWALE. 240' LONG @ 1% WITH 1' DEPTH, 2:1 SIDE SLOPE BEGIN INTERCEPTOR SWALE BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 174' LONG @ 1% WITH 1' DEPTH INTERCEPTOR SWALE. 158' LONG @ 1% WITH 1' DEPTH BEGIN INTERCEPTOR SWALE INTERCEPTOR SWALE. 36' LONG @ 1% WITH 1' DEPTH INTERCEPTOR SWALE. 59' LONG @ 1% WITH 1' DEPTH MATCH LINE, SEE RIGHT SIDE OF PAGE MATCH LINE 10 4 4 11 11 11 11 11 11 PROPOSED BUILDING OUTLINE REVIEW ENGINEER APPROVAL STAMP STORM DRAIN INLET PROTECTION, SEE DETAIL 6, SHEET C2.1 3 HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 16 of 30 Page Intentionally Blank RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL X X X X X X X X X X X X X X X X X X X X X X X X RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL > > > > > > > FL 349.20 FG 349.48 FG 349.70 FG 349.70 FL 349.70 FL 349.70FL 348.98FL 348.98 FL 349.13 FG 349.09 FL 349.34 FL 349.13 FL 348.73 FL 348.70 FG 348.90 FL 349.73 FL 349.49 FG 349.70 FG 349.60 FG 349.60 FL 349.70 FL 349.67 FL 350.03 FL 349.87 FL 348.25FL 348.12 FL 347.94 FL 349.52 FL 349.85 FL 348.09 FL 347.98 FG 348.37 FL 348.02 FL 347.87 FL 347.85 FL 348.02 FL 348.10 FG 348.05 FG 347.85 FL 347.89 FL 347.85 FL 347.87 FL 349.69 FL 349.69 FL 349.24 FL 349.42 FL 349.60 FL 349.20 FL 348.57 FL 349.08 FL 349.29 FG 349.26 FG 349.28 FG 349.26 FL 349.29 FL 349.08 FG 350.03 FG 350.03 FG 350.03 FL 348.26 FL 349.06 FL 348.95 FG 350.03 FL 348.17 FG 348.72 FG 348.81 FG 348.09 FL 348.00 FG 349.73 FG 349.83 FG 348.92FG 349.34 FG 348.20FG 349.04 FG 348.09 FL 347.95 FL 349.20 FL 349.20 FL 348.48 FL 348.31 FL 348.27 FL 348.23 FG 348.33 FG 348.33 FL 348.23 FL 348.24 FL 348.31 FL 349.49 FL 349.37 FL 349.42FG 349.83 FG 348.48 FG 348.49 FL 349.94FL 349.74 FG 350.14FG 350.15 FG 350.26 FG 350.26 FG 350.49 FL 348.92 FL 348.83 FG 348.93 FG 348.86 FL 348.52 FL 348.45 FL 348.80 FL 348.38 FL 348.33 FL 348.23 FL 348.09 FL 348.35 FG 349.17 FG 349.17 FG 349.17 FG 349.17 FG 348.83 FG 348.84 FL 348.12 FG 348.67 FL 347.92 FL 347.97 FG 348.09 FG 348.09 FL 348.11 FL 347.89 FG 348.39 FG 348.65 FG 348.57 FG 348.61 FG 348.61 FG 348.93 FG 350.43 FL 348.17 FL 347.99 FL 347.94 FL 348.12 FL 348.12 FG 348.12 FL 347.94 FL 347.94 FG 348.54 FG 348.64 FL 348.12 FL 348.12 FG 348.67 FG 348.67 FG 348.72 349 349 349 349 349 349 349 349 348 349 350 350 350 350 350 350 349 350 349 348 350 350 350 349 349 349 FG 349.07 FG 349.30 FG 349.96 349 3.7% 1.2% 1.2% 2.6% 4.3% 3.8% 1.6% 1.8% 1.8% 1.1% D D D D D D D D D D D D D D 348 348 349 349 349 350 350 348 348 349 FG 349.02 FG 349.44 FL 348.68 FG 348.61 FL 348.92 FG 349.29 FG 348.72 FL 348.53 FL 347.95 FL 347.97 HP 347.90 345 344 346 347 348 349 345 344 346 347 348 341 342 343 344 345 346 347 348 349 349 350 350 349 349 349 350 349 349 348 347 346 345 344 343 348 349 STORM POINT TABLE SD-# 1 2 3 4 5 6 7 8 9 10 11 NORTHING 591156.78 591126.11 591302.31 591316.55 591306.06 591334.03 591404.08 591450.58 591482.48 591440.23 591416.53 EASTING 1121199.97 1121371.39 1121376.35 1121352.91 1121314.38 1121312.85 1121251.30 1121211.47 1121178.00 1121158.76 1121170.24 SHEET: of 21 DRAWING NO. 01/05/22 | 4:07 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_C4.0.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_C4.0 1/5/2022 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 FFE=349.08' FFE=349.80' FFE=349.23' FFE=350.36' FFE=349.20' FFE=349.01' FFE=350.13' FFE=347.99' FFE=349.27' RIDGE LINE RIDGE LINE 20 40 SCALE IN FEET 01020 (1" = 20') N 1. 8" PVC AT MINIMUM 0.25% SLOPE FOR ROOF DRAIN LEADER. ROOF DRAIN LINE OFFSET FOR CLARITY. 2. CATCH BASIN WITH CONTECH STORMFILTER. SEE RIM AND INVERT INFORMATION ON SHEETS. SEE DETAIL 1, SHEET C4.1 3. YARD DRAIN. SEE RIM AND INVERT INFORMATION ON THIS SHEET. 4. INFILTRATION TRENCH #1. 40' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.13' PERF. PIPE IE = 345.13'. BOTTOM TRENCH ELEV. 344.63' (SEE DETAIL 9 AND 10, SHEET C4.1). 5. INFILTRATION TRENCH #2. 35' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 344.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 6. INFILTRATION TRENCH #3. 25' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 344.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 7. INFILTRATION TRENCH #4. 20' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.78' PERF. PIPE IE = 345.78'. BOTTOM TRENCH ELEV. 345.28' (SEE DETAIL 9 AND 10, SHEET C4.1). 8. INFILTRATION TRENCH #5. 25' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 347.12' PERF. PIPE IE = 345.12'. BOTTOM TRENCH ELEV. 344.62' (SEE DETAIL 9 AND 10, SHEET C4.1). 9. INFILTRATION TRENCH #6. 18' X 10' X 2' STORMWATER INFILTRATION GALLERY. TOP GRAVEL ELEV. = 346.50' PERF. PIPE IE = 345.50'. BOTTOM TRENCH ELEV. 344.00' (SEE DETAIL 9 AND 10, SHEET C4.1). 10. STORM DRAINAGE SWALE 11. CATCH BASIN WITH OLDCASTLE FLOGARD, SEE DETAIL 8 ON SHEET C4.1 12. CONSTRUCT CATCH BASIN AT FACE OF CURB 13. CANOPY ABOVE X CONSTRUCTION NOTES 1 1 1 1 1 1 1 1 1 1 1 2 4 7 8 9 5 6 SD-1 RIM=348.21 IE=345.91 SD-2 RIM=348.27 IE=345.972 SD-3 RIM=347.81 IE=345.51 2 SD-4 RIM=347.85 IE=346.85 11 SD-5 RIM=348.02 IE=346.08 11 SD-7 RIM=347.58 IE=345.282 SD-6 RIM=347.59 IE=345.29 2 SD-8 RIM=347.60 IE=345.30 2 3 SD-10 RIM=348.00 IE=346.10 11SD-9 RIM=347.83 IE=346.56 17 LF 6" Ø PVC 43 LF 6" Ø PVC C4.0 10 CQN CQN WED 1" = 30' R314166.01 WED GRADING AND DRAINAGE PLANMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 30 LF 10" Ø DI @ 0.5% 39 LF 6" Ø PVC 8 LF 6" Ø PVC 35 LF 6" Ø PVC 27 LF 10" Ø DI @ 0.7% 10 LF 10" Ø DI @ 1.6% 15 LF 10" Ø DI @ 1.0% 6 LF 6" Ø PVC 29 LF 6" Ø PVC 34 LF 10" Ø DI @ 1.4% 46 LF 10" Ø DI @ 1.0% 10 7 LF 6" Ø PVC 12 LF 6" Ø PVC LEGEND: RDL RDL ROOF DRAIN LEADER > > > STORM DITCH PROJECT BOUNDARY STORM YARD DRAIN 17 LF 6" Ø PVC 51 LF 6" Ø PVC 12 12 STORM DRAIN CATCH BASIN, WITH CONTECH STORMFILTER 35 LF 6" Ø PVC STORM DRAIN CATCH BASIN, WITH OLDCASTLE FLOGARD HIGH POINTHP BLDG C BLDG B BLDG A 13 13 13 13 RIDGE LINE REVIEW ENGINEER APPROVAL STAMP SEE OFFSITE PLANS FOR GRADING OF ACCESS DRIVE NOTE: CONTRACTOR TO LOCATE ALL DRAIN LINES AND UTILITIES TO AVOID CONFLICT WITH COVERED CANOPY SUPPORT COLUMNS/POSTS 3 SD-11 RIM=348.00 IE=345.84 26 LF 10" Ø DI @ 1.0% DRAIN PLAZA TOWARDS YARD DRAIN HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 18 of 30 Page Intentionally Blank X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X > > > > > > > > > SHEET: of 1 DRAWING NO. 10/26/21 | 2:38 PM | CNGUYEN J:\R314166.01 - NISQUALLY LANDING\10 CADD & BIM\10.1 AUTOCAD\DESIGN\R31416601_DBM.DWG SECTION 01, TOWNSHIP 19 N, RANGE 03 E, W.M. PREPARED BY: / DATE: CHECKED BY: / DATE: BACK-CHECKED BY: / DATE: / / / CORRECTED BY: / DATE: VERIFIED BY: / DATE: / / NO. REVISION DATE 1102 Broadway, Suite 301 Tacoma, Washington 98402 Phone (253) 627-9131 Fax (253) 627-4730 DRAFTED BY: DESIGNED BY: CHECKED BY: APPROVED BY: FILENAME: SCALE: JOB NO: DATE: R31416601_DBM 10/26/2021 THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES AND SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE: UNDERGROUND LOCATE LINE: 811 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION NISQUALLY LANDING 17021 103RD AVE SE YELM, WA 98597 EX-01 1 CQN CQN WED 1" = 30' R314166.01 WED DRAINAGE BASINS MAPMARATHON DEVELOPMENT 160 NW GILMAN BLVD., STE 248 ISSAQUAH, WA 98027 SCALE IN FEET 0 30 601530 (1" = 30') N DRAINAGE BASIN 1 24,368 SF DRAINAGE BASIN 2 20,634 SF DRAINAGE BASIN 3 13,841 SF DRAINAGE BASIN 4 12,131 SF DRAINAGE BASIN 5 13,962 SF DRAINAGE BASIN 6 9,907 SF DRAINAGE BASIN 7 149,945 SF HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 20 of 30 Page Intentionally Blank DRAFT Basin-1 Flow Calc 10/29/2021 4:17:55 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0327 acre-feet On-line facility target flow: 0.0177 cfs. Adjusted for 15 min: 0.0177 cfs. Off-line facility target flow: 0.0098 cfs. Adjusted for 15 min: 0.0098 cfs. HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 23 of 30 APPENDIX B: WWHM REPORT HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 24 of 30 Page Intentionally Blank WWHM2012 PROJECT REPORT Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 2 General Model Information Project Name: Basin-1 Flow Calc Site Name: Site Address: City: Report Date: 12/14/2021 Gage: Lake Lawrence Data Start: 1955/10/01 Data End: 2008/09/30 Timestep: 15 Minute Precip Scale: 0.86 Version Date: 2016/02/25 Version: 4.2.12 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 0.34 Pervious Total 0.34 Impervious Land Use acre Impervious Total 0 Basin Total 0.34 Element Flows To: Surface Interflow Groundwater Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 4 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.07 Pervious Total 0.07 Impervious Land Use acre PARKING FLAT 0.27 Impervious Total 0.27 Basin Total 0.34 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 5 Routing Elements Predeveloped Routing Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 6 Mitigated Routing Gravel Trench Bed 1 Bottom Length: 38.00 ft. Bottom Width: 10.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 2 Pour Space of material for first layer: 0.4 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 15 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 53.021 Total Volume Through Riser (ac-ft.): 0.001 Total Volume Through Facility (ac-ft.): 53.022 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2 ft. Riser Diameter: 24 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.008 0.000 0.000 0.000 0.0222 0.008 0.000 0.000 0.131 0.0444 0.008 0.000 0.000 0.131 0.0667 0.008 0.000 0.000 0.131 0.0889 0.008 0.000 0.000 0.131 0.1111 0.008 0.000 0.000 0.131 0.1333 0.008 0.000 0.000 0.131 0.1556 0.008 0.000 0.000 0.131 0.1778 0.008 0.000 0.000 0.131 0.2000 0.008 0.000 0.000 0.131 0.2222 0.008 0.000 0.000 0.131 0.2444 0.008 0.000 0.000 0.131 0.2667 0.008 0.000 0.000 0.131 0.2889 0.008 0.001 0.000 0.131 0.3111 0.008 0.001 0.000 0.131 0.3333 0.008 0.001 0.000 0.131 0.3556 0.008 0.001 0.000 0.131 0.3778 0.008 0.001 0.000 0.131 0.4000 0.008 0.001 0.000 0.131 0.4222 0.008 0.001 0.000 0.131 0.4444 0.008 0.001 0.000 0.131 0.4667 0.008 0.001 0.000 0.131 0.4889 0.008 0.001 0.000 0.131 0.5111 0.008 0.001 0.000 0.131 Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 7 0.5333 0.008 0.001 0.000 0.131 0.5556 0.008 0.001 0.000 0.131 0.5778 0.008 0.002 0.000 0.131 0.6000 0.008 0.002 0.000 0.131 0.6222 0.008 0.002 0.000 0.131 0.6444 0.008 0.002 0.000 0.131 0.6667 0.008 0.002 0.000 0.131 0.6889 0.008 0.002 0.000 0.131 0.7111 0.008 0.002 0.000 0.131 0.7333 0.008 0.002 0.000 0.131 0.7556 0.008 0.002 0.000 0.131 0.7778 0.008 0.002 0.000 0.131 0.8000 0.008 0.002 0.000 0.131 0.8222 0.008 0.002 0.000 0.131 0.8444 0.008 0.002 0.000 0.131 0.8667 0.008 0.003 0.000 0.131 0.8889 0.008 0.003 0.000 0.131 0.9111 0.008 0.003 0.000 0.131 0.9333 0.008 0.003 0.000 0.131 0.9556 0.008 0.003 0.000 0.131 0.9778 0.008 0.003 0.000 0.131 1.0000 0.008 0.003 0.000 0.131 1.0222 0.008 0.003 0.000 0.131 1.0444 0.008 0.003 0.000 0.131 1.0667 0.008 0.003 0.000 0.131 1.0889 0.008 0.003 0.000 0.131 1.1111 0.008 0.003 0.000 0.131 1.1333 0.008 0.004 0.000 0.131 1.1556 0.008 0.004 0.000 0.131 1.1778 0.008 0.004 0.000 0.131 1.2000 0.008 0.004 0.000 0.131 1.2222 0.008 0.004 0.000 0.131 1.2444 0.008 0.004 0.000 0.131 1.2667 0.008 0.004 0.000 0.131 1.2889 0.008 0.004 0.000 0.131 1.3111 0.008 0.004 0.000 0.131 1.3333 0.008 0.004 0.000 0.131 1.3556 0.008 0.004 0.000 0.131 1.3778 0.008 0.004 0.000 0.131 1.4000 0.008 0.004 0.000 0.131 1.4222 0.008 0.005 0.000 0.131 1.4444 0.008 0.005 0.000 0.131 1.4667 0.008 0.005 0.000 0.131 1.4889 0.008 0.005 0.000 0.131 1.5111 0.008 0.005 0.000 0.131 1.5333 0.008 0.005 0.000 0.131 1.5556 0.008 0.005 0.000 0.131 1.5778 0.008 0.005 0.000 0.131 1.6000 0.008 0.005 0.000 0.131 1.6222 0.008 0.005 0.000 0.131 1.6444 0.008 0.005 0.000 0.131 1.6667 0.008 0.005 0.000 0.131 1.6889 0.008 0.005 0.000 0.131 1.7111 0.008 0.006 0.000 0.131 1.7333 0.008 0.006 0.000 0.131 1.7556 0.008 0.006 0.000 0.131 1.7778 0.008 0.006 0.000 0.131 1.8000 0.008 0.006 0.000 0.131 Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 8 1.8222 0.008 0.006 0.000 0.131 1.8444 0.008 0.006 0.000 0.131 1.8667 0.008 0.006 0.000 0.131 1.8889 0.008 0.006 0.000 0.131 1.9111 0.008 0.006 0.000 0.131 1.9333 0.008 0.006 0.000 0.131 1.9556 0.008 0.006 0.000 0.131 1.9778 0.008 0.006 0.000 0.131 2.0000 0.008 0.007 0.000 0.131 Basin-1 Flow Calc 12/14/2021 4:42:36 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.34 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.07 Total Impervious Area: 0.27 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.024506 5 year 0.043947 10 year 0.0608 25 year 0.08724 50 year 0.111075 100 year 0.138807 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 0.026 0.000 1957 0.067 0.000 1958 0.017 0.000 1959 0.019 0.000 1960 0.035 0.000 1961 0.022 0.000 1962 0.008 0.000 1963 0.033 0.000 1964 0.023 0.000 1965 0.022 0.000 Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 10 1966 0.012 0.000 1967 0.024 0.000 1968 0.018 0.000 1969 0.011 0.000 1970 0.021 0.000 1971 0.027 0.000 1972 0.038 0.000 1973 0.022 0.000 1974 0.078 0.000 1975 0.017 0.000 1976 0.027 0.000 1977 0.007 0.000 1978 0.023 0.000 1979 0.020 0.000 1980 0.022 0.000 1981 0.033 0.000 1982 0.020 0.000 1983 0.032 0.000 1984 0.024 0.000 1985 0.010 0.000 1986 0.042 0.000 1987 0.030 0.000 1988 0.015 0.000 1989 0.017 0.000 1990 0.117 0.000 1991 0.054 0.000 1992 0.017 0.000 1993 0.010 0.000 1994 0.018 0.000 1995 0.031 0.000 1996 0.041 0.000 1997 0.029 0.000 1998 0.038 0.000 1999 0.017 0.000 2000 0.018 0.000 2001 0.006 0.000 2002 0.032 0.000 2003 0.015 0.000 2004 0.107 0.000 2005 0.157 0.020 2006 0.045 0.000 2007 0.033 0.000 2008 0.068 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1568 0.0201 2 0.1169 0.0000 3 0.1072 0.0000 4 0.0777 0.0000 5 0.0685 0.0000 6 0.0674 0.0000 7 0.0544 0.0000 8 0.0451 0.0000 9 0.0416 0.0000 10 0.0407 0.0000 11 0.0383 0.0000 Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 11 12 0.0380 0.0000 13 0.0348 0.0000 14 0.0331 0.0000 15 0.0327 0.0000 16 0.0326 0.0000 17 0.0320 0.0000 18 0.0318 0.0000 19 0.0311 0.0000 20 0.0300 0.0000 21 0.0289 0.0000 22 0.0273 0.0000 23 0.0265 0.0000 24 0.0262 0.0000 25 0.0245 0.0000 26 0.0239 0.0000 27 0.0235 0.0000 28 0.0228 0.0000 29 0.0220 0.0000 30 0.0220 0.0000 31 0.0219 0.0000 32 0.0216 0.0000 33 0.0206 0.0000 34 0.0198 0.0000 35 0.0196 0.0000 36 0.0190 0.0000 37 0.0182 0.0000 38 0.0179 0.0000 39 0.0175 0.0000 40 0.0174 0.0000 41 0.0171 0.0000 42 0.0170 0.0000 43 0.0170 0.0000 44 0.0169 0.0000 45 0.0153 0.0000 46 0.0148 0.0000 47 0.0122 0.0000 48 0.0111 0.0000 49 0.0102 0.0000 50 0.0101 0.0000 51 0.0081 0.0000 52 0.0066 0.0000 53 0.0062 0.0000 Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0123 16275 2 0 Pass 0.0133 13409 2 0 Pass 0.0142 11026 2 0 Pass 0.0152 9118 2 0 Pass 0.0162 7670 2 0 Pass 0.0172 6475 2 0 Pass 0.0182 5430 2 0 Pass 0.0192 4551 2 0 Pass 0.0202 3869 0 0 Pass 0.0212 3276 0 0 Pass 0.0222 2767 0 0 Pass 0.0232 2371 0 0 Pass 0.0242 2042 0 0 Pass 0.0252 1759 0 0 Pass 0.0262 1496 0 0 Pass 0.0272 1279 0 0 Pass 0.0282 1105 0 0 Pass 0.0292 934 0 0 Pass 0.0302 794 0 0 Pass 0.0312 655 0 0 Pass 0.0322 560 0 0 Pass 0.0332 484 0 0 Pass 0.0342 417 0 0 Pass 0.0352 361 0 0 Pass 0.0362 308 0 0 Pass 0.0372 275 0 0 Pass 0.0382 246 0 0 Pass 0.0392 214 0 0 Pass 0.0402 194 0 0 Pass 0.0412 172 0 0 Pass 0.0422 162 0 0 Pass 0.0432 151 0 0 Pass 0.0442 144 0 0 Pass 0.0452 130 0 0 Pass 0.0462 124 0 0 Pass 0.0472 117 0 0 Pass 0.0482 109 0 0 Pass 0.0492 100 0 0 Pass 0.0502 90 0 0 Pass 0.0512 80 0 0 Pass 0.0522 74 0 0 Pass 0.0532 70 0 0 Pass 0.0542 62 0 0 Pass 0.0552 56 0 0 Pass 0.0562 51 0 0 Pass 0.0572 47 0 0 Pass 0.0582 42 0 0 Pass 0.0592 39 0 0 Pass 0.0602 36 0 0 Pass 0.0612 30 0 0 Pass 0.0622 25 0 0 Pass 0.0632 19 0 0 Pass 0.0642 13 0 0 Pass Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 13 0.0652 11 0 0 Pass 0.0662 6 0 0 Pass 0.0672 6 0 0 Pass 0.0682 5 0 0 Pass 0.0692 4 0 0 Pass 0.0701 4 0 0 Pass 0.0711 4 0 0 Pass 0.0721 4 0 0 Pass 0.0731 4 0 0 Pass 0.0741 4 0 0 Pass 0.0751 4 0 0 Pass 0.0761 4 0 0 Pass 0.0771 4 0 0 Pass 0.0781 3 0 0 Pass 0.0791 3 0 0 Pass 0.0801 3 0 0 Pass 0.0811 3 0 0 Pass 0.0821 3 0 0 Pass 0.0831 3 0 0 Pass 0.0841 3 0 0 Pass 0.0851 3 0 0 Pass 0.0861 3 0 0 Pass 0.0871 3 0 0 Pass 0.0881 3 0 0 Pass 0.0891 3 0 0 Pass 0.0901 3 0 0 Pass 0.0911 3 0 0 Pass 0.0921 3 0 0 Pass 0.0931 3 0 0 Pass 0.0941 3 0 0 Pass 0.0951 3 0 0 Pass 0.0961 3 0 0 Pass 0.0971 3 0 0 Pass 0.0981 3 0 0 Pass 0.0991 3 0 0 Pass 0.1001 3 0 0 Pass 0.1011 3 0 0 Pass 0.1021 3 0 0 Pass 0.1031 3 0 0 Pass 0.1041 3 0 0 Pass 0.1051 3 0 0 Pass 0.1061 3 0 0 Pass 0.1071 3 0 0 Pass 0.1081 2 0 0 Pass 0.1091 2 0 0 Pass 0.1101 2 0 0 Pass 0.1111 2 0 0 Pass Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0327 acre-feet On-line facility target flow: 0.0177 cfs. Adjusted for 15 min: 0.0177 cfs. Off-line facility target flow: 0.0098 cfs. Adjusted for 15 min: 0.0098 cfs. Basin-1 Flow Calc 12/14/2021 4:43:08 PM Page 15 LID Report Basin-1 Flow Calc 12/14/2021 4:43:29 PM Page 16 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Basin-1 Flow Calc 12/14/2021 4:43:29 PM Page 17 Appendix Predeveloped Schematic Basin-1 Flow Calc 12/14/2021 4:43:29 PM Page 18 Mitigated Schematic Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 19 Predeveloped UCI File Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 20 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 Basin-1 Flow Calc.wdm MESSU 25 MitBasin-1 Flow Calc.MES 27 MitBasin-1 Flow Calc.L61 28 MitBasin-1 Flow Calc.L62 30 POCBasin-1 Flow Calc1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 11 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 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 *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 21 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 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 *** 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 22 # - # ***PETMAX PETMIN 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.07 RCHRES 1 2 PERLND 16 0.07 RCHRES 1 3 IMPLND 11 0.27 RCHRES 1 5 ******Routing****** PERLND 16 0.07 COPY 1 12 IMPLND 11 0.27 COPY 1 15 PERLND 16 0.07 COPY 1 13 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 Gravel Trench Be-006 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><-------->< --------><--------><--------><--------> *** Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 23 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.008724 0.000000 0.000000 0.000000 0.022222 0.008724 0.000078 0.000000 0.131944 0.044444 0.008724 0.000155 0.000000 0.131944 0.066667 0.008724 0.000233 0.000000 0.131944 0.088889 0.008724 0.000310 0.000000 0.131944 0.111111 0.008724 0.000388 0.000000 0.131944 0.133333 0.008724 0.000465 0.000000 0.131944 0.155556 0.008724 0.000543 0.000000 0.131944 0.177778 0.008724 0.000620 0.000000 0.131944 0.200000 0.008724 0.000698 0.000000 0.131944 0.222222 0.008724 0.000775 0.000000 0.131944 0.244444 0.008724 0.000853 0.000000 0.131944 0.266667 0.008724 0.000931 0.000000 0.131944 0.288889 0.008724 0.001008 0.000000 0.131944 0.311111 0.008724 0.001086 0.000000 0.131944 0.333333 0.008724 0.001163 0.000000 0.131944 0.355556 0.008724 0.001241 0.000000 0.131944 0.377778 0.008724 0.001318 0.000000 0.131944 0.400000 0.008724 0.001396 0.000000 0.131944 0.422222 0.008724 0.001473 0.000000 0.131944 0.444444 0.008724 0.001551 0.000000 0.131944 0.466667 0.008724 0.001628 0.000000 0.131944 0.488889 0.008724 0.001706 0.000000 0.131944 0.511111 0.008724 0.001783 0.000000 0.131944 0.533333 0.008724 0.001861 0.000000 0.131944 0.555556 0.008724 0.001939 0.000000 0.131944 0.577778 0.008724 0.002016 0.000000 0.131944 0.600000 0.008724 0.002094 0.000000 0.131944 0.622222 0.008724 0.002171 0.000000 0.131944 0.644444 0.008724 0.002249 0.000000 0.131944 0.666667 0.008724 0.002326 0.000000 0.131944 0.688889 0.008724 0.002404 0.000000 0.131944 0.711111 0.008724 0.002481 0.000000 0.131944 0.733333 0.008724 0.002559 0.000000 0.131944 0.755556 0.008724 0.002636 0.000000 0.131944 0.777778 0.008724 0.002714 0.000000 0.131944 0.800000 0.008724 0.002792 0.000000 0.131944 0.822222 0.008724 0.002869 0.000000 0.131944 0.844444 0.008724 0.002947 0.000000 0.131944 0.866667 0.008724 0.003024 0.000000 0.131944 0.888889 0.008724 0.003102 0.000000 0.131944 0.911111 0.008724 0.003179 0.000000 0.131944 0.933333 0.008724 0.003257 0.000000 0.131944 0.955556 0.008724 0.003334 0.000000 0.131944 0.977778 0.008724 0.003412 0.000000 0.131944 1.000000 0.008724 0.003489 0.000000 0.131944 1.022222 0.008724 0.003567 0.000000 0.131944 1.044444 0.008724 0.003645 0.000000 0.131944 1.066667 0.008724 0.003722 0.000000 0.131944 1.088889 0.008724 0.003800 0.000000 0.131944 1.111111 0.008724 0.003877 0.000000 0.131944 1.133333 0.008724 0.003955 0.000000 0.131944 Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 24 1.155556 0.008724 0.004032 0.000000 0.131944 1.177778 0.008724 0.004110 0.000000 0.131944 1.200000 0.008724 0.004187 0.000000 0.131944 1.222222 0.008724 0.004265 0.000000 0.131944 1.244444 0.008724 0.004342 0.000000 0.131944 1.266667 0.008724 0.004420 0.000000 0.131944 1.288889 0.008724 0.004498 0.000000 0.131944 1.311111 0.008724 0.004575 0.000000 0.131944 1.333333 0.008724 0.004653 0.000000 0.131944 1.355556 0.008724 0.004730 0.000000 0.131944 1.377778 0.008724 0.004808 0.000000 0.131944 1.400000 0.008724 0.004885 0.000000 0.131944 1.422222 0.008724 0.004963 0.000000 0.131944 1.444444 0.008724 0.005040 0.000000 0.131944 1.466667 0.008724 0.005118 0.000000 0.131944 1.488889 0.008724 0.005195 0.000000 0.131944 1.511111 0.008724 0.005273 0.000000 0.131944 1.533333 0.008724 0.005350 0.000000 0.131944 1.555556 0.008724 0.005428 0.000000 0.131944 1.577778 0.008724 0.005506 0.000000 0.131944 1.600000 0.008724 0.005583 0.000000 0.131944 1.622222 0.008724 0.005661 0.000000 0.131944 1.644444 0.008724 0.005738 0.000000 0.131944 1.666667 0.008724 0.005816 0.000000 0.131944 1.688889 0.008724 0.005893 0.000000 0.131944 1.711111 0.008724 0.005971 0.000000 0.131944 1.733333 0.008724 0.006048 0.000000 0.131944 1.755556 0.008724 0.006126 0.000000 0.131944 1.777778 0.008724 0.006203 0.000000 0.131944 1.800000 0.008724 0.006281 0.000000 0.131944 1.822222 0.008724 0.006359 0.000000 0.131944 1.844444 0.008724 0.006436 0.000000 0.131944 1.866667 0.008724 0.006514 0.000000 0.131944 1.888889 0.008724 0.006591 0.000000 0.131944 1.911111 0.008724 0.006669 0.000000 0.131944 1.933333 0.008724 0.006746 0.000000 0.131944 1.955556 0.008724 0.006824 0.000000 0.131944 1.977778 0.008724 0.006901 0.000000 0.131944 2.000000 0.008724 0.006979 0.000000 0.131944 2.022222 0.008724 0.007173 0.070329 0.131944 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 25 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 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 Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 26 Predeveloped HSPF Message File Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 27 Mitigated HSPF Message File Basin-1 Flow Calc 12/14/2021 4:43:30 PM Page 28 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. 2005-2021; 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 HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 25 of 30 APPENDIX C: GEOTECHNCIAL REPORT HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 26 of 30 Page Intentionally Blank Quality Geo NW, PLLC Serving All of Washington & Oregon | Geotechnical Investigations & Engineering Consultation Phone: 360-878-9705| Web: qualitygeonw.com | Mail: 420 Golf Club Rd SE, Ste 203, Lacey, WA 98503 10/29/2021 Marathon Development Andrew Montero 160 NW Gilman Blvd, STE 248 Issaquah, WA Subject: Geotechnical Services Report Nisqually Landing Phase 1 - Geotechnical Investigation 17021 103rd Ave SE, Yelm, WA Project Number: QG21-121 Dear Mr. Montero: At your request, Quality Geo NW, PLLC (QG) has completed a soils investigation of the above referenced project. The investigation was performed in accordance with our proposal for professional services. We would be pleased to continue our role as your geotechnical consultant of record during the project planning and construction phases, as local inspection firms have not been found to be as familiar or reliably experienced with geotechnical design. This may include soil subgrade inspections, periodic review of special inspection reports, or supplemental recommendations if changes occur during construction. We will happily meet with you at your convenience to discuss these and other additional Time & Materials services. We thank you for the opportunity to be of service on this project and trust this report satisfies your project needs currently. QG wishes you the best while completing the project. Respectfully Submitted, Quality Geo NW, PLLC Luke Preston McCann, L.E.G. Owner + Principal Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 2 SOILS REPORT NISQUALLY LANDING PHASE 1 17021 103RD Ave SE YELM, WA Marathon Development Andrew Montero 160th NW Gilman Blvd, STE 248 Yelm, WA Prepared 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: 420 Golf Club Rd SE, Ste 203, Lacey, WA 98503 10/29/2021 QG Project # QG21-121 Copyright © 2021 Quality Geo NW, PLLC All Rights Reserved 10/29/2021 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 ...................................................................14 4.1 EARTHWORK .................... ......................................................................................................................... 14 4.1.1 GRADING & EXCAVATION ............................................... ............................................................. 14 4.1.2 SUBGRADE EVALUATION & PREPARATION ............................................................................ 14 4.1.3 SITE PREPARATION, EROSION CONTROLL, WET WEATHER............................................... 14 4.2 STRUCTURAL FILL MATERIALS AND COMPACTION .............................................. ......................... 15 4.2.1 MATERIALS ...................................................................................................................................... 15 4.2.2 FILL PLACEMENT AND COMPACTION ...................................................................................... 16 4.3 TEMPORARY EXCAVATIONS AND TRENCHES ................................. ................................................. 16 5.0 SPECIAL INSPECTION ...................................................................................................18 6.0 LIMITATIONS ..................................................................................................................19 Region & Vicinity Maps ............................................. ................................................................... 20 Exploration Map ............................................................................................................... .............. 21 Exploration Logs ............................................................................................................................ 22 Laboratory Results ......................................................................................................................... 27 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 development of the site as an apartment complex, including new paving of the site. Exterior improvements are anticipated to include infrastructure for auto access and parking, flatworks, and other necessary site amenities. 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 9/20/2021. 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 5 excavated test pits (TP). The test pits were advanced within the vicinity of the anticipated development footprint areas, to 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 1:100,000scale geologic mapping of the region. Geology of the site location and vicinity consists of continental glacial outwash deposits (Qgog). The outwash soils on site is described as typically, “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 terraces. 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 partially developed in the northeast corner of the parcel. The remaining are of the parcel undeveloped and mostly grasses. 2.3 SOIL LOG Site soil conditions were generally identical across the property in all 5 test pits. Representative lab samples were taken from TP-1. Soil conditions on site were as follows: • 0.0’ to 1.5’ – Topsoil: An overriding 16 to 20-inch layer of topsoil was present over the site. • 1.5’ to 10’ Well Graded Gravel with Sand (GW) Beneath topsoil, native sediments resemble a brown to tan gravelly sand outwash, with minimal fines content and high cobble content, in a typically medium dense to dense condition. Soils within the central and south portion (TP-2 thru TP-5) of the site were the Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 6 same as TP-1 with the exception of the cobble becoming smaller in diameter. No groundwater was encountered within this unit or any test pits down to maximum depth of 10 feet below present grade. 2.4 SURFACE WATER AND GROUNDWATER CONDITIONS No active surface water features are present on site. During our test pit explorations, no pervasive groundwater table was encountered. This groundwater table is inferred to exist at approximately 22 feet beneath the entire site, based on well logs made publically available by the WA Department of Ecology. Due to the time of year, it may be assumed that the explorations did not occur during the seasonal high, and the water table may raise during the mid-winter months. 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 0.5 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 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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, freedraining 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 northwest corner of the site (where an infiltration pond is proposed) 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 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 3.0 1.5’ to 10’ GW 0.30 15 40 1.8 65.92 16.5 15.0 15.5 7.5 Beneath topsoils, the lower brown to tan outwash soils were observed to generally exhibit minimal fines content and minimal oxidation patterns. In-ground infiltration structures are required to maintain a minimum separation from restrictive soil & groundwater features. For in-ground infiltration galleries, we recommend a maximum design rate of up to 15.0 inch/hour be considered, For any shallow infiltration features such as rain gardens, pervious pavement or swales, we recommend the designer consider a reduced rate of 5 inches per hour which is typically suitable for most shallow infiltration features, and considers potential reductions from compaction during construction. 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 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 11 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 underlying outwash soils did meet these treatment standards. If the overall infiltration rate must be decreased to allow more treatment time, QG recommends placing a minimum 6” thick layer of ASTM c33 sand between the native soil and base of the infiltrating feature. This will typically reduce the infiltration rate to approximately 9in/hr and allow for proper treatment of stormwater within above treatment soils. 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 The following table summarizes the proposed new minimum pavement/soil sections to be considered by the project engineer for their design. Table 2. Summary of Minimum Flexible Pavement Sections (in inches) Scenario Pavement Thickness (in) CSTC Thickness (in) Gravel Base Thickness (in) Heavy Pavement Section 4.0 2.0 8.0 Car Access/Parking 3.0 2.0 5.0 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 12 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. 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 13 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 14 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 runoff should be collected and disposed of properly. Measures may Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 15 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 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 16 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 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 17 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 18 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 19 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. Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 20 Region & Vicinity Maps REGION VICINITY Quality Geo NW, PLLC Site Region Nisqually Landing Figure 1 Source: Google Imagery, 2021 Scale & Locations are approx. Not for Construction Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 21 Exploration Map Figure 2 Source: Lewis County GIS, 2021 Scale & Locations are approx. Not for Construction 120 0 SCALE (FEET) Quality Geo NW, PLLC Site Map Nisqually Landing TP-1 TP-2 TP-3 TP-4 TP-5 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 22 Exploration Logs Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 23 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 24 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 25 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 26 Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 27 Laboratory Results Nisqually Landing - Soils Report Quality Geo NW, PLLC 10/29/2021 Project # QG21-121 28 HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 27 of 30 APPENDIX D: OPERATIONS AND MAINTENANCE CHECKLISTS HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 28 of 30 Page Intentionally Blank Inspection and Maintenance Guide D R A I N A G E P R O T E C T I O N S Y S T E M S A division of Oldcastle Infrastructure FLOGARD+PLUS® CATCH BASIN INSERT FILTER SCOPE: Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation’s water resources. These specifications apply to the FloGard+Plus® Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed FloGard+Plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: 1. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to and just after the snow season and during the summer rain season. 4. For installed devices not subject to the elements (wash racks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1. The catch basin grate shall be removed and set to one side. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 2. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck-mounted vacuum for servicing FloGard+Plus catch basin inserts). 3. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D-ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc., shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on-the-spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 4. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary, and the pouch tethers re-attached to the liner’s D-ring. 5. The grate shall be replaced. REPLACEMENT AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium exchange will be in accordance with the existing DPS-Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium will be replaced with new material. Once the exposed pouches and debris have been removed, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. DPS also has the capability of servicing all manner of storm drain filters, catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined-space trained and certified. Call us at (888)950-8826 for further information and assistance. 2 REV 5/16 SECTION (_____) STORMFILTER® MEDIA CARTRIDGE FILTRATION SYSTEM STORMWATER QUALITY – MEDIA CARTRIDGE FILTRATION SYSTEM STANDARD SPECIFICATION 1. GENERAL 1.1. The Contractor shall furnish and install the StormFilter, complete and operable as shown and as specified herein, in accordance with the requirements of the plans and contract documents. The water quality treatment flow shall be as determined and approved by the Engineer of Record. 1.2. The StormFilter shall consist of an aboveground or underground precast concrete, steel or plastic structure that houses passive, radial flow, siphon-actuated, and rechargeable media filled filtration cartridge(s). The rechargeable media-filled filter cartridges shall incorporate a protective hood over the media cartridge and a siphon-actuated surface self-cleaning mechanism to increase the effective life of the filter media and to reduce the accumulation of material on the cartridge/media interface. Each radial-flow filter cartridge shall operate at a predetermined flow rate through the use of an integrated flow control orifice located within each filter cartridge outlet manifold. The media-filled cartridges shall trap particulates (TSS) and have the capability to adsorb pollutants such as dissolved metals, nutrients and hydrocarbons. The media cartridge filtration system shall consist of no less than 0.12 cubic feet of filter media for each 1-gallon per minute of water quality treatment flow. 1.3. The StormFilter shall be of a type that has been installed and in use for a minimum of five (5) consecutive years preceding the date of installation of the system. The manufacturer shall have been, during the same consecutive five (5) year period, engaged in the engineering design and production of systems deployed for the treatment of storm water runoff and which have a history of successful production, acceptable to the Engineer of Record and/or the approving Jurisdiction. The manufacturer of the StormFilter shall be, without exception: Contech Engineered Solutions 9025 Centre Pointe Drive West Chester, OH, 45069 Tel: 1 800 338 1122 1.4. Submittals: 1.4.1.Manufacturer or supplier shall submit to the Contractor shop drawings for the StormFilter structure, filter cartridges and accessory equipment. Drawings shall include principal dimensions, filter placement, location of piping and unit foundation. 1.4.2.Manufacturer or supplier shall submit Installation Instructions to the Contractor. 1.4.3.Manufacturer or supplier shall submit an Operation and Maintenance Manual to the Contractor. 1.5. Substitution: Any proposed equal alternative product substitution to this specification must be submitted for review and approved by the Engineer of Record 10 days prior to bid opening. Review package should include third party reviewed performance data for both flow rate and pollutant removal. Pollutant data should follow TAPE protocols. The system must have a GULD approval for Basic treatment through the department of Ecology. 1.6. American Society for Testing and Materials (ASTM) Reference Specifications: REV 5/16 1.6.1.ASTM C857: Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures 1.6.2.ASTM C858: Standard Specification of Underground Precast Concrete Utility Structures 1.6.3.ASTM C478: Standard Specification for Circular Precast Reinforced Concrete Manhole Sections 1.6.4.ASTM C497: Standard Test Methods for Concrete Pipe, Manhole Sections or Tile 1.6.5.ASTM C109: Standard Test Method for Compressive Strength of Hydraulic Cement Mortars 1.6.6.ASTM A615/A615M: Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement 1.6.7.ASTM D698: Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort 1.6.8.ASTM F628: Standard Specification for ABS Schedule 40 Plastic Drain, Waste and Vent Pipe with a Cellular Core 1.6.9.ASTM D1785: Standard Specification for PVC Plastic Pipe, Schedules 40, 80 & 120 1.6.10. ASTM D2466: Standard Specification for PVC Plastic Pipe Fittings, Schedule 40 1.6.11. ASTM A36: Standard Specification for Carbon Structural Steel 1.6.12. ASTM A48: Standard Specification for Gray Iron Castings 1.6.13. ASTM D4101: Standard Specification for Polypropylene Injection and Extrusion Materials 1.7. American Association of State Highway and Transportation Officials (AASHTO) Reference Specifications: 1.7.1.AASHTO M199: Standard Specification for Precast Reinforced Concrete Manhole Sections 2. MATERIALS 2.1. Internal Components: 2.1.1.All internal components including ABS and PVC manifold piping, filter cartridge(s), filter media (as specified on the plans in the StormFilter data block or by the Engineer of Record) shall be provided by Contech Engineered Solutions LLC. This includes sump covers, flow spreaders, energy dissipaters and outlet risers with scum baffles where appropriate. 2.1.2.ABS manifold pipe shall meet ASTM F628. PVC manifold pipe shall meet ASTM D1785 and PVC fittings shall meet ASTM D2466. 2.1.3.Filter cartridge bottom pan, inner ring, and hood shall be constructed from linear low-density polyethylene (LLDPE) or ABS. Filter cartridge screen shall consist of 1” x ½” welded wire fabric REV 5/16 (16 gauge minimum) with a bonded PVC coating. Internal parts shall consist of ABS or PVC material. Siphon-priming float shall be constructed from high-density polyethylene (HDPE). All miscellaneous nuts, bolts, screws, and other fasteners shall be stainless steel or aluminum. 2.1.4.An orifice plate shall be supplied with each cartridge to restrict flow rate to a maximum of 22.5 gpm at system design head or as specified on drawings. 2.1.5.If a sump cover/overflow, baffle/inlet, sump/outlet, sump/inlet, tower/outlet overflow is provided, they shall be constructed of ABS and sealed to the interior vault walls and floor with a polyurethane construction sealant rated for use below the waterline, SikaFlex 1a or equal. Contractor to provide sealant material and installation unless completed prior to shipment. 2.1.6.Where an Underdrain Design is provided, the size of the underdrain will provide a minimum of 0.067 in2 of underdrain cross sectional area per 1 gpm of design flow rate. (example: 105 gpm maximum design flow rate will require an underdrain with 7.035 in2of cross sectional area, which is equal to one 3” diameter pipe). 2.1.7.Filter media shall be provided by Contech or an approved alternate source. Filter media shall consist of one or more of the following, as specified in the StormFilter data block, or by the Engineer: 2.1.7.1. Perlite Media: Perlite media shall be made of natural siliceous volcanic rock free of any debris or foreign matter. The perlite media shall have a bulk density ranging from 6.5 to 8.5 lb/ft3 and particle sizes ranging from that passing through a 0.50 inch screen and retained on a U.S. Standard #8 sieve. 2.1.7.2. CSF Media: CSF media shall be made exclusively of composted fallen deciduous leaves. Filter media shall be granular. Media shall be dry at the time of installation. The CSF leaf media shall have a bulk density ranging from 40 to 50 lb/ft3 and particle sizes ranging from that passing through a 0.50 inch screen to that retained on a U.S. Standard #8 sieve. 2.1.7.3. Metal Rx Media: Metal Rx media shall be made exclusively of composted fallen deciduous leaves. Filter media shall be granular. Media shall be dry at the time of installation. The Metal Rx media shall have a bulk density ranging from 40 to 50 lb/ft3 and particle sizes ranging from that passing through a U.S. Standard #8 sieve to that retained on a U.S. Standard #14 sieve. 2.1.7.4. Zeolite Media: Zeolite media shall be made of naturally occurring clinoptilolite, which has a geological structure of potassium-calcium-sodium aluminosilicate. The zeolite media shall have a bulk density ranging from 44 to 48 lb/ft3, particle sizes ranging from that passing through a U.S. Standard #4 sieve to that retained on a U.S. Standard #6 sieve, and a cation exchange capacity ranging from 1.0 to 2.2 meq/g. 2.1.7.5. Granular Activated Carbon: Granular activated carbon (GAC) shall be made of lignite coal that has been steam activated. The GAC media shall have a bulk density ranging from 28 to 31 lb/ft3 and particle sizes ranging from that passing through a U.S. Standard #4 sieve to that retained on a U.S. Standard #8 sieve. REV 5/16 2.1.7.6. Zeolite-Perlite-Granular Activated Carbon (ZPG): ZPG is a mixed media that shall be composed of a 1.3 ft3 outer layer of 100% Perlite (see above) and a 1.3 ft3 inner layer consisting of a mixture of 90% Zeolite (see above) and 10% Granular Activated Carbon (see above). 2.1.7.7. Zeolite-Perlite (Zeo/Perl): Zeo/Perl is a mixed media that shall be composed of a 1.3 ft3 outer layer of 100% Perlite (see above) and a 1.3 ft3 inner layer consisting of 100% Zeolite. 2.1.7.8. CSF Leaf Media – Granular Activated Carbon (CSF/GAC): CSF/GAC is a mixed media that shall be composed of a 1.3 ft3 outer layer of 100% CSF media (see above) and a 1.3 ft3 inner layer consisting of 100% Granular Activated Carbon (see above). 2.1.7.9. Perlite – Metal Rx : Perlite/Metal Rx is a mixed media that shall be composed of a 1.3 ft3 outer layer of 100% Perlite (see above) and a 1.3 ft3 inner layer consisting of 100% Metal Rx (see above). 2.1.7.10. PhosphoSorb: PhosphoSorb media shall be made from Perlite pellets with activated alumina bound to the surface. The PhosphoSorb media pellets shall be granular and have a bulk density from 18 to 25 lb/ft3. The pellet size should range from that passing through a U.S. Standard ¼ inch sieve and retained on a #8 sieve. 2.1.8.Overflow Assembly (Where Provided): 2.1.8.1. Flow spreader shall be constructed of Linear Low-Density Polyethylene (LLDPE). Contractor to provide sealant material and installation unless completed prior to shipment. 2.1.8.2. Energy dissipater shall be constructed of polyolefins. Contractor to provide sealant material and installation unless completed prior to shipment. 2.1.8.3. Outlet riser with scum baffle shall be constructed of HDPE. Outlet riser shall have an outlet stub outside dimension (O.D.) of 12-inch diameter PVC, SDR 26 and a secondary outlet stub O.D. of 8-inch diameter PVC, SDR 26. 2.2. Steel Catch Basin & Roof Drain Components: 2.2.1.Basin shall be all welded steel construction, fabricated from ASTM A36 ¼-inch steel and shall be designed to withstand AASHTO H-20 wheel loads when placed below ground in a location that could receive direct loading. 2.2.2.Basin Grate: Grating shall be ductile iron construction and shall meet AASHTO H-20 loading requirements, and shall be provided according to ASTM A48. 2.2.3.Basin Solid Lid (below ground system design): Solid lid shall be gray cast iron, treated with nonslip surfacing, and shall meet AASHTO H-20 loading requirements, and shall be provided according to ASTM A48. 2.2.4.Basin Solid Lid (above ground system design): Solid lids shall be PVC plate with pick holes. Covers to be cut as required for top inlet roof drain pipes. REV 5/16 2.3. Precast Concrete Structure Components: 2.3.1.Precast concrete vault shall be provided according to ASTM C857 and C858. Precast concrete manhole shall be provided according to ASTM C478. 2.3.2.Vault and manhole joint sealant shall be Conseal CS-101 or approved equal. 2.3.3.If interior concrete baffle walls are provided, baffle walls shall be sealed to the interior vault walls and floor with a polyurethane construction sealant rated for use below the waterline, SikaFlex 1a or equal. Contractor to provide sealant material and installation unless completed prior to shipment. 2.3.4.Frames and covers shall be gray cast iron and shall meet AASHTO H-20 loading requirements, and shall be provided according to ASTM A48. 2.3.5.Doors shall have hot-dipped galvanized frame and covers. Covers shall have diamond plate finish. Each door to be equipped with a recessed lift handle. Doors shall meet H-20 loading requirements for incidental traffic, at a minimum, or per project specific traffic loading requirements. 2.3.6.Steps shall be constructed of copolymer polypropylene conforming to ASTM D4101. Steps shall be driven into preformed or drilled holes once concrete is cured. Steps shall meet the requirements of ASTM C478 and AASHTO M199. The ½” Grade 60 deformed reinforcing bar shall meet ASTM A615, where required. 2.3.7.Ladders shall be constructed of aluminum and steel reinforced copolymer polypropylene conforming to ASTM D4101. Ladder shall bolt in place. Ladder shall meet all ASTM C497 load requirements. Ladders provided upon request or where required, and shall not conflict with the operation and accessibility to perform maintenance of the StormFilter. 2.4. Contractor Provided Components (below ground installation): 2.4.1.All contractor-provided components shall meet the requirements of this section, the plans specifications and contract documents. In the case of conflict, the more stringent specification shall apply. 2.4.2.Sub-base: Crushed rock base material shall be six-inch minimum layer of ¾-inch minus rock. Compact undisturbed sub-grade materials to 95% of maximum density at +/-2% of optimum moisture content. Unsuitable material below sub-grade shall be replaced to engineer’s approval. 2.4.3.In-situ concrete, if required, shall have an unconfined compressive strength at 28 days of at least 3000 psi, with ¾-inch round rock, a 4-inch slump maximum, and shall be placed within 90 minutes of initial mixing. 2.4.4.Silicone Sealant shall be pure RTV silicone conforming to Federal Specification Number TT S001543A or TT S00230C or Engineer approved. REV 5/16 2.4.5.Grout shall be non-shrink grout meeting the requirements of Corps of Engineers CRD-C588. Specimens molded, cured and tested in accordance with ASTM C109 shall have minimum compressive strength of 6,200 psi. Grout shall not exhibit visible bleeding. 2.4.6.For manhole systems, Contractor shall connect to 12-inch or 8-inch diameter outlet riser with Fernco flexible coupling, or approved equal. 2.4.7.Rebar used on applicable Catch Basin & Roof Drain systems shall meet ASTM A615M Grade 420 (60 ksi) or as otherwise specified in the general technical specifications. 2.4.8.Backfill material shall be ¾-inch minus crushed rock, or approved equal. 3. PERFORMANCE 3.1. Cartridge Operation: Each StormFilter shall contain one or more siphon actuated media filter cartridges that maintain a uniform pressure profile across the face of the filter during operation. At the design flow rate the maximum filter hydraulic loading rate is not to exceed 2.1 gallons per minute per square foot of filter surface area. Stormwater shall enter the filter cartridges through sides and shall flow through the filter media radially from the outer perimeter to the inner cartridge lumen and shall have an average contact time no less than 38 seconds. These media filter cartridges will incorporate a self-cleaning mechanism to remove accumulated material from the cartridge media surface that is activated when the siphon breaks. 3.2. Documentation of Sediment Removal: The StormFilter system shall have the State of Washington Department of Ecology, General Use Level Designation (GULD) Certification and current approval status from the New Jersey Department of Environmental Protection (NJDEP). 3.3. Cartridge Sediment Loading: Filter cartridges shall be of a design that has demonstrated a minimum sediment retention capacity of 22 pounds of silty loam per cartridge in laboratory tests without a reduction in hydraulic capacity. Laboratory data shall be corroborated with field observations/data demonstrating equivalent or improved longevity without impacting normal hydraulic performance of the StormFilter. All laboratory and field tests submitted in support of this specification must have undergone peer review by outside entity other than Contech. 3.4. Overflow: 3.4.1.Vault Configuration: StormFilter shall have a baffled, non-siphoning internal overflow with a minimum capacity of 1.8 cfs. 3.4.2.Manhole Configuration: The filter system will have a baffled, non-siphoning internal overflow with a minimum of 1.0 cfs capacity. 3.4.3.Peak Diversion Configuration: Each StormFilter shall include an internal, offline overflow bypass. Water first enters an inlet bay that is separate from the cartridge bay and separate from the outlet bay. Low flows travel from the inlet bay, through a transfer opening and into the cartridge bay. High flows enter the outlet bay by topping a weir separating the inlet and outlet bay. Flow rates beyond the treatment design flow shall bypass, and not enter the cartridge bay. 3.4.4.Catch Basin Configuration: Each StormFilter shall include an internal, offline overflow bypass. REV 5/16 Water enters through the grate into the inlet bay that is separate from the cartridge bay and separate from the outlet bay. Low flows travel from the inlet bay, through a transfer opening and into the cartridge bay. High flows enter the outlet bay by topping the baffled weir separating the inlet and outlet bay. Flow rates beyond the design flow (overflow) will not enter the cartridge bay. Minimum of 0.5 cfs overflow capacity. 3.4.5.Roof Drain Configuration: Minimum of 1 cfs overflow capacity. 3.4.6.Infiltration Manhole Configuration: The filter system will have a baffled, non-siphoning internal overflow with a minimum of 1.0 cfs capacity. 3.5. Linear Grate Configuration Vault Access: All portions of the vault, inlet bay, outlet bay and filtration bay shall be directly accessible from the surface through removable grated openings or solid covers. 4. EXECUTION 4.1. Precast Concrete Structure: 4.1.1.Set precast structure on crushed rock base material that has been placed in maximum 6-inch lifts, loose thickness, and compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor compaction test, ASTM D698, at moisture content of +/-2% of optimum water content. 4.1.2.Structure floor shall slope 1/4 inch maximum across the width and slope downstream 1 inch per 12 foot of length. For manholes “Length” is defined by a line running from the invert of the outlet through the center of the manhole and “width” is the perpendicular to the “length”. Structure top finish grade shall be even with surrounding finish grade surface unless otherwise noted on plans. 4.1.3.Inlet and outlet pipes shall be stubbed in and connected to precast concrete structure according to Engineer’s requirements and specifications. All connections to be sealed to minimize water intrusion. If grout is used, Contractor to grout all inlet and outlet pipes flush with or protruding up to 2 inches into interior of structure. 4.1.4.When required, ballast shall be placed to the dimensions specified by the engineer and noted on the data block. Ballast shall not encase the inlet and/or outlet piping. Provide 12” clearance from outside diameter of pipes. 4.2. Steel Catch Basin: 4.2.1.Catch basin floor shall slope 1/4 inch maximum across the width and slope downstream 1 inch per 12 foot of length. Catch basin top finish grade shall be even with surrounding finish grade surface unless otherwise noted on plans. 4.2.2.Contractor shall prevent sediment and debris from entering the filter unit during construction. 4.2.3.If necessary, the inlet chamber may be filled with clean water to assist in preventing flotation during construction until the structure is backfilled and the concrete collar is poured. REV 5/16 4.2.4.Catch basin outlet shall be connected to downstream (and upstream, if applicable) piping using a flexible-type coupling. 4.2.5.Concrete perimeter slab shall be constructed 1 foot wide and 6 inches thick. Slab shall include two #4 rebar hoops with minimum 6-inch overlap at closure. Allow 2-inch vertical spacing between hoops and minimum 2-inch clearance from concrete surfaces, or as directed by the engineer. 4.3. Clean Up: 4.3.1.Remove all excess materials, rocks, roots, or foreign material, leaving the site in a clean, complete condition approved by the engineer. The project site shall be clean and free of dirt and debris and the inlet/outlet chamber(s) and filter chamber(s) shall be free of construction debris and sediment before the allowing runoff to enter and place the system in operation. All filter components shall be free of any foreign materials including concrete and excess sealant. 4.3.2.Where applicable, Contractor shall remove the temporary filter fabric around the inlet grate to place the system in operation. 4.3.3.Where required, the 4-inch cleanout plug in the overflow weir wall shall remain in place for proper operation of the system. 4.4. Filter Cartridges: 4.4.1.Filter cartridges shall be delivered installed in the structure, unless otherwise agreed upon with Contech. Contractor shall take appropriate action to protect the cartridges from sediment and other debris during construction. The method ultimately selected shall be at Contractor’s discretion and Contractor’s risk. Some methods for protecting the cartridges include, but are not limited to: 4.4.1.1. Remove cartridges from the structure and store appropriately. Cartridges shall be reinstalled to operate according to 4.4.2 (see below). 4.4.1.2. If structure is equipped with underdrain bypass piping, Contractor may leave cartridges in the vault and allow stormwater entering collection system to bypass filter bay through underdrain bypass piping. 4.4.1.3. Leave cartridges in the structure and plug inlet and outlet pipe to prevent stormwater from entering the vault, and provide means for stormwater to bypass the StormFilter. 4.4.2.Filter cartridges shall not be placed in operation until the structure is clean and the project site is clean and stabilized (construction erosion control measures no longer required). The project site includes any surface that contributes storm drainage to the StormFilter. All impermeable surfaces shall be clean and free of dirt and debris. All catch basins, manholes and pipes shall be free of dirt and sediments. Contact Contech to assist with system activation and/or inspect the system for proper installation once site is clean and stabilized. 4.5. Contractor to install filter cartridges. Specifications for alternate cartridge installation methods available by contacting Contech directly. REV 5/16 4.5.1.Filter Cartridges with ¼-Turn Connector Fittings: Tape shall be cleanly and completely removed from manifold fitting openings. ¼-turn connects shall be glued and inserted into all manifold fittings to be equipped with a filter cartridge. Filter cartridges shall be turned onto the connector until they reach the hard stop on the connector – approximately ¼ revolution, with care to not “over turn” the cartridge, or turn with such force to damage the hard stop mechanism. Plugs shall be inserted without glue in all manifold fittings not equipped with a filter cartridge. 5. INSPECTION AND MAINTENANCE 5.1. Maintenance and Inspection shall be in performed in accordance with Contech’s recommendations for maintenance and inspection. 5.2. Maintenance and inspection intervals shall be per Contech’s recommendations, or per the approving/local jurisdiction/agency requirements; whichever is more frequent. 5.3. Surface access for personnel and equipment for inspection and maintenance activities shall be provided. END OF SECTION Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Liner (if Applicable)  Liner is visible and has more than three 1/4-inch holes in it.  Liner repaired or replaced. Liner is fully covered.  Ponds Berms (Dikes)      Settlements    Any part of berm w hich has settled 4 inches lower than the design elevation  If settlement is apparent, measure berm to determine amount of settlement Settling can be an indication of more severe problems with the ber m or outlet works. A  licensed engineer in the state of Washington should be consulted to determine the source of  the settlement. Dike is built back to the design elevation.   Piping   Discernable water flow through pond berm. Ongoing erosion with potential for erosion to continue. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and  recommend repair of condition. Piping eliminated. Erosion potential resolved.  Emergency Overflow/  Spillway and Berms  over 4 feet in height     Tree Growth     Tree growth on emergency spillways c reates blockage problems and may cause failure of the  berm due to uncontrolled overtopping. Tree growth on berms over 4 feet in height may lead to piping through the berm which could  lead to failure of the berm. Trees should be removed. If root system is small (base less than 4 inches) the root system may be left in  place. Otherwise the roots should be removed and the berm rest ored. A licensed engineer in the state of  Washington should be consulted for proper berm/spillway restoration.  Piping   Discernable water flow through pond berm. Ongoing erosion with potential for  erosion to continue. (Recommend a Geotechnical engineer be called in to inspect and evaluate condition and  recommend repair of condition. Piping eliminated. Erosion potential resolved.   Emergency Overflow/Spillway   Emergency Overflow/Spillway   Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow  path of spillway. (Rip-rap on inside slopes need not be replaced.) Rocks and pad depth are restored to design standards.    Erosion  See "Side Slopes of Pond"    Table V-A.1: Maintenance Standards - Detention Ponds (continued) Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed General Trash & Debris See Table V-A.1: Ma intenance Standards - Detention Ponds  See Table V-A.1: Maintenance Standards - Detention Ponds  Poisonous/Noxious   Vegetation See Table V-A.1: Maintenance Standards - Detention Ponds  See Table V-A.1: Maintenance Standards - Detention Ponds Contaminants and  Pollution See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Detention Pond s Rodent Holes See Table V-A.1: Maintenance Standards - Detention Ponds  See  Table V-A.1: Maintenance Standards - Detention Ponds Storage Area Sediment Water ponding in  infiltration pond after rain fall ceases and appropriate time allowed for  infiltration. Treatment basins should infiltrate  Water Quality Design Storm  Volume within 48 hours, and empty within 24 hours after cessation of most   rain events. Sediment is  removed and/or facility is cleaned so  that infiltration system works  according to design. Table V-A.2: Maintenance Standards - Infiltration 2019StormwaterManagementManualf orWesternWashington VolumeV -AppendixA-Page1006 Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed (A percolation  test pit or test o f facility indicates facility is only working at 90% of its  designed capabilities. Test every 2 to 5 years. If  two inches or more  sediment is present, remove).  Filter Bags (if  applicable) Filled with  Sediment and  Debris Sediment and  debris fill bag more than 1/2 full. Filter bag is  replaced or system is redesigned. Rock Filters Sediment and  Debris By visual  inspection, little o r no water flows through filter during heavy rain storms. Gravel in rock  filter is replaced. Side Slopes of  Pond Erosion See Table V-A.1: Maintenance Standards - Detention Ponds See  Table V-A.1: M aintenance Standards - Detention Ponds Emergency Overflow  Spillway  and Berms over 4 feet in height. Tree Growth See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenanc e Standards - Detention Ponds Piping See Table V-A.1: Maintenance Standards - Detention Ponds See  Table V-A.1: Maintenance Standards - Detention Ponds Emergency Overflow  Spillway Rock Missing See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Detention Ponds Erosion See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Detention Ponds Pre-settling Ponds  and Vaults Facility or sump  filled  with Sediment and/or  debris 6" or  designed sediment trap depth of sediment. Sediment is  removed. Table V-A.2: Maintenance Standards - Infiltration (continued) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Storage Area       Plugged Air Vents One-half of the  cross section of a vent is blocked at any point or the vent is damaged.  Vents open and  functioning. Debris and  Sediment Accumulated  sediment depth exceeds 10% of the diameter of the storage area for 1/2 length  of storage vault or any point  depth exceeds 15% of diameter.  (Example: 72-inch  storage tank would requi re cleaning when sediment reaches depth of 7 inches  for more than 1/2 length of  tank.) All sediment and  debris removed from storage  area. Joints Between  Tank/Pipe Section Any openings or  voids  allowing material to be transported into facility. (Will require  engineering analysis to determine structural stability). All joint between  tank/pipe sections are sealed. Tank Pipe Bent Out  of Sha pe Any part of  tank/pipe is bent out of shape more than 10% of its design shape. (Review  required by engineer to determine  structural stability). Tank/pipe repaired  or replaced to design. Vault Structure  Includes Cracks in Wall, Bottom,  Damage to Frame and/or Top Slab Cracks wider than  1/2-inch and any evidence of soil particles entering the structure through  the cracks, or maint enance/inspection personnel determines that the vault is  not structurally sound. Cracks wider than  1/2-inch at the joint of any inlet/outlet pipe or any evidence of soil  particles entering the vau lt through the  walls. Vault replaced or  repaired to design specifications and is structurally sound. No cracks more  than 1/4-inch wide at the joint of  the inlet/outlet pipe. Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) 2019StormwaterManagementManualforWesternWashington VolumeV-AppendixA-Page1007 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Manhole       Cover Not in Place Cover is missing  or only partially in place. Any open manhole requires maintenance. Manhole is closed. Locking Mechanism  Not Working Mechanism cannot  be opened by one maintenance person with proper tools. Bolts into frame have  less than 1/2 inch of  thread (may not apply to self -locking lids).  Mechanism opens  with proper tools. Cover Difficult to  Remove One maintenance  person cannot remove lid after applying normal lifting pressure. Intent is to  keep cover from sealing  off  access to maintenance. Cover can be  removed and reinstalled by one  maintenance person. Ladder Rungs  Unsafe Ladder is unsafe  due to missing rungs, misalignment, not securely attached to stru cture wall,  rust, or cracks. Ladder meets  design standards. Allows maintenance person safe access. Catch Basins See Table V-A.5: Maintenance Standards - Catch  Basins See Table V-A.5: Maintenance S tandards - Catch Basins See Table V-A.5: Maintenance Standards -  Catch Basins Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) (continued) Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed General   Trash and Debris  (Includes Sediment) Material exceeds  25% of sump depth or 1 foot below orifi ce plate. Control structure  orifice is not blocked. All trash and debris removed. Structural Damage Structure is not  securely attached to manhole wall.  Structure is not  in upright position (allow  up to 10% from plumb). Connections to  outlet pipe are not watertight and show signs of rust. Any holes - other  than designed holes - in the structure. Structure securely  attached to wall and outl et pipe. Structure in correct  position. Connections to  outlet pipe are water tight; structure repaired or replaced and  works as  designed. Structure has no  holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is  not watertight or is missing. Gate cannot be  moved up and down by one maintenance person. Chain/rod leading  to gate is missing or damaged. Gate is rusted  over 50% of its surface area. Gate is watertight  and works as designed. Gate moves up and down  easily and is watertight. Chain is in place  and works as designed. Gate is repaired  or replaced to meet design standards. Orifice Plate   Damaged or Missing Control device is  not working properly due to missing, out of place, or  bent orifice plate. Plate is in place  and works as designed. Obstructions Any trash, debris,  sediment, or vegetation blocking the plate. Plate is free of  all obstructions and works as designed. Overflow Pipe Obstructions Any trash or  debris blocking (or having the potential of blocking) the  overflow pipe. Pipe is free of  all obstructions and works as designed. Manhole See Table V-A.3: Maintenance Sta ndards - Closed Detention Systems  (Tanks/Vaults) See Table V-A.3: Maintenance Standards - Closed Detention Systems  (Tanks/Vaults) See Table V-A.3: Maintenance Standards - Closed Detention Systems ( Tanks/Vaults) Catch Basin See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins See Table V-A.5: Maintenance Standards - Catch Basins Table V-A.4: Maintenance Standards - Control Structure/Flow Restrictor 2019StormwaterManagementManualforWesternWashington VolumeV -AppendixA-Page1008 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed General   Trash & Debris    Trash or debris  which is located immediately in front of the catch basin opening o r is  blocking inletting capacity of the basin by more than 10%. Trash or debris  (in the basin) that exceeds 60 percent of the sump depth as measured from the  bottom of basin to invert of the lowes t pipe into or out of the  basin, but in  no case less than a minimum of six inches clearance from the debris surface  to the invert of the lowest pipe. Trash or debris in  any inlet or outlet pipe b locking more than 1/3 of its height. Dead animals or  vegetation that could generate odors that could cause complaints or dangerous  gases (e.g., methane).   No Trash or debris  located immediately i n front of  catch basin or on grate opening. No trash or debris  in the catch basin. Inlet and outlet  pipes free of trash or debris. No dead animals or  vegetation present within the  catch basin. Sediment Sediment (in the  basin) that exceeds 60 percent of the sump depth as measured from the bottom  of basin to invert of the lowest pipe into or out of the  basin, but in no  case  less than a minimum of 6 inches clearance from the sediment surface to  the invert of the lowest pipe.   No sediment in the  catch basin Structure Damage  to  Frame and/or Top Slab Top slab has holes  larger than 2 square inches or cracks wider than 1/4 inch. (Intent is to make  sure no material is running into basin). Frame not sitting  flush on top slab, i.e., separation of  more than 3/4 inch of the frame from  the top slab. Frame not securely attached Top slab is free  of holes and cracks. Frame is sitting  flush on the riser rings or top slab  and firmly attached. Fractures or  Cracks in  Basin Walls/ Bottom Maintenance person judges that structure is  unsound. Grout fillet has  separated or cracked wider than 1/2 inch and longer than 1 foot at the joint  of  any inlet/outlet pipe or any evidence of soil particles entering  catch  basin through cracks. Basin replaced or  repaired to design standards. Pipe is regrouted  and secure at basin wall. Settlement/  Misalignment If failure of  basin has created a safety, function, or design problem.  Basin replaced or  repaired to design standards. Vegetation Vegetation growing  across and blocking  more than 10% of the basin opening. Vegetation growing  in inlet/outlet pipe joints that is more than six inches tall and less than  six inches apart. No vegetation  blocking opening to basin. No vegetation or  root growth present. Contamination and  Pollution See Table V-A.1: Maintenance Standards - Detention Ponds No pollution  present. Catch Basin  Cover Cover Not in Place Cover is missing  or only partially in place. Any open catch basin requires maintenance. Cover/grate is in place, meets design standards,  and is secured Locking Mechanism   Not Working Mechanism cannot be  opened by one maintenance person with proper tools. Bolts into frame have  less than 1/2 inch of thread. Mechanism opens  with proper tools. Cover Difficult to   Remove One maintenance  person cannot remove lid after applying normal lifting pressure. (Intent is keep  cover from sealing off access to maintenance.) Cover can be  removed by one maintenance pers on. Ladder Ladder Rungs  Unsafe Ladder is unsafe  due to missing rungs, not securely attached to basin wall, misalignment,  rust, cracks, or sharp edges. Ladder meets  design standards and allows mai ntenance person safe access. Metal Grates  (If Applicable) Grate opening  Unsafe Grate with opening  wider than 7/8 inch. Grate opening  meets design standards. Trash and Debris Trash and debris  tha t is blocking more than 20% of grate surface inletting capacity. Grate free of  trash and debris. Damaged or  Missing. Grate missing or  broken member(s) of the grate. Grate is in place, meets the de sign standards, and  is installed and aligned with the flow path. Table V-A.5: Maintenance Standards - Catch Basins 2019StormwaterManagementManualforWesternWashington VolumeV-AppendixA-Page1009 Page Intentionally Blank HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 29 of 30 APPENDIX E: EMAIL CORRESPONDANCE HUITT-ZOLLARS, INC.  1102 Broadway, Suite 301  Tacoma, WA 98402  253.627.9131 phone  253.627.4730 fax  huitt-zollars.com Nisqually Landing Huitt-Zollars Drainage Report January 6 2022 Yelm, Washington Page 30 of 30 Page Intentionally Blank 1 Nick Taylor From: Tami Merriman <tamim@Yelmwa.gov> on behalf of Tami Merriman Sent: Wednesday, October 9, 2019 5:05 PM To: ntaylor@irisgroupconsulting.com Cc: Derek McCoy Subject: RE: Early Environmental Review Determination Nick  SMMWW Section 3.3.5, Subsurface Characterization, #4 states: Monitorin g through at least one wet season is  required, unless substantially equivalent site historical data regarding ground water levels is available.     Recorded flood data and high ground water analysis  performed by Wal‐Mart shows high ground water to be  339 – 340.  The City does not agree with the assumption that the high ground water level to be 334.    The manual also states at 3.3.5 Infiltrati on receptor:  Impact of the infiltration rate and volume at the project  site on ground water mounding, flow direction, and water table; and the discharge point or area of the  infiltrating water. Co nduct a ground water mounding analysis at all sites where the depth to seasonal ground  water table or low permeability stratum is less than 15 feet from the estimated bottom elevation of the  infiltration facility, and the runoff to the infiltration facility is from more than one acre.    3.3.7 SSC‐5  The base of all infiltration basins or trench systems shall be ≥5 feet above the season al high‐water mark,  bedrock (or hardpan) or other low permeability layer. A separation down to 3 feet may be considered if the  ground water mounding analysis, volumetric receptor capacity, and the  design of the overflow and/or bypass  structures are judged by the site professional to be adequate to prevent overtopping and meet the site  suitability criteria specified in this section.    We know that there is high ground water, we know that the flood elevation is at 339‐340.  If you are unable to  locate the bottom of the infiltration at 344 or above, then we would consider the mo unding analysis to reduce  the separation level to 3 feet as stated in 3.3.7 above.    Project review is currenlty on hold for additional information. If you wish to move forward without meeting  the stormwater code, I will have to deny approval as the project does not meet City development  regualations.      Tami Merriman, Associate Planner  Community and Economic Development  City of Yelm | 106 2nd Street SE | Yelm, WA  98597  Direct: (360) 458‐8496   Email: tamim@yelmwa.gov  Website: www.yelmwa.gov    2   From: ntaylor@irisgroupconsulting.com <ntaylor@irisgroupconsultin g.com>   Sent: Sunday, October 6, 2019 4:54 PM  To: Tami Merriman <tamim@Yelmwa.gov>  Cc: Derek McCoy <DerekM@Yelmwa.gov>; 'Dennis Daly' <dtdaly1@msn.com>  Subject: RE: Early Environmental Review Det ermination    Tami,    Since section 18.21.080G is titled “Performance Standards – General Requirements in High Ground Water Hazard  Areas”, it would seem to not apply to locations outside of the hig h groundwater hazard area, except for as provided in  item #3 of that section.  Because the proposed infiltration facilities are not within the high groundwater hazard area,  does that not mean that  section 18.21.070G does not apply to the proposed infiltration facilities?  Assuming that it does  not apply to the proposed facilities it would seem that the stormwater manual would take precedence  over the critical  areas code.  The stormwater manual requires 5’ of separation from the seasonally high groundwater elevation without a  mounding analysis.  As the measured seasonally high receptor  elevation is at elevation 334, and our proposed receptor  elevation is 7’ above that, it would seem that the current design meets applicable code.  How can one be asked to meet  critical areas code i f not developing within a critical area or the adjacent areas that the code says it covers per the item  #3 of the cited section?  Looking at the draft water tank plan that was provided to us, it loo ks like the City is planning to  infiltrate at elevation 341, the same as us, but about 50’ closer to the hazard area than we are.  The code section cited  appears to make no allowance for infiltrati on within 6’ of the base flood elevation even with a mounding analysis.  If it is  the City’s official position that the cited code section applies to the area where we show the drainage facilities t hen a  mounding analysis would seem to be useless for Dennis’ facility as well as the City’s, because City code makes no  exceptions to the 6’ rule; however, the stormwater manual does.  Regardless,  can review continue while we sort  through this?      Nicholas Taylor PE  The Iris Group PLLC  (360) 688‐1302    From: Tami Merriman <tamim@Yelmwa.gov>   Sent: Friday, October 4, 2019 3:34 PM  To: ntaylor@irisgroupconsulting.com  Cc: Derek McCoy <DerekM@Yelmwa.gov>  Subject: RE: Early Environmental Review Determination    Nick We reviewed the revised site plan and stormwater report. The revised proposal does not meet our Critical Areas Code. Section 18.21.070G. Performance Standards – General Requirements in High Ground Water Hazard Areas.  1. Flood Elevations. The bas e flood elevation for high ground water flood hazard areas corresponds to the elevation of the outer  edge of the high ground water flood hazard area.  2. Delineation of the Base Flood Elevation. App licants shall submit to the approval authority hydrologic and hydrogeologic studies as  necessary to delineate the high ground water flood hazard area and the base flood elevation.  3. No development shall locate within 50 feet, measured on a horizontal plane, from the outer edge of the high ground water hazard  area or extending to a ground elevation two feet above the base fl ood elevation, whichever is less.  4. The bottom of any infiltration facility for stormwater discharge shall be located at least six feet above the base flood elevation.  Past flood events in 1996 and 1997 have shown that flood elevation is between elevation 339 and 340. In order to meet standard #4, any infiltration facility for stormwater is to be six feet above this base flood elevation. 3 We have in the past, accepted a mounding analysis that shows that there is no impact (less than ½ foot) on the high ground water elevation at the property lines. A final stormwater plan will need to show the high groundwater and any infiltration gallery must meet the minimum vertical separations required by the appropriate drainage manual. I have attached a mounding analysis that was provided for a project in Yelm for you to take a look at.   Tami Merriman, Associate Planner  Community and Economic Development  City of Yelm | 106 2nd  Street SE | Yelm, WA  98597  Direct: (360) 458‐8496   Email: tamim@yelmwa.gov  Website: www.yelmwa.gov      From: Tami Merriman   Sent: Monday, September 30, 2019 9:12 AM  To: 'ntaylor@irisgroupconsu lting.com' <ntaylor@irisgroupconsulting.com>  Subject: RE: Early Environmental Review Determination    Hi Nick  My apologies for not responding. I did receive the emails and attachments.  I was slamm ed the first part of the week,  and out sick Thursday and Friday.  The City Engineer and I will review your documents this week.  Thanks.    Tami Merriman, Associate Planner  Community and Economic D evelopment  City of Yelm | 106 2nd Street SE | Yelm, WA  98597  Direct: (360) 458‐8496   Email: tamim@yelmwa.gov  Website: www.yelmwa.gov      From: ntaylor@irisgroupconsulting.com <ntaylor@irisgroup consulting.com>   Sent: Monday, September 23, 2019 3:33 PM  To: Tami Merriman <tamim@Yelmwa.gov>  Subject: FW: Early Environmental Review Determination    Second email.     Nicholas Taylor PE  4 The Iris Group PLLC  (360) 688‐1302    From: ntaylor@irisgroupconsulting.com <ntaylor@irisgroupconsulting.com>   Sent: Monday, September 23, 2019 11:58 AM  To: 'Tami Merriman' <tamim@Yelmwa.gov>  Cc: 'Derek McCoy' <DerekM@Yelmwa.gov>; 'Grant Beck' <grantb@Yelmwa.gov>; 'Dennis Daly' <dtdaly1@msn.com>  Subject: RE: Early Environmental Review Determination    Tami,    Please see attached resubm ittal documents for the Nisqually Landing Apartments Site Plan Review application.  In  regard to the early review comments that were provided to us:    1. High Groundwater Hazard Area – We eliminate d the ponds that were within the 50’ development buffer and  replaced them with infiltration galleries in the parking lot.  Please see the attached revised preliminary plans and  drainage report.  2. STEP System – We completed preliminary calculations to determine required STEP tank sizing and  quantity.  Please see the attached STEP tank sizing calculations.  3. Driveway Access – We tried to  contact Walmart’s store manager to discuss timing of their potential driveway  move, but were unable to obtain that information.  In speaking with Bill Elliot at WSDOT, Walmart has not yet  submitted any plans or permit applications showing relocation of their entrance, and even if they choose to  relocate the entrance the proposed location of our site driveway does not inhibit them fr om moving their  entrance to a location that meets intersection spacing requirements.  Thusly, we have left the driveway as‐is.    Do you need any hardcopies?     Nicholas Taylor PE  The Iris Group PLLC  (360) 688‐1302    From: Tami Merriman <tamim@Yelmwa.gov>   Sent: Wednesday, August 14, 2019 11:18 AM  To: ntaylor@irisgroupconsulting.com; 'Dennis Daly' <dtdaly1@msn.com>  Cc: Derek McCoy <DerekM@Yelmwa.gov>; Grant Beck <grantb@Yelmwa.gov>  Subject: Early Environmental Review Determination    Nick & Dennis  We have begun our environmental review of this project and ha ve several concerns, specifically, the high ground water  determination, proposed sewer service, and driveway access.    Please see the attached letter and contact me on how you wish to move forward.   It is our desire to work with you to  achieve a plan that meets our critical areas code.    Thanks    Tami Merriman, Associate Planner  Community and Economic Development  City of Yelm | 106 2nd St reet SE | Yelm, WA  98597  Direct: (360) 458‐8496   Email: tamim@yelmwa.gov  Website: www.yelmwa.gov  R314166.01 2022.01.06 Landscape Plan Set.pdfL1.0 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X > > > > > > RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL RDL > > > > > > > ADA RAMP W W F W W W W S S S S S S S S S W W F F W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W S W W S S S S S S S W W W W W W W W D D D D D D D D D D D D M BF MVFS 2.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 1.52.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X (PROPOSED BOUNDARY) 3.0 1.52.0 2.0 4.0 4.0 4.0 2.0 Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T IRRIGATION NOTES: ES CS SS RCSLCS FHTQ Q T H F Q T H TT TQ F 0.25 0.50 1.5 2.0 3.0 4.0 IRRIGATION SCHEDULE MV BF FS M Valve Number Valve Size Valve Flow Valve Callout # # #" Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819 ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T AUTOMATIC CONTROL VALVE4 TRENCHING UNDER PAVING2 TRENCHING 3 5 6 SPRAY HEAD1 ROTOR HEAD4 Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T 1 2 LEGEND: 3 6 5 7 8 4 1 2 3 4 5 6 7 8 1 2 LEGEND: HUNTER DRIPLINE (HDL) PER PLAN 3 FINISHED GRADE 6 HDL RISER -  LENGTH AS REQUIRED PLD OR PLD-LOC FITTING 5 MULCH (AS SPECIFIED) 7 SOIL 8 PVC SUPPLY HEADER - SIZE PER PLAN 4" DEPTH 4 1 2 3 4 5 6 7 8 PLD OR PLD-LOC FITTING DRIPLINE CONNECTION W/ DRIPLINE & TEE3 DRIPLINE CONNECTION W/ DRIPLINE & ELBOW4 DRIP AUTOMATIC CONTROL VALVE2 HARDSCAPE HARDSCAPE 2 1 3 4 5 LEGEND: 1 2 4 5 3 IRREGULAR PLANTED AREA5 1 Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T 1 2 LEGEND: 3 6 4 7 8 4" DEPTH 5 1 2 3 5 6 7 8 4 DRIPLINE CONNECTION W/ PVC RISER & TEE2 2 3 1 LEGEND: 4 5 6 7 1 2 3 4 5 7 6 PLANTING BED4 LEGEND: 6 7 1 2 3 4 5 7 6 2 3 4 1 5 AS SPECIFIED 1 2 LEGEND: 3 6 5 7 8 4 1 2 3 4 5 6 7 8 PLANTING BED CENTER FEED2 CONNECTION W/ PVC RISER & ELBOW3 Design Two Four/Two Six 14835 161ST COURT SE RENTON, WA 98059-8819        ph. (425) 881-2426 cll. (206) 335-7719 www.design2426.com Landscape Architecture Irrigation Planning Athletic Field Design Construction Management J A S O N M . A N D E R S O N N O . 0 9 3 6 E X P . 0 8 / 2 4 / 2 0 2 2 S T A T E O F W A S H I N G T O N L A N D S C A P E A R C H I T E C T 1 LEGEND: 2 3 7 4 6 5 1 2 3 4 5 6 7 ROOT ZONE WATERING SYSTEM1 HARDSCAPE 1 2 3 4 5 LEGEND: 1 2 3 4 5 6 6 PARKING LOT ISLAND2 MANUAL FLUSH VALVE4DOUBLE CHECK VALVE ASSEMBLY IN #2 METER BOX3 R314166.01 2022.01.11 Comment Response.pdf Engineering Review Comment Response Memo Page 1 of 3 January 11, 2022 Derek M. McCoy, PE Civil Review Engineer City of Yelm RE: Civil Engineering Review No. 1 (Application # 2021.0579.CI0022) Nisqually Landing Apartments City of Yelm Project No. MU 2021.0023 Dear Derek; Shown below is a list of our responses to the December 3, 2021 comments. Please let me know if you have any questions after reviewing the responses and the revised documents. Comments are shown below, responses are shown in blue. Storm Report: (Ref - 2019 SWMMWW and Development Guidelines Chapter 3) 1. Replace the Thurston County Standard Notes for stormwater with the Yelm Standard Notes from Yelm Development Guidelines - Chapter 3 Stormwater. The Yelm Standards Notes have replaced the Thurston County Standard Notes. 2. Prior to final construction approval, provide the City with an updated Construction SWPPP with the CESCL and on-site contact information. The construction SWPPP has been updated and is included in the drainage report. The on-site contact information for the CECSL has been added Planning (Land Use): (Ref – Notice of Decision dated 7/10/2020 and Yelm Municipal Code) 3. Identify locations and provide details for refuse enclosure in compliance with Section 18.59.040(B) YMC See the architectural plans. 4. Call out cluster mailboxes. Include appropriate notes and details from USPS Planning Standards. The cluster mailboxes have been removed. See Architectural Plans for Parcel Room in Building C. Sanitary Sewer & Water Plan: (Ref - Development Guidelines Chapter 4 & 5) 5. Provide more detail of how the STEP system is proposed to be laid out and function. A separate plan and/or profile view of the tanks would be very useful. More STEP system details have been added to the Plan Set. 6. Use different line types to distinguish between domestic service lines and fire service lines. Lines types for domestic service lines and fire service lines have been revised. Engineering Review Comment Response Memo Page 2 of 3 7. A Reduced Pressure Backflow Assembly (RPBA) is required for each building's domestic meter service. Refer to and add Std Dwg 4-17 to detail sheets. A Double Check Valve Assembly (DCVA) is required for all irrigation meter services. The water plan and details pages have been updated accordingly. 8. All structures should be specified for location (Sta-Offset or N / E), and elevations (Rim, IE / FL, ect). This information can be given in callout or table format. This is left to the Engineer’s preference. All structures have been located on the plans. 9. Show and specify all fittings (valves, bends, elbows, caps, ect) for water and sewer service and main lines. Include thrust blocking as required to specification and add Std Dwg 4-13 & 4-14 to detail sheets. The water and sewer plans and details have been updated according to these comments. 10. A Double Detector Check Valve (DDCV) is required on each building's fire service line. Refer to and add in necessary Std Dwg 4-4, 4-4.2, & 4-4.3 to detail sheets. The water plan and detail sheets have been updated accordingly. 11. Provide buoyancy calculations for tanks. With the base high groundwater flood elevation being 339’ want to be sure they are not going to “float up” and adequate anchoring is being provided. There has been a history of this in older projects in the HGWHA. Buoyancy calculations can be found in the added sewer detail sheets. Frontage Improvements: (Ref - Development Guidelines Chapter 2) 12. As stated in the Hearing Examiner’s Decision dated October 14, 2021; “The sewer main located in 170th Street SE shall be extended to the location of the ingress to the site.” Please include plan and profile sheets for this extension. The off-site sewer main extension will be included in a separate submittal. Landscape / Irrigation Plans: (Ref – Chapter 18.55 Landscaping Requirements) 13. Landscape plans required. Landscape plans should show perimeter landscaping around south, east, and west property lines with species in compliance with Section 18.55.020(B) YMC Landscape plans are included in the resubmittal. 14. All trees removed with a diameter exceeding 8 inches should be replaced at a 1:1 basis One existing 30” Fir tree will be removed. See the landscape plans for the replacement. 15. Parking lot landscaping shall be in compliance with Section 18.55.020(D) YMC See included landscape plans. Engineering Review Comment Response Memo Page 3 of 3 Misc. Information: 16. Provide a blank box for an approval block on the civil engineering plans on all sheets. Civil Review Engineer will affix digital approval stamp here. Markups contain a red box for suggested placement. (typical all sheets) This box has been added to all the civil sheets. Please feel free to call me at (253) 627-9131 or email me at bdunning@huitt-zollars.com with any questions. Sincerely, HUITT-ZOLLARS, INC. Bill Dunning, PE Project Manager Transmittal - 00007_1.pdf Transmittal Tacoma, WA Page 1 of 1 PROJECT: Nisqually Landing R314166.01 DATE: 1/11/2022 SUBJECT: Nisqually Landing - 1st Resubmittal TRANSMITTAL ID: 00007 PURPOSE: For your use VIA: Info Exchange FROM NAME COMPANY EMAIL PHONE Cong Nguyen Tacoma, WA cnguyen@Huitt-Zollars.com 253.627.9131 TO NAME COMPANY EMAIL PHONE DerekM@Yelmwa.gov DerekM@Yelmwa.gov REMARKS: Hi Derek, I would like to resubmit the attached files for the Nisqually Landing Project. I have attached the Civil Plans, Drainage Report, Landscape Plans, and Comment Response Letter. Please let me know if you have any questions. Thanks, Cong Nguyen, E.I.T. Office: (253) 627-9131, ext 10707 Cell: (206) 376-1799 DESCRIPTION OF CONTENTS QTY DATED TITLE NOTES 1 1/11/2022 R314166.01 2022.01.05 Final Plan Set.pdf 1 1/11/2022 R314166.01 2022.01.06 Drainage Report.pdf 1 1/11/2022 R314166.01 2022.01.06 Landscape Plan Set.pdf 1 1/11/2022 R314166.01 2022.01.11 Comment Response.pdf COPIES: Bill Dunning (Huitt-Zollars, Inc.) Andrew Montero (Marathon Development)