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HomeMy WebLinkAboutS-435411LO Ict Nt i 0 w r N CONSTRUCTION PROVISIONS (Revised 05-16-11) STANDARD SPECIFICATIONS ALL WORK, MATERIALS AND TESTING SHALL CONFORM TO THE STANDARDS OF SOOS CREEK WATER & SEWER DISTRICT AND THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION", CURRENT EDITION, AS PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION, AND HEREINAFTER REFERRED TO AS THE "STANDARD SPECIFICATIONS," EXCEPT AS HEREIN MODIFIED. 2. TRENCH EXCAVATION, BEDDING AND BACKFILL ALL WORK WITHIN THE RIGHT-OF-WAY SHALL COMPLY WITH ALL PERTINENT PERMITS, THE GOVERNING AGENCY'S CURRENT ROAD STANDARDS, AND THE STANDARD SPECIFICATIONS. ALL MATERIAL FROM CLEARING AND GRUBBING SHALL BE HAULED TO AN APPROVED WASTE DISPOSAL SITE PROVIDED BY THE DEVELOPER/CONTRACTOR. WHEN TRENCHING THROUGH EXISTING PAVEMENT, THE PAVEMENT SHALL BE CUT ON A NEAT -LINE BY SAW CUTTING. TRENCH SIDES SHALL BE KEPT AS VERTICAL AS POSSIBLE GIVEN THE SOIL CONDITIONS. COMPACTION AND RESTORATION SHALL BE DONE AS DETAILED BELOW AND IMMEDIATELY AFTER THE TRENCH BACKFILL IS PLACED, SO AS TO CAUSE THE LEAST DISRUPTION TO TRAFFIC. ALL PAVEMENT SHALL BE CUT 1 FOOT OUTSIDE THE EDGE OF THE TRENCH ON EACH SIDE. ANY TRENCH EXCEEDING FOUR FEET IN DEPTH SHALL BE PROVIDED WITH ADEQUATE SAFETY SYSTEMS MEETING THE REQUIREMENTS OF THE WASHINGTON STATE INDUSTRIAL SAFETY AND HEALTH ACT (WISHA), CHAPTER 49.17 RCW, AND ALL REGULATIONS ADOPTED PURSUANT THERETO. THE DEVELOPER/CONTRACTOR SHALL HAVE A STRUCTURAL ENGINEER REVIEW AND STAMP ANY AND ALL SHORING PLANS AND CALCULATIONS. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR WORKER SAFETY AND THE DISTRICT AND THE DISTRICT'S ENGINEER ASSUME NO RESPONSIBILITY. WHEN NATIVE MATERIAL AT THE TRENCH BOTTOM IS SUITABLE FOR PIPE BEDDING, THE BOTTOM SHALL BE HAND FINISHED TO GRADE SO THAT THE PIPE WILL HAVE UNIFORM SUPPORT ALONG THE BARREL AND BELL. AFTER THE PIPE IS IN PLACE, ADDITIONAL HAND SELECTED NATIVE MATERIAL MEETING THE REQUIREMENTS FOR BEDDING MATERIAL SHALL BE PLACED AND TAMPED AROUND THE PIPE FOR A MINIMUM OF 4 INCHES ABOVE THE CROWN OF THE PIPE. WHEN NATIVE MATERIAL AT THE TRENCH BOTTOM IS STONY OR OTHERWISE NON -UNIFORM, THE TRENCH SHALL BE OVER -EXCAVATED A MINIMUM OF 6 INCHES BELOW THE SPECIFIED GRADE AND A LAYER OF PIPE BEDDING MATERIAL SHALL BE FURNISHED AND PLACED TO THE SPECIFIED GRADE. AFTER THE PIPE IS IN PLACE, ADDITIONAL HAND SELECTED NATIVE MATERIAL MEETING THE REQUIREMENTS FOR BEDDING MATERIAL SHALL BE PLACED AND TAMPED AROUND THE PIPE FOR A MINIMUM OF 4 INCHES ABOVE THE CROWN OF THE PIPE. IF THE NATIVE MATERIAL AT THE TRENCH BOTTOM IS UNSUITABLE FOR FOUNDATION PURPOSES OR WILL HAVE DIFFICULTY PROVIDING UNIFORM BEARING FOR THE PIPE, SUCH MATERIAL SHALL BE REMOVED AND REPLACED WITH A MINIMUM OF 6 INCHES OF COMPACTED FOUNDATION MATERIAL. THE BEDDING MATERIAL SHALL BE CARRIED UP EVENLY ON BOTH SIDES OF THE PIPE SIMULTANEOUSLY IN APPROXIMATELY 6-INCH LAYERS AND EACH LAYER THOROUGHLY COMPACTED WITH APPROPRIATE TOOLS IN SUCH MANNER AS TO AVOID INJURING OR DISTURBING THE COMPLETED PIPELINE. ALL BEDDING AND NATIVE MATERIAL SHALL BE STORED AWAY FROM THE EDGES OF EXCAVATION AND OFF THE PAVED ROADWAY AND SHOULDER. ALL TRENCH BACKFILL SHALL BE MECHANICALLY COMPACTED TO 95% OF THE MAXIMUM DENSITY WITHIN THE RIGHT-OF-WAY AND IN ALL AREAS (PAVED AND UNPAVED) WHERE STREETS, ROADWAY SHOULDERS, DRIVEWAYS, SIDEWALKS, OR PARKING LOTS WILL BE CONSTRUCTED OR RECONSTRUCTED OVER THE TRENCH EXCEPT FOR TRENCHES OVER 8 FEET IN DEPTH. WHEN THE TRENCH DEPTH EXCEEDS 8 FEET, TRENCH BACKFILL UP TO 4 FEET FROM THE TOP OF THE TRENCH SHALL BE MECHANICALLY COMPACTED TO 90% OF THE MAXIMUM DENSITY. THE REMAINING TOP 4 FEET OF THE TRENCH SHALL THEN BE MECHANICALLY COMPACTED TO 95% OF THE MAXIMUM DENSITY. IN UNPAVED AREAS AND OTHER AREAS NOT SUBJECT TO VEHICULAR TRAFFIC, TRENCH BACKFILL FROM THE PIPE TO WITHIN 3 FEET OF THE SURFACE SHALL BE COMPACTED TO 90% OF THE MAXIMUM DENSITY. THE UPPER 3 FEET SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY. ALL DENSITIES SHALL BE DETERMINED BY TESTING PER THE MODIFIED PROCTOR METHOD, ASTM D1557. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING DENSITY TEST REPORTS CERTIFIED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. A MINIMUM OF ONE TEST SHALL BE TAKEN WITHIN EVERY 500 FEET OF TRENCH LENGTH AND AT DEPTHS UP TO 50% OF TRENCH DEPTH, OR AS DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE OR THE GOVERNING ROAD AGENCY. COMPACTION OF LATERALS OR SERVICE LINE TRENCHES SHALL BE TESTED WHERE DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE OR THE GOVERNING ROAD AGENCY. TESTING OF CDF, WHEN USED AS REQUIRED BY THE GOVERNING ROAD AGENCY, SHALL BE IN ACCORDANCE WITH ASTM 04832. TRENCH BACKFILL SHALL BE PLACED IN UNIFORM LOOSE LAYERS NO MORE THAN 12 INCHES THICK AND MECHANICALLY COMPACTED AS SPECIFIED. IN ANY TRENCH WHERE THE SPECIFIED COMPACTION CANNOT BE ACHIEVED WITH NATIVE BACKFILL, THE TOP 4 FEET SHALL BE REPLACED AND COMPACTED TO 95% OF THE MAXIMUM DENSITY WITH IMPORTED BANK RUN GRAVEL. THE DISTRICT'S FIELD REPRESENTATIVE RESERVES THE RIGHT TO REQUEST A COMPACTION TEST AT ANY TIME ON THE BACKFILL MATERIAL. IN CUTS TRANSVERSE TO THE ROAD ALIGNMENT AND AT ALL UTILITY CROSSINGS, THE ENTIRE TRENCH SHALL BE BACKFILLED WITH CRUSHED SURFACING. BACKFILL SHALL BE PLACED AND MECHANICALLY COMPACTED IN 12-INCH MAXIMUM LIFTS. AFTER BACKFILL AND COMPACTION, AN IMMEDIATE COLD MIX PATCH SHALL BE PLACED AND MAINTAINED IN A MANNER ACCEPTABLE TO THE GOVERNING ROAD AGENCY UNTIL REPLACED WITH PERMANENT SURFACING. ALL PIPE AND FITTINGS SHALL BE LAID "IN THE DRY" UNLESS OTHERWISE APPROVED BY ENGINEER. TRENCH EXCAVATIONS SHALL BE DEWATERED BY USING WELL POINT SYSTEMS, SUMPS WITH PUMPS OR OTHER METHODS APPROVED BY THE DISTRICT. DEWATERING SYSTEMS SHALL BE USED IN ACCORDANCE WITH GOOD STANDARD PRACTICE AND SHALL BE EFFICIENT ENOUGH TO LOWER THE WATER LEVEL IN ADVANCE OF THE EXCAVATION AND MAINTAIN IT CONTINUOUSLY TO KEEP THE TRENCH BOTTOM AND SIDES FIRM AND DRY. DEVELOPER/CONTRACTOR SHALL SUBMIT THE DEWATERING PLAN TO THE DISTRICT FOR REVIEW AT LEAST 10 DAYS PRIOR TO COMMENCING ANY DEWATERING WORK. ALL DEWATERING EFFLUENT SHALL BE ROUTED THROUGH A DEWATERING POND PRIOR TO RELEASE. GROUNDWATER SHALL BE CONTROLLED SUCH THAT SOFTENING OF THE BOTTOM OF EXCAVATIONS OR FORMATION OF "QUICK" CONDITIONS OR "BOILS" DURING EXCAVATION SHALL BE PREVENTED AND NO SOIL SHALL BE ERODED INTO THE EXCAVATION FROM THE SIDES OF EXCAVATION. DEWATERING SYSTEMS SHALL BE DESIGNED AND OPERATED SO AS TO PREVENT REMOVAL OF THE NATURAL SOILS. THE DEVELOPER/CONTRACTOR SHALL AT ALL TIMES HAVE ON HAND SUFFICIENT PUMPING EQUIPMENT AND MACHINERY IN GOOD WORKING CONDITION FOR ALL ORDINARY EMERGENCIES, INCLUDING POWER OUTAGES, AND SHALL HAVE AVAILABLE AT ALL TIMES COMPETENT WORKERS FOR THE OPERATION OF SAID EQUIPMENT. DEVELOPER/CONTRACTOR SHALL CONTROL SURFACE RUNOFF SO AS TO PREVENT ENTRY OR COLLECTION OF WATER IN EXCAVATIONS AND SHALL MAINTAIN THE UNDISTURBED STATE OF THE FOUNDATION SOILS AND ALLOW THE PLACEMENT OF ANY BACKFILL TO THE REQUIRED DENSITY. THE RELEASE OF GROUNDWATER TO ITS STATIC LEVEL SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN THE UNDISTURBED STATE OF THE NATURAL FOUNDATION SOILS, PREVENT DISTURBANCE OF COMPACTED BACKFILL, AND PREVENT FLOTATION OR MOVEMENT OF STRUCTURES AND PIPELINES. DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL PERMIT REQUIREMENTS AND PROVISIONS FOR MONITORING AND MANAGING WATER DISCHARGED FROM THE EXCAVATION. 3. CONNECTION TO EXISTING SEWER SYSTEM CONNECTIONS TO EXISTING LINES SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF SOOS CREEK WATER & SEWER DISTRICT. THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE AND OTHER UTILITIES AT LEAST 48 HOURS IN ADVANCE OF ANY CONSTRUCTION AND MAKE THE NECESSARY ARRANGEMENTS WITH THE DISTRICT'S FIELD REPRESENTATIVE FOR THE CONNECTION TO THE EXISTING SEWER SYSTEM. THE DEVELOPER/CONTRACTOR SHALL FURNISH ALL MATERIAL, EQUIPMENT AND LABOR NECESSARY FOR MAKING THE CONNECTION UNDER THE SUPERVISION OF THE DISTRICT. THE 48-HOUR NOTICE REQUIREMENT SHALL NOT COUNT SATURDAYS, SUNDAYS, AND HOLIDAYS. WORK SHALL NOT BE STARTED UNTIL ALL OF THE MATERIAL, EQUIPMENT AND LABOR NECESSARY TO PROPERLY COMPLETE WORK IS ASSEMBLED ON THE SITE. ONCE WORK IS STARTED ON A CONNECTION, IT SHALL PROCEED CONTINUOUSLY WITHOUT INTERRUPTION AND AS RAPIDLY AS POSSIBLE UNTIL THE CONNECTION IS COMPLETED. BEFORE ORDERING MATERIALS FOR ANY CONNECTION TO AN EXISTING MANHOLE, DEVELOPER/CONTRACTOR SHALL EXCAVATE THE MANHOLE AND VERIFY OUTSIDE DIAMETER OF ALL PIPES FOR DETERMINING TYPES OF FITTINGS TO BE USED. ALL WORK SHALL BE COORDINATED WITH THE DISTRICT'S FIELD REPRESENTATIVE. THE EXISTING SEWERS SHALL REMAIN IN SERVICE AT ALL TIMES. CONNECTIONS TO SANITARY SEWER MANHOLES SHALL BE MADE USING A SAND COLLAR, A CONCRETE COUPLING OR A KOR-N-SEAL BOOT. THE PIPE TO MANHOLE CONNECTION SHALL BE WATERTIGHT. ANY LEAKS IN THE COUPLINGS OR OTHER AREAS CREATED WHILE CONNECTING TO THE EXISTING MANHOLE SHALL BE SEALED WITH STRATA TECH ST-520 INJECTION RESIN OR APPROVED EQUAL. DEVELOPER/CONTRACTOR SHALL RE -CHANNEL EXISTING MANHOLES AS NECESSARY TO SMOOTHLY DIRECT THE FLOW INTO THE EXISTING SYSTEM. ALL WATER AND/OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND NOT BE PERMITTED TO ENTER THE EXISTING SYSTEM. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR FLUSHING OUT AND CLEANING ANY EXISTING SEWERS INTO WHICH GRAVEL, ROCKS OR OTHER DEBRIS HAS ENTERED AS A RESULT OF THE DEVELOPER'S/CONTRACTOR'S OPERATIONS, AND SHALL PAY FOR REPAIR TO LIFT STATIONS OR OTHER FACILITIES DAMAGED BY SUCH DEBRIS. ALL FLUSHING WATER SHALL BE PUMPED FROM UPSTREAM MANHOLES OR SEWER LINES AND SHALL NOT BE ALLOWED TO ENTER THE EXISTING SEWER. 5E 01l9-A1101IN0we] ><1111111110 MINIMUM SEPARATION BETWEEN SEWER AND WATER MAINS SHALL CONFORM TO SECTION C1-9.1 OF THE "CRITERIA FOR SEWAGE WORKS DESIGN", CURRENT EDITION, AS PUBLISHED BY THE DEPARTMENT OF ECOLOGY. MINIMUM SEPARATION BETWEEN OTHER UTILITIES SHALL BE 6 INCHES WITH A SAND CUSHION. PUGET SOUND ENERGY VAULTS, HAND HOLES AND LIGHT STANDARDS SHALL BE LOCATED NO CLOSER THAN 10 FEET FROM ANY SEWER MAINS AND STUB SERVICES. DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF VAULTS, HAND HOLES, AND LIGHT STANDARDS WITH THE SEWER STUB SERVICES. NO CONSTRUCTION SHALL START UNTIL THE DEVELOPER/CONTRACTOR HAS FURNISHED THE DISTRICT WITH A WORK SKETCH FROM PUGET SOUND ENERGY OR A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT) IS PROVIDED.. 5. THRUST BLOCKING WHEN DIGGING NEAR FITTINGS ON EXISTING PIPELINES, TEMPORARY BLOCKING SHALL BE INSTALLED TO PREVENT BLOWOUTS. BLOCKING SHALL ALLOW FOR ANY CONNECTIONS TO THE FITTING TO BE REMOVED WITHOUT DAMAGING THE FITTING. THRUST BLOCKING SHALL CONFORM TO THE STANDARD DETAILS. WHERE UNFAVORABLE GROUND CONDITIONS ARE ENCOUNTERED, SPECIAL BLOCKING MAY BE REQUIRED AS DIRECTED BY THE DISTRICT IN THE FIELD. 6. SEWER MAIN TESTING GRAVITY SEWERS AND APPURTENANCES SHALL BE TESTED AFTER BACKFILLING BY THE LOW-PRESSURE AIR METHOD IN ACCORDANCE WITH SECTION 7-17.3(2) OF THE STANDARD SPECIFICATIONS, EXCEPT WHERE THE GROUND WATER TABLE IS SUCH THAT THE DISTRICT MAY REQUIRE THE INFILTRATION TEST. FINAL ACCEPTANCE OF THE SEWER MAIN INSTALLATION WILL BE SUBJECT TO THE DISTRICT'S RESOLUTION NO. 1904-S, WHICH ALLOWS A MAXIMUM PONDING DEPTH OF 3/4-INCH. IN THE EVENT OF CONFLICTS BETWEEN THE STANDARDS ESTABLISHED IN RESOLUTION NO. 1904-S AND THE STANDARDS SPECIFIED IN SECTION 7-17.3(2) OF THE STANDARD SPECIFICATIONS, THE STANDARDS OF THE RESOLUTION WILL TAKE PRECEDENCE. 7. REPAIR OF PIPELINE FAILURES BROKEN OR OTHERWISE DEFECTIVE PIPE SHALL BE REMOVED AND REPLACED. REPAIR BANDS OR CLAMPS SHALL NOT BE USED TO REPAIR BROKEN PIPE. 8. JACKED CROSSING AT LOCATIONS AS REQUIRED BY THE DISTRICT OR GOVERNING ROAD AGENCY, OR AS PROPOSED BY THE DEVELOPER/CONTRACTOR, SEWER MAIN CROSSINGS OF ARTERIAL STREETS SHALL BE MADE BY JACKING, DRIVING, OR AUGURING A STEEL CASING PIPE BENEATH THE SURFACE. ALIGNMENT AND GRADE OF CASINGS FURNISHED SHALL BE SUCH THAT NO ADDITIONAL FITTINGS ARE NECESSARY TO MAKE THE CONNECTION. IF THE CASING DOES NOT MEET THIS REQUIREMENT, IT SHALL BE ABANDONED BY FILLING THE CASING WITH MOIST SAND AND A NEW CASING INSTALLED TO MEET THE LINE AND GRADE REQUIREMENTS. NO OPEN EXCAVATION SHALL BE MADE CLOSER THAN 6 FEET FROM THE EDGE OF PAVEMENT. DIAMETER OF CASING PIPE SHALL BE SUFFICIENT TO ALLOW INSTALLATION OF THE SEWER. WALL THICKNESS SHALL BE SUFFICIENT TO WITHSTAND INSTALLATION FORCE AND HIGHWAY LOADING WITH A MINIMUM THICKNESS OF %-INCH. AFTER THE SEWER MAIN HAS BEEN ADJUSTED TO GRADE, MOIST SAND SHALL BE TAMPED INTO THE CASING PIPE SO THAT ALL VOIDS WILL BE FILLED. MANUFACTURED CASING SPACERS THAT PROHIBIT MOVEMENT OF THE PIPE IN ANY DIRECTION WITHIN THE CASING MAY BE USED IN LIEU OF FILLING THE VOID BETWEEN THE SEWER MAIN AND THE CASING WALL WITH SAND. 10. EXISTING UTILITIES EXISTING UTILITIES SHOWN ON ANY REFERENCE DRAWINGS PROVIDED BY THE DISTRICT HAVE BEEN PLOTTED FROM THE BEST INFORMATION AVAILABLE TO THE DISTRICT. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES WELL ENOUGH IN ADVANCE OF THE EXCAVATION TO PREVENT DAMAGE DURING CONSTRUCTION. THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE RESULTING FROM HIS OPERATIONS ON THE PROJECT. ihyfilIN*kill I, I I rM a I IONIf] WE THE DEVELOPER MAKING THE APPLICATION FOR A LINE EXTENSION SHALL BE RESPONSIBLE FOR THE MATERIALS AND FOR SATISFACTORY OPERATION OF THE FACILITY FOR A PERIOD OF ONE YEAR FROM THE DATE OF ACCEPTANCE OF THE COMPLETED PROJECT AND THE BILL OF SALE TO THE DISTRICT. MATERIALS (Revised 05-16-11) 1. PIPE GRAVITY SEWERS AND SERVICES SHALL BE CONSTRUCTED OF PVC PIPE CONFORMING TO SECTION 9-05.12 OF THE STANDARD SPECIFICATIONS UNLESS REQUIRED OTHERWISE BY THE DISTRICT. PVC GRAVITY SEWER MAIN AND PVC GRAVITY SEWER SERVICE PIPE SHALL BE CONSIDERED FLEXIBLE CONDUIT. PVC COMPOUND SHALL MEET THE REQUIREMENTS OF ASTM D 1784 FOR CLASS 12454-B PVC. DUCTILE IRON PIPE (CLASS 52) MAY BE USED IN LIEU OF PVC PIPE PROVIDED THE DUCTILE IRON PIPE IS LINED WITH EPDXY, POLYURETHANE, OR SEWPERCOAT AS MANUFACTURED BY KERNEOS ALUMINATE TECHNOLOGIES OR APPROVED EQUAL. ALL LININGS SHALL BE APPLIED PER THE MANUFACTURER'S RECOMMENDATIONS. A. LINED DUCTILE IRON PIPE SHALL HAVE THE LINING APPLIED TO ALL EXPOSED INTERIOR SURFACES PER THE MANUFACTURER'S RECOMMENDATIONS. B. POLYURETHANE LININGS SHALL CONSIST OF POLYISOCYANATE RESIN AND POLYOL RESIN MIXED AT A 1:1 RATIO AT THE TIME OF THE APPLICATION AND APPLIED TO A DRY FILM THICKNESS OF 40 MILS (0.040 INCHES). COATING THICKNESS WITHIN THE BELL SOCKET INTERIOR AND ON THE SPIGOT END OF THE PIPE EXTERIOR SHALL BE 8 MILS (0.008 INCHES) NOMINAL WITH A MAXIMUM THICKNESS OF 10 MILS (0.010 INCHES) IN ORDER TO MINIMIZE POTENTIAL DIMENSIONAL ASSEMBLY PROBLEMS. THICKER COATS MAY BE ALLOWED PROVIDED FINAL DIMENSIONS ARE WITHIN ALLOWABLE TOLERANCES AFTER THE COATING. THE LINING SHALL PROVIDE AN ASTM D16 TYPE V SYSTEM. C. SEWPERCOAT IS A CALCIUM ALUMINATE MORTAR MADE OF FUSED CALCIUM ALUMINATE AND CALCIUM ALUMINATE AGGREGATES. THE LINING SHALL BE APPLIED TO A THICKNESS OF 125 MILS (0.125 INCHES) FOR 12-INCH AND SMALLER DIAMETER PIPES AND 3/16 INCHES FOR PIPES LARGER THAN 12 INCHES IN DIAMETER. CRACKS IN THE LINING, OTHER THAN CLOSED HAIRLINE CRACKS AND/OR FINE CRAZING ARE NOT ACCEPTABLE. A SEAL COAT SHALL BE APPLIED TO ANY SEWPERCOAT LINING. D. THE EXTERIOR OF ALL DUCTILE IRON PIPES SHALL BE COATED WITH 1 MIL (0.001 INCHES) OF BITUMINOUS PAINT ACCORDING TO ANSI/AWWA C151/A21.51. 2. SIDE SEWER SERVICES ALL SIDE SERVICES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SECTION 7-18 OF THE STANDARD SPECIFICATIONS AND THE RESOLUTIONS OF THE DISTRICT, WHICH ARE INCORPORATED HEREIN BY REFERENCE. SIDE SERVICE CONSTRUCTION SHALL FOLLOW THE INSTALLATION OF MAIN LINES AS CLOSELY AS PRACTICAL IN THE OPINION OF THE DISTRICT. CONTRACTOR SHALL INSTALL THE PIPE TO A MINIMUM DEPTH AT THE PROPERTY LINE OF 5 FEET BELOW THE FLOOR TO BE SERVED OR 5 FEET BELOW THE STREET CENTERLINE WHICHEVER IS DEEPER. IN CASES OF VACANT PROPERTIES OR PROPERTIES VACANT BEYOND 150 FEET FROM SEWER MAIN, THE SIDE SEWER SHALL BE CONSTRUCTED WITH A MINIMUM SLOPE OF 2% FROM THE TEE, UNLESS OTHERWISE APPROVED BY THE DISTRICT IN WRITING. ALL STUB SERVICES SHALL TERMINATE WITH A 6-INCH WATERTIGHT CAP AT THE PROPERTY AND/OR EASEMENT LINE, OR 10 FEET PAST AT THE OPTION OF THE DEVELOPER. ALL ENDS OF STUB SERVICES SHALL BE MARKED BY A 12-GAUGE GALVANIZED WIRE AND A 2-INCH BY 4-INCH TIMBER. THE WIRE SHALL EXTEND VERTICALLY FROM THE CAPPED END TO THE GROUND SURFACE AND SHALL BE ATTACHED TO THE TIMBER FROM END TO END. THE TIMBER SHALL EXTEND FROM THE CAPPED END TO A MINIMUM OF 12 INCHES ABOVE THE GROUND AND SHALL BE PAINTED TRAFFIC WHITE WITH THE WORD "SEWER" STENCILED ON WITH BLACK PAINT. THE END OF THE TIMBER SHALL BE MARKED IN PERMANENT INDELIBLE INK WITH THE LENGTH OF THE TIMBER INSTALLED. NEITHER THE WIRE NOR 2" X 4" TIMBER SHALL BE SECURED OR ATTACHED TO THE SEWER PIPE. ALL SIDE SERVICES SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN LINE SEWER IS TESTED FOR ACCEPTANCE. ALL 6-INCH STUBS INTO MANHOLES TO MATCH CROWNS. 3. MANHOLES MANHOLES SHALL BE PRECAST CONCRETE UNLESS REQUIRED OTHERWISE BY THE DISTRICT AND SHALL CONFORM TO STANDARD PLAN B-23A EXCEPT WITH ECCENTRIC REDUCING CONES. POURED IN PLACE BASES SHALL NOT BE ALLOWED. MAXIMUM ALLOWABLE DIMENSION FROM THE BREAK OF CONE TO TOP OF CASTING SHALL BE 20 INCHES. GEOTECHNICAL REPORT ALL WORK SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING SERVICES REPORT FOR FIRE STATION 16 REPLACEMENT, RENTON WA DATED MARCH 25, 2025 BY GEOENGINEERS. INTERNAL CONCRETE CHANNELS, BENCHES AND FILLETS SHALL BE FORMED USING LOW SHRINKAGE CLASS 4000D 5 SACK MIX WITH PEA GRAVEL TO 5/8-INCH (MAX SIZE) AGGREGATE CONFORMING TO SECTION 6-02.3 OF THE STANDARD SPECIFICATIONS. THE WATER -CEMENT RATIO SHALL NOT EXCEED 0.38. A WATER -REDUCING ADMIXTURE SHALL BE INCLUDED IN THE MIX. LADDER RUNGS SHALL BE 1-INCH DIAMETER DEFORMED BAR, GALVANIZED OR POLYPROPYLENE SAFETY -TYPE STEPS MEETING THE REQUIREMENTS OF ASTM C478, AASHTO M-199, AND ALL WISHA AND OSHA SPECIFICATIONS. POLYPROPYLENE STEPS, CONFORMING TO ASTM D 4101, SHALL BE INJECTION MOLDED AROUND A 1/2-INCH ASTM A 615 GRADE 60 STEEL REINFORCING BAR. COVERS SHALL BE OLYMPIC FOUNDRY MODEL NO. MH30A D/T OR APPROVED EQUAL AND SHALL BE 24-INCH DIAMETER CAST IRON OR DUCTILE IRON WITH THREE 5/8-INCH DIAMETER X 1 1/2-INCH LONG COUNTERSUNK N.C. STAINLESS STEEL SOCKET HEAD CAP SCREWS AND SINGLE 1-INCH DIAMETER LIFT HOLE LOCATED APPROXIMATELY 3 INCHES FROM THE OUTSIDE EDGE OF THE COVER. PROVIDE 5/8-INCH X 2 1/2-INCH STAINLESS STEEL CARRIAGE BOLT INSTALLED IN MANHOLE LIFT HOLE. LIDS SHALL HAVE A NON-SKID PATTERN CAST INTEGRALLY ON TOP WITH THE WORD "SEWER" CAST IN 3-INCH RAISED LETTERS. RING AND COVER SHALL HAVE ONE OF THE LOCK DOWN BOLTS CENTERED DIRECTLY OVER THE ACCESS LADDER. ALL MANHOLE COVERS LOCATED IN SIDEWALKS OR DRIVEWAYS SHALL BE OLYMPIC FOUNDRY NO. MH30A D/T SMOOTH DESIGN OR APPROVED EQUAL WITH LOCKING LID AND 6-INCH CASTING RING AND THE WORD "SEWER" CAST INTEGRALLY ON TOP IN 3-INCH RAISED LETTERS. MANHOLE SECTIONS SHALL HAVE RUBBER GASKET JOINTS CONFORMING TO ASTM C 443. ALL MANHOLE JOINTS AND PICK HOLES SHALL BE SEALED FROM THE INSIDE AND THE OUTSIDE WITH A SAND AND PORTLAND CEMENT CONCRETE MIX. CONTRACTOR SHALL PROVIDE AN 8-INCH THICK BY 6-FOOT WIDE ASPHALT OR CONCRETE COLLAR AROUND THE RIMS OF ALL MANHOLES LOCATED IN UNIMPROVED AREAS, LANDSCAPED AREAS, EASEMENTS, AND ALL OTHER UNPAVED AREAS. THE ASPHALT OR CONCRETE COLLAR SHALL SLOPE AWAY FROM THE MANHOLE RIM. 4. IMPORTED GRAVEL MATERIAL PIPE BEDDING SHALL CONFORM TO SECTION 9-03.12(3) OF THE STANDARD SPECIFICATIONS. FOUNDATION GRAVEL SHALL CONFORM TO SECTION 9-03.17 OF THE STANDARD SPECIFICATIONS. BANKRUN GRAVEL FOR TRENCH BACKFILL SHALL CONFORM TO SECTION 9-03.19 OF THE STANDARD SPECIFICATIONS, EXCEPT AT TRANSVERSE CUTS TO THE ROAD ALIGNMENT OR AT UTILITY CROSSINGS, WHICH SHALL BE BACKFILLED WITH CRUSHED GRAVEL SURFACING OR AS REQUIRED BY THE GOVERNING ROAD AGENCY. DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND DISPOSING OF ANY EXCESS EXCAVATED SOIL MATERIAL AT AN APPROVED DISPOSAL SITE. 5. CRUSHED GRAVEL SURFACING CRUSHED GRAVEL SURFACING SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.9(3) OF THE STANDARD SPECIFICATIONS. 6. ASPHALT CONCRETE PATCH AND OVERLAY ASPHALT CONCRETE SURFACING FOR PATCHING AND OVERLAY SHALL CONFORM TO SECTION 5-04.2 AND 5-04.3 OF THE STANDARD SPECIFICATIONS. ASPHALT CONCRETE SURFACING SHALL MEET CLASS l/-INCH, P.G, 58-22 GRADING REQUIREMENTS, OR AS REQUIRED BY THE GOVERNING ROAD AGENCY. T ARCHITECTURE + PLANNIING + DESIGN 6211 ROOSEVELT WAY NORTHEAST SEATTLE, WA 98115 tel: (206) 522-3830 fax: (206) 522-2456 1932 First Ave Suite 500 Imm Seattle, WA 98101 p. 206.725.1211 f. 206.973.5344 engineering pllc www.lpdengine r`Vm Ir— CIO sF C) 4z- �F WASy1� �1 J Q Q� G)A N O O O O i N n PERMIT RESUBMITTAL No. Description City Comments Date: 8/21/2025 6 Project Title: r Z O -Z as LV -a LL J m W V Z W Z — � � O = ~ � Q Q 0 O w z w Q z z w Of Sheet Title SEWER DETAILS Scale: As indicated Project No.: 21-12 Date : 08/21/2025 Sheet Number: Cm609 R-435457 S-435411