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HomeMy WebLinkAbout5_P_Soos_Creek_Approved_Sewer_Water_Plan_Easement_171103EXIST. TOPO CO.DWG 0 CONV.DWG CV FP.DWG 0 J-BOX.DWG o NANCHOR.DWG 3. NGP.DWG ° NGV.DWG a NLP.DWG EX-QMONI.DWG NMB.DWG ° NRS.DWG MONI.DWG NTB.DWG ° NUP.DWG -0- SFC. D WG TVP. D WG SFD.DWG 0 SFR.DWG CCS TMH.DWG 1�3iZ NCB.DWG 0 NCBM.DWG 85 NINVERT.DWG < YD.DWG ° AV.DWG P0 EXBO.DWG 80 FH.DWG IQ NWM.DWG 0 NWV.DWG 0 ESSHA.DWG 1_14 ESSNA.DWG SS4H1 .# 48" TYRE ,1 . W ¢ Z W J W to 0 CD _z i- 0 J a - WATER DESIGN B02.DWG SPL.DWG a NPLUG.DWG F N CF. DWG JC NFH.DWG - NAFM.DWG FC NBM.DWG NBM11-4.DWG x NBM22-5.DWG NBM45.DWG ' NBO.DWG r°' WARVP.DWG N TM .DWG 1YC WBVFMP.DWG 1�C WGVMP.DWG 1a)[ WRMFP.DWG 14C TAPTWTV.DWG I Ha TMFGVP.DWG e 1=C SEWER DESIGN PSSA.DWG 04 PSSNA.DWG O ESSSA.DWG ►�� SSFAE.DWG 4 SSFAP. DWG SDL.DWG SERVED SDR.DWG SERVED SL.DWG SERVE SR.DWG SERVE LT PG-IDX-2.DWG NO PG-INDEX.DWG PG MAPPING/SURVEY TLN.DWG . . . OT.DWG 50 PL.DWG . PLI.DWG o 3. Q CL.DWG 49 EX-MON1.DWG .. EX-QMONI.DWG C__� QMON1.DWG ..._... 0 J _ ^V ---- MONI.DWG w SMON.DWG PAID BEFORE ACCEPTANCE BY THE DISTRICT. STA.DWG 0 TVP. D WG ° ► , TP -0 TP -.DWG � TPS.DWG is BG.DWG BORE.DWG BPS.DWG SECITON ESMT-BOX.DWG ESMT-NO DET_NUM.DWG NO SH SEC_NUM.DWG N� SH D-L.DWG - D-R.DWG - - BK-LINE.DWG CUT-LINE.DWG 1 REV-BUG.DWG O NE 29-23-5 (EASEMENT TRACT) 3+50 3+00 2+,00 Station 1 M. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . -0+25 51 II. 15 II 51 . . . 10 50 -0 + II . . : . . . : . . ... . . II ... ... . : . : ... . . . : . . . . . . Jv:J 50 UJ II ... . 00 o 3. Q 49 ........................ ......."....................... .. 95 a� 4 DI CL=52 PROPOSED ..._... 0 J _ ^V ---- w WATER MAIN GRACE . . PAID BEFORE ACCEPTANCE BY THE DISTRICT. 90 49 — _ _ EXISTING. AND ALL EASEMENTS. OBTAIN SIDE SEWER PERMIT FROM THE DISTRICT FOR EACH SIDE SEWER CONNECTION PRIOR 3 Mcai� rn GRADE 0.38%. 02% PROVIDED A WORK SKETCH OR INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER 1�3iZ 48 , .....LN............. .. ALL COSTS OF SEWER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR. 85 PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS BY THE DEVELOPER/CONTRACTOR. — — -- --. _ BED ROCK _AATE- h I Co I MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION MEETING, THE DEVELOPER/ CONTRACTOR SHALL VERIFY PRIO NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING 80 48 CONSTRUCTI THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET PERMIT REQUIREMENTS. o INSPECTIONS MUST BE SCHEDULED AT LEAST 48 HOURS IN ADVANCE. SSMH#2 ' CONNECTION TO EXISTING SEWER MAINS SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE DISTRICT 47 SS4H1 .# 48" TYRE ,1 . EXISTING SEWERS TO REMAIN IN SERVICE AT ALL TIMES. 75 ALL WATER AND/OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND SHALL NOT BE PERMITTED 48" I INSTALL'CUT IN 'MH 8" PVC SDR35 STA: 0+47.03 RIM=486.77 TO ENTER THE EXISTING SYSTEM. a '� Q 47 279LF ®0.59% . . . . . . . S.Tq:3+26.38. .Label Text . . . . . . . . . 70 RIM=489.59 IE=8'(N); 478.92(Out) �?Vrn i IE=8 (S) 477.26(In) 4 0 00 5 a +50 3+00 2+00 1+00 EXIST. 4" AC EXIST. FIRE HYDRANT` EXIST. WATER — SERVICE 3+700 A PN: 0088000070 11420 SE 162ND ST EXIST. 8* SEWER EXIST MH# J' 62-11 0 X I I I I I __7 — — — L PN: 0088000200 11438 SE 164TH ST SE PUBLIC UTILITY EASEMENT 6" SS MIN. SLOPE 2% SEWER GENERAL NOTES. (REVISED 05/16/11) 1. zV) z V, Lj 1 �m 2. or 3 BY THE GOVERN INGAGENCY PRIOR TO ANY SEWER MAIN CONSTRUCTION. 3. Q U_ 4. FOLLOWING SEWER MAIN CONSTRUCTION, ANY REVISION OF ROADWAY OR EASEMENT GRADES REQUIRING THE MAINS 116TH AVENUE SE + ' is �w N01'4_7'11"E ..._... 0 J _ ^V ---- RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER IN ADDITION TO THE STANDARD CHARGES, AND SHALL BE Approved PAID BEFORE ACCEPTANCE BY THE DISTRICT. 6. •- AND ALL EASEMENTS. OBTAIN SIDE SEWER PERMIT FROM THE DISTRICT FOR EACH SIDE SEWER CONNECTION PRIOR 3 Mcai� rn 3 PROVIDED A WORK SKETCH OR INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER 1�3iZ Go 7. ALL COSTS OF SEWER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR. 8. PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS BY THE DEVELOPER/CONTRACTOR. PN: 0088000071 11436 SE 162ND ST h I Co I MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION MEETING, THE DEVELOPER/ CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING WORK. ED 10. THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET PERMIT REQUIREMENTS. EXIST. 4" AC EXIST. FIRE HYDRANT` EXIST. WATER — SERVICE 3+700 A PN: 0088000070 11420 SE 162ND ST EXIST. 8* SEWER EXIST MH# J' 62-11 0 X I I I I I __7 — — — L PN: 0088000200 11438 SE 164TH ST SE PUBLIC UTILITY EASEMENT 6" SS MIN. SLOPE 2% SEWER GENERAL NOTES. (REVISED 05/16/11) 1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS OF SOOS CREEK WATER AND SEWER 1 DISTRICT, ALSO REFERRED TO HEREINAFTER AS "DISTRICT". 2. THE DEVELOPER SHALL FURNISH THE DISTRICT A COPY OF THE COMMERCIAL AND/OR SUBDIVISION PLANS APPROVED 3 BY THE GOVERN INGAGENCY PRIOR TO ANY SEWER MAIN CONSTRUCTION. 3. PRIOR TO CONSTRUCTING ANY SEWER MAINS, THE APPROPRIATE STREETS AND LOTS SHALL BE CLEARED, GRADED, AND STAKED BY THE DEVELOPER/CONTRACTOR AND ALL EXISTING UTILITIES SHALL BE LOCATED. 4. FOLLOWING SEWER MAIN CONSTRUCTION, ANY REVISION OF ROADWAY OR EASEMENT GRADES REQUIRING THE MAINS TO BE RECONSTRUCTED SHALL BE MADE AT THE DEVELOPER'S/CONTRACTOR'S EXPENSE. 5. RECONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS OF THE DISTRICT. ALL COSTS FOR INSPECTING SUCH RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER IN ADDITION TO THE STANDARD CHARGES, AND SHALL BE Approved PAID BEFORE ACCEPTANCE BY THE DISTRICT. 6. NO SIDE SEWER CONNECTIONS SHALL BE MADE TO THE EXISTING SYSTEM UNTIL COMPLETION OF THE BILL OF SALE AND ALL EASEMENTS. OBTAIN SIDE SEWER PERMIT FROM THE DISTRICT FOR EACH SIDE SEWER CONNECTION PRIOR TO MAKING CONNECTION. BILL OF SALE WILL NOT BE PROCESSED UNTIL PUGET SOUND ENERGY HAS EITHER PROVIDED A WORK SKETCH OR INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER V) HAS PROVIDED A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT). 7. ALL COSTS OF SEWER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR. 8. PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS BY THE DEVELOPER/CONTRACTOR. 9. THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT AT (253) 630-9900 TO SCHEDULE A PRE -CONSTRUCTION MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION MEETING, THE DEVELOPER/ CONTRACTOR SHALL NOTIFY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING WORK. ED 10. THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET PERMIT REQUIREMENTS. o INSPECTIONS MUST BE SCHEDULED AT LEAST 48 HOURS IN ADVANCE. 0 :3 11. CONNECTION TO EXISTING SEWER MAINS SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE DISTRICT AND ONLY AFTER AT LEAST 48 HOURS (TWO REGULAR WORKING DAYS) ADVANCE NOTICE. 12. EXISTING SEWERS TO REMAIN IN SERVICE AT ALL TIMES. 13. ALL WATER AND/OR CONSTRUCTION DEBRIS SHALL BE REMOVED FROM NEW SEWERS AND SHALL NOT BE PERMITTED TO ENTER THE EXISTING SYSTEM. PN: 0088000203 11420 -164TH ST SE ERVICE. RELOCATE I ' ETER AS REQUIRED I D Q D SD. . ( — 29-23-5 N01' 32 53 E EX SS STUBS S-1085 6204 88000TH AVE SE I 1 220 88110281 4TH AVE SEI 6226088004TH AVE SE ( P 23008800019 4TH1AVE $E I I I I I I I I I I I I I I I I EXIST. DI CROSS & GVS 114TH AVENUE SE FOUND MONUMENT IN CASE BENCHMARK AND DATUM VERTICAL DATUM: NAVD 1988 SITE BENCHMARK, TOP OF MONUMENT IN CASE AT EAST 1/4 CORNER OF SECTION 29-23-5 ELEVATION = 470.504 DATUM BASED ON WSDOT MONUMENT ID -5250 ELEVATION 466.062' 1988 DATUM TOPOGRAPHIC INFORMATION IS BASED ON INFORMATION PROVIDED BY OTHER'S AND HAS BEEN GENERALLY CONFIRMED IN THE FIELD BY DEVELOPMENT ENGINEERING, PLLC PERSONNEL, (SEE CONTRACTOR NOTE). GRAPHIC SCALE 50 0 25 50 Z 7IN FEET ) I inch = 50 Ft. X. Know what'sbelow. 0111 before you dig. SHEET INDEX SH.NO. DESCRIPTION 1 SEWER PLAN , PROFILE, VICINITY & NOTES 2 CONSTRUCTION PROVISIONS 3 MATERIALS AND SURFACE RESTORATIONS 4 SEWER DETAILS VICINITY MAP Fz v, Approved o y a. V) � O Date Q m O Z AD C7co a '� Q � 0 0 �?Vrn i N W i m O cL a0 U a Z � Y O Z cn Q W m t2 0 I N N OU JPO PJ m Li �U U LLJI o z = U °z o a U C U -� W �- N o W Z N m ,oma. UJ� i d CD w E, ¢ w z Y3J vi 0zza o m- o o U r w FSo� 00 Ln I u J N _ 0 2 > z W W WW 0 z C7 W ~ 06 W �2<- a U z Z � Q W U U)U X W W LLJ W -' J LL d'_ W a- Q 0 �W 0LLJ Oc�U)WJ 0�z 006O�U� (n W W _U LTJ N Cn BASE MAP B-3 SHEET 1 OF 4 Q DRAWING B2 V4 Ui `v 0 .L v co rn 0 2 0 d 0 CONSTRUCTION PROVISIONS 1. 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 DISTRICTS 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 DISTRICTS 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. 4. SEPARATION OF UTILITIES 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. Know what'sbelow. 0111 before you dig. 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 Y/ -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. 11. WARRANTY PERIOD 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. z 0 P Q_ W U Z O � W 0 z � z 0 0 "t o �Q 0 N 0 4o z Y d z 4 z U m OQ �Q Wo z C) = CL U wU H LO W 0 W � Uw �w O c) O m d 0 °z a Z L1J W 0 0 0 Q � U z U) LLJ Q � U X F— LLJ Q Z Q 2 LL W Oi>> V) LLJ OL vJ U i BASE MAP B_3 SHEET 2 OF q DRAWING 8284 0 N CV U ^J U) 5 Q i U_ Wo z C) = CL U N O � z c� N 0 w z o WM W �m I O Z Y3 w o > C� w C> U O W SOI<— wU H LO W 0 W � Uw �w O c) O m d 0 °z a Z L1J W 0 0 0 Q � U z U) LLJ Q � U X F— LLJ Q Z Q 2 LL W Oi>> V) LLJ OL vJ U i BASE MAP B_3 SHEET 2 OF q DRAWING 8284 0 a U i CL i J U i 0 i i G..i Q z w J L� 0 N N 0 `v U w U) M Q 0 Q 0 z_ 0 J 0_ MATERIALS 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 11MBER 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. ALI 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. 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 SEC11ON 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 %-INCH, P.G, 58-22 GRADING REQUIREMENTS, OR AS REQUIRED BY THE GOVERNING ROAD AGENCY. Know what'sbelow. 0111 before you dig. SURFACE RESTORATION 1. OFFSITE SURFACE RESTORATION ALL PAVED OR UNPAVED SURFACES OR EASEMENTS SHALL BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN THAT WHICH EXISTED PRIOR TO CONSTRUCTION. ALL TREES, SHRUBS AND OR OTHER IMPROVEMENTS SHALL BE SAVED, RELOCATED, OR REPLACED BY DEVELOPER/CONTRACTOR UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE EASEMENT STIPULATIONS. RESTORATION SHALL BE TO THE SATISFACTION OF THE DISTRICT, PROPERTY OWNER, OR GOVERNING ROAD AGENCY. PRECONSTRUC11ON PHOTOGRAPHS SHALL BE USED TO APPROVE RESTORATION. 2. ROAD SHOULDER RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING SURFACING OF DISTURBED ASPHALT SHOULDERS SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES BELOW ORIGINAL STREET GRADE TO PROVIDE FOR PLACEMENT OF THE NEW SUBGRADE AND PAVING. THE SUBGRADE SHALL BE CONSTRUCTED OF 1 -1/4 -INCH MINUS CRUSHED SURFACING BASE COURSE PLACED TO A COMPACTED THICKNESS OF 2-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 1-1/2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS UP TO A MAXIMUM 4 -INCH THICKNESS TO MATCH EXISTING PAVEMENT THICKNESS. MINIMUM THICKNESS SHALL BE 2 INCHES. THE SHOULDER SHALL BE REPLACED TO THE EXISTING FOG LINE IN AREAS WHERE THE EXISTING ASPHALT SHOULDER IS SERIOUSLY DISTURBED, OR AT THE DISCRETION OF THE DISTRICT OR THE GOVERNING ROAD AGENCY. RESTORATION OF GRAVEL SHOULDERS SHALL INCLUDE A MINIMUM OF 1-1/2 INCHES OF CRUSHED SURFACING TOP COURSE AND 2-1/2 INCHES OF CRUSHED SURFACING BASE COURSE. 3. ASPHALT SURFACE RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING ASPHALT SURFACE SHALL BE CUT ON A NEAT LINE BY SAWCUTTING PRIOR TO EXCAVATION TO PROVIDE A CONTINUOUS LINE. FOLLOWING PROPER BACKFILL AND COMPACTION OF THE TRENCH, THE EDGES OF THE SURFACING SHALL BE RE -TRIMMED 12 INCHES WIDER THAN THE EXCAVATION WITH STRAIGHT VERTICAL EDGES FREE FROM IRREGULARITIES. A 1 -1/4 -INCH MINUS CRUSHED SURFACING BASE COURSE SHALL BE PLACED TO A COMPACTED THICKNESS OF 4-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS TO MATCH THE EXISTING THICKNESS AND GRADE OF THE ORIGINAL SURFACE. ASPHALT PATCH SHALL HAVE A MINIMUM THICKNESS OF 2 INCHES AND A MAXIMUM THICKNESS OF 4 INCHES. THE ASPHALT PATCH SHALL THEN BE OVERLAID WITH A MINIMUM OF 1-1/2 INCHES COMPACTED ASPHALT CONCRETE. ASPHALT OVERLAY SHALL BE PRE -LEVELED AS DETERMINED BY THE DISTRICT'S FIELD REPRESENTATIVE. NO OVERLAY SHALL BE REQUIRED IF THE FINAL TRIMMED EDGE OF THE ASPHALT PATCH DOES NOT ENCROACH INSIDE THE FOG LINE OR, IN LIEU OF A FOG LINE, WITHIN 12 FEET FROM THE EXISTING CENTERLINE OF THE ROAD. THE DISTRICT OR GOVERNING ROAD AGENCY RESERVES THE RIGHT TO REQUIRE AN OVERLAY ON ANY SECTION. IF THE EDGE OF THE ROAD IS CURB AND GUTTER, THEN THE ASPHALT PATCH SHALL EXTEND TO THE EDGE OF THE CURB UNLESS INDICATED OTHERWISE BY THE DISTRICT OR GOVERNING ROAD AGENCY. ALL ASPHALT JOINTS SHALL BE SEALED WITH APPROVED SEALER. DEVELOPER/CONTRACTOR SHALL REPLACE EXISTING STRIPING AND PAVEMENT MARKINGS AS REQUIRED BY THE GOVERNING ROAD AGENCY. DEVELOPER/CONTRACTOR SHALL MAINTAIN TEMPORARY COLD OR HOT MIX ASPHALT PATCHES DAILY DURING CONSTRUCTION TO THE SATISFACTION OF THE GOVERNING ROAD AGENCY AND THE DISTRICT'S FIELD REPRESENTATIVE UNTIL SAID PATCH IS REPLACED WITH A PERMANENT HOT PATCH. THE PERMANENT PATCH SHALL BE PLACED AND SEALED WITH PAVING GRADE ASPHALT WITHIN 30 CALENDAR DAYS. CONCRETE PAVEMENT SHALL BE RESTORED CONSISTENT WITH SECTION 5-01 OF THE STANDARD SPECIFICATIONS. ANY CONCRETE PAVEMENT TRAFFIC LANE AFFECTED BY THE TRENCHING SHALL HAVE ALL AFFECTED PANELS REPLACED. CEMENT CONCRETE PAVEMENT SHALL BE RESTORED WITH AN 8 -SACK MIX, USING EITHER TYPE II OR TYPE III CEMENT WITHIN 30 CALENDAR DAYS. 4. CURBS, GUTTERS, AND SIDEWALKS EXISTING CURBS, GUTTERS, AND SIDEWALKS DAMAGED BY CONSTRUCTION OF THE PROJECT OR THE DEVELOPER'S/CONTRACTOR'S USE AND ACTIVITY, SHALL BE REPAIRED TO THE SATISFAC11ON OF THE PROPERTY OWNER, THE DISTRICT, OR THE GOVERNING ROAD AGENCY, AND TO ITS ORIGINAL CONDITION OR BETTER. 5. NON -PAVEMENT RESTORATION WITHIN RIGHT-OF-WAY CULTIVATED LAWNS SHALL BE RESTORED WITH SOD. RESEEDING OF CULTIVATED LAWNS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF PROPERTY OWNER AND DISTRICT. UNCULTIVATED LAWNS, PASTURE AND VACANT LAND SHALL BE RESTORED WITH A PASTURE GRASS MEETING THE FOLLOWING REQUIREMENTS. SEED MIX: 40% PERENNIAL RYEGRASS 10% WHITE CLOVER 30% FESCUE 20% RED CREEPING FESCUE APPLY AT THE RATE OF 100 POUNDS PER ACRE MULCH: SILVA FIBER MULCH APPLIED AT 1500 TO 2000 POUNDS PER ACRE. FERTILIZER: COMMERCIAL MIX 10/20/20 OF NITRATE, PHOSPHATE AND POTASH APPLIED AT RATE OF 450 POUNDS PER ACRE. 6. FINAL UTILITY ADJUSTMENT TO FINISH GRADE ALL UTILITY COVERS, WHICH ARE LOCATED ON PROPOSED ASPHALT ROADWAYS, SHALL BE TEMPORARILY PLACED AT SUB -GRADE ELEVATION PRIOR TO PLACING CRUSHED SURFACING MATERIAL. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE MADE FOLLOWING FINAL PAVING BY SAWCUTTING OF THE PAVEMENT AROUND LIDS AND COVERS. OPENING SHOULD NOT BE LARGER THAN 12 INCHES BEYOND THE RADIUS OF THE COVER. DEVELOPER/CONTRACTOR SHALL THEN REMOVE BASE MATERIAL, SURFACING COURSE, AND FRAME; ADD RAISING BRICKS; AND REPLACE FRAME AND COVER TO FINISH GRADE. FILL AND MECHANICALLY COMPACT AROUND THE STRUCTURE AND FRAME WITH CRUSHED SURFACING MATERIAL. FINISHED SURFACING SHALL BE TWO, 2 -INCH COURSES OF ASPHALT CONCRETE SURFACING, COMPACTED AND SEALED TO PROVIDE A DENSE, UNIFORM SURFACE. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE COMPLETED WITHIN 30 DAYS OF FINAL PAVING. 7. FINAL CLEANUP THE DEVELOPER/CONTRACTOR SHALL CLEANUP ALL ADJACENT AREAS IN COMPLIANCE WITH SECTION 1-04.11 OF THE STANDARD SPECIFICATIONS. STREETS AND ROADWAYS SHALL BE CLEANED AND SWEPT BOTH DURING AND AFTER THE INSTALLATION WORK. DISTURBED SOILS SHALL BE FINAL GRADED, SEEDED, AND MULCHED AFTER INSTALLATION OF THE SEWER MAIN. IN LIMITED AREAS SEEDING AND MULCHING BY HAND, USING APPROVED METHODS, WILL BE ACCEPTABLE. DITCH LINES WITH ERODIBLE SOIL OR SUBJECT TO RAPID FLOWS MAY REQUIRE SEEDING, JUTE MATTING, NETTING, OR ROCK LINING TO CONTROL EROSION. ANY SILTING OF DOWNSTREAM DRAINAGE FACILITIES, WHETHER DITCHES OR PIPE AND CATCH BASINS, WHICH RESULTS FROM THE SEWER MAIN INSTALLATION SHALL BE CLEANED OUT AND THE WORK SITE RESTORED TO A STABLE CONDITION AS PART OF SITE CLEANUP. 8. TRAFFIC CONTROL THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR INTERIM TRAFFIC CONTROL DURING CONSTRUCTION ON OR ALONG TRAVELED COUNTY ROADWAYS. TRAFFIC CONTROL SHALL FOLLOW THE GUIDELINES OF SECTION 1-07.23 OF THE STANDARD SPECIFICATIONS. ALL BARRICADES, SIGNS, AND FLAGGING SHALL CONFORM TO THE REQUIREMENTS OF THE MUTCD MANUAL. SIGNS SHALL BE LEGIBLE AND VISIBLE AND SHOULD BE REMOVED AT THE END OF EACH WORKDAY IF NOT APPLICABLE AFTER CONSTRUCTION HOURS. WHEN ROAD CLOSURES CANNOT BE AVOIDED, THE DEVELOPER/CONTRACTOR SHALL POST "TO BE CLOSED" SIGNS A MINIMUM OF FIVE DAYS PRIOR TO THE CLOSING. THE TYPES AND LOCATIONS OF THE SIGNS SHALL BE SHOWN ON A DETOUR PLAN. A DETOUR PLAN MUST BE PREPARED AND SUBMITTED TO THE DISTRICT'S FIELD REPRESENTATIVE AND APPROVED BY THE GOVERNING ROAD AGENCY PRIOR TO CLOSING ANY ROADWAYS. IN ADDITION, THE DEVELOPER/CONTRACTOR MUST NOTIFY IN WRITING ALL LOCAL FIRE, SCHOOL, LAW ENFORCEMENT AUTHORITIES, METRO TRANSIT, AND ANY OTHER AFFECTED PERSONS AS DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST FIVE DAYS PRIOR TO THE ROAD CLOSURE. DRAWING B284 0 a N � U Z 01 W o W Q m d z r�1 �.J Q i� to r') J Z �%3- 7 ? cfl rn � N W ti m D o JQ a a0 a z � Y o¢ as 0 a o w v m U3 0 I N N Om ,^ J _I f 0 CQ U I V zon Z U z U C _ � U W N �— W O U W W NN m 1* We d w O W < vi z 0 aQ. C� o > W Z o — o w FO � k=, z z a; W ►v Q � i � W z z W// p LL W W z O �UQo� Q U z W 0� U) Q W U X U WW Q W< ILL z w U 75 cn 0 Ocr)(/)WU) p U) J 0,6 W cy W U_ W Q N BASE MAP B_3 SHEET 3 OF 4 DRAWING B284 NEW PRECAST MANHOLE BASE SECTION I � I I 24" TYP to I_. NEW COUPLING (TYPICAL) 4"-6" COMPACTED BEDDING MATERIAL ELEVATION INSTALLATION PROCEDURES: NEW PRECAST MANHOLE SECTION 24" TYP. 36" MIN. — I _ =1illl EXISTING SEWER MAIN CONCRETE OR SAND COLLAR MH ADAPTER FOR PVC PIPE ONLY (TYP.) 1. THE CONTRACTOR SHALL TEMPORARILY PLUG LINE AT UPSTREAM MANHOLE UNDER DISTRICT SUPERVISION. THE CONTRACTOR IS RESPONSIBLE TO PROVIDE BY-PASS SEWAGE PUMPING AS REQUIRED. 2. EXPOSE AND REMOVE EXISTING PIPE. 3. PLACE EXISTING PIPE WITH NEW CONCRETE OR SAND COLLARS THROUGH NEW MANHOLE BASE SECTION. IF CUT PIPE SECTION CONTAINS A PIPE BELL, REPLACE PIPE WITH A NEW STRAIGHT SECTION OF PIPE, OR AS DIRECTED BY THE DISTRICT. 4, SET MANHOLE AND PIPE IN PLACE TO PROPER ALIGNMENT AND GRADE. 5. RECONNECT PIPE WITH COUPLINGS (ROMAC, MJ SLEEVE, OR PVC SUP COUPLING). 6. CHANNEL MANHOLE PER DISTRICT STANDARDS. 7. REMOVE PIPE INSIDE MANHOLE. SPECIAL MANHOLE CUT -IN INSTALLATION REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED PrP c?S MAY 17, 2011 NTS K.V. JUNE 02, 2011 SES �l FILE NAME DWG. NO. S-1 \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\SEWER DETAILS\S-1 Iw z w J LL Q 0 Q O C� z O J d i PLAN VIEW MANHOLE DETAIL MAY 17, 20111 NTS ME E- CIVIL- HP\DE-CIVIL\DESIGN\SODS CREEK MH RIM Ci K. V. JUNE 02, 2011 DETAILS\S-2 DWG. NO. S-2 JGK v, %2 nAP RQn' RIO RIM � c�, �2'��r8 Pp,D ,�o►� TRENCH WIDTHS (IN INCHES) t ti 3' MIN. 95% COMPACTON CRUSHED ROCK 18 PLAN VIEW MANHOLE DETAIL MAY 17, 20111 NTS ME E- CIVIL- HP\DE-CIVIL\DESIGN\SODS CREEK MH RIM Ci K. V. JUNE 02, 2011 DETAILS\S-2 DWG. NO. S-2 JGK v, %2 nAP RQn' RIO RIM � c�, �2'��r8 Pp,D ,�o►� MUST BE COMPACTED. BE BRUSHED USED IT MANHOLE RIM AND COVER OFF PAVEMENT DATESCALE DISTRICT APPROVAL DATE APPROVED MAY 1 %, 2.011 NTS K.V. JUNE 02, 2011 E DWG. NO. S-23 -CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\SEWER DETAILS\S-23 STD. 2" r rr e,r w/ LO ECCEN SECTIONS AS NEEDED BASE SECTIO1 NOTE: A MINIMUM OF ONE ADJUSTMENT RING SHALL BE INSTALLED BETWEEN THE BREAK OF THE CONE AND THE MANHOLE COVER. STANDARD MANHOLE DETAIL REVISION DATE SCALE DISTRICT APPROVAL �� gS MAY 17, 20111 NTS K.V SETE[ FILE NAME \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SOOS CREEK\SEWER DETAILS\S-27 SUBGRADE JUNE 02, 2011 DWG. NO- S-27 TRENCH WIDTHS (IN INCHES) t S�'YYEK 3' MIN. MUST BE COMPACTED. BE BRUSHED USED IT MANHOLE RIM AND COVER OFF PAVEMENT DATESCALE DISTRICT APPROVAL DATE APPROVED MAY 1 %, 2.011 NTS K.V. JUNE 02, 2011 E DWG. NO. S-23 -CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\SEWER DETAILS\S-23 STD. 2" r rr e,r w/ LO ECCEN SECTIONS AS NEEDED BASE SECTIO1 NOTE: A MINIMUM OF ONE ADJUSTMENT RING SHALL BE INSTALLED BETWEEN THE BREAK OF THE CONE AND THE MANHOLE COVER. STANDARD MANHOLE DETAIL REVISION DATE SCALE DISTRICT APPROVAL �� gS MAY 17, 20111 NTS K.V SETE[ FILE NAME \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SOOS CREEK\SEWER DETAILS\S-27 SUBGRADE JUNE 02, 2011 DWG. NO- S-27 NOTES: 1. BEDDING REQUIRED IN RIGHT-OF-WAYS, DRIVEWAYS, PARKING LOTS, PAVED AREAS, AND NON -PAVED AREAS. 2. BEDDING FOR RIGID PIPE SHALL BE NATIVE MATERIAL UNLESS JUDGED UNSUITABLE BY THE DISTRICT AND GOVERNING ROAD AGENCY. 3. TRENCH BACKFILL, BEDDING AND MATERIAL TO CONFORM TO GOVERNING ROAD AGENCY SPECIFICATIONS AND DISTRICT STANDARDS. l TRENCH WIDTHS (IN INCHES) t PIT RUN 3" MINUS 3' MIN. 95% COMPACTON CRUSHED ROCK 18 24 36 5/8"-1 1 /2" r NATIVE MATERIAL IF 24 PIT RUN 3" MINUS APPROVED BY DISTRICT 90% COMPACTION CRUSHED ROCK AND GOVERNING ROAD 6 5/8"-I1 1/2" AGENCY 36 8 24 24 36 12 i 28 12" MIN. 90% COMPACTION � SAND -SOIL ENGINEER APPROVAL & COMPACTION TEST REQUIRED 01 W 01 0 PEA GRAVEL 5/8" MINUS CRUSHED 6" MIN. z W c� z W v'N U m W w� O O Eli 2"-4" ROCK OR SOILS ENGINEERING, 90% COMPACTION OTHER MATERIAL DETAIL NEEDED ' 2 a LISTED ABOVE ---------- ---- NOTES: 1. BEDDING REQUIRED IN RIGHT-OF-WAYS, DRIVEWAYS, PARKING LOTS, PAVED AREAS, AND NON -PAVED AREAS. 2. BEDDING FOR RIGID PIPE SHALL BE NATIVE MATERIAL UNLESS JUDGED UNSUITABLE BY THE DISTRICT AND GOVERNING ROAD AGENCY. 3. TRENCH BACKFILL, BEDDING AND MATERIAL TO CONFORM TO GOVERNING ROAD AGENCY SPECIFICATIONS AND DISTRICT STANDARDS. l TRENCH WIDTHS (IN INCHES) t MINIMUM EARTH MINIMUM ROCK MAXIMUM 2 18 24 36 3 18 TYPICAL TRENCH DETAIL MAY 17, 20111 NTS I K.V. I JUNE 02, 2011 EDWG. NO. S -2H -CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\SEWER DETAILS\5-28 Know what'sbelow. 0111 before you dig. CL In U Z o w � v W TRENCH WIDTHS (IN INCHES) NOMINAL PIPE DIAMETER MINIMUM EARTH MINIMUM ROCK MAXIMUM 2 18 24 36 3 18 24 36 4 18 24 36 6 21 24 36 8 24 24 36 12 28 28 40 TYPICAL TRENCH DETAIL MAY 17, 20111 NTS I K.V. I JUNE 02, 2011 EDWG. NO. S -2H -CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\SEWER DETAILS\5-28 Know what'sbelow. 0111 before you dig. 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TOPO WATER DESIGN CO.DWG G B02.DWG A CONV.DWG SPL.DWG a NPLUG.DWG F FP.DWG 0 NCF.DWG JC J-BOX.DWG o NFH.DWG NANCHOR.DWG NAFM.DWG FE NGP.DWG NBM.DWG NGV.DWG e NBM11-4.DWG NLP.DWG 0 NBM22-5.DWG NMB.DWG ° NBM45.DWG NRS.DWG NBO.DWG r50' NTB.DWG 13 WARVP.DWG NUP.DWG -0 NTM.DWG 3`t SFC.DWG WBVFMP.DWG ]�C SFD.DWG 0 WGVMP.DWG ?�E SFR.DWG C::Ct7C3 WRMFP.DWG x TMH.DWG © TAPTWTV.DWG I HH@E ❑ TMFGVP.DWG e NCB.DWG 7:r--{ NCBM.DWG ® SEWER DESIGN NINVERT.DWG < PSSA.DWG 04 YD.DWG C PSSNA.DWG O AV.DWG ESSSA.DWG 1_14 EXBO.DWG SSFAE.DWG 4 FH.DWG SSFAP.DWG � NWM.DWG 13 SDL.DWG < SERVED NWV.DWG 0 SDR.DWG SERVED ESSHA.DWG 1-1.1 ESSNA.DWG SLSERVE SR.DWG SERVE LT PG-IDX-2.DWG NO PG-INDEX.DWG PG w a z w J 0 N N 0 0 U w V) D Q 0 0 N CV Q 0 0 z 0 J a NE 29-23-5 EXIST. MJ & GVS _ N01'47'11 "E _ - 11-M AVENUE SE _ o rnN 583.81 MEAS - - - - - EX. 10" A.C. WATER--- - - - - - -- - - - - - - - - - z crit wCDZ.ja g .o Ii I 1 0� I I I I I I II I I II MAPPING/SURVEY I I — — TLN.DWG I II OT.DWG PL.DWG I I I I PLI.DWG-- CL.DWG i EX-MON1.DWG I I EX- MON1.DWG o0= II I III) I I QMONI.DWG ►C,� I II MONI.DWG 3 3 m� SMON.DWG I �a 100 00 PN: 0088000071 �" 3 STA. D WG 0 11436 SE 162ND ST 0 0 PN: 0088000261 PN: 0088000200 TVP. DWG ABANDONED I `� I ,w I 11435 SE 162ND ST o 11438 SE 164TH ST SE EXIST. 4" AC h w 1 00 PUBLIC UTILITY misc. EXIST. HYDRANT_ _ � EX SSS B � EASEMENT TP -0 EXIST. WATER -- R D ----------4" BLOW OFF TP -.DWG SERVICE X EX SS STUB ASSEMBLY .a439TPS.DWG 61 _ _ _ _ PRIVATE ROAD of Not' 32 53�E 47 CONNECT TO EX. 6" DI 3+70 0 �2+00 0 - - 1 00 -w _ ` 0 BG.DWG B-0 (1) 6% 4" TAP -IN TEE - _ (1) 4" GV, FL x MJ N Ld (1) CONC. BLOCK ____ I 265LF 4" DI CL 52 WATER METER & BORE.DWG A I I o EXIST PNR MAIN MI MI�I J 4�SERwCE (TYP) 6 - I 11CD 0088000260 EXISTING H SE is J io J io BPS.DWG (TO REMAIN) bo FFE=491.50 uo FFE=490.50 co PN: 0088000203 PN: 0088000070 I I I _ � OD 00 FE=489.50 0, 11420 SE 162ND ST I cn �I NI cn 11420 - 164TH ST SE SECTION I I EXIST. WATER ESMT-BOX.DWG ESMT-NO EXIST. SEWER SERVI�CERE LOCATE MEU-RED -- - -It' 32 53� EDET_NUM.DWG BI 29-2377N SH 119 I I I W-1085 EXIST MHS! 62-11 I I I PN: 0088000280 PN: 0088000281PN: 0088000282 PN: 0088000191 SEC_NUM.DWG N� I 30°--I 16204 - 114TH AVE SE I 16220 - 114TH AVE SE 116226 - 114TH AVE SEI 16230 - 114TH AVE �E D-L.DWG D R.DWG I II M� I I I I BK-LINE.DWG (NMI CUT-LINE.DWG II zIM I I I REV-BUG.DWG 0 I I I 1 3 I I I I �I EXIST. DI - - � I CROSS & GVS L - - - 114TH AVENUE SE I I FOUND MONUMENT IN CASE Know what'sbelow. Call before you dig. WATER GENERAL NOTES: (REVISED 05/16/11) 1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE SOOS CREEK WATER & SEWER DISTRICT, ALSO REFERRED HEREINAFTER AS DISTRICT. 2. THE DEVELOPER SHALL FURNISH THE DISTRICT A COPY OF THE COMMERCIAL AND/OR SUBDIVISION PLANS APPROVED BY THE GOVERNING AGENCY PRIOR TO ANY WATER MAIN CONSTRUCTION. 3. PRIOR TO CONSTRUCTING ANY WATER MAINS, THE APPROPRIATE STREETS AND LOTS SHALL BE CLEARED, GRADED, AND STAKED BY THE DEVELOPER/CONTRACTOR AND ALL EXISTING UTILITIES SHALL BE LOCATED. 4. FOLLOWING WATER MAIN CONSTRUCTION, ANY REVISION OF ROADWAY OR EASEMENT GRADES REQUIRING THE MAINS TO BE RECONSTRUCTED SHALL BE MADE AT THE DEVELOPER'S/CONTRACTOFZ EXPENSE. 5. RECONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS OF THE DISTRICT. ALL COSTS FOR INSPECTING SUCH RECONSTRUCTION SHALL BE CHARGED TO THE DEVELOPER IN ADDITION TO THE STANDARD CHARGES, AND SHALL BE PAID BEFORE ACCEPTANCE BY THE DISTRICT. 6. NO WATER SERVICE CONNECTIONS SHALL BE MADE TO THE EXISTING SYSTEM UNTIL COMPLETION OF THE BILL OF SALE AND ALL EASEMENTS. MAKE APPLICATION TO THE DISTRICT FOR WATER METER INSTALLATION FOR EACH WATER SERVICE CONNECTION PRIOR TO MAKING CONNECTION. BILL OF SALE WILL NOT BE PROCESSED UNTIL PUGET SOUND ENERGY HAS EITHER PROVIDED A WORK SKETCH OR INSTALLED THEIR VAULTS, HAND HOLES AND LIGHT STANDARDS, OR THE DEVELOPER HAS PROVIDED A SIGNED HOLD HARMLESS AGREEMENT (FORM SUPPLIED BY THE DISTRICT). 7. ALL COSTS OF WATER MAIN RE -STAKING SHALL BE PAID BY THE DEVELOPER/CONTRACTOR. 8. PROPERTY CORNERS SHALL BE PINNED WITH REFERENCE TACK ON CURBS BY THE DEVELOPER/CONTRACTOR. 9. THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICT AT (253) 630-9900 TO SCHEDULE A PRECONSTRUCTION MEETING AT THE DISTRICT OFFICE. AFTER THE PRE -CONSTRUCTION MEETING, THE DEVELOPER/CONTRACTOR SHALL NOTIFY THE DISTRICTS FIELD REPRESENTATIVE AT LEAST 48 HOURS (REGULAR WORKING DAYS) BEFORE STARTING WORK. 10. THE DEVELOPER/CONTRACTOR SHALL OBTAIN ALL REQUIRED FINAL INSPECTIONS TO MEET PERMIT REQUIREMENTS. INSPECTIONS MUST BE SCHEDULED AT LEAST 48 HOURS IN ADVANCE. BENCHMARK AND DATUM VERTICAL DATUM: NAVD 1988 SITE BENCHMARK, TOP OF MONUMENT IN CASE AT EAST 1/4 CORNER OF SECTION 29-23-5 ELEVATION = 470.504 DATUM BASED ON WSDOT MONUMENT ID -5250 ELEVATION 466.062' 1988 DATUM TOPOGRAPHIC INFORMATION IS BASED ON INFORMATION PROVIDED BY OTHER'S AND HAS BEEN GENERALLY CONFIRMED IN THE FIELD BY DEVELOPMENT ENGINEERING, PLLC PERSONNEL, (SEE CONTRACTOR NOTE). GRAPHIC SCALE 50 0 50 Z ( IN FEET l ir;ch 50 PL. SHEET INDEX SH.NO. DESCRIPTION 1 WATERMAIN PLAN, VICINITY & NOTES 2 CONSTRUCTION PROVISIONS 3 MATERIAL AND SURFACE RESTORATION 4 WATER DETAILS VICINITY MAP R. A \ AS - Approved o i= r V o D ate � � 4 M oa'o z Y d Z 2 ►W -a a Q w m oa as o o v 0 o� N C) No � m ^ J N V U O L;j v Z V)i U z a CL U W N W W (/i N m wC* O� Z3 JW O (9 W D Z m W z oo U D LLJ co < 0 0 LLJ N U O � V) x W W W W z w 0 0 06 I— — Q O Q U U) H Q w z U) U U W Q F-- W > W Q z z W Q VJ W O Q Ov)UQ2i 00,5rDE W W U Q N BASE MAP B-3 SHEET 1 OF 4 DRAWING B3.018 /1 w Q z w J L, W V) Z) r^, LLj a 0 z r_ 0 J d CONSTRUCTION PROVISIONS 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 DISTRICTS 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 ALSO 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 DISTRICTS 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 THE DISTRICT. 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. COVER OVER PIPELINES THE DEPTH OF COVER FOR WATER MAINS SHALL BE 36 -INCHES FOR 8 -INCH DIAMETER AND SMALLER MAINS AND 48 -INCHES FOR MAINS OVER 8 -INCHES IN DIAMETER. DEPTH OF COVER AT DITCH LINES SHALL MEET THE SAME REQUIREMENTS. EXCEPTIONS WILL BE ALLOWED ONLY WITH THE PRIOR APPROVAL OF THE DISTRICT. 4. CONNECTION TO EXISTING WATER SYSTEM 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 WATER MAIN. THE DEVELOPER/CONTRACTOR SHALL NOT OPERATE ANY GATE VALVE OF THE WATER SYSTEM BEFORE, DURING OR AFTER CONSTRUCTION WITHOUT PRIOR APPROVAL OF THE DISTRICT. 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 WATER MAIN, DEVELOPER/CONTRACTOR SHALL EXCAVATE THE WATER MAIN AND VERIFY OUTSIDE DIAMETER OF ALL PIPES FOR DETERMINATION OF TYPES OF FITTINGS TO BE USED. THE DEVELOPER/CONTRACTOR SHALL COORDINATE ALL WORK WITH THE DISTRICT'S FIELD REPRESENTATIVE. 5. SEPARATION OF UTILITIES MINIMUM SEPARATION BETWEEN WATER AND SEWER 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. WATER MAINS SHALL PASS UNDER STORM SEWERS WHEN NECESSARY TO MAINTAIN THE MINIMUM COVER REQUIREMENTS FOR WATER MAINS. THERE SHALL BE NOT LESS THAN A SIX-INCH CUSHION BETWEEN THE WATER MAINS AND THE STORM SEWERS. PUGET SOUND ENERGY VAULTS, HAND HOLES AND LIGHT STANDARDS SHALL BE LOCATED NO CLOSER THAN 10 FEET FROM ANY WATER MAINS, FIRE HYDRANTS, AND BLOW -OFF ASSEMBLIES AND NO CLOSER THAN 5 FEET FROM ANY WATER SERVICES. DEVELOPER SHALL BE RESPONSIBLE FOR COORDINATION OF VAULTS, HAND HOLES, AND LIGHT STANDARDS WITH THE WATER MAINS, SERVICES, FIRE HYDRANTS, AND BLOW -OFF ASSEMBLIES. NO CONSTRUCTION SHALL START UNTIL THE DEVELOPER 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. 6. THRUST BLOCKING ALL FITTINGS SHALL BE BLOCKED WITH POURED CONCRETE AGAINST UNDISTURBED SOIL WITH SUFFICIENT CONCRETE AND 3/4 -INCH ANCHOR RODS, IF REQUIRED, TO RESIST THE RESULTANT FORCES. BLOCKING SHALL PROVIDE FOR REMOVAL OF ANY CONNECTION TO THE FITTING WITHOUT DAMAGE TO THE FITTING. WHERE UNFAVORABLE GROUND CONDITIONS ARE ENCOUNTERED, SPECIAL BLOCKING WILL BE REQUIRED AS DIRECTED BY THE DISTRICT IN THE FIELD. WHEN DIGGING NEAR FITTINGS ON EXISTING PIPELINES, TEMPORARY BLOCKING SHALL BE INSTALLED TO PREVENT BLOWOUTS. THRUST BLOCKING SHALL CONFORM TO THE STANDARD DETAILS. 7. WATER WORKS TESTING PRESSURE TESTING OF LINES SHALL BE IN ACCORDANCE WITH SECTION 7-09.3(23) OF THE STANDARD SPECIFICATIONS. TEST PRESSURE SHALL BE THE EXISTING SYSTEM LINE PRESSURE PLUS 150 PSI, BUT IN NO CASE SHALL THE TEST PRESSURE BE LESS THAN 250 PSI. MAINS SHALL BE DISINFECTED PER SECTION 7-09.3(24) OF THE STANDARD SPECIFICATIONS. THE DEVELOPER/CONTRACTOR SHALL CUBE AND FLUSH ALL NEW WATER MAINS WHILE BEING OBSERVED BY THE DISTRICT'S FIELD REPRESENTATIVE. DISTRICT SHALL FURNISH THE CUBES FOR THE DEVELOPER/CONTRACTOR WHO SHALL THEN BE RESPONSIBLE FOR CUBING THE NEW WATER MAINS. DEVELOPER/CONTRACTOR SHALL COORDINATE WITH DISTRICT'S FIELD REPRESENTATIVE FOR THE LOCATIONS TO BE CUBED. AFTER THE CUBES HAVE BEEN FLUSHED FROM THE SYSTEM, THE REST OF THE FLUSHING, CHLORINATING, PRESSURE AND PURITY TESTS SHALL BE COMPLETED. THE DISTRICT SHALL BE RESPONSIBLE FOR COLLECTING THE SAMPLES AND OBTAINING THE BACTERIOLOGICAL TESTS. Know what'sbelow. 0111 before you dig. 8. 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. 9. JACKED CROSSING AT LOCATIONS AS REQUIRED BY THE DISTRICT OR GOVERNING ROAD AGENCY, OR AS PROPOSED BY THE DEVELOPER, WATER 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 WATER PIPE. WALL THICKNESS SHALL BE SUFFICIENT TO WITHSTAND INSTALLATION FORCE AND HIGHWAY LOADING WITH A MINIMUM THICKNESS OF %-INCH. AFTER THE WATER PIPE 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 WATER MAIN AND THE CASING WALL WITH SAND. 10. WATER SUPPLY WATER SUPPLY FOR FILLING, TESTING AND FLUSHING OF THE NEW MAINS MAY BE AVAILABLE FROM THE EXISTING DISTRIBUTION SYSTEM; HOWEVER, THE DEVELOPER/CONTRACTOR WILL BE BILLED BY THE DISTRICT FOR THE WATER USED AT THE CURRENT COMMERCIAL METER RATE. THE DEVELOPER/CONTRACTOR MAY PROVIDE HIS OWN METERING FACILITIES TO THE SATISFACTION OF THE DISTRICT OR ACCEPT THE QUANTITIES ESTIMATED BY THE DISTRICT. 11. 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. THE DEVELOPER SHALL RELOCATE OR REPLACE ANY EXISTING FIRE HYDRANTS LOCATED WITHIN 50 FEET OF THE DEVELOPMENT TO MEET THE DISTRICT'S REQUIREMENTS IF NEW CONSTRUCTION BY THE DEVELOPMENT CREATES A SAFETY HAZARD OR A NON-COMPLIANT CONDITION WITH DISTRICT STANDARD SPECIFICATION REQUIREMENTS. 12. WARRANTY PERIOD 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. 0 a � U W Z O O� LSI Q Q m d z AD C� h, r - Q �� J � ?v& 0 cc a a'0 Zit a z 0 � Y V d 2 0Q 0Q O Q 0 w U m t2 0 00 N N OU J ^ J U m o vv a wo Lj z o� _ U Z 6 C U W N Ld W Z NN m W 0 00 a' W J O v¢ O Z Y3 _j D Z d w z oo U D W < 0 z SII " Uj a N a a V) z: Z LU LLJ O LJJ ~ L1J Z Z O �UQ0U) Q U I— z Q > O W LU I— W Z W Q Z O W <U c) =) /'1 LLJ OUjF- 0 U)C/) O0s0�O Cn Y U U_ N BASE MAP B_3 SHEET 2 OF 4 DRAWING B3. H MATERIALS 1. DUCTILE IRON PIPE ALL DUCTILE IRON PIPE SHALL CONFORM TO SECTION 9-30.1(1) OF THE STANDARD SPECIFICATIONS. PIPE SHALL BE CLASS 52 CONFORMING TO LAYING CONDITION TYPE 2, SHALL BE LINED WITH CEMENT MORTAR PER ANSI/AWWA C104/A21.4-95, AND SHALL BE SEAL COATED. JOINTS SHALL BE PUSH -ON TYPES WITH RUBBER GASKETS, WHICH FIT INTO ANNULAR GROOVES. JOINTS AT VALVES OR FITTINGS MAY BE MECHANICAL JOINT OR FLANGED DEPENDING ON SPECIFICATION AND DRAWING REQUIREMENT. DUCTILE IRON PIPE MANUFACTURED AND DISTRIBUTED BY PACIFIC STATES CAST IRON PIPE COMPANY SHALL BE MANUFACTURED AFTER 1988. RESTRAINED JOINTS FOR -DUCTILE IRON PIPE SHALL BE U.S. PIPE FIELD LOCK GASKET SYSTEM OR APPROVED EQUAL. 2. FITTINGS FITTINGS FOR DUCTILE IRON PIPE SHALL CONFORM TO SECTION 9-30.2(1) OF THE STANDARD SPECIFICATIONS AND MAY BE FLANGED, MECHANICAL OR PUSH -ON AS REQUIRED. FLANGED FITTINGS SHALL CONFORM TO A CLASS 125 PRESSURE RATING. MECHANICAL JOINT FITTINGS SHALL BE RESTRAINED WITH MEGA -LUG RESTRAINING DEVICES OR APPROVED EQUAL. RESTRAINING DEVICES SHALL BE MANUFACTURED OF HIGH STRENGTH DUCTILE IRON, ASTM A536, GRADE 65-45-12. BOLTS AND CONNECTING HARDWARE SHALL BE OF HIGH STRENGTH LOW ALLOY MATERIAL IN ACCORDANCE WITH ANSI/AWWA C111/A21.11. ALL RESTRAINING DEVICES SHALL HAVE A WATER WORKING PRESSURE RATING EQUIVALENT TO THE FULL RATED PRESSURE OF THE PIPE ON WHICH THEY ARE INSTALLED, WITH A MINIMUM 2:1 SAFETY FACTOR IN ANY NOMINAL PIPE SIZE. NOTARIZED CERTIFICATION FROM THE MANUFACTURER OF THE RESTRAINT DEVICE SHALL BE PROVIDED WITH SUBMITTALS. THE EXTERIOR OF ALL DUCTILE IRON FITTINGS SHALL BE COATED WITH BITUMINOUS PAINT. 3. FIRE HYDRANTS HYDRANTS SHALL CONFORM TO AWWA C-502, EXCEPT AS HEREIN MODIFIED. HYDRANTS SHALL HAVE A MINIMUM OF 5 -1/4 -INCH MAIN VALVE OPENING WITH TWO 2 -1/2 -INCH HOSE CONNECTIONS AND ONE 4 -1/2 -INCH PUMPER CONNECTION. ALL PORTS SHALL BE FURNISHED WITH NATIONAL STANDARD HOSE THREAD AND 1 -1/4 -INCH OPERATING NUTS THAT TURN COUNTERCLOCKWISE TO OPEN. THE PUMPER CONNECTION SHALL BE EQUIPPED WITH A 5 -INCH STORZ ADAPTER MEETING OR EXCEEDING THE FOLLOWING SPECIFICATIONS. A. STORZ ADAPTER AND CAP SHALL BE FORGED AND/OR EXTRUDED 6061-T6 ALUMINUM ALLOY, HARD COAT ANODIZED. B. THREADED PORTION TO HAVE TWO SET SCREWS 180' APART AND NO LUGS. C. STORZ FACE TO BE METAL WITH NO GASKETS TO WEATHER. D. STORZ CAP TO HAVE SYNTHETIC MOLDED RUBBER GASKET AND SHALL BE ATTACHED TO HYDRANT ADAPTER WITH 1/8 -INCH COATED STAINLESS STEEL AIRCRAFT CABLE. E. CAP TO BE CONNECTED AND DISCONNECTED WITH STORZ WRENCHES ONLY. TORQUE TO BE SUFFICIENT SO CAP CANNOT BE REMOVED BY HAND. HYDRANTS SHALL BE FURNISHED WITH A 6 -INCH MECHANICAL JOINT OUTLET, TWO 3/4 -INCH DIAMETER TIE RODS, OR MEGA -LUGS, A 6 -INCH AUXILIARY GATE VALVE WITH VALVE BOX, AND A RISER TO SUIT TRENCH DEPTH AT EACH INSTALLATION. THE GATE VALVE SHALL BE FLANGED TO THE MAIN TEE. HYDRANT SHALL BE FURNISHED WITH A BREAK -OFF FLANGE ON THE BARREL AND A BREAK -OFF COUPLING FOR THE STEM. HYDRANTS SHALL CONFORM TO DISTRICT STANDARDS. ALL FIRE HYDRANTS SHALL BE M & H STYLE 929 RELIANT, MUELLER CENTURION MODEL A-423, CLOW MEDALLION OR WATEROUS PACER NO. WB -67. NOZZLES SHALL BE FITTED WITH RENEWABLE BRONZE NIPPLE LOCKED IN PLACE. MAINTAIN 3 FEET CLEARANCE BETWEEN HYDRANT AND PROPERTY OR EASEMENT LINE. TYPE 1 BLUE REFLECTIVE MARKERS AS DESCRIBED IN SECTION 9-21.1 OF THE STANDARD SPECIFICATIONS SHALL BE INSTALLED AS REQUIRED BY THE GOVERNING ROAD AGENCY. = FIRE HYDRANTS SHALL BE EQUIPPED WITH STEAMER AND HOSE PORT THREADS IN ACCORDANCE WITH THE o REQUIREMENTS OF THE LOCAL FIRE PROTECTION DISTRICT. N THE HYDRANT SHALL BE CLEANSED AND PRIME COATED WITH A HEAVY-DUTY BRUSH TYPE PRIMER OR APPROVED L EQUAL. ALL HYDRANTS SHALL BE PAINTED YELLOW WITH TWO TOPCOATS OF OIL RESISTANT ENAMEL, BRUSH TYPE OR = ao U APPROVED EQUAL. THE DISTANCE FROM THE HYDRANT TO THE 6 -INCH GATE VALVE SHALL BE STENCILED ON THE Y U HYDRANT WITH 2 -INCH LETTERS. IC �a w � i DURING THE CHLORINATING PROCESS FOR THE NEWLY LAID PIPE, ALL VALVES ASSOCIATED WITH THE FIRE HYDRANTS 0Q as SHALL BE OPERATED WHILE THE PIPELINE IS FILLED WITH THE CHLORINATING AGENT AND UNDER NORMAL OPERATING 0 U PRESSURE. 4. FIRE HYDRANT GUARD POSTS GUARD POSTS SHALL NOT BE INSTALLED WITH FIRE HYDRANT ASSEMBLIES UNLESS REQUIRED BY DISTRICT. IF GUARD POSTS ARE REQUIRED BY DISTRICT, THEY SHALL BE MADE OF REINFORCED CONCRETE, 8 INCHES IN DIAMETER, 6 FEET v LONG AND BURIED TO A MINIMUM DEPTH OF 3 FEET. GUARD POSTS SHALL BE SET WITH THEIR TOPS AT THE SAME w ELEVATION AS THE BONNET FLANGE OF THE HYDRANT. THE EXPOSED PORTION OF THE GUARD POSTS SHALL BE a PAINTED WITH 2 COATS OF EXTERIOR CONCRETE PAINT, COLOR AS DESIGNATED BY THE DISTRICT. 5. GATE VALVES U w GATE VALVES SHALL BE OF THE SIZE AND TYPE INDICATED ON THE DRAWINGS WITH BRONZE -MOUNTED RESILIENT SEAT WEDGING DEVICES CONFORMING TO AWWA C509 OR AWWA C515. VALVES SHALL BE COATED PER AWWA C550 WITH NON -RISING STEMS, OPEN COUNTERCLOCKWISE, AND BE EQUIPPED WITH AN 0 -RING STUFFING BOX. VALVE END w CONNECTIONS MAY BE FLANGED, MECHANICAL JOINT OR PUSH -ON AS REQUIRED. ALL FLANGE FACES SHALL BE MACHINED AND DRILLED TO STRADDLE THE VERTICAL CENTERLINE. VALVE STEM EXTENSIONS WITH PLATE WELDED TO z OPERATING NUT WILL BE REQUIRED WHERE OPERATING NUT IS MORE THAN 4 FEET BELOW SURFACE. THE VALVE STEM J EXTENSION TOP SHALL BE INSTALLED WITHIN 18 INCHES TO 24 INCHES BELOW FINISH GRADE AND SHALL HAVE A `` 2 -INCH SQUARE OPERATING NUT AND SELF -CENTERING ROCK PLATE SUPPORT. LOCK DOWN SET SCREWS SHALL NOT BE USED ON VALVE OPERATING NUT EXTENSIONS. MANUFACTURER SHALL PROVIDE CATALOG DATA, NET WEIGHT, AND ASSEMBLY DRAWINGS OF ALL VALVES TO BE PURCHASED AND INSTALLED AS WELL AS AN AFFIDAVIT OF COMPLIANCE. ALL VALVES SHALL HAVE A WATER WORKING PRESSURE RATING EQUIVALENT TO THE FULL RATED PRESSURE OF THE PIPE ON WHICH THEY ARE INSTALLED, WITH A MINIMUM 2:1 SAFETY FACTOR IN ANY NOMINAL PIPE SIZE. 0 6. VALVE BOX U VALVE BOX SHALL BE CAST IRON SERIES 940B AS MANUFACTURED BY OLYMPIC FOUNDRY OR APPROVED EQUAL WITH w LID MARKED "WATER". ALL BOXES SHALL BE ADJUSTED TO MATCH THE FINISH GRADE AT THE VALVE LOCATION. ALL VALVE BOX COVERS SHALL BE PAINTED BLUE. ORIENT THE VALVE BOXES SO THE 'EARS"ARE SET THE SAME AS THE PIPE DIRECTION. PROVIDE 4 -INCH THICK BY 2 -FOOT WIDE ASPHALT OR CONCRETE COLLAR AROUND VALVE BOX COVERS IN UNIMPROVED AREAS, LANDSCAPE AREAS AND EASEMENTS. - 7. VALVE MARKER POSTS 0 , ® VALVE MARKER POSTS SHALL BE FURNISHED AND INSTALLED WITH EACH VALVE UNLESS THE VALVE IS LOCATED IN THE PAVEMENT OR IN A VAULT. MARKER POSTS SHALL BE CONCRETE WITH 4 -INCH MINIMUM SQUARE SECTION, 42 -INCH LENGTH, AND SHALL BE REINFORCED WITH ONE 3/8" X 39" BAR OF REINFORCING STEEL. MARKERS SHALL CA BE PLACED AT THE EDGE OF THE RIGHT-OF-WAY OPPOSITE THE VALVE OR AS DIRECTED BY THE DISTRICT WITH 18 Know what'sbelow. INCHES OF THE POST EXPOSED ABOVE GRADE. THE EXPOSED PORTION SHALL BE PAINTED WITH TWO COATS OF WHITE Q Call EXTERIOR CONCRETE PAINT SIZE OFEVALVE ANDTHE ISINTDINCHES TO THE VALVE 0 before you dig. STENCILED WITH BLACK PAINT ON THEFACE OFTHEPO POST USING ASTENCILTHATWILLPRODUCELETTERS TWO z INCHES HIGH. 0 J 0- 8. WET TAPS TAPPING SLEEVE SHALL BE JCM 432 OR ROMAC "SST" STAINLESS STEEL SLEEVES WITH FULL COVERAGE RUBBER GASKET, OR EPDXY COATED LONG PATTERN SLEEVE, OR APPROVED EQUAL. VALVE SHALL BE A RESILIENT SEATED VALVE MADE FOR TAPPING, U.S. PIPE METROSEAL 250 OR APPROVED EQUAL. REFER TO THE GATE VALVE DESCRIPTION FOR ADDITIONAL DETAILS. SUBMITTALS REQUIRED FOR ALL WET TAP MATERIALS. 9. WATER SERVICES AND METERS NEW SERVICE LINES SHALL BE CLASS 200, HI -MOL OR APPROVED EQUAL AND SHALL CONFORM TO THE STANDARD DETAILS AND SEC11ONS 9-30.6 AND 9-30.6(3)B OF THE STANDARD SPECIFICATIONS. INSTALL PLASTIC -COATED 16 -GAUGE COPPER TRACER WIRE ALONG TOP OF ALL PLASTIC SERVICE PIPES. ATTACH BARE WIRE TO ANGLE AND CORPORATION STOPS. CONNECTIONS FROM PIPE TO ANGLE AND CORPORATION STOPS SHALL BE WITH COMPRESSION PACK JOINTS. METER BOXES SHALL BE AS CALLED OUT ON THE STANDARD DETAILS. METER BOXES AND LIDS LOCATED IN DRIVEWAYS OR SIDEWALKS SHALL BE TRAFFIC BEARING AS APPROVED BY THE DISTRICT. WATER SERVICES SHALL BE LOCATED BY MUTUAL AGREEMENT BETWEEN DEVELOPER, DISTRICT, AND OTHER UTILITY COMPANIES. PAINT SERVICE LOCATIONS ON CURB WITH BLUE PAINT. METER BOXES SHALL BE FURNISHED AND INSTALLED BY DEVELOPER/CONTRACTOR. WATER SERVICE SHALL BE LOCATED NO CLOSER THAN 5 FEET FROM POWER VAULTS, HAND HOLES AND LIGHT STANDARDS. ALL SERVICE LINES SHALL BE ONE -INCH MINIMUM, AND SHALL BE CONTINUOUS AND UNSPLICED FROM CORPORATION STOP TO METER AND SHALL HAVE 6 INCHES OF SAND BEDDING SURROUNDING THE SERVICE LINE. EXPANSION LOOPS ARE TO BE HELD AS FLAT AS POSSIBLE WITH NO REVERSE GRADE. WATER MAIN SERVICE SADDLE AND CORPORATION STOP WITH COMPRESSION ADAPTER SHALL BE LOCATED AT APPROXIMATELY 10' ABOVE SPRING LINE PER THE STANDARD DETAIL. THE DEVELOPER/CONTRACTOR SHALL NOT BACKFILL ANY SERVICE LINES UNTIL ALL BRASS FITTINGS ASSOCIATED WITH THAT SERVICE LINE HAVE BEEN INSPECTED AND ACCEPTED BY THE DISTRICT. EXISTING WATER SERVICES, WHICH NEED TO BE ABANDONED, SHALL BE DISCONNECTED AT THE WATER MAIN CORPORATION STOP. THE DEVELOPER/CONTRACTOR SHALL COORDINATE WITH THE DISTRICT'S FIELD REPRESENTATIVE AS REQUIRED. 10. 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 AGENCY. DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND DISPOSING OF ANY EXCESS EXCAVATED SOIL MATERIAL AT AN APPROVED DISPOSAL SITE. 11. CRUSHED GRAVEL SURFACING CRUSHED GRAVEL SURFACING SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.9(3) OF THE STANDARD SPECIFICATIONS. 12. 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 1/2 -INCH, P.G. 58-22 GRADING REQUIREMENTS, OR AS REQUIRED BY THE GOVERNING ROAD AGENCY. VERTICAL BEND STEEL SHIM PLATE .•L f WT BLANK PLUG PLUGGED END FOR FUTURE EXPANSION VALVE ANCHOR OFFSET ALTERNATE VERTICAL BEND NOTES: .i" BARS PLUGGED TEE PLUGGED CROSS 1. ALL CONCRETE FOR BLOCKING SHALL BE A FIVE (5) SACK MIX. 2. ALL BLOCKING SHALL BE POURED AGAINST FIRM, UNDISTURBED EARTH. CONCRETE BLOCKING DETAIL MAY 17, 20111 NTS I K. V. I JUNE 02, 2011 NAME \DE-CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\WATER DETAILS\W-1 DWG. NO. W-1 SURFACE RESTORATION 1. OFFSITE SURFACE RESTORATION ALL PAVED OR UNPAVED SURFACES OR EASEMENTS SHALL BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN THAT WHICH EXISTED PRIOR TO CONSTRUCTION. ALL TREES, SHRUBS AND OR OTHER IMPROVEMENTS SHALL BE SAVED, RELOCATED, OR REPLACED BY DEVELOPER/CONTRACTOR UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE EASEMENT STIPULATIONS. RESTORATION SHALL BE TO THE SATISFACTION OF THE DISTRICT, PROPERTY OWNER, OR GOVERNING ROAD AGENCY. PRECONSTRUCTION PHOTOGRAPHS SHALL BE USED TO APPROVE RESTORATION. 2. ROAD SHOULDER RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING SURFACING OF DISTURBED ASPHALT SHOULDERS SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES BELOW ORIGINAL STREET GRADE TO PROVIDE FOR PLACEMENT OF THE NEW SUBGRADE AND PAVING. THE SUBGRADE SHALL BE CONSTRUCTED OF 1 -1/4 -INCH MINUS CRUSHED SURFACING BASE COURSE PLACED TO A COMPACTED THICKNESS OF 2-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 1-1/2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS UP TO A MAXIMUM 4 -INCH THICKNESS TO MATCH EXISTING PAVEMENT THICKNESS. MINIMUM THICKNESS SHALL BE 2 INCHES. THE SHOULDER SHALL BE REPLACED TO THE EXISTING FOG LINE IN AREAS WHERE THE EXISTING ASPHALT SHOULDER IS SERIOUSLY DISTURBED, OR AT THE DISCRETION OF THE DISTRICT OR THE GOVERNING ROAD AGENCY. RESTORATION OF GRAVEL SHOULDERS SHALL INCLUDE A MINIMUM OF 1-1/2 INCHES OF CRUSHED SURFACING TOP COURSE AND 2-1/2 INCHES OF CRUSHED SURFACING BASE COURSE. 3. ASPHALT SURFACE RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING ASPHALT SURFACE SHALL BE CUT ON A NEAT LINE BY SAWCUTTING PRIOR TO EXCAVATION. FOLLOWING PROPER BACKFILL AND COMPACTION OF THE TRENCH, THE EDGES OF THE SURFACING SHALL BE RE -TRIMMED 12 INCHES WIDER THAN THE EXCAVATION WITH STRAIGHT VERTICAL EDGES FREE FROM IRREGULARITIES. A 1-1/4 INCH MINUS CRUSHED SURFACING BASE COURSE SHALL BE PLACED TO A COMPACTED THICKNESS OF 4-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS TO MATCH THE EXISTING THICKNESS AND GRADE OF THE ORIGINAL SURFACE. ASPHALT PATCHES SHALL HAVE A MINIMUM THICKNESS OF 2 INCHES AND A MAXIMUM THICKNESS OF 4 INCHES. THE ASPHALT PATCH SHALL THEN BE OVERLAID WITH A MINIMUM OF 1-1/2 INCHES COMPACTED ASPHALT CONCRETE. ASPHALT OVERLAY SHALL BE PRE -LEVELED AS DETERMINED BY THE DISTRICT'S FIELD REPRESENTATIVE. NO OVERLAY SHALL BE REQUIRED IF THE FINAL TRIMMED EDGE OF THE ASPHALT PATCH DOES NOT ENCROACH INSIDE THE FOG LINE OR, IN LIEU OF A FOG LINE, WITHIN 12 FEET FROM THE EXISTING CENTERLINE OF THE ROAD. THE DISTRICT OR GOVERNING ROAD AGENCY RESERVES THE RIGHT TO REQUIRE AN OVERLAY ON ANY SECTION. IF THE EDGE OF THE ROAD IS CURB AND GUTTER, THEN THE ASPHALT PATCH SHALL EXTEND TO THE EDGE OF THE CURB UNLESS INDICATED OTHERWISE BY THE DISTRICT OR GOVERNING ROAD AGENCY. ALL ASPHALT JOINTS SHALL BE SEALED WITH AN APPROVED SEALER. DEVELOPER/CONTRACTOR SHALL REPLACE EXISTING STRIPING AND PAVEMENT MARKINGS AS REQUIRED BY THE GOVERNING ROAD AGENCY. DEVELOPER/CONTRACTOR SHALL MAINTAIN TEMPORARY COLD OR HOT MIX ASPHALT PATCHES DAILY DURING CONSTRUCTION TO THE SATISFACTION OF THE GOVERNING ROAD AGENCY AND THE DISTRICT'S FIELD REPRESENTATIVE UNTIL SAID PATCH IS REPLACED WITH A PERMANENT HOT PATCH. THE PERMANENT PATCH SHALL BE PLACED AND SEALED WITH PAVING GRADE ASPHALT WITHIN 30 CALENDAR DAYS. CONCRETE PAVEMENT SHALL BE RESTORED CONSISTENT WITH SEC11ON 5-01 OF THE STANDARD SPECIFICATIONS. ANY CONCRETE PAVEMENT TRAFFIC LANE AFFECTED BY THE TRENCHING SHALL HAVE ALL AFFECTED PANELS REPLACED. CEMENT CONCRETE PAVEMENT SHALL BE RESTORED WITH AN 8 -SACK MIX, USING EITHER TYPE II OR TYPE III CEMENT WITHIN 30 CALENDAR DAYS. 4. CURBS, GUTTERS, AND SIDEWALKS EXISTING CURBS, GUTTERS, AND SIDEWALKS DAMAGED BY CONSTRUCTION OF THE PROJECT OR THE DEVELOPER'S/CONTRACTOR'S USE AND ACTIVITY, SHALL BE REPAIRED TO THE SATISFACTION OF THE PROPERTY OWNER, THE DISTRICT, OR THE GOVERNING ROAD AGENCY, AND TO ITS ORIGINAL CONDITION OR BETTER. 5. NON -PAVEMENT RESTORATION WITHIN RIGHT-OF-WAY CULTIVATED LAWNS SHALL BE RESTORED WITH SOD. RESEEDING OF CULTIVATED LAWNS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF PROPERTY OWNER AND DISTRICT. UNCULTIVATED LAWNS, PASTURE AND VACANT LAND SHALL BE RESTORED WITH A PASTURE GRASS MEETING THE FOLLOWING REQUIREMENTS. SEED MIX: 40% PERENNIAL RYEGRASS 10% WHITE CLOVER 30% FESCUE 20% RED CREEPING FESCUE APPLY AT THE RATE OF 100 POUNDS PER ACRE MULCH: SILVA FIBER MULCH APPLIED AT 1500 TO 2000 POUNDS PER ACRE. FERTILIZER: COMMERCIAL MIX 10/20/20 OF NITRATE, PHOSPHATE AND POTASH APPLIED AT RATE OF 450 POUNDS PER ACRE. 6. FINAL UTILITY ADJUSTMENT TO FINISH GRADE ALL UTILITY COVERS, WHICH ARE LOCATED ON PROPOSED ASPHALT ROADWAYS, SHALL BE TEMPORARILY PLACED AT SUB -GRADE ELEVATION PRIOR TO PLACING CRUSHED SURFACING MATERIAL. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE MADE FOLLOWING FINAL PAVING BY SAWCUTTING THE PAVEMENT AROUND LIDS AND COVERS. OPENING SHOULD NOT BE LARGER THAN 12 INCHES BEYOND THE RADIUS OF THE COVER. DEVELOPER/CONTRACTOR SHALL THEN REMOVE BASE MATERIAL, SURFACING COURSE, AND FRAME; ADD RAISING BRICKS; AND REPLACE FRAME AND COVER TO FINISH GRADE. FILL AND MECHANICALLY COMPACT AROUND THE STRUCTURE AND FRAME WITH CRUSHED SURFACING MATERIAL. FINISHED SURFACING SHALL BE TWO, 2 -INCH COURSES OF ASPHALT CONCRETE SURFACING, COMPACTED AND SEALED TO PROVIDE A DENSE, UNIFORM SURFACE. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE COMPLETED WITHIN 30 DAYS OF FINAL PAVING. 7. FINAL CLEANUP THE DEVELOPER/CONTRACTOR SHALL CLEANUP ALL ADJACENT AREAS IN COMPLIANCE WITH SECTION 1-04.11 OF THE STANDARD SPECIFICATIONS. STREETS AND ROADWAYS SHALL BE CLEANED AND SWEPT BOTH DURING AND AFTER THE INSTALLATION WORK. DISTURBED SOILS SHALL BE FINAL GRADED, SEEDED, AND MULCHED AFTER INSTALLATION OF THE WATER MAIN. IN LIMITED AREAS, SEEDING AND MULCHING BY HAND, USING APPROVED METHODS, WILL BE ACCEPTABLE. DITCH LINES WITH ERODIBLE SOIL OR SUBJECT TO RAPID FLOWS MAY REQUIRE SEEDING, JUTE MATTING, NETTING, OR ROCK LINING TO CONTROL EROSION. ANY SILTING OF DOWNSTREAM DRAINAGE FACILITIES, WHETHER DITCHES OR PIPE AND CATCH BASINS, WHICH RESULTS FROM THE WATER MAIN INSTALLATION SHALL BE CLEANED OUT AND THE WORK SITE RESTORED TO A STABLE CONDITION AS PART OF SITE CLEANUP. 8. TRAFFIC CONTROL THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR INTERIM TRAFFIC CONTROL DURING CONSTRUCTION ON OR ALONG TRAVELED COUNTY ROADWAYS. TRAFFIC CONTROL SHALL FOLLOW THE GUIDELINES OF SECTION 1-07.23 OF THE STANDARD SPECIFICATIONS. ALL BARRICADES, SIGNS, AND FLAGGING SHALL CONFORM TO THE REQUIREMENTS OF THE MUTCD MANUAL. SIGNS SHALL BE LEGIBLE AND VISIBLE AND SHOULD BE REMOVED AT THE END OF EACH WORKDAY IF NOT APPLICABLE AFTER CONSTRUCTION HOURS. WHEN ROAD CLOSURES CANNOT BE AVOIDED, THE DEVELOPER/CONTRACTOR SHALL POST "TO BE CLOSED" SIGNS A MINIMUM OF FIVE DAYS PRIOR TO THE CLOSING. THE TYPES AND LOCATIONS OF THE SIGNS SHALL BE SHOWN ON A DETOUR PLAN. A DETOUR PLAN MUST BE PREPARED AND SUBMITTED TO THE DISTRICT'S FIELD REPRESENTATIVE AND APPROVED BY THE GOVERNING ROAD AGENCY PRIOR TO CLOSING ANY ROADWAYS. IN ADDITION, THE DEVELOPER/CONTRACTOR MUST NOTIFY IN WRITING ALL LOCAL FIRE, SCHOOL, LAW ENFORCEMENT AUTHORITIES, METRO TRANSIT, AND ANY OTHER AFFECTED PERSONS AS DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST FIVE DAYS PRIOR TO THE ROAD CLOSURE. 0 z co `J < J a 3: 1s M Z 7vrn �O sm VALVE ANCHOR OFFSET ALTERNATE VERTICAL BEND NOTES: .i" BARS PLUGGED TEE PLUGGED CROSS 1. ALL CONCRETE FOR BLOCKING SHALL BE A FIVE (5) SACK MIX. 2. ALL BLOCKING SHALL BE POURED AGAINST FIRM, UNDISTURBED EARTH. CONCRETE BLOCKING DETAIL MAY 17, 20111 NTS I K. V. I JUNE 02, 2011 NAME \DE-CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\WATER DETAILS\W-1 DWG. NO. W-1 SURFACE RESTORATION 1. OFFSITE SURFACE RESTORATION ALL PAVED OR UNPAVED SURFACES OR EASEMENTS SHALL BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN THAT WHICH EXISTED PRIOR TO CONSTRUCTION. ALL TREES, SHRUBS AND OR OTHER IMPROVEMENTS SHALL BE SAVED, RELOCATED, OR REPLACED BY DEVELOPER/CONTRACTOR UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE EASEMENT STIPULATIONS. RESTORATION SHALL BE TO THE SATISFACTION OF THE DISTRICT, PROPERTY OWNER, OR GOVERNING ROAD AGENCY. PRECONSTRUCTION PHOTOGRAPHS SHALL BE USED TO APPROVE RESTORATION. 2. ROAD SHOULDER RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING SURFACING OF DISTURBED ASPHALT SHOULDERS SHALL BE REMOVED TO A MINIMUM DEPTH OF 6 INCHES BELOW ORIGINAL STREET GRADE TO PROVIDE FOR PLACEMENT OF THE NEW SUBGRADE AND PAVING. THE SUBGRADE SHALL BE CONSTRUCTED OF 1 -1/4 -INCH MINUS CRUSHED SURFACING BASE COURSE PLACED TO A COMPACTED THICKNESS OF 2-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 1-1/2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS UP TO A MAXIMUM 4 -INCH THICKNESS TO MATCH EXISTING PAVEMENT THICKNESS. MINIMUM THICKNESS SHALL BE 2 INCHES. THE SHOULDER SHALL BE REPLACED TO THE EXISTING FOG LINE IN AREAS WHERE THE EXISTING ASPHALT SHOULDER IS SERIOUSLY DISTURBED, OR AT THE DISCRETION OF THE DISTRICT OR THE GOVERNING ROAD AGENCY. RESTORATION OF GRAVEL SHOULDERS SHALL INCLUDE A MINIMUM OF 1-1/2 INCHES OF CRUSHED SURFACING TOP COURSE AND 2-1/2 INCHES OF CRUSHED SURFACING BASE COURSE. 3. ASPHALT SURFACE RESTORATION WITHIN RIGHT-OF-WAY THE EXISTING ASPHALT SURFACE SHALL BE CUT ON A NEAT LINE BY SAWCUTTING PRIOR TO EXCAVATION. FOLLOWING PROPER BACKFILL AND COMPACTION OF THE TRENCH, THE EDGES OF THE SURFACING SHALL BE RE -TRIMMED 12 INCHES WIDER THAN THE EXCAVATION WITH STRAIGHT VERTICAL EDGES FREE FROM IRREGULARITIES. A 1-1/4 INCH MINUS CRUSHED SURFACING BASE COURSE SHALL BE PLACED TO A COMPACTED THICKNESS OF 4-1/2 INCHES, FOLLOWED BY 5/8 -INCH MINUS CRUSHED SURFACING TOP COURSE PLACED TO A COMPACTED THICKNESS OF 2 INCHES. ASPHALT CONCRETE PAVING SHALL THEN BE PLACED AND COMPACTED IN 2 -INCH LIFTS TO MATCH THE EXISTING THICKNESS AND GRADE OF THE ORIGINAL SURFACE. ASPHALT PATCHES SHALL HAVE A MINIMUM THICKNESS OF 2 INCHES AND A MAXIMUM THICKNESS OF 4 INCHES. THE ASPHALT PATCH SHALL THEN BE OVERLAID WITH A MINIMUM OF 1-1/2 INCHES COMPACTED ASPHALT CONCRETE. ASPHALT OVERLAY SHALL BE PRE -LEVELED AS DETERMINED BY THE DISTRICT'S FIELD REPRESENTATIVE. NO OVERLAY SHALL BE REQUIRED IF THE FINAL TRIMMED EDGE OF THE ASPHALT PATCH DOES NOT ENCROACH INSIDE THE FOG LINE OR, IN LIEU OF A FOG LINE, WITHIN 12 FEET FROM THE EXISTING CENTERLINE OF THE ROAD. THE DISTRICT OR GOVERNING ROAD AGENCY RESERVES THE RIGHT TO REQUIRE AN OVERLAY ON ANY SECTION. IF THE EDGE OF THE ROAD IS CURB AND GUTTER, THEN THE ASPHALT PATCH SHALL EXTEND TO THE EDGE OF THE CURB UNLESS INDICATED OTHERWISE BY THE DISTRICT OR GOVERNING ROAD AGENCY. ALL ASPHALT JOINTS SHALL BE SEALED WITH AN APPROVED SEALER. DEVELOPER/CONTRACTOR SHALL REPLACE EXISTING STRIPING AND PAVEMENT MARKINGS AS REQUIRED BY THE GOVERNING ROAD AGENCY. DEVELOPER/CONTRACTOR SHALL MAINTAIN TEMPORARY COLD OR HOT MIX ASPHALT PATCHES DAILY DURING CONSTRUCTION TO THE SATISFACTION OF THE GOVERNING ROAD AGENCY AND THE DISTRICT'S FIELD REPRESENTATIVE UNTIL SAID PATCH IS REPLACED WITH A PERMANENT HOT PATCH. THE PERMANENT PATCH SHALL BE PLACED AND SEALED WITH PAVING GRADE ASPHALT WITHIN 30 CALENDAR DAYS. CONCRETE PAVEMENT SHALL BE RESTORED CONSISTENT WITH SEC11ON 5-01 OF THE STANDARD SPECIFICATIONS. ANY CONCRETE PAVEMENT TRAFFIC LANE AFFECTED BY THE TRENCHING SHALL HAVE ALL AFFECTED PANELS REPLACED. CEMENT CONCRETE PAVEMENT SHALL BE RESTORED WITH AN 8 -SACK MIX, USING EITHER TYPE II OR TYPE III CEMENT WITHIN 30 CALENDAR DAYS. 4. CURBS, GUTTERS, AND SIDEWALKS EXISTING CURBS, GUTTERS, AND SIDEWALKS DAMAGED BY CONSTRUCTION OF THE PROJECT OR THE DEVELOPER'S/CONTRACTOR'S USE AND ACTIVITY, SHALL BE REPAIRED TO THE SATISFACTION OF THE PROPERTY OWNER, THE DISTRICT, OR THE GOVERNING ROAD AGENCY, AND TO ITS ORIGINAL CONDITION OR BETTER. 5. NON -PAVEMENT RESTORATION WITHIN RIGHT-OF-WAY CULTIVATED LAWNS SHALL BE RESTORED WITH SOD. RESEEDING OF CULTIVATED LAWNS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF PROPERTY OWNER AND DISTRICT. UNCULTIVATED LAWNS, PASTURE AND VACANT LAND SHALL BE RESTORED WITH A PASTURE GRASS MEETING THE FOLLOWING REQUIREMENTS. SEED MIX: 40% PERENNIAL RYEGRASS 10% WHITE CLOVER 30% FESCUE 20% RED CREEPING FESCUE APPLY AT THE RATE OF 100 POUNDS PER ACRE MULCH: SILVA FIBER MULCH APPLIED AT 1500 TO 2000 POUNDS PER ACRE. FERTILIZER: COMMERCIAL MIX 10/20/20 OF NITRATE, PHOSPHATE AND POTASH APPLIED AT RATE OF 450 POUNDS PER ACRE. 6. FINAL UTILITY ADJUSTMENT TO FINISH GRADE ALL UTILITY COVERS, WHICH ARE LOCATED ON PROPOSED ASPHALT ROADWAYS, SHALL BE TEMPORARILY PLACED AT SUB -GRADE ELEVATION PRIOR TO PLACING CRUSHED SURFACING MATERIAL. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE MADE FOLLOWING FINAL PAVING BY SAWCUTTING THE PAVEMENT AROUND LIDS AND COVERS. OPENING SHOULD NOT BE LARGER THAN 12 INCHES BEYOND THE RADIUS OF THE COVER. DEVELOPER/CONTRACTOR SHALL THEN REMOVE BASE MATERIAL, SURFACING COURSE, AND FRAME; ADD RAISING BRICKS; AND REPLACE FRAME AND COVER TO FINISH GRADE. FILL AND MECHANICALLY COMPACT AROUND THE STRUCTURE AND FRAME WITH CRUSHED SURFACING MATERIAL. FINISHED SURFACING SHALL BE TWO, 2 -INCH COURSES OF ASPHALT CONCRETE SURFACING, COMPACTED AND SEALED TO PROVIDE A DENSE, UNIFORM SURFACE. FINAL ADJUSTMENT OF ALL COVERS AND ACCESS ENTRIES SHALL BE COMPLETED WITHIN 30 DAYS OF FINAL PAVING. 7. FINAL CLEANUP THE DEVELOPER/CONTRACTOR SHALL CLEANUP ALL ADJACENT AREAS IN COMPLIANCE WITH SECTION 1-04.11 OF THE STANDARD SPECIFICATIONS. STREETS AND ROADWAYS SHALL BE CLEANED AND SWEPT BOTH DURING AND AFTER THE INSTALLATION WORK. DISTURBED SOILS SHALL BE FINAL GRADED, SEEDED, AND MULCHED AFTER INSTALLATION OF THE WATER MAIN. IN LIMITED AREAS, SEEDING AND MULCHING BY HAND, USING APPROVED METHODS, WILL BE ACCEPTABLE. DITCH LINES WITH ERODIBLE SOIL OR SUBJECT TO RAPID FLOWS MAY REQUIRE SEEDING, JUTE MATTING, NETTING, OR ROCK LINING TO CONTROL EROSION. ANY SILTING OF DOWNSTREAM DRAINAGE FACILITIES, WHETHER DITCHES OR PIPE AND CATCH BASINS, WHICH RESULTS FROM THE WATER MAIN INSTALLATION SHALL BE CLEANED OUT AND THE WORK SITE RESTORED TO A STABLE CONDITION AS PART OF SITE CLEANUP. 8. TRAFFIC CONTROL THE DEVELOPER/CONTRACTOR SHALL BE RESPONSIBLE FOR INTERIM TRAFFIC CONTROL DURING CONSTRUCTION ON OR ALONG TRAVELED COUNTY ROADWAYS. TRAFFIC CONTROL SHALL FOLLOW THE GUIDELINES OF SECTION 1-07.23 OF THE STANDARD SPECIFICATIONS. ALL BARRICADES, SIGNS, AND FLAGGING SHALL CONFORM TO THE REQUIREMENTS OF THE MUTCD MANUAL. SIGNS SHALL BE LEGIBLE AND VISIBLE AND SHOULD BE REMOVED AT THE END OF EACH WORKDAY IF NOT APPLICABLE AFTER CONSTRUCTION HOURS. WHEN ROAD CLOSURES CANNOT BE AVOIDED, THE DEVELOPER/CONTRACTOR SHALL POST "TO BE CLOSED" SIGNS A MINIMUM OF FIVE DAYS PRIOR TO THE CLOSING. THE TYPES AND LOCATIONS OF THE SIGNS SHALL BE SHOWN ON A DETOUR PLAN. A DETOUR PLAN MUST BE PREPARED AND SUBMITTED TO THE DISTRICT'S FIELD REPRESENTATIVE AND APPROVED BY THE GOVERNING ROAD AGENCY PRIOR TO CLOSING ANY ROADWAYS. IN ADDITION, THE DEVELOPER/CONTRACTOR MUST NOTIFY IN WRITING ALL LOCAL FIRE, SCHOOL, LAW ENFORCEMENT AUTHORITIES, METRO TRANSIT, AND ANY OTHER AFFECTED PERSONS AS DIRECTED BY THE DISTRICT'S FIELD REPRESENTATIVE AT LEAST FIVE DAYS PRIOR TO THE ROAD CLOSURE. 0 z co `J < J a 3: 1s M Z 7vrn �O M 0 00 N C) N Om _j N c_> Q O v 1 _U ZUj cm 'Z vz°a U C>� I w U N Ld O CO w O w C ¢ vi w _ C� o > w �o - 0 z z � N Ir Q cr z z W 0 W W W z O ~ U Q 0 � Q U z W �0'_' U)U W U W Q W Q ILL W Q z c) 2i U) C/) W0 W = W Q O coQ 0 C'5 Q� > Q (n W 0� �e W U> � BASE MAP B-3 SHEET 3 OF 4 DRAWING B3.018 o ao U z U Y U ° z IC �a w � i o 0Q as 0 0 U 7 M 0 00 N C) N Om _j N c_> Q O v 1 _U ZUj cm 'Z vz°a U C>� I w U N Ld O CO w O w C ¢ vi w _ C� o > w �o - 0 z z � N Ir Q cr z z W 0 W W W z O ~ U Q 0 � Q U z W �0'_' U)U W U W Q W Q ILL W Q z c) 2i U) C/) W0 W = W Q O coQ 0 C'5 Q� > Q (n W 0� �e W U> � BASE MAP B-3 SHEET 3 OF 4 DRAWING B3.018 8" ADAPTER (FLXMJ)i v T 130 2" HMA PAVING 8"x4" TEE (FLxFL) 6" GV 10' w 'y' W 10' Do o Z I I:3 � z � .• : �i, �� � � 2" CUBE UJI .. • •..: 2 WITH SIDEWALK: METER WITH CURB: METER ; _.. __._._ ��.�•• •t`• ;j LOCATED 1' BEYOND OR LOCATED 1' BEYOND OR }•;,' •:� a (q AS DIRECTED BY DIST. AS DIRECTED BY DIST.Z •��� I N 1/3 L O if _ ��� MANHOLE RING & COVER +•.•�.. THRUST BLOCK (TYP.) �� W - -' $" MIN. .r ,t ; •... /r OLYMPIC FOUNDARY N0. ..,.. (SEE DETAIL) �� SOIL PIPE 3' MIN, COVER 10" MAX. MH30A D/T MARKED BLIND FLANGE ;•..t .• :•'�.. _ 6„ y �>> (LENGTH AS REQUIRED) j- 3' MIN. COVER "WATER" w/ 4" '•�;� �,� .� ;r" NOTE: `1 1 ANGLE CURB STOP W/ LOCKWING CONCRETE GRADE RING PLACE BRICKS , • ," »?'; ALTERNATIVE 8"x4" FRONT FRONT BETWEEN THRUST .':�•..`•` `•' :'� • TEE (MJxMJ) W/ L CLASS 200, HI -MOL 1" PLASTIC WATERMAIN SERVICE SADDLE BLOCK & BLIND PLUG, SUBJECT TO PIPE, AS APPROVED BY SCWSD; AND CORPORATION STOP (SEE FLANGE FUTURE EXTENSION VALVE MARKER POST BLOW -OFF ASSEMBLY / Q EXPANSION LOOPS MUST BE STANDARD DETAILS W-15 AND PLAN r HELD FLAT AS POSSIBLE W-20) & GATE VALVE. VALVE MARKER POST WILL BE MARKER POST REQUIRED UNLESS VALVE IS IN m PAVEMENT AND TOP OF VALVE BLOW -OFF MARKER POST WILL ROADWAY WITH CURB AND GUTTER AND/OR SIDEWALK 4 1/4" DIA. 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(FLxMJ) ATERMAIN I 2 1/4" CUBE (INSIDE MEASUREMENTS) OR MEGALUGS �, I 1/8" MINIMUM THICKNESS CLASS 200, HI -MOL 1" PLASTIC ---J WATERMAIN SERVICE SADDLE _ PIPE. EXPANSION LOOPS MUST AND CORPORATION STOP (SEE ELEVATION ��- BE HELD FLAT AS POSSIBLE. STD. DETAILS W-15 & W-20). PROTECTPAD WATERMAIN NOTES: ROADWAY WITH DITCHES NOTES. VE 1. LOCATE BLOW -OFF AS CLOSE AS POSSIBLE TO MAIN, OR AS DIRECTED BY DISTRICT. PLAN SEC110N LENGTH AS REQUIRED TO PUT OPERATING NUT TWO (2) FEET FROM SURFACE. 2. THE GROUND WITHIN 3' RADIUS OF BLOWOFF SHALL BE GRADED UNIFORMLY. EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN FOUR (4) NOTE: FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF TWO (2) METER BOX SUPPLIED BY DEVELOPER OR 3. SHACKLE RODS SHALL BE TWO EA., 3/4" GALV. STEEL TIE RODS WITH ONE HEAVY VALVE BOX PROTECTIVE PAD FEET LONG. ONE EXTENSION IS TO BE USED PER VALVE. CONTRACTOR; METER BOX SHALL BE PER COAT OF COAL TAR PRESERVATIVE ON TIE RODS, NUTS AND BOLTS AFTER STANDARD DETAILS W-17 AND W-18. INSTALLATION. MEGALUGS CAN BE PROVIDED IN LIEU OF SHACKLE RODS. NOTE: ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED 4. COVER ON BOX MUST BE LOCKING TYPE. MARKER POST SHALL BE PAINTED WITH 2 COATS OF WHITE PAINT, 2 5. NO MARKING POST NEEDED. LETTERS SHALL BE 2" HIGH AND STENCILED IN BLACK PAINT. MARKER WITH TWO ( ) COATS OF METAL PAINT. POST SHALL BE LOCATED 10 FT. (MIN.) AWAY FROM EDGE OF ROAD WAY. p0 UK e- " sp°s CC E\ VALVE BOX PROTECTIVE PAD 5°p5 CxE�\ VALVE OPERATING TYPICAL ROADWAY SECTIONS � �-� IN PAVING 4 BLOWOFF ASSY. �I FOR RESIDENTIAL SUBDIVISION r l FOR 8" AND LARGER MAINS AND MARKER POST 1 NUT EXTENSION Q. Z W o 9j. ti REVISION DATE SCALE DISTR€CT APPROVAL DATE APPROVED U (� V 2 V y % ti REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED ,�f> w Z REVISION DATE SCALE (STRICT APPROVAL DATE APPROVED % REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED �C 1� MAY 17, 2011 NTS K.V. JUNE 02, 2011 1= 6L a- (n Q W m cl �F g MAY 17, 2011 NTS K. V. JUNE 02, 2011 ♦5 Q a Q. W 2 MAY 17, 2011 NTS K.V. JUNE 02, 2011 1� MAY 17, 2011 NTS K.V. JUNE 02, 2011 & �1SEWER FILE NAME O Q Q U O U & SKWEVY Q FILE NAME & $' W FILE NAME SF'wEiL FILE NAME DWG. NO. W-13 \\DE-.-CIVIL-HP\DE-CIVIL\DESIGN\SOOS CREEK\WATER DETAILS\W-14 DWG. NO. W-14 \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SOOS CREEK\WATER DETAILS\W-2 DWG. NO. W-2 \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SOOS CREEK\WATER DETAILS\,W-10 DWG. NO. W -1O \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SDOS CREEK\WATER DETAILS\W-13 r7 CORPORATION STOP MUELLER B-20013 (IPT) / Do 3. OR FORD FB500 %cv C) Y ' N ri_J J m _0 WATER SERVICE " �� U o ROMAC 101-S POLYETHYLENE PLASTIC / �� 6ANGOLETSTOPF_--� z m Z U Z a "' PIPE WITH FORD N0. 72 ' �<'s- 3/4" & 1" SERVICES _ STRAP SADDLE EL STIFFENER INSERTED IN 23,185 \ \` (TYPICAL) U (IPT) OR EQUAL 1 END OF PIPE / I FLOW_ I N Ld N o i 2� 50' W o Q w PC - CD w v, i COMPRESSION PACK JOINT,3 W 6" TO TOP OF Z Y -] o Z a FORD C16-44 (IPT) PACK ANGLE STOP o I JOINT COUPLING CLASS 200 1" MIN. - 2" MAX. FROM INSIDE 3/4" & 1" SERVICES W o OR MUELLER H-15454 FRONT WALL OF METER BOX (TYPICAL) D W cel ¢ U (TYPICAL FOR ALL SERVICES)\ INLET OUTLET °O ~ i CLASS 52 l \ z z DUCTILE IRON WATER MAIN COMPRESSION PACK JOINT w I ADAPTER, MUST BE CAPABLE OF U N RECEIVING 3/4" OR 1" ANGLE �----FOR STANDARD 5/8"0/4" METER, U O_ STOP WITH NO ADDITIONAL PLAN FITTINGS USE 3/4" ANGLE STOP W/LOCK EQUAL DIST. INLET OUTLET J WING, FORD NO. KV63-342W OR 5- 1" HI -MOL PLASTIC PIPE, CL 200 MUELLER H-14259 SERIES. MID -STATES PLASTIC HDPE METER BOX NO. BCF132412B no z 0 CORPORATION STOP COMPRESSION FOR 1" METER, USE 1" ANGLE STOP I w PACK JOINT W/LOCK WING, FORD NO. COUPLING KV63-442W OR MUELLER H-14259 ° W SERIES. �� AZER SEy�V10E QUAL Z - SINGLE SERVICE W U o z _. w NOTES; Q C) -"'�'�� 1O'f STIFFENER INSERT "`=u ;= "= . 's:. a? ; :.> 1. THE ANGLESTOPS MUST BE EQUAL DISTANCE FROM THE LONGITUDINAL SIDES OF THE "» METER BOX. THE TOP OF THE ANGLESTOPS MUST BE 6" BELOW THE BOTTOM OF THE >;. Q W Q -'•• NOTES: Y °"` '^~'` METER BOX LID. THE ANGLESTOPS MUST BE BETWEEN 1" AND 2" FROM THE LATITUDINAL �/ �+ / U END OF THE METER BOX AND MUST BE VERTICAL (90') TO GROUND LEVEL. •�■ x 1. DO NOT BACKFILL UNTIL ALL BRASS FITTINGS HAVE BEEN INSPECTED BY THE W ROMAC 101-S DISTRICT. N 2. THE ANGLESTOP CONNECTION ON THE CUSTOMER'S SIDE OF THE METER MUST REMAIN IN W �-- W Q 4) STAINLESS STEEL WATER MAIN STRAP SADDLE 2. WATER METER BOXES SHALL BE A MINIMUM OF 5 FEET FROM POWER VAULTS, A VERTICAL POSITION AFTER THE CONNECTION TO THE CUSTOMER'S LINE HAS BEEN W Z o HANDHOLES, STREET LIGHTS AND ELECTRICAL SERVICES AND SHALL BE A MINIMUM OF COMPLETED. ��/ W �l (IRT) OR EQUAL 3 FEET FROM OTHER WATER METERS, SERVICES, FIRE HYDRANTS AND BLOWOFF LL LLQ L ELEVATION ASSEMBLIES. CARSON LID #13244252 MARKED "WATER" 3. THE METER BOX MUST REMAIN FREE OF FOREIGN MATERIAL SUCH AS CONCRETE &ITS ♦ 1 3: 2 BY-PRODUCTS. v 3. METER BOX SHALL BE SUPPLIED BY DEVELOPER OR CONTRACTOR AND SHALL BE PER STANDARD DETAILS W-17 AND W-18. 4. METER BOX SUPPLIED BY DEVELOPER/CONTRACTOR. METER BOX SHALL BE PER V) W O W NOTES: STANDARD DETAILS W-17 AND W-18. O V) = Q a 1. SERVICE LINE FITTINGS: ALL FITTINGS SHALL BE CAST FROM WATER WORKS BRASS O CONFORMING TO C800. 06 2. MUNICIPAL SERVICE PIPE: IRON PIPE SIZE ID, ASTM D-2239, SIDR 7, PE 3408 V) W (HI -MOL PLASTIC) WITH 16 GAUGE TRACER WIRE. Y 04 5°°s CREED WATER SERVICE CONNECTION I O N °p5 C ` oo—s—cR E s°° cR�� METER U M � S � TYPICAL SERVICE � � HDPE METER BOX � INSTALLATION N ONE INCH FOR 1 METER _ I DETAIL .� I;j � � �� .j, . REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED BASE MAP R Q �� ti REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED % V E� v �ft 5� 9-23-14 NTS K_V. SEPTEMBER. 23, 2014 .,� ti REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED ". REVISION DATE SCALE DISTRICT APPROVAL DATE APPROVED 1 MAY 17, 2011 PITS K. V. JUNE 02, 2011 9-23-14 NTS K. V. SEPTEMBER 23, 2014 �rQ S� MAY 17, 2011 NTS K.V. JUNE 02, 2011 & SEWER � FILE NAME c� & S�y�R �� FILE ,NAME �& S {qER p15 FILE NAME SEgYEEt q15 \\DE-CIVIL-HP\DE-CIVIL\DESIGN\SODS CREEK\WATER DETAILS\W-19 DWG. NO. W-19 SHEET 4 OF 4 \ DWG. No. W-15 FILE NAME \\DE- CIVIL- HP' _DE-CIVIL\DESIGN SODS CREEK WATER DETAILS ,W-15 \\DE- CIVIL -HP\DE-CIVIL\DESIGN\SODS CREEK\WATER DETAILS\W-16 DWG. NO. �/�/-� 6 \\DE-CIVIL.--HP\DE--CIVIL\DESIGN\SODS CREEK\WATER DETAILS\W--18 DWG. NO. W-1 H o DRAWING B3.018 J a