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20240423_PWD3507_Signed As-Builts
UP UP UP UP UP UP UP 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 W W W W W W W W W W CO S CO D SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P SITE BM EL=181.07' PLANTER WITH CONC WALL(TYP) SD SD SDSD T1-CB RIM=181.28' IE=178.75' 6" PVC S IE=178.55' 6" PVC E IE=178.29' 12" PVC W T1-CB RIM=180.58' IE=176.57' 12" PVC S IE=176.65' 12" PVC NE IE=176.61 12" PVC E SSMH RIM=182.00' IE=177.5' TO CL CHANNEL 8"PVC, IN-EAST, OUT-WEST IE=177.82' 8"CPP E OIL/WATER SEPERATOR MANHOLE COVER RIM=182.52' IE NOT VISIBLE T1-CB RIM=179.28 IE=177.62' 12"CPP N IE=177.75' 12"CPP W APPROX. LOCATION OF 30' WIDE EMERGENCY ACCESS EASEMENT AFN 200105220840 T1-CB RIM=180.90' IE=176.81' 12" PVC NE IE=176.81' 12" PVC N IE=176.67' 12" PVC SW SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 178 18 2 18 4 18 0 TEMPORARY INLET PROTECTION PER WSDOT STANDARDS AND BMP C220 CLEARING LIMITS PER WSDOT STANDARDS AND BMP C103 1 1 PROPOSED PORTABLE FFE 189.20 PROPOSED PORTABLE FFE 181.90 REMOVE EXISTING FENCE AS REQUIRED FOR PLACEMENT OF NEW PORTABLES REMOVE EXISTING PARKING TEMPORARY INLET PROTECTION PER WSDOT STANDARDS AND BMP C220 REMOVE EXISTING FENCE AS REQUIRED FOR PLACEMENT OF NEW PORTABLES FENCE TO SOUTH TO REMAIN. PROTECT DURING CONSTRUCTION EXISTING STORM TO REMAIN. PROTECT DURING CONSTRUCTIKON SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSDSD EAGLE CREEK ELEMENTARY SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SAWCUT EXISTING PAVEMENT AS REQUIRED STORM LINE TO BE ABANDONED SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD TEMPORARY INLET PROTECTION PER WSDOT STANDARDS AND BMP C220 COORDINATE TRENCHING AND ASPHALT COVER WITH ELECTRICAL N88°01'01"E 1591.24' S5 ° 3 6 ' 2 9 " W 15 1 . 3 3 ' N47°10'24"W 37.80' N2 1 ° 5 5 ' 3 2 " W 50 1 . 2 5 ' S88°31'20"W 78.02' N5°24'08"E 135.04' S88°30'10"W 138.75'S88°30'10"W 518.54' S5°27'27"W 59.09' N89°59'25"W 474.11' S5 ° 3 2 ' 1 4 " W 19 8 . 6 5 ' S1 8 ° 0 1 ' 0 1 " W 15 9 . 6 3 ' S33°01'01"W 107.74' N89°54'56"W 23.91' S32°59'02"W 13.46' S5°32'14"W 0.54' C1.0 UNPUBLISHED WORK COPYRIGHT © 2023 BY HARMSEN & ASSOCIATES INC.P:\WORK\PROJECTS\2023\23-049 MCGRANAHAN-EAGLE CRK\CE\DWG\SHEETS\C1.0 COVER SWPPP.DWG 5/19/2023 SECTION 12, TOWNSHIP 31 NORTH, RANGE 05 EAST, W.M. EA G L E C R E E K E L E M E N T A R Y NE W P O R T A B L E S 12 1 6 E 5 T H S T R E E T AR L I N G T O N , W A 9 8 2 2 3 CO V E R S H E E T & S T O R M W A T E R PO L L U T I O N P R E V E N T I O N P L A N DATE: 05/22/23 Know what's below. Call before you dig. 5/19 / 2 3 EN G I N E E R S SU R V E Y O R S REVISIONS ...... JOB #: 23-049 28 2 2 C O L B Y A V E . , S U I T E 3 0 0 (4 2 5 ) 2 5 2 - 1 8 8 4 EV E R E T T , W A 9 8 2 0 1 (2 0 6 ) 3 4 3 - 5 9 0 3 Feet 0 20 40 VERTICAL DATUM NAVD 88 VICINITY MAP SCALE 1"=2000' EAGLE CREEK ELEMENTARY EAGLE CREEK ELEMENTARY NEW PORTABLES ARLINGTON SCHOOL DISTRICT OVERALL SITE PLAN SCALE 1"=200' PROPOSED PORTABLES ENGINEER DAVID HARMSEN, P.E. HARMSEN, LLC. 125 E MAIN ST., SUITE 104 MONROE, WA. 98272 (360) 794-7811 EMAIL: davidh@harmsenllc.com OWNER/ APPLICANT BRIAN LEWIS EXECUTIVE DIRECTOR OF OPERATIONS ARLINGTON PUBLIC SCHOOLS 315 N. FRENCH AVE ARLINGTON, WA 98223 (360) 618-6238 EMAIL: blewis@asd.wednet.edu ARCHITECT/CONTACT MITCH KENT MCGRANAHAN ARCHITECTS 2111 PACIFIC AVENUE, STE. 100 TACOMA, WA 98402 (253) 383-3084 EMAIL: mitch.kent@mcgranahan.com SITE INFORMATION EAGLE CREEK ELEMENTARY SCHOOL 1216 E 5TH STREET ARLINGTON, WA 98223 TAX PARCEL: 31051200200300 PROPERTY AREA: 18.6 AC NEW IMPERVIOUS 0 SF REPLACED IMPERVIOUS 0 SF POLLUTION GENERATING IMPERVIOUS 0 SF DISTURBED AREA 10,500 SF ABREVIATED LEGAL DESCRIPTION A PORTION OF THE N 1/2 OF NW 1/4 OF THE NW 1/4 AND A PORTION OF THE N1/2 OF THE NE 1/4 OF THE NW 14 OF SECTION 12, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. BEING THE SAME PROPERTY AS DEPICTED ON RECORD OF SURVEY AFN 200203205007 EXCEPT THAT PORTION LYING IN THE S 1/2 OF THE NW 1/4 OF THE NW 1/4 SECTION 12, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. DATUM NAVD 88 BENCHMARK PROJECT BENCHMARK: MAG NAIL WITH WASHER SET IN PAVEMENT ELEVATION = 181.07' VERTICAL INFORMATION DERIVED FROM MULTIPLE GPS OCCUPATIONS UTILIZING THE WASHINGTON STATE REFERENCE NETWORK. BASKETBALL HOOP CATCH BASIN W WATER VALVE G GAS METER HH HAND HOLE LUMINAIRE CULVERT END POST/GATE POST TRANSFORMER PAD POWER VAULT POWER METER FLAGPOLE STORM DRAIN CLEANOUT D STORM DRAIN MANHOLE SD STORM DRAIN VAULT SIGN POST CO SANITARY SEWER CLEANOUT S SEWER MANHOLE T TELEPHONE PEDESTAL JUNCTION BOX POWER POLE FIRE HYDRANT BOLLARDWATER METER YD YARD DRAIN TV CABLE TV LINE CHAIN LINK FENCE LINE G GAS LINE P POWER LINE UP POWER LINE (U.G.) SS SEWER LINE SD STORM DRAIN LINE UT TELEPHONE LINE (U.G.) W WATER LINE BENCH MARK NAD 83(2011) WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE COMBINED SCALE FACTOR: 0.9999379798 LEGEND 2 1 STABILIZE PAVED AREAS WITH ASPHALT PAVING PER PAVING SECTION STABILIZE PERVIOUS AREAS WITH LAWN RESTORATION STABILIZE PAVED AREAS WITH CRUSHED ROCK PER PAVING SECTION STABILIZATION NOTES TEMPORARY PERMANENT 1 CLEARING LIMITS (BMP C101) TEMPORARY INLET PROTECTION PER WSDOT STANDARDS I-30.15-02 SILT FENCE I-40.20-00 STORM DRAIN INLET PROTECTION I-10.10-01 HIGH VISIBILITY FENCE WSDOT STANDARD DETAILS BMP LIST C103 HIGH VISIBILITY PLASTIC OR METAL FENCE C105 STABILIZED CONSTRUCTION ENTRANCE C107 CONSTRUCTION ROAD/PARKING AREA STABILIZATION C123 PLASTIC COVERING C220 STORM INLET PROTECTION C233 SILT FENCE SITE HW Y 9 HW Y 9 ARLINGTON DIVI S I O N S T ST I L L A G U A M I S H A V E E GI L M A N A V E E 3RD ST STORMWATER POLLUTION PREVENTION PLAN SCALE 1"=20' DEMO EXISTING 4/22/2024 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 178 182 18 4 18 0 PROPOSED PORTABLE FFE 182.90 PROPOSED PORTABLE FFE 181.90 W W W W W W W W W W W W W W W W W W W W W W W CO W W P P P P P P P P P P P P P P P P P P P P P P IE=177.82' 8"CPP E T1-CB RIM=179.28 IE=177.62' 12"CPP N IE=177.75' 12"CPP W SD SD SD SD SD SD SD SDCB-1, TYPE I N: 437992.98 E: 1328278.17 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSDSDSDSDSDSD 6" PVC ROOF COLLECTOR, TYPICAL SDCBE A RI IE SE IN (CAP) IE N OUT IE S IN IE (12" E) IN =176.16 (NEW) CAP EXISTING STORM LINE AT EACH END. REMOVE ONLY AS REQUIRED FOR NEW FOOTINGS. EXI S T I N G 1 2 " S T O R M T O R E M A I N EX I S T I N G 1 2 " S T O R M T O R E M A I N EX I S T I N G 1 2 " S T O R M T O R E M A I N EXISTING 12" STORM TO REMAIN SD SD SD SD SD SDCB-2, TYPE I N: 437961.24 E: 1328279.29 6" SDCO, TYPICAL 80 LF 12" PVC 32 LF 12" PVC 80 LF 12" PVC SAWCUT & PATCH PER CITY OF ARLINGTON DETAIL R-140 SAWCUT & PATCH PER CITY OF ARLINGTON DETAIL R-140 TEE 6" PVC ROOF COLLECTOR INTO 12" STORM EXTEND ASPHALT TO MATCH EXISTING SURFACE. 5% MAX SLOPE 5 FT CONCRETE LANDING. SLOPE AT 2% AWAY FROM BLDG EXTEND ASPHALT TO EXISTING SURFACE. 5% MAX SLOPE 5 FT CONCRETE LANDING. SLOPE AT 2% AWAY FROM BLDG ASPHALT THICKENED EDGE AT NORTH & EAST OF BUILDING ASPHALT THICKENED EDGE AT NORTH & EAST OF BUILDING 6" PVC ROOF COLLECTOR, TYPICAL 6" SDCO, TYPICAL ASPHALT PAVING PER DETAIL C2.0 1 C2.0 2 C2.0 2 1.00% 2. 6 4 % 3.72% 1. 0 0 % 1. 2 7 % 2.20% 1.24% 0. 6 2 % RESET STRUCTURE AS NECESSARY FOR REVISED PIPE ANGLE CRAWL ACCESS CRAWL ACCESS BOLLARDS PER ARCHITECT 181.63 181.85 182.84 181.06 1. 1 9 % 1.0 0 % WARP PAVING AT DOOR TO DIRECT RUNOFF TO THE WEST WARP PAVING AT DOOR TO DIRECT RUNOFF TO THE WEST SLOPE PAVING TO FLOW AROUND ACCESS MATCH EXISTING, SEAL JOINT WITH RS-4000 OR EQUAL DIRECT FLOW ALONG THICKENED EDGE TO PROPOSED CATCHBASINS SS SS SS SS SS SS SS SS SS SS SDCB-EX. B TYPE I RIM=181.58 IE (12" NE) IN=178.69 IE (12" E) IN=177.07 IE (12" NW) OUT=177.07 IE (12" NW) OUT=177.07 (CAP) (NEW) SCALE: H: 1"=20' V: 1"=5' STORM - PROFILE 170 175 180 185 170 175 180 185 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 80 LF 12" PVC S=0.005 FT/FT 32 LF 12" PVC S=0.005 FT/FT SDCB-1 TYPE I RIM=181.69 IE (12" S) IN=176.54 IE (12" W) OUT=176.54 SDCB-EX. A TYPE I RIM=179.81 IE (12" E) IN=176.16 IE (12" SE) IN=176.23 IE (12" S) IN=177.81 IE (12" N) OUT=176.16 SDCB-EX. B TYPE I RIM=181.58 IE (12" NE) IN=178.69 IE (12" E) IN=177.07 IE (12" NW) OUT=177.07 IE (12" NW) OUT=177.07 (NEW) APPROXIMATE EXISTING GROUND 80 LF 12" PVC S=0.005 FT/FT SDCB-2 TYPE I RIM=181.38 IE (12" SE) IN=176.69 IE (12" N) OUT=176.69 (CAP) PROPOSED SEWER ROOF COLLECTOR (CAP) (NEW) C2.0 UNPUBLISHED WORK COPYRIGHT © 2023 BY HARMSEN & ASSOCIATES INC.P:\WORK\PROJECTS\2023\23-049 MCGRANAHAN-EAGLE CRK\CE\DWG\SHEETS\C2.0 STORM PAVING.DWG 5/19/2023 SECTION 12, TOWNSHIP 31 NORTH, RANGE 05 EAST, W.M. EA G L E C R E E K E L E M E N T A R Y NE W P O R T A B L E S 12 1 6 E 5 T H S T R E E T AR L I N G T O N , W A 9 8 2 2 3 ST O R M D R A I N A G E & P A V I N G P L A N DATE: 05/22/23 Know what's below. Call before you dig. 5/19 / 2 3 EN G I N E E R S SU R V E Y O R S REVISIONS ...... JOB #: 23-049 28 2 2 C O L B Y A V E . , S U I T E 3 0 0 (4 2 5 ) 2 5 2 - 1 8 8 4 EV E R E T T , W A 9 8 2 0 1 (2 0 6 ) 3 4 3 - 5 9 0 3 Feet 0 20 40 VERTICAL DATUM NAVD 88 DEVELOPMENT SERVICES MANAGER STORM DRAINAGE & PAVING PLAN SCALE 1"=20' ROOF DRAIN PIPE NOTES 1. PIPE RUNS SHALL HAVE MINIMUM POSITIVE SLOPE OF 1% AND 6" MIN DIAMETER SMOOTH WALL PIPE. 2. INSTALL CLEANOUTS AT TEES, BENDS 45° OR GREATER AND AT INTERVALS NO GREATER THAN 150 LF. 2.5" MINIMUM COMPACTED DEPTH HMA 4" MINIMUM COMPACTED DEPTH CSBC, COMPACT TO 95% OF ASTM D-1557 COMPACT SUBGRADE TO 95% OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE STRUCTURAL FILL IF REQUIRED 4" MINIMUM DEPTH CONCRETE (3,000 PSI) 4" MINIMUM COMPACTED DEPTH, CSBC, COMPACTED TO 95% OF MODIFIED PROCTOR DENSITY SUBGRADE, COMPACTED TO 95% MODIFIED PROCTOR DENSITY PROPOSED PORTABLE BUILDING FFE PER PLAN 18" SCALE: ASPHALT PAVING SECTION1NONE SCALE: CONCRETE PAVING SECTION2NONE SCALE: ASPHALT THICKENED EDGE3NONE ASPHALT PAVING PER DETAIL C2.0 16" 18" x 6" ASPHALT THICKENED EDGE. LOCATION PER PLAN 176.13 80.7 31.7 80.3 176.99 176.13 80.7 181.72 176.58 176.57 31.7 0.007 181.73 176.81 176.81 176.99 TYPE 1 CB RIM=181.50 IE (6" SW)=179.41 7.7 LF PVC S=0.056 FT/FT 80.3 0.002 RECORD DRAWING AS-BUILT RECORD DRAWING PREPARED BY HARMSEN LLC., EVERETT, WASHINGTON ON _______ FIELD WORK COMPLETED __________ AND RECORDED IN FIELD BOOK #________ ITEMS NOT MARKED ARE UNCHANGED OR COULD NOT BE VERIFIED IN THE AS-BUILT SURVEY. These record drawings are submitted for review on a true copy of the county-approved construction plans signed for approval on ____________________________________ By: Project Engineer/Surveyor ____________________________ Date ___________ 3/21/24 3/11/24 1303 3/21/24 SS SS SS SS SS SS SS SS SS SS SS SS SS SS UP UP UP UP UP UP UP 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 W W W W W W W W W W CO S CO D SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P P SD SD SDSD T1-CB RIM=181.28' IE=178.75' 6" PVC S IE=178.55' 6" PVC E IE=178.29' 12" PVC W T1-CB RIM=180.58' IE=176.57' 12" PVC S IE=176.65' 12" PVC NE IE=176.61 12" PVC E SSMH RIM=182.00' IE=177.5' TO CL CHANNEL 8"PVC, IN-EAST, OUT-WEST IE=177.82' 8"CPP E OIL/WATER SEPERATOR MANHOLE COVER RIM=182.52' IE NOT VISIBLE T1-CB RIM=179.28 IE=177.62' 12"CPP N IE=177.75' 12"CPP W T1-CB RIM=180.90' IE=176.81' 12" PVC NE IE=176.81' 12" PVC N IE=176.67' 12" PVC SW SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD 178 178 18 2 18 4 18 0 PROPOSED PORTABLE FFE 182.90 PROPOSED PORTABLE FFE 181.90 NEAREST EXISTING FIRE HYDRANT SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SDSDSDSDSDSDSDSDSDSDSDSDSDSD (2) 5/8" WATER METERS PER CITY OF ARLINGTON STD DETAIL W-040 1" H D P E W A T E R L I N E SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 20 9 L F 8 " P V C 111 LF 8" DI S = -0.005 FT/FT 7 LF 6" PVC S = 0.010 FT/FT 7 LF 6" PVC S = 0.010 FT/FT N: 438063.19 E: 1328236.40 SSMH-1 N: 437952.12 E: 1328239.97 SSCO-SSCO 1 SD SD SD SD SD SAWCUT & PATCH WITH RS4000 OR APPROVED EQUAL SAWCUT & PATCH PER CITY OF ARLINGTON DETAIL R-140 SAWCUT & PATCH WITH RS4000 OR APPROVED EQUAL SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD PROTECT EXISTING CURB REMOVE & REPLACE EXISTING CONCRETE WALKWAY SCALE: H: 1"=20' V: 1"=5' EX. SSMH TO SSMH #1 - PROFILE 170 175 180 185 170 175 180 185 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 EX. SSMH RIM=182.00 IE (8" NW) IN=177.50 IE (8" E) OUT=177.50 IE (8" S) OUT=177.50 209 LF 8" PVC S=0.005 FT/FT 209 LF 8" PVC S=0.005 FT/FT APPROXIMATE EXISTING GROUND 12" STORM SSMH-1 RIM=182.24 IE (8" N) IN=178.54 IE (8" S) OUT=178.64 E WATER CENTER FULL SECTION OF SEWER PIPE UNDER WATER SCALE: H: 1"=20' V: 1"=5' SSMH #1 TO SSCO #1 - PROFILE 175 180 185 175 180 185 0+00 0+20 0+40 0+60 0+80 1+00 1+20 SSMH-1 RIM=182.24 IE (8" N) IN=178.54 IE (8" S) OUT=178.64 111 LF 8" DI S=0.005 FT/FT SSCO 1 RIM=180.89 IE (8" N) IN=179.20 IE (6" E) IN=179.37 APPROXIMATE EXISTING GROUND SS STUB 0+34 LT IE 178.98 SS STUB 1+11 LT IE 179.37 12" STORM C3.0 UNPUBLISHED WORK COPYRIGHT © 2023 BY HARMSEN & ASSOCIATES INC.P:\WORK\PROJECTS\2023\23-049 MCGRANAHAN-EAGLE CRK\CE\DWG\SHEETS\C3.0 SEWER WATER.DWG 5/19/2023 SECTION 12, TOWNSHIP 31 NORTH, RANGE 05 EAST, W.M. EA G L E C R E E K E L E M E N T A R Y NE W P O R T A B L E S 12 1 6 E 5 T H S T R E E T AR L I N G T O N , W A 9 8 2 2 3 SA N I T A R Y S E W E R & W A T E R P L A N DATE: 05/22/23 Know what's below. Call before you dig. 5/19 / 2 3 EN G I N E E R S SU R V E Y O R S REVISIONS ...... JOB #: 23-049 28 2 2 C O L B Y A V E . , S U I T E 3 0 0 (4 2 5 ) 2 5 2 - 1 8 8 4 EV E R E T T , W A 9 8 2 0 1 (2 0 6 ) 3 4 3 - 5 9 0 3 Feet 0 20 40 VERTICAL DATUM NAVD 88 DEVELOPMENT SERVICES MANAGER SANITARY SEWER & WATER PLAN SCALE 1"=20' 20 8 . 6 108.7 7.6 6.7 0.004 208.6 177.46 182.29 178.34IN OUT 178.44OUT IN IN 177.46 177.36 182.29 178.34IN OUT 178.44 108.7 0+30.7 1+08.7 RECORD DRAWING AS-BUILT RECORD DRAWING PREPARED BY HARMSEN LLC., EVERETT, WASHINGTON ON _______ FIELD WORK COMPLETED __________ AND RECORDED IN FIELD BOOK #________ ITEMS NOT MARKED ARE UNCHANGED OR COULD NOT BE VERIFIED IN THE AS-BUILT SURVEY. These record drawings are submitted for review on a true copy of the county-approved construction plans signed for approval on ____________________________________ By: Project Engineer/Surveyor ____________________________ Date ___________ 3/21/24 3/11/24 1303 3/21/24 C4.0 UNPUBLISHED WORK COPYRIGHT © 2023 BY HARMSEN & ASSOCIATES INC.P:\WORK\PROJECTS\2023\23-049 MCGRANAHAN-EAGLE CRK\CE\DWG\SHEETS\C4.0 NOTES.DWG 5/19/2023 SECTION 12, TOWNSHIP 31 NORTH, RANGE 05 EAST, W.M. EA G L E C R E E K E L E M E N T A R Y NE W P O R T A B L E S 12 1 6 E 5 T H S T R E E T AR L I N G T O N , W A 9 8 2 2 3 GE N E R A L C O N S T R U C T I O N N O T E S DATE: 05/22/23 Know what's below. Call before you dig. 5/19 / 2 3 EN G I N E E R S SU R V E Y O R S REVISIONS ...... JOB #: 23-049 28 2 2 C O L B Y A V E . , S U I T E 3 0 0 (4 2 5 ) 2 5 2 - 1 8 8 4 EV E R E T T , W A 9 8 2 0 1 (2 0 6 ) 3 4 3 - 5 9 0 3 GENERAL CONSTRUCTION NOTES: 1.ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. 2.IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT, RIGHT-OFWAY PERMIT, AND UTILITY PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. 3.PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PERMITS, A COPY OF THE CONTRACTOR’S LICENSE, AND PROOF OF INSURANCE COVERAGE. 4.A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. 5.ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. 6.ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS. 7.THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 8.INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT INSPECTION. 9.THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY INSPECTOR. 10.THE CONTRACTOR SHALL MAINTAIN TWO (2) SETS OF “AS- BUILT” PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN ENGINEER. STORM DRAINAGE NOTES: 1.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. 2.ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE CITY. 3.PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY’S STANDARDS AND SPECIFICATIONS (CHAPTER 4). 4.ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90% OF MAXIMUM DRY DENSITY. 5.ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. 6.LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2”X4” WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED “STORM”. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 6.ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION OF INLETS IS DISCOURAGED. 7.ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4 INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. 8.ALL GRATES SHALL BE MARKED “OUTFALL TO STREAM – DUMP NO POLLUTANTS”. ALL SOLID COVER SHALL BE MARKED “DRAIN”. ALL CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. 9.ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. 11.ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 12.DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. 12.BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING BEGINS. 13.STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DEVELOPER PRIOR TO THE CITY’S ACCEPTANCE OF THE PROJECT. 14.WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. 15.IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. SWPP NOTES: 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR STORM DRAINAGE DESIGN. 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE CITY INSPECTOR AT THEIR REQUEST. 3. THE TESC BMP’S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. 4.THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTOR’S CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND OPERATION. 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON REACHING A DEPTH OF 12 INCHES. 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE RATE OF 120 LBS PER ACRE. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 INCHES, OR 3,000 POUNDS PER ACRE. 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 16. UPON COMPLETION OF THE PROJECT, ALL BMP’S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP’S ARE REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. 17. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN UNDISTURBED STATE TO THE MAXIMUM EXTEND PRACTICABLE. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE CONVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGEINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT THE PROJECT COMPLETION, DEMONSTRATE THE REQUIREMENTS ESTABLISHED IN T5.13 OF THE 2014 SWMMWW, POST CONSTRUCTION SOIL QUALITY AND DEPTH. BMP T5.13: POST-CONSTRUCTION SOIL QUALITY THIS BMP SHALL BE USED IN THE LANDSCAPED AREAS ON THE SITE AND ANY OTHER DISTURBED AREAS. SOIL RETENTION RETAIN, IN AN UNDISTURBED STATE, THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A DESIGNATED, CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE REAPPLIED TO OTHER PORTIONS OF THE SITE WHERE FEASIBLE. SOIL QUALITY ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING: 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS: a.THE ORGANIC CONTENT FOR “PRE-APPROVED” AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING THE COMPOST BELOW, WITH THE EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35% BIOSOLIDS OR MANURE. THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65%, AND A CARBON TO NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. b.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING (A.) ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND NOT EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B, TESTING PARAMETERS, IN WAC 173-350-220. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. IMPLEMENTATION OPTIONS: THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE METHODS LISTED BELOW: 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL, AND PROTECT FROM COMPACTION DURING CONSTRUCTION. 2.AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT “PRE-APPROVED” RATES, OR AT CUSTOM CALCULATED RATES BASED ON TESTS OF THE SOIL AND AMENDMENT. 3.STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACE IT PRIOR TO PLANTING. STOCKPILED TOPSOIL MUST ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS, EITHER AT A DEFAULT “PRE-APPROVED” RATE OR AT A CUSTOM CALCULATED RATE. 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE. SOIL THAT ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS, AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED. COMPOST TO ENSURE THAT THE BSM WILL SUPPORT HEALTHY PLANT GROWTH AND ROOT DEVELOPMENT, CONTRIBUTE TO BIOFILTRATION OF POLLUTANTS, AND NOT RESTRICT INFILTRATION WHEN USED IN THE PROPORTIONS CITED HEREIN, THE FOLLOWING COMPOST STANDARDS ARE REQUIRED. MEETS THE DEFINITION OF “COMPOSTED MATERIAL” IN WAC 173-350-100 AND COMPLIES WITH TESTING PARAMETERS AND OTHER STANDARDS IN WAC 173-350-220. PRODUCED AT A COMPOSTING FACILITY THAT IS PERMITTED BY THE JURISDICTIONAL HEALTH AUTHORITY. PERMITTED COMPOST FACILITIES IN WASHINGTON ARE INCLUDED ON A LIST AVAILABLE AT HTTP://WWW.ECY.WA.GOV/PROGRAMS/SWFA/ORGANICS/SOIL.HTML THE COMPOST PRODUCT MUST ORIGINATE A MINIMUM OF 65 PERCENT BY VOLUME FROM RECYCLED PLANT WASTE COMPRISED OF ”YARD DEBRIS,” “CROP RESIDUES,” AND “BULKING AGENTS” AS THOSE TERMS ARE DEFINED IN WAC 173-350-100. A MAXIMUM OF 35 PERCENT BY VOLUME OF “POST-CONSUMER FOOD WASTE” AS DEFINED IN WAC 173-350-100, BUT NOT INCLUDING BIOSOLIDS, MAY BE SUBSTITUTED FOR RECYCLED PLANT WASTE. STABLE (LOW OXYGEN USE AND CO2 GENERATION) AND MATURE (CAPABLE OF SUPPORTING PLANT GROWTH) BY TESTS SHOWN BELOW. THIS IS CRITICAL TO PLANT SUCCESS IN A BIORETENTION SOIL MIXES. MOISTURE CONTENT RANGE: NO VISIBLE FREE WATER OR DUST PRODUCED WHEN HANDLING THE MATERIAL. TESTED IN ACCORDANCE WITH THE U.S. COMPOSTING COUNCIL “TEST METHOD FOR THE EXAMINATION OF COMPOST AND COMPOSTING” (TMECC), AS ESTABLISHED IN THE COMPOSTING COUNCIL'S “SEAL OF TESTING ASSURANCE” (STA) PROGRAM. MOST WASHINGTON COMPOST FACILITIES NOW USE THESE TESTS. SCREENED TO THE FOLLOWING SIZE GRADATIONS FOR FINE COMPOST WHEN TESTED IN ACCORDANCE WITH TMECC TEST METHOD 02.02-B, SAMPLE SIEVING FOR AGGREGATE SIZE CLASSIFICATION.” FINE COMPOST SHALL MEET THE FOLLOWING GRADATION BY DRY WEIGHT MINIMUM PERCENT PASSING 2”: 100% MINIMUM PERCENT PASSING 1”: 99% MINIMUM PERCENT PASSING 5/8”: 90% MINIMUM PERCENT PASSING ¼”: 75% PH BETWEEN 6.0 AND 8.5 (TMECC 04.11-A). “PHYSICAL CONTAMINANTS” (AS DEFINED IN WAC 173-350-100) CONTENT LESS THAT 1% BY WEIGHT (TMECC 03.08-A) TOTAL, NOT TO EXCEED 0.25 PERCENT FILM PLASTIC BY DRY WEIGHT. MINIMUM ORGANIC MATTER CONTENT OF 40% (TMECC 05.07-A “LOSS ON IGNITION) SOLUBLE SALT CONTENT LESS THAN 4.0 DS/M (MMHOS/CM) (TMECC 04.10-A “ELECTRICAL CONDUCTIVITY, 1:5 SLURRY METHOD, MASS BASIS”) MATURITY INDICATORS FROM A CUCUMBER BIOASSAY (TMECC 05.05-A “SEEDLING EMERGENCE AND RELATIVE GROWTH ) MUST BE GREATER THAN 80%FOR BOTH EMERGENCE AND VIGOR”) STABILITY OF 7 MG CO2-C/G OM/DAY OR BELOW (TMECC 05.08-B “CARBON DIOXIDE EVOLUTION RATE”) CARBON TO NITROGEN RATIO (TMECC 05.02A “ CARBON TO NITROGEN RATIO” WHICH USES 04.01 “ORGANIC CARBON” AND 04.02D “TOTAL NITROGEN BY OXIDATION”) OF LESS THAN 25:1. THE C:N RATIO MAY BE UP TO 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PUGET SOUND LOWLAND NATIVE SPECIES AND UP TO 40:1 FOR COARSE COMPOST TO BE USED AS A SURFACE MULCH (NOT IN A SOIL MIX). SOIL DESIGN CRITERIA THE CAVFS DESIGN INCORPORATES COMPOSTED MATERIAL INTO THE NATIVE SOILS PER THE CRITERIA IN BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND DEPTH (P.911) FOR TURF AREAS. HOWEVER, AS NOTED BELOW, THE COMPOST SHALL NOT CONTAIN BIOSOLIDS, OR MANURE. THE GOAL IS TO CREATE A HEALTHY SOIL ENVIRONMENT FOR A LUSH GROWTH OF TURF. SOIL/COMPOST MIX: ·PRESUMPTIVE APPROACH: PLACE AND ROTOTILL 1.75 INCHES OF COMPOSTED MATERIAL INTO 6.25 INCHES OF SOIL (A TOTAL AMENDED DEPTH OF ABOUT 9.5 INCHES), FOR A SETTLED DEPTH OF 8 INCHES. WATER OR ROLL TO COMPACT SOIL TO 85% MAXIMUM. PLANT GRASS. ·CUSTOM APPROACH: PLACE AND ROTOTILL THE CALCULATED AMOUNT OF COMPOSTED MATERIAL INTO A DEPTH OF SOIL NEEDED TO ACHIEVE 8 INCHES OF SETTLED SOIL AT 5% ORGANIC CON-TENT. WATER OR ROLL TO COMPACT SOIL TO 85% MAXIMUM. PLANT GRASS. THE AMOUNT OF COMPOST OR OTHER SOIL AMENDMENTS USED VARIES BY SOIL TYPE AND ORGANIC MATTER CONTENT. IF THERE IS A GOOD POSSIBILITY THAT SITE CONDITIONS MAY ALREADY CONTAIN A RELATIVELY HIGH ORGANIC CONTENT, THEN IT MAY BE POSSIBLE TO MODIFY THE PRE-APPROVED RATE DESCRIBED ABOVE AND STILL BE ABLE TO ACHIEVE THE 5% ORGANIC CONTENT TARGET. ·THE FINAL SOIL MIX (INCLUDING COMPOST AND SOIL) SHOULD HAVE AN INITIAL SATURATED HYDRAULIC CONDUCTIVITY LESS THAN 12 INCHES PER HOUR, AND A MINIMUM LONG-TERM HYDRAULIC CONDUCTIVITY OF 1.0 INCH/HOUR PER ASTM DESIGNATION D 2434 (STANDARD TEST METHOD FOR PERMEABILITY OF GRANULAR SOILS) AT 85% COMPACTION PER ASTM DESIGNATION D 1557 (STANDARD TEST METHOD FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL USING MODIFIED EFFORT. INFILTRATION RATE AND HYDRAULIC CONDUCTIVITY ARE ASSUMED TO BE APPROXIMATELY THE SAME IN A UNIFORM MIX SOIL. NOTE: LONG TERM SATURATED HYDRAULIC CONDUCTIVITY IS DETERMINED BY APPLYING THE APPROPRIATE INFILTRATION CORRECTION FACTORS AS EXPLAINED UNDER “DETERMINING BIORETENTION SOIL MIX INFILTRATION RATE” UNDER BMP T7.30: BIORETENTION CELLS, SWALES, AND PLANTER BOXES(P.959). ·THE FINAL SOIL MIXTURE SHOULD HAVE A MINIMUM ORGANIC CONTENT OF 5% BY DRY WEIGH TPER ASTM DESIGNATION D 2974 (STANDARD TEST METHOD FOR MOISTURE, ASH AND ORGANIC MATTER OF PEAT AND OTHER ORGANIC SOILS) (TACKETT, 2004). ·ACHIEVING THE ABOVE RECOMMENDATIONS WILL DEPEND ON THE SPECIFIC SOIL AND COM-POST CHARACTERISTICS. IN GENERAL, THE RECOMMENDATION CAN BE ACHIEVED WITH 60% TO65% LOAMY SAND MIXED WITH 25% TO 30% COMPOST OR 30% SANDY LOAM, 30% COARSE SAND, AND 30% COMPOST. ·THE FINAL SOIL MIXTURE SHOULD BE TESTED PRIOR TO INSTALLATION FOR FERTILITY, MICRONUTRIENT ANALYSIS, AND ORGANIC MATERIAL CONTENT. ·CLAY CONTENT FOR THE FINAL SOIL MIX SHOULD BE LESS THAN 5%. ·COMPOST MUST NOT CONTAIN BIOSOLIDS, MANURE, ANY STREET OR HIGHWAY SWEEPINGS, OR ANY CATCH BASIN SOLIDS. ·THE PH FOR THE SOIL MIX SHOULD BE BETWEEN 5.5 AND 7.0 (STENN, 2003). IF THE PH FALLS OUTSIDE THE ACCEPTABLE RANGE, IT MAY BE MODIFIED WITH LIME TO INCREASE THE PH OR IRON SULFATE PLUS SULFUR TO LOWER THE PH. THE LIME OR IRON SULFATE MUST BE MIXED UNIFORMLY INTO THE SOIL PRIOR TO USE IN LID AREAS (LOW-IMPACT DEVELOPMENT CENTER,2004). ·THE SOIL MIX SHOULD BE UNIFORM AND FREE OF STONES, STUMPS, ROOTS, OR OTHER SIMILAR MATERIAL LARGER THAN 2 INCHES. ·WHEN PLACING TOPSOIL, IT IS IMPORTANT THAT THE FIRST LIFT OF TOPSOIL IS MIXED INTO THE TOP OF THE EXISTING SOIL. THIS ALLOWS THE ROOTS TO PENETRATE THE UNDERLYING SOIL EASIER AND HELPS PREVENT THE FORMATION OF A SLIP PLANE BETWEEN THE TWO SOIL LAYERS. SOIL COMPONENT: THE TEXTURE FOR THE SOIL COMPONENT OF THE LID BMP SOIL MIX SHOULD BE LOAMY SAND (USDA SOIL TEXTURAL CLASSIFICATION). COMPOST COMPONENT: FOLLOW THE SPECIFICATIONS FOR COMPOST IN BMP T7.30: BIORETENTION CELLS, SWALES, AND PLANTER BOXES (P.959) DEVELOPMENT SERVICES MANAGER PROPOSED 8" DI SEWER, CENTER FULL LENGTH OF PIPE AT WATER CROSSING APPROXIMATE PIPE INVERT ELEVATIONS TOP OF PIPE: 178.36 BOTTOM OF PIPE: 177.56 45° FLxMJ BENDS, TYPICAL OF 4 VERTICAL BENDS FOR SEWER LINE CROSSING EXISTING 8" DI WATERLINE IN CONFLICT WITH PROPOSED SEWER 6" MINIMUM VERTICAL SEPARATION CUT EXISTING 8" DI WATERLINE FOR PROPOSED FITTINGS CUT EXISTING WATERLINE FOR PROPOSED FITTINGS FOAM BLOCKING C3.0 UNPUBLISHED WORK COPYRIGHT © 2023 BY HARMSEN & ASSOCIATES INC. P:\WORK\PROJECTS\2023\23-049 MCGRANAHAN-EAGLE CRK\CE\DWG\SHEETS\C3.0 SEWER WATER.DWG 8/22/2023 (425) 252-1884 2822 COLBY AVE., SUITE 300 (206) 343-5903 EVERETT, WA 98201 FAX: (360) 805-9732 SECTION 12, TOWNSHIP 31 NORTH, RANGE 05 EAST, W.M. JOB #: 23-049 EAGLE CREEK ELEMENTARY SCHOOL SANITARY SEWER & WATER PLAN EXISTING WATER CONFLICT SKETCH EXISTING SURFACING IS CONCRETE SIDEWALK CONTRACTOR TO VERIFY DEPTH OF EXISTING UTILITIES AT CROSSING APPROXIMATE SURFACE ELEVATION: 182.02 1.ALL FITTINGS TO BE REQUIRED TO BE FLANGE BY MECHANICAL JOINT TO REDUCE THE RISK OF LEAKING OR CROSS CONTAMINATION AND REMOVE THE NEED FOR CONCRETE BLOCKING. 2.ALL MJ'S WOULD REQUIRE MEGA LUGS 3.THE WATER MAIN LINE OVER THE SEWER REQUIRED TO BE A FULL STICK CENTERED ON THE TOP/BOTTOM OF THE SEWER LINE APPROX COVER DEPTH = 2.58'