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HomeMy WebLinkAbout1.2-6250 Ph 9LEGEND: CURVE NUMBER L1 CL CENTERLINE SCO SEWER CLEANOUT INV INVERT SDMH STORM DRAIN MANHOLE SD STORM DRAIN EXIST EXISTING MH MANHOLE ELEV ELEVATION CB CATCH BASIN R/W RIGHT OF WAY SMH SEWER MANHOLE F/L FLOWLINE P/L PROPERTY LINE TP TOP OF PAVEMENT STORM DRAIN MANHOLE EP EDGE OF PAVEMENT T-0. 0 M. 363 22 TOP OF MANHOLE /TOP OF CLEANOUT ELEVATION 0 EXISTING SEWER LINE EXISTING SEWER MANHOLE EXISTING SEWER CLEANOUT EXISTING STORM DRAIN LINE H N -- D CONSTRUCT STORM DRAIN PER CITY STANDARDS S CONSTRUCT SEWER PER CITY STANDARDS Ot CURVE NUMBER L1 LINE NUMBER 01 CONSTRUCTION NOTE PIPE SIZE 8 "S— UTILITY 4 EA S =SEWER 1 EA D =DRAIN - - — RIGHT -OF -WAY/ PROPERTY LINE FLOWLINE /CURB & GUTTER 18' BOTTOM WIDTH DRIVEWAY W /3' WINGS PER C.O.B. STD. ST -6. 26' BOTTOM WIDTH DRIVEWAY W /3' WINGS PER C.O.B. STD. ST -6. SECTION DESIGNATION: ® CONSTRUCT STORM DRAIN SECTION LETTER TYPE "A" PER C.O.B. STD. SW -4. Mir CONSTRUCT CATCH BASIN _ A TYPE "A" PER C.O.B. STD. D -14. 2 EXISTING STORM DRAIN MANHOLE SHEET WHERE SECTION IS SHOWN SO CONSTRUCT SEWER MANHOLE TYPE "A" PER C.O.B. STD. S -7. © CONSTRUCT SEWER CLEANOUT PER C.Q.B. STD. S -20. MULTIPLE UTILITY TRENCH � SEWER MAIN 5, R 5 I TYP. 5' Y Y TYP. U J m3 5' MIN. 60" TO 7' MAX. 7�0 TYP. 19; MIN. ON DEEP SEWER, SLOPE LATERALS TO LOT LINE SO THAT THE END OF LATERAL IS WITHIN REQUIRED TOLERANCE. I 1 I 1 a O IJ I J I Q mi FINISHED STREET GRADE 36" TYP. WATERLINE m 5' 1% MIN. : SET LATERAL PROVIDING PROPER CLEARANCE UNDER WATERLINE AND UTILITY TRENCHES DETAIL TYPICAL SEWER LATERAL INSTALLATION �k FOR SHALLOW INSTALLATION OF SEWER LATERALS FROM SHALLOW SEWER MAINS, THE SEWER LATERALS MUST CROSS OVER THE WATER OR UTILITY TRENCH. THESE INSTALLATIONS MUST RECEIVE SPECIAL TREATMENT FOR LATERALS WHEN CROSSING OVER THE WATERMAN. A SEWER LATERAL CROSSING ABOVE A WATER MAIN SHALL BE CONSTRUCTED OF A CONTINUOUS 20' SECTION OF CLASS 200 (DR 14 PER AWWA C900) PLASTIC PIPE OR EQUIVALENT, CENTERED ON THE PIPE BEING CROSSED. II�� VIU1141 I I IVI/'1r SCALE: N.T.S. SUMMARY OF IMPROVEMENTS SEWER IMPROVEMENTS TOTAL 6" PVC SEWER LINE 372 LF 8" PVC SEWER LINE 715 LF 4" PVC LATERALS 740 LF SEWER MANHOLE 4 EA DROP MANHOLE 1 EA SEWER CLEAN OUT 2 EA POINT OF CONNECTION 1 EA 5' MIN. TO 7' MAX. STORM DRAIN IMPROVEMENTS TOTAL 18" RGJ -RCP DRAIN 239 LF 3.5' WIDE CATCH BASIN 2 EA STORM DRAIN MANHOLE 2 EA POINT OF CONNECTION 1 EA BASIS OF BEARINGS THE BEARING OF N10'15'14 "E, SHOWN FOR THE CENTERLINE OF MABELTHORP DRIVE PER TRACT No. 6250 UNIT 1, MAP BOOK 52, PAGE 68 IN THE OFFICE OF THE KERN COUNTY RECORDER, WAS USED AS THE BASIS OF BEARINGS SHOWN HEREON. A PENNY BRASS TAG MARKED IS 4383" WILL BE SET WITH EPDXY ON TOP OF THE CURB FOR A WITNESS CORNER ALONG THE PROLONGATION OF THE PROPERTY LINE FROM ALL FRONT LOT CORNERS. A 1/2" DIA. REBAR WITH A PLASTIC CAP MARKED "LS 4383" WILL BE SET AT ALL REAR LOT CORNERS, EXCEPT AT BLOCK WALL LOCATIONS, WHERE A PENNY BRASS TAG MARKED IS 4383" WILL BE SET WITH A CONCRETE NAIL IN THE WALL ALONG THE PROLONGATION OF THE PROPERTY LINE. BENCH MARK: TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE CENTERLINE INTERSECTION OF STOCKDALE HIGHWAY AND JEWETTA AVENUE. ELEVATION= 365.33' (U.S.G.S DATUM) INDEX OF SHEETS SHEET TITLE 1. TITLE SHEET 2. NOTES 3, GUILDEN GROVE WAY STA. 11 +98.48, C.L. TO STA. 13 +26.81, C.L. BANTRY BAY WAY STA. 11 +51.00, C.L. TO STA. 14 +17.41, C.L. BERRIEDALE WAY STA. 10 +00.00, C.L. TO STA. 12 +61.87 C.L. 4, WINTERBOURNE STREET STA. 10 +00.00, C.L. TO STA. 14 +82.57, C.L. ABERCROMBY DRIVE STA. 10 +00.00, C.L. TO STA. 13 +69.42, C.L. 24 25 26 9 9 1 10 11 12 13 14 + 15 � 16 17 18 1 119 2 20 121 , 22 2 23 24 2 1n i 8 19 2, 0 2' 22 23 5 26 ' 26 30 15 16 17 - 3 S7WEET - -- UNIT —O o - w ., -- �ANGER IRE T 0 _ = -� ✓ T 12 0 ! 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Lo T Q 22 36 31 21 - j - � J- / a d, 8' 8„S mn o 12 \ a iT q2(1) ' A 35 ° 16 I 4 �j I NICOLSON 6 14 9 4 �a0 6 Q 32 20 Y 17 I - -- -- 91�F�� 7 P� �� lOT �1NE UN� \ORS' 11 15 6 17 18 19 34 m 5 33 19 18 — ° Y 115 14 13 ` S�RP\N SEWER EO 10 �� 20 I 1 4 Q e 6 2 , J \ // T T J 22 23 24 25 • v i 3 2 i _ w O� \� / �� cn� N. \I lb 19 21 CATC BAS N TO 26 _ 8 �O c, — -- - - - - - -- —\j� G BE C NSTRUCTED 2 5 1 '� n �n S. LOT L.s. Lor 7 18 —WITH UNIT i2. -- —� I u ubff I L.S. LOT 30 29 28 o `�P t<� (z� & KEY MAP UNIT 12 F R E N C' i I P A R K L A N E �°' �/ �F,�� �¢\ � `b SCALE: 1" =200' I 8P C NS UC ED — — H3] — — — — i ITH NIT 14. 1lIl 0 9 8 7 6 ti norDENOTES SHEET NUMBER BE CODNSTRUCITNEED 16 15 14 13 12 6 7 8 9 10 112 13 14 15 U617� 1 8 19 23 24 25 WITH UNIT 1 2g �/ C�Q� WWI 111 AM KERN COUNTY CALIFORNIA SEWER AND STORM DRAIN PLANS FOR VEST. TENT. TRACT 6250 UNIT 9 NOTE: 1. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY CONSTRUCTION INSPEC11ON DEPARTMENT SHALL BE GIVEN 24 HOURS NOTICE. TELEPHONE 326 -3049 2. ALL MATERIALS SUPPLIED FOR THIS PROJECT WILL REQUIRE A CERTIFICATE OF COMPLIANCE STATING THAT THE REQUIREMENTS & STANDARDS SET FORTH BY THE CITY OF BAKERSFIELD HAVE BEEN MET. ENGINEER p S STATEMENT THESE PLANS AND SPECIFICATIONS WERE PREPARED BY ME OR UNDER MY DIRECTION AND TO THE BEST OF MY KNOWLEDGE AND BELIEF COMPLY WITH CITY OF BAKERSFIELD ORDINANCES, STANDARDS, AND DESIGN CRITERIA AND INCLUDE ALL IMPROVEMENT REQUIREMENTS OF THE ADVISORY AGENCY OR OTHER REVIEW BOARD. I AM RESPONSIBLE FOR ALL CALCULATIONS AND DRAWINGS ON THESE PLANS AND ANY ERRORS, OMISSIONS, OR VIOLATIONS OF THOSE ORDINANCES, STANDARDS AND DESIGN CRITERIA SHALL BE CORRECTED DURING CONSTRUCTION. APPROVED BY: ROGER A. McINTOSH R.C.E. 33322 EXP. 6 -30 -16 IN ACCORDANCE WITH THE CONDITIONS OF THE VESTING TENTATIVE MAP, THE IMPROVEMENT PLANS HAVE BEEN REVIEWED BY THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT. t..' �� C;, L. APPROVED BY: NICOLAS C. FIDLER PUBLIC WORKS DIRECTOR R.C.E. 61069 EXP. 12 -31 -16 w REVIEWED BY: ASSISTANT PUBLIC WORKS DIRECTOR /- ? -1S DATE I ILE- DATE DATE DIG T Cali: TOLL FREE 1 -800- 227 -2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA Z N� can 13 M � _> U LA, Q U Cy z w •15�0� ,� a 0 r m 1n a 0 r m 1n z 0 Ln w of W a 0 STANDARD NOTES 1. GENERAL CONTRACTOR WILL FURNISH ALL MATERIALS, TOOLS, LABOR, EQUIPMENT AND SUPERVISION NECESSARY TO COMPLETE INSTALLATION. UNDERGROUND SERVICE ALERT (USA) SHALL BE NOTIFIED AT LEAST 2 WORKING DAYS BEFORE CONSTRUCTION. TELEPHONE 1 -800- 227 -2600. CONTRACTOR TO CALL FOR USA LOCATE AND POTHOLE ALL MARKED UTILITIES THAT CROSS OR ARE WITHIN 5' HORIZONTAL DISTANCE OF SEWER AND STORM DRAIN LINES. VERTICAL AND HORIZONTAL LOCATION SHALL BE ASCERTAINED BY THE CONTRACTOR AHEAD OF ANY EXCAVATIONS TO VERIFY THAT THE PROPOSED DESIGN DOES NOT CONFLICT WITH ANY UTILITIES. IN THE EVENT A CONFLICT EXISTS THE ENGINEER SHALL BE NOTIFIED IN ORDER TO REDESIGN THE ALIGNMENT. IF RELOCATION OF EXISTING UTILITIES IS DEEMED NECESSARY THE CONTRACTOR SHALL BE COMPENSATED FOR INSTRUCTED RELOCATION. IF REDESIGN OF THE ALIGNMENT REQUIRES ADDITIONAL FITTINGS, PIPE OR EXCAVATION THE CONTRACTOR SHALL BE COMPENSATED FOR REVISION. IN THE EVENT A UTILITY IS DAMAGED THE CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR ITS REPAIR. STAMP AN "S" INTO THE CURB FACE OVER EACH SEWER LATERAL. CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF EXISTING SEWER LINES THAT THE NEW SYSTEM TIES INTO PRIOR TO TRENCHING. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER SO THAT ANY NECESSARY ADJUSTMENTS MAY BE MADE. UTILITIES SHALL BE THOROUGHLY RESEARCHED AND LOCATED BY CONTRACTOR PRIOR TO TRENCHING. CROSSING UTILITIES SHALL BE DAYLIGHTED AND CHECKED FOR GRADE, BY CONTRACTOR PRIOR TO TRENCHING. ALL EXISTING IMPROVEMENTS, (CURB, GUTTER, SIDEWALK, CROSS GUTTER, FENCES, ETC.) THAT ARE REMOVED, DAMAGED OR UNDERCUT SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE CITY ENGINEER. ALL EXISTING PAVING AND SURFACING REMOVED, DAMAGED OR UNDERCUT SHALL BE REPLACED IN ACCORDANCE WITH THE CITY OF BAKERSFIELD STANDARD DRAWING ST -6, EXCEPT AS NOTED ON PLANS. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT -OF -WAY. UNLESS SECURE BY AN IMPROVEMENT AGREEMENT, APPROVED INSURANCE AND SECURITY BASED ON APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT -OF -WAY SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT. COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE DEVELOPER /CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. 2. STANDARD DETAILS THE FOLLOWING CITY OF BAKERSFIELD STANDARDS SHALL BE CONSIDERED PART OF THESE PLANS: D -11, D -14, D -16, D -18 SW -1, SW -2, SW -3, SW -4, SW -5, SW -6, SW -9, SW -11, ST -6, ST -22 3. VCP INSTALLATION MATERIALS : THE PIPE AND FITTINGS SHALL BE EXTRA STRENGTH VITRIFIED CLAY CONFORMING TO CURRENT ASTM SPECIFICATION C -700 AND SHALL BE INSTALLED IN CONFORMANCE WITH THE PROVISIONS OF SECTION 71 OF THE STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA, DEPARTMENT OF TRANSPORTATION, CURRENT EDITION AND THE CURRENT ASTM SPECIFICATIONS C -12. JOINTS : THE PIPE AND FITTINGS SHALL HAVE A SOCKET END AND A SPIGOT END WITH COMPRESSION JOINTS CONFORMING WITH THE CURRENT ASTM SPECIFICATION C-425. THE PIPE AND FITTINGS FOR 6 ", 8 ", 10 ", AND 12" SANITARY SEWER MAINS MAY BE PLAIN -END WITH COMPRESSION COUPLINGS CONFORMING WITH THE CURRENT ASTM SPECIFICATION C -425. EXCEPTING THAT A STAINLESS STEEL SHEAR RING AS MANUFACTURED BY MISSION CLAY PRODUCTS CORPORATION FOR THEIR "MAINLINE" BANDSEAL COMPRESSION COUPLING, OR APPROVED EQUAL, SHALL BE REQUIRED. THE PIPE AND FITTINGS FOR PRIVATE SANITARY SEWER HOUSE OR BUILDING LATERALS MAY BE PLAIN -END WITH COMPRESSION COUPLINGS CONFORMING WITH THE CURRENT ASTM SPECIFICATION C -425. (STAINLESS STEEL SHEAR RINGS ARE NOT REQUIRED) 4. ABS PIPE INSTALLATION MATERIALS : PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF THE CURRENT ASTM SPECIFICATIONS D -2680 AND D -2751. PIPE AND FITTINGS SHALL BE HOMOGENEOUS THROUGH OUT AND FREE FROM CRACKS, HOLES, FOREIGN INCLUSIONS OR OTHER INJURIOUS DEFECTS. FITTINGS SHALL BE INJECTION MOLDED AND SHALL BE INSTALLED IN LINE ON NEW PIPELINES; CUT -IN FITTINGS ARE NOT PERMITTED. JOINTS : USE ONLY SOLVENT WELDED JOINTS. THE ASSEMBLY OF JOINTS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE ABS PIPE CONNECTS TO VCP, USE COUPLINGS APPROVED BY THE CITY OF BAKERSFIELD. INSTALLATION : PIPE AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE CURRENT ASTM SPECIFICATION D -2321. ONLY CLASS I, II, AND III EMBEDMENT MATERIALS WILL BE CONSIDERED SUITABLE. 5. PVC PIPE INSTALLATION MATERIALS : PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF THE CURRENT ASTM SPECIFICATION D -3034 FOR SDR35. PIPE AND FITTINGS SHALL BE HOMOGENEOUS THROUGHOUT AND FREE FROM CRACKS, HOLES, FOREIGN INCLUSIONS OR OTHER INJURIOUS DEFECTS. FITTINGS SHALL BE INJECTION MOLDED AND SHALL BE INSTALLED IN LINE ON NEW PIPELINES; CUT -IN FITTINGS ARE NOT PERMITTED. JOINTS : USE ONLY ELASTOMERIC GASKET JOINTS. THE ASSEMBLY OF JOINTS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WHERE PVC PIPE CONNECTS TO VCP PIPE, USE COUPLINGS APPROVED BY THE CITY OF BAKERSFIELD. INSTALLATION : PIPE AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE CURRENT ASTM SPECIFICATION D -2321. ONLY CLASS I, II, AND III EMBEDMENT MATERIALS WILL BE CONSIDERED SUITABLE. 6. REINFORCED CONCRETE PIPE WITH PVC LINING (SEWER). REINFORCED CONCRETE PIPE WITH PVC LINING SHALL MEET THE FOLLOWING REQUIREMENTS: 1.A. MATERIALS. REINFORCED CONCRETE PIPE (RCP) SHALL BE EITHER CLASS IV OR CLASS V WITH WALLS "B" OR "C ". RCP SHALL MEET ASTM C 76 FOR STRENGTH, ASTM C 361 OR AWWA C302 EXCEPT TEST PRESSURE SHALL BE 5 PSI FOR RUBBER GASKETS, AND LINER TESTS IN ACCORDANCE WITH THE FOLLOWING PARAGRAPHS. PIPE SHALL BE WET CAST, VIBRATED AND STEAM OR WATER CURED. JOINTS SHALL BE BELL AND SPIGOT DESIGN WITH A CONTAINED 0 -RING GASKET. PVC LINER SHALL BE CAST INTO THE WALL OF THE RCP AND SHALL COVER 360' OF THE PIPE. ALL WORK FOR AND IN CONNECTION WITH THE INSTALLATION OF THE LINING IN CONCRETE PIPE AND FIELD SEALING AND WELDING OF JOINTS SHALL BE DONE IN STRICT CONFORMITY WITH ALL APPLICABLE SPECIFICATIONS, INSTRUCTIONS AND RECOMMENDATIONS OF THE LINING MANUFACTURER. LINER SHALL MEET THE FOLLOWING REQUIREMENTS. 1.B. PHYSICAL PROPERTIES OF LINER. ALL PLASTIC LINER PLATE SHEETS, WELDING STRIPS AND OTHER ACCESSORY ITEMS, SHALL HAVE THE FOLLOWING PHYSICAL PROPERTIES WHEN TESTED AT 77-F t5 (25'C t3 ). PROPERTY INITIAL PAR. 1.0 TENSILE STRENGTH 2200 PSI MIN. 2100 PSI MIN. (15 MPA MIN.) (14.5 MPA MIN.) ELONGATION AT BREAK 200% MIN. 200% MIN. SHORE DUROMETER, TYPE D 1 -SEC. 50 -60 t5 (WITH RESPECT TO INITIAL TEST RESULT) 10 -SEC. 35 -50 t5 WEIGHT CHANGE t1.5 TENSILE SPECIMENS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH ASTM D412 USING DIE B. WEIGHT CHANGE SPECIMENS SHALL BE 1 -INCH (25 -MM) BY 3 -INCH (75 -MM) SAMPLES. SPECIMENS FOR TESTING OF INITIAL PHYSICAL PROPERTIES MAY BE TAKEN FROM LINER PLATE SHEET AND WELDING STRIP AT ANY TIME PRIOR TO FINAL ACCEPTANCE OF THE WORK. LINER PLATE LOCKING EXTENSIONS EMBEDDED IN CONCRETE SHALL WITHSTAND A TEST PULL OF AT LEAST 100 POUNDS PER LINEAR INCH (1800 KG /M), APPLIED PERPENDICULARLY TO THE CONCRETE SURFACE FOR A PERIOD OF ONE MINUTE, WITHOUT RUPTURE OF THE LOCKING EXTENSIONS OR WITHDRAWAL FROM EMBEDMENT. THIS TEST SHALL BE MADE AT A TEMPERATURE OF 70' - 80' F(21' - 27' C) INCLUSIVE. ALL PLASTIC LINER PLATE SHEETS, INCLUDING LOCKING EXTENSIONS, ALL JOINT, CORNER AND WELDING STRIPS SHALL BE FREE OF CRACKS, CLEAVAGES OR OTHER DEFECTS ADVERSELY AFFECTING THE PROTECTIVE CHARACTERISTICS OF THE MATERIAL. THE ENGINEER MAY AUTHORIZE THE REPAIR OF SUCH DEFECTS BY APPROVED METHODS. THE LINING SHALL HAVE GOOD IMPACT RESISTANCE, SHALL BE FLEXIBLE AND SHALL HAVE AN ELONGATION SUFFICIENT TO BRIDGE UP TO 1/4 -INCH (6 MM) SETTLING CRACKS, WHICH MAY OCCUR IN THE PIPE OR IN THE JOINT AFTER INSTALLATIONS, WITHOUT DAMAGE TO THE LINING. 1.C. CHEMICAL RESISTANCE OF LINER.* AFTER CONDITIONING TO CONSTANT WEIGHT AT 110 F(43 C), TENSILE SPECIMENS AND WEIGHT CHANGE SPECIMENS SHALL BE EXPOSED TO THE FOLLOWING SOLUTIONS FOR A PERIOD OF 112 DAYS AT 77' F t5 (25' C ±3 ). AT 28 -DAY INTERVALS, TENSILE SPECIMENS AND WEIGHT CHANGE SPECIMENS SHALL BE REMOVED FROM EACH OF THE CHEMICAL SOLUTIONS AND TESTED IN ACCORDANCE WITH SECTION 7- 2.03(1.B) PARA. 2 ABOVE. IF ANY SPECIMEN FAILS TO MEET THE 112 -DAY REQUIREMENTS BEFORE COMPLETION OF THE 112 -DAY EXPOSURE, THE MATERIAL WILL BE SUBJECT TO REJECTION. CHEMICAL SOLUTION SULFURIC ACID SODIUM HYDROXIDE AMMONIUM HYDROXIDE NITRIC ACID FERRIC CHLORIDE 1% SOAP DETERGENT (LINEAR ALKYL BENZYL SULFONATE OR LAS BACTERIOLOGICAL CONCENTRATION 20 % ** 5% 5% ** 1 % ** 1% 0.1% 0.1% BOD NOT LESS THAN 700 PPM *THIS IS TO BE USED AS A PRE - QUALIFICATION TEST AND WHEN MATERIAL FORMULATIONS ARE CHANGED. * *VOLUMETRIC PERCENTAGES OF CONCENTRATED C.P. GRADE REAGENTS. 1.D. DETAILS AND DIMENSIONS OF LINER SHEETS. LINER SHEETS SHALL BE A MINIMUM OF 0.065 INCH (1.65 MM) IN THICKNESS. LOCKING EXTENSIONS OF THE SAME MATERIAL AS THAT OF THE LINER SHALL BE INTEGRALLY EXTRUDED WITH THE SHEET. 1.E. INSTALLATION OF LINING. INSTALLATION OF THE LINING, INCLUDING PREHEATING OF SHEETS IN COLD WEATHER AND THE WELDING OF ALL JOINTS, SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE LINER MANUFACTURER. COVERAGE OF THE LINING SHALL NOT BE LESS THAN THE MINIMUM SHOWN ON THE PLANS. THE LINING SHALL BE INSTALLED WITH THE LOCKING EXTENSIONS RUNNING PARALLEL WITH THE LONGITUDINAL AXIS OF THE PIPE. THE LINING SHALL BE HELD SNUGLY IN PLACE AGAINST INNER FORMS. LOCKING EXTENSION SHALL TERMINATE NOT MORE THAN 1 -1/2 INCHES (38 MM) FROM THE END OF THE INSIDE SURFACE OF THE PIPE SECTION. JOINT FLAPS WHEN USED SHALL EXTEND APPROXIMATELY 4 INCHES (100 MM) BEYOND THE END OF THE INSIDE SURFACE. CONCRETE POURED AGAINST LINING SHALL BE VIBRATED, SPADED OR COMPACTED IN A CAREFUL MANNER SO AS TO PROTECT THE LINING AND PRODUCE A DENSE, HOMOGENOUS CONCRETE, SECURELY ANCHORING THE LOCKING EXTENSIONS INTO THE CONCRETE. IN REMOVING FORMS, CARE SHOULD BE TAKEN TO PROTECT THE LINING FROM DAMAGE. SHARP INSTRUMENTS SHALL NOT BE USED TO PRY FORMS FROM LINED SURFACES. WHEN FORMS ARE REMOVED, ANY NAILS THAT REMAIN IN THE LINING SHALL BE PULLED, WITHOUT TEARING THE LINING, AND THE RESULTING HOLES CLEARLY MARKED. ALL NAIL AND TIE HOLES AND ALL CUT, TORN AND SERIOUSLY ABRADED AREAS IN THE LINING SHALL BE PATCHED. PATCHES MADE ENTIRELY WITH WELDING STRIP SHALL BE FUSED TO THE LINER OVER THE ENTIRE PATCH AREA. LARGER PATCHES MAY CONSIST OF SMOOTH LINER SHEET APPLIED OVER THE DAMAGED AREA WITH ADHESIVE. ALL EDGES MUST BE COVERED WITH WELDING STRIP FUSED TO THE PATCH AND THE SOUND LINING ADJOINING THE DAMAGED AREA. HOT JOINT COMPOUNDS, SUCH AS COAL TAR, SHALL NOT BE POURED OR APPLIED TO THE LINING. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PREVENT DAMAGE TO INSTALLED LINING FROM EQUIPMENT AND MATERIALS USED IN OR TAKEN THROUGH THE WORK. 1.F APPLICATION TO CONCRETE PIPE - SPECIAL REQUIREMENTS. THE LINING SHALL BE SET FLUSH WITH THE INNER EDGE OF THE BELL OR SPIGOT END OF A PIPE SECTION AND SHALL EXTEND TO THE OPPOSITE END OR TO APPROXIMATELY 4 INCHES (100 MM) BEYOND THE OPPOSITE END DEPENDING UPON THE TYPE OF LINING JOINT TO BE MADE WITH THE ADJOINING CONCRETE PIPE. WHEREVER CONCRETE PIPE OR CAST -IN -PLACE STRUCTURES PROTECTED WITH LINING, JOIN STRUCTURES NOT SO LINED (SUCH AS BRICK STRUCTURES, CONCRETE PIPE OR CAST -IN -PLACE STRUCTURES WITH CLAY LINING OR CLAY PIPE), THE LINING SHALL BE EXTENDED OVER AND AROUND THE END OF THE PIPE AND BACK INTO THE STRUCTURE FOR NOT LESS THAN 4 INCHES (100 MM). THIS PROTECTING CAP MAY BE MOLDED OR FABRICATED FROM THE LINING MATERIAL BUT NEED NOT BE LOCKED INTO THE PIPE. WHERE A PIPE LATERAL (NOT OF PLASTIC LINED CONCRETE) IS INSTALLED THROUGH LINED CONCRETE PIPE, THE SEAL BETWEEN THE LINED PORTION AND THE LATERAL SHALL BE PER THE MANUFACTURER'S RECOMMENDATIONS. LINED CONCRETE PIPE MAY BE CURED BY STANDARD CURING METHODS. CARE SHALL BE EXERCISED IN HANDLING, TRANSPORTING AND PLACING LINED PIPE TO PREVENT DAMAGE TO THE LINING. NO INTERIOR HOOKS OR SLINGS SHALL BE USED IN LIFTING PIPE. ALL HANDLING OPERATION SHALL BE DONE WITH AN EXTERIOR SLING OR WITH A SUITABLE FORK LIFT. ON PIPE HAVING A 360' LINER COVERAGE, THE LONGITUDINAL EDGES OF THE SHEET SHALL BE BUTT WELDED. WHEN PIPE TUBES ARE FURNISHED, THESE ARE SHOP- WELDED JOINTS. NO PIPE WITH DAMAGED LINING WILL BE ACCEPTED UNTIL THE DAMAGE HAS BEEN REPAIRED TO THE SATISFACTION OF THE ENGINEER. 1.G. FIELD JOINTS IN LINING FOR CONCRETE PIPE. THE JOINT BETWEEN SECTIONS OF LINED PIPE SHALL BE PREPARED IN THE FOLLOWING MANNER: IF REQUIRED, THE INSIDE JOINT SHALL BE FILLED AND CAREFULLY POINTED WITH CEMENT MORTAR IN SUCH A MANNER THAT THE MORTAR SHALL NOT, AT ANY POINT, EXTEND INTO THE PIPE BEYOND THE STRAIGHT LINE CONNECTING THE SURFACES OF THE ADJACENT PIPE SECTIONS. PIPE JOINTS MUST BE DRY BEFORE LINING JOINTS ARE MADE. ALL MORTAR AND OTHER FOREIGN MATERIAL SHALL BE REMOVED FROM LINING SURFACES ADJACENT TO THE PIPE JOINT, LEAVING THEM CLEAN AND DRY. FIELD JOINTS IN THE LINING AT PIPE JOINTS MAY BE EITHER OF THE FOLLOWING DESCRIBED TYPES: TYPE P -1: THE JOINT SHALL BE MADE WITH A SEPARATE 4 -INCH (100 -MM) JOINT STRIP AND TWO WELDING STRIPS. THE 4 -INCH (100 -MM) JOINT STRIP SHALL BE CENTERED OVER THE JOINT, HEAT - SEALED TO THE LINING, THEN WELDED ALONG EACH EDGE TO ADJACENT LINER SHEETS WITH A 1 -INCH (25 -MM) WELD STRIP. THE 4 -INCH (100 -MM) JOINT STRIP SHALL LAP OVER EACH SHEET A MINIMUM OF 1/2 INCH (13 MM). TYPE P -2: THE JOINT SHALL BE MADE WITH A JOINT FLAP WITH LOCKING EXTENSIONS REMOVED AND EXTENDING APPROXIMATELY 4 INCHES (100 MM) BEYOND THE PIPE END. THE JOINT FLAP SHALL OVERLAP THE LINING IN THE ADJACENT PIPE SECTION A MINIMUM OF 1/2 INCH (13 MM) AND BE HEAT - SEALED IN PLACE PRIOR TO WELDING. THE FIELD JOINT SHALL BE COMPLETED BY WELDING THE FLAP TO THE LINING OF THE ADJACENT PIPE USING 1 -INCH (25 -MM) WELD STRIP, CARE SHALL BE TAKEN TO PROTECT THE FLAP FROM DAMAGE. EXCESSIVE TENSION AND DISTORTION IN BENDING BACK THE FLAP TO EXPOSE THE PIPE JOINT DURING LAYING AND JOINT MORTARING SHALL BE AVOIDED. AT TEMPERATURES BELOW 50 F(10 C), HEATING OF THE LINER MAY BE REQUIRED TO AVOID DAMAGE. THE JOINT FLAP OR STRIP ON BEVELED PIPE SHALL BE TRIMMED TO A WIDTH (MEASURED FROM THE END OF THE SPIGOT) OF APPROXIMATELY 4 INCHES (100 MM) FOR THE ENTIRE CIRCUMFERENTIAL LENGTH OF THE LINING. ALL WELDING OF JOINTS IS TO BE IN STRICT CONFORMANCE WITH THE SPECIFICATIONS AND INSTRUCTIONS OF THE LINING MANUFACTURER. WELDING SHALL FUSE BOTH SHEETS AND WELD STRIP TOGETHER TO PROVIDE A CONTINUOUS JOINT EQUAL IN CORROSION RESISTANCE AND IMPERMEABILITY TO THE LINER PLATE. HOT -AIR WELDING TOOLS SHALL PROVIDE EFFLUENT AIR TO THE SHEETS TO BE JOINED AT A TEMPERATURE BETWEEN 500 AND 600 F (260 AND 316 C). WELDING TOOLS SHALL BE HELD APPROXIMATELY 1/2 INCH (13 MM) FROM AND MOVED BACK AND FORTH OVER THE JUNCTION OF THE TWO MATERIALS TO BE JOINED. THE WELDING TOOL SHALL BE MOVED SLOWLY ENOUGH AS THE WELD PROGRESSES TO CAUSE A SMALL BEAD OF MOLTEN MATERIAL TO BE VISIBLE ALONG BOTH EDGES AND IN FRONT OF THE WELD STRIP. THE FOLLOWING SPECIAL REQUIREMENT SHALL APPLY WHEN THE LINER COVERAGE IS 360 DEGREES: WHEN GROUNDWATER IS ENCOUNTERED THE LINING JOINT SHALL NOT BE MADE UNTIL PUMPING OF GROUNDWATER HAS BEEN DISCONTINUED FOR AT LEAST THREE DAYS AND NO VISIBLE LEAKAGE IS EVIDENT AT THE JOINT. WHEN WELDING THE DOWNSTREAM SIDE OF A JOINT STRIP OR FLAP, DO NOT WELD 6 TO 8 INCHES (150 TO 200 MM) AT THE PIPE INVERT TO PROVIDE RELIEF OF POTENTIAL FUTURE GROUNDWATER BUILD -UP. 1.H. APPLICATION TO CAST -IN -PLACE CONCRETE STRUCTURES - SPECIAL REQUIREMENTS. LINER SHEETS SHALL BE CLOSELY FITTED AND PROPERLY SECURED TO THE INNER FORMS. SHEETS SHALL BE CUT TO FIT CURVED AND WARPED SURFACES USING A MINIMUM NUMBER OF SEPARATE PIECES. UNLESS OTHERWISE SHOWN ON THE PLANS„ THE LINING SHALL BE RETURNED AT LEAST 3 INCHES (75 MM) AT THE SURFACES OF CONTACT BETWEEN THE CONCRETE STRUCTURE AND ITEMS NOT OF CONCRETE (INCLUDING MANHOLE FRAMES, GATE GUIDES, CLAY PIPE OR BRICK MANHOLES AND CLAY OR CAST IRON PIPES). THE SAME PROCEDURE SHALL BE FOLLOWED AT JOINTS WHERE THE TYPE OF PROTECTIVE LINING IS CHANGED OR THE NEW WORK IS BUILT TO JOIN EXISTING UNLINED CONCRETE. AT EACH RETURN, THE RETURNED LINER SHALL BE SEALED TO THE ITEM IN CONTACT WITH THE PLASTIC -LINED CONCRETE. IF THE LINER CANNOT BE SEALED WITH ADHESIVE BECAUSE OF THE JOINT AT THE RETURN BEING TOO WIDE OR ROUGH OR BECAUSE OF SAFETY REGULATIONS, THE JOINT SPACE SHALL BE DENSELY CAULKED WITH LEAD WOOL OR OTHER APPROVED CAULKING MATERIAL TO A DEPTH OF 2 INCHES (50 MM) AND FINISHED WITH A MINIMUM OF 1 INCH 925 MM) OF AN APPROVED CORROSION RESISTANT MATERIAL. 1.1. TESTING AND REPAIRING DAMAGED SURFACES. AFTER THE PIPE IS INSTALLED IN THE TRENCH, ALL SURFACES COVERED WITH LINING, INCLUDING WELDS, SHALL BE TESTED WITH AN APPROVED, CONTRACTOR SUPPLIED, ELECTRICAL HOLIDAY DETECTOR (TINKER & RASOR MODEL NO. AP -W WITH POWER PACK OR APPROVED EQUAL) WITH THE INSTRUMENT SET BETWEEN 18,000 AND 22,000 VOLTS. ALL WELDS SHALL BE PHYSICALLY TESTED BY A NONDESTRUCTIVE PROBING METHOD. ALL PATCHES OVER HOLES, OR REPAIRS TO THE LINER WHEREVER DAMAGE HAS OCCURRED, SHALL BE ACCOMPLISHED IN ACCORDANCE WITH SECTION 7- 2.03(1.E) PARA. 8 ABOVE. EACH TRANSVERSE WELDING STRIP WHICH EXTENDS TO A LOWER EDGE OF THE LINER WILL BE TESTED BY THE PURCHASING AGENCY. THE WELDING STRIPS SHALL EXTEND 2 INCHES (50 MM) BELOW THE LINER TO PROVIDE A TAB. A 10 -POUND (5 KG) PULL WILL BE APPLIED TO EACH TAB. THE FORCE WILL BE APPLIED NORMAL TO THE FACE OF THE STRUCTURE BY MEANS OF A SPRING BALANCE. LINER ADJOINING THE WELDING STRIP WILL BE HELD AGAINST THE CONCRETE DURING APPLICATION OF THE FORCE. THE 10 -POUND (5 KG) PULL WILL BE MAINTAINED IF A WELD FAILURE DEVELOPS, UNTIL NO FURTHER SEPARATION OCCURS. DEFECTIVE WELDS WILL BE RETESTED AFTER REPAIRS HAVE BEEN MADE. TABS SHALL BE TRIMMED AWAY NEATLY BY THE INSTALLER OF THE LINER AFTER THE WELDING STRIP HAS PASSED INSPECTION. INSPECTION SHALL BE MADE WITHIN 2 DAYS AFTER THE JOINT HAS BEEN COMPLETED IN ORDER TO PREVENT TEARING THE PROJECTING WELD STRIP AND CONSEQUENT DAMAGE TO THE LINER FROM EQUIPMENT AND MATERIALS USED IN OR TAKEN THROUGH THE WORK. SHOP DRAWINGS. CONTRACTOR SHALL SUBMIT MANUFACTURER INFORMATION SHOWING DIMENSIONAL, MATERIAL AND JOINT CRITERIA TO THE ENGINEER FOR REVIEW. PIPE TRENCH CLASSIFICATION. RCP CLASS IV SHALL BE INSTALLED PER ASTM TRENCH DESIGNATION "C ". RCP CLASS V SHALL BE INSTALLED PER ASTM TRENCH DESIGNATION "D ". PVC FOR PIPE SIZES 18" AND LESS. POLY VINYL CHLORIDE PIPE SHALL MEET THE FOLLOWING REQUIREMENTS: 1. MATERIAL. PVC PIPE SHALL MEET OR EXCEED ALL REQUIREMENTS SET FORTH IN ASTM D 3034 WITH SDR OF 35. ELASTOMERIC SEALS AND JOINTS SHALL CONFORM TO ASTM D 3212 AND ASTM F 477. 2. TESTING. MANUFACTURING TESTING METHODS SHALL CONFORM TO ASTM F -679 (T- WALL). CERTIFICATES OF COMPLIANCE SHALL BE MADE AVAILABLE TO THE ENGINEER. 3. INSTALLATION. INSTALLATION OF PIPE SHALL FOLLOW MANUFACTURER'S GUIDELINES, THESE SPECIFICATIONS AND ASTM D 2321 "UNDERGROUND INSTALLATION OF FLEXIBLE THERMOPLASTIC SEWER PIPE. ". 4. FIELD TESTS. IN -FIELD PRESSURE TESTS SHALL CONFORM TO THESE SPECIFICATIONS AND THE FOLLOWING: DEFLECTION MEASUREMENT OF PVC PIPE. AFTER 30 DAYS OF INSTALLATION THE CONTRACTOR SHALL MEASURE PIPE DEFLECTION BY PULLING A GO -NO -GO 5% MANDREL. THE MANDREL SHALL BE PULLED THROUGH THE PIPE WITH ROPE BY ONE PERSON WITHOUT MECHANICAL ADVANTAGE. THE MANDREL SHALL HAVE VANES AT LEAST AS LONG AS THE PIPE DIAMETER. THE MANDREL SHALL BE USED IN STRICT CONFORMANCE WITH PIPE AND MANDREL MANUFACTURER'S RECOMMENDATIONS. THE MANDREL DIAMETER WILL BE CALCULATED USING THE FOLLOWING FORMULA: MANDREL DIAMETER = BASE PIPE I.D. -(Y /100 X BASE PIPE I.D.) WHERE Y = ALLOWABLE DEFLECTION IN % (5 %) BASE I.D. = ACTUAL INSIDE PIPE DIAMETER (PROVIDED BY PIPE MANUFACTURER) THE MANDREL SHALL HAVE AN ODD NUMBER OF VANES WITH SEVEN (7) MINIMUM. THE MINIMUM LENGTH OF THE CIRCULAR PORTION OF THE MANDREL SHALL BE EQUAL TO THE NOMINAL DIAMETER OF THE PIPE. ANY SECTION OF INSTALLED PIPE THAT FAILS THE MANDREL TEST SHALL BE EXCAVATED, RE- BACKFILLED, RECOMPACTED AND RETESTED UNTIL THE MANDREL TEST CAN BE PASSED. RE- ROUNDING WILL NOT BE ALLOWED. PIPE TRENCH CLASSIFICATION. PVC PIPE SHALL BE INSTALLED PER CITY STANDARD S -39, AS MODIFIED ON THE CONTRACT PLANS. COMPACTION ABOVE THE PIPE ZONE SHALL BE AS SHOWN ON THE PLANS. Z TRENCH EXCAVATION THE EXCAVATION OF TRENCHES FOR PIPING LAID IN THE GROUND SHALL BE IN OPEN -CUT FROM THE SURFACE OF THE GROUND EXCEPT WHERE BORING IS REQUIRED. THE TRENCHES SHALL BE OF WIDTH AS SHOWN ON STANDARD S -39 AND DETAILED SECTIONS ON THE PLANS FOR PROPER PIPE INSTALLATION. THE HOLES FOR BELLS AND FITTINGS SHALL BE EXCAVATED BY HAND, TO A WIDTH PROVIDING UNIFORM BEARING ALONG THE LENGTH OF THE PIPE. IT IS THE INTENTION OF THESE REQUIREMENTS TO PROVIDE FIRM, UNIFORM BEARING FOR THE PIPE. CONTRACTOR SHALL PROVIDE TRENCHING IN ACCORDANCE WITH THE DETAILED SECTIONS PROVIDED IN THE PLANS. SELECTION OF TRENCH TYPES WILL BE AS REQUIRED BY THE TYPES OF PIPE SELECTED FOR CONSTRUCTION, STORM DRAIN AND UTILITY CONDUIT INSTALLATIONS SHALL MEET CITY STANDARD S -39. TRENCH LINES SHALL MEET ALL FEDERAL AND STATE SAFETY REQUIREMENTS. 8. BRACING AND SHORING EXCAVATION SHALL BE SUPPORTED AS SET FORTH IN THE RULES, ORDERS, AND REGULATIONS OF THE STATE DIVISION OF INDUSTRIAL SAFETY. IF THE CONTRACTOR DESIRES TO DEVIATE FROM THE SAFETY ORDERS, HE SHALL SUBMIT DATA BY A REGISTERED CIVIL ENGINEER TO THE STATE DIVISION OF INDUSTRIAL SAFETY, JUSTIFYING THE ALTERNATE PROCEDURES TO BE USED. FAILURE TO COMPLY WITH ANY OF THESE RULES, ORDERS AND REGULATIONS SHALL BE SUFFICIENT CAUSE FOR THE STATE DIVISION TO IMMEDIATELY SUSPEND ALL WORK. COMPENSATION FOR LOSSES INCURRED BY THE CONTRACTOR BY SUCH AN EMERGENCY SUSPENSION SHALL NOT BE ALLOWED. DURING BACKFILLING, THE BOTTOM OF THE SHORING SHALL BE KEPT ABOVE THE LEVEL OF THE BACKFILL AT ALL TIMES. SECTION 6422 OF THE CALIFORNIA LABOR CODE REQUIRES THE CONTRACTOR TO SUBMIT TO THE ENGINEER A DETAILED PLAN, DRAWING THE DESIGN OF SHORING, BRACING, SLOPING OR OTHER PROVISIONS TO BE MADE BY THE CONTRACTOR FOR THE PURPOSE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF TRENCHES NECESSARY FOR THE CONSTRUCTION OF THE PROJECT. IF SUCH PLAN VARIES FROM THE SHORING SYSTEM STANDARD ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, THE PLANS SHALL BE PREPARED AND CERTIFIED BY A REGISTERED CIVIL OR STRUCTURAL ENGINEER; HOWEVER, USE OF SYSTEMS THAT ARE LESS EFFECTIVE THEN THOSE REQUIRED BY THE CONSTRUCTION SAFETY ORDERS IS PROHIBITED ON THIS PROJECT. 9. TRENCH BACKFILL TRENCHES SHALL NOT BE LEFT OPEN FARTHER THAN THREE HUNDRED (300) FEET IN ADVANCE OF PIPE LAYING OPERATIONS OR TWO HUNDRED (200) FEET TO THE REAR THEREOF, UNLESS OTHERWISE PERMITTED BY THE ENGINEER. ALL WORK SHALL CONFORM TO THE APPLICABLE SECTIONS OF THE STANDARD SPECIFICATIONS, DATED JULY, 1992. BEDDING CLASS SHALL BE AS SPECIFIED IN THE PIPE OPTIONS. STORM DRAIN AND UTILITY CONDUIT INSTALLATIONS SHALL BE IN ACCORDANCE WITH CITY STANDARD ST -22, EXCEPT THAT COMPACTION SHALL BE NO LESS THAN NINETY PERCENT (907.) UP TO THIRTY INCHES (30 ") FROM FINISHED GRADE. BACKFILL MATERIALS IN THE PIPE ZONE SHALL BE PLACED IN LAYERS NOT TO EXCEED TWELVE (12) INCHES SIMULTANEOUSLY, ON EACH SIDE OF THE PIPE, IN SUCH A MANNER AS NOT TO DAMAGE OR DISTURB THE PIPE OR ITS ALIGNMENT AND GRADE. BACKFILL MATERIAL ABOVE THE PIPE ZONE SHALL BE FREE OF DELETERIOUS MATERIALS AND LUMPS OR STONES EXCEEDING THREE (3) INCHES IN GREATEST DIMENSION AND SHALL BE PLACED IN LAYERS NOT EXCEEDING EIGHTEEN (18) INCHES. EACH LAYER SHALL BE THOROUGHLY COMPACTED BY VIBRATORY OR MECHANICAL TAMPING, OR BY A COMBINATION OF THESE METHODS. FLOODING AND JETTING SHALL NOT BE ALLOWED. THERE MUST BE AT LEAST ONE FOOT OF COVER OVER THE PIPE BEFORE COMPACTION ABOVE THE PIPE ZONE WILL BE ALLOWED. IMPORTED BEDDING AND BACKFILL MATERIAL SHALL BE OBTAINED, AND ANY EXCESS BEDDING AND BACKFILL MATERIAL SHALL BE DISPOSED, BY ANY LEGAL MEANS AT THE DISPOSAL OF THE CONTRACTOR. THE CONTRACTOR MAY SUBMIT TO THE ENGINEER SIEVE ANALYSIS FOR UTILIZATION OF IN -SITU MATERIALS. ACHIEVING FIRM BEDDING BELOW PIPE SPRINGLINE. CONTRACTOR SHALL PROVIDE "FIRM BEDDING" SUPPORT FOR THE PIPE BELOW THE SPRINGLINE. FIRM BEDDING MEANS THAT THE PIPE MUST REST ON THE GRANULAR MATERIAL SPECIFIED PREVIOUSLY IN THE SPECIFICATIONS. BELL OR COUPLING HOLES SHALL BE CAREFULLY EXCAVATED AT PROPER INTERVALS, SO THAT NO PART OF THE LOAD IS SUPPORTED BY THE BELLS OR COUPLINGS. DURING BEDDING AND BACKFILLING, CONSOLIDATION OF MATERIAL AROUND AND UNDER BELLS AND COUPLINGS SHALL BE AVOIDED. CONTRACTOR SHALL SHOVEL -SLICE OR HAND TAMP BEDDING IN THE HAUNCH AREAS, AS THIS WILL MINIMIZE VOIDS BENEATH THE PIPE AND IN THE HAUNCH AREAS. SHOVEL- SLICING OR HAND TAMPING SHALL BE DONE BEFORE THE BEDDING IS BROUGHT UP TO THE QUARTER POINT OF THE PIPE. INITIAL BACKFILL "BEDDING MATERIAL" AS SPECIFIED BY ASTM 2321 -8 SHALL BE USED IN THE PIPE ZONE FOR INITIAL BACKFILL. AFTER THE PIPE HAS BEEN PROPERLY LAID AND INSPECTED, INITIAL BACKFILL SHALL BE PLACED ON BOTH SIDES AND OVER THE PIPE TO SUCH A DEPTH THAT, AFTER THOROUGH CONSOLIDATION, THE FINAL DEPTH SHALL BE AT LEAST TO THE ELEVATION SHOWN ON THE PLANS. THE MATERIAL SHALL BE CONSOLIDATED BY VIBRATORY OR MECHANICAL TAMPING AND THE EQUIPMENT AND MANNER OF TAMPING MUST BE APPROVED IN WRITING BY THE ENGINEER PRIOR TO COMMENCING OPERATION. IMPACT EQUIPMENT MAY BE ALLOWED UNDER THE DIRECTION OF THE ENGINEER. HOWEVER, THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE RESULTING FROM THE USE OF THIS EQUIPMENT. HYDRA - HAMMER WILL NOT BE PERMITTED. SUBSEQUENT BACKFILL. ABOVE THE LEVEL OF INITIAL BACKFILL, THE TRENCH MAY BE BACKFILLED WITH NATIVE MATERIAL RESULTING FROM TRENCH EXCAVATION, OR AT THE OPTION OF THE CONTRACTOR, SELECT IMPORTED MATERIALS MAY BE USED. NATIVE MATERIAL OR IMPORTED MATERIAL MAY BE COMPACTED BY TAMPING AND /OR ROLLING, USING EQUIPMENT AND METHODS APPROVED BY THE ENGINEER. WHEN THE CONTRACTOR COMPACTS BY TAMPING ANC /OR ROLLING, THE BACKFILL MATERIAL SHALL BE PLACED IN LAYERS NOT EXCEEDING EIGHTEEN (18) INCHES IN LOOSE DEPTH, EACH LAYER BEING THOROUGHLY COMPACTED BY TAMPING AND /OR ROLLING BEFORE SUCCEEDING LAYERS ARE PLACED. COMPACTION OF SUBSEQUENT BACKFILL WITHIN TWO AND ONE -HALF (2 -1/2) FEET OF FINISHED PERMANENT SURFACING GRADE SHALL BE ACCOMPLISHED BY TAMPING AND /OR ROLLING AS SPECIFIED ABOVE. WHERE THE TRENCH IS WITHIN THE PAVEMENT ON STREETS, THE BACKFILL WITHIN TWO AND ONE -HALF (2-1/2) FEET OF FINISHED PERMANENT GRADE SHALL BE COMPACTED TO NINETY PERCENT (907.) RELATIVE COMPACTION. SUBSEQUENT BACKFILL PLACED BY TAMPING AND /OR ROLLING SHALL BE FREE FROM STONES OR LUMPS EXCEEDING THREE (3) INCHES IN GREATEST DIMENSIONS, VEGETABLE MATTER, OR OTHER UNSATISFACTORY MATERIALS. IN NO CASE SHALL JETTING BE ALLOWED FOR BACKFILL COMPACTION WITHIN THE STREET. WHEN APPROVED BY THE ENGINEER, JETTING MAY BE USED IN NON- STREET AREAS. BACKFILL TESTING AND COMPACTION. TESTING OF BACKFILL MATERIALS AND COMPACTION SHALL BE IN ACCORDANCE WITH SECTION 19, "EARTHWORK" AND SECTION 6 -3, "TESTING ", OF THE STANDARD SPECIFICATIONS, STATE OF CALIFORNIA, DEPARTMENT OF PUBLIC WORKS, DIVISION OF HIGHWAYS. EACH LAYER OF BACKFILL MATERIAL SHALL MEET THE COMPACTION, SAND EQUIVALENT, AND GRADATION REQUIREMENTS BEFORE THE NEXT LAYER IS PLACED. EACH LAYER OF BACKFILL SHALL BE THOROUGHLY COMPACTED TO THE RELATIVE COMPACTION OF NOT LESS THAN IS SHOWN ON CITY OF BAKERSFIELD STANDARD S -39 AS MODIFIED ON THE CONTRACT PLANS, EXCEPT THAT COMPACTION WITHIN THE ROADWAY STRUCTURAL SECTION SHALL BE NO LESS THAN NINETY PERCENT (90 %) RELATIVE COMPACTION FOR THE TOP FINISHED 30 ", AND SHALL BE DETERMINED BY CALIFORNIA TEST METHODS 216 OR 231, OR ASTM (CURRENT EDITION) D1557 AND ONE OF THE FOLLOWING D2922 OR D1556. IF THE RELATIVE COMPACTION, AS DETERMINED BY TESTING, FAILS TO MEET THE SPECIFIED PERCENTAGE, THE TRENCH SHALL BE RE- EXCAVATED AND RE- COMPACTED. COMPACTION TESTS WILL BE THE SUBDIVIDERS RESPONSIBILITY. THE NUMBER AND LOCATIONS OF THE TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. 10, SEWER PIPE INSTALLATION SEWER PIPE SHALL CONFORM TO THE PLANS, AND THESE SPECIAL PROVISIONS. THE PRICE PER LINEAL FOOT SHALL INCLUDE BUT NOT BE LIMITED TO EXCAVATION, BEDDING AND BACKFILL. HANDLING OF MATERIALS. ALL PIPE, FITTINGS, SPECIALS AND CASTINGS MUST BE CAREFULLY HANDLED AT ALL TIMES. ONLY SUITABLE AND PROPER EQUIPMENT AND APPLIANCES SHALL BE USED FOR THE SAFE LOADING, HAULING, UNLOADING, HANDLING AND PLACING OF MATERIALS, SPECIAL CARE SHALL BE EXERCISED SO THAT PREFORMED RESILIENT JOINTS ON PIPE AND FITTINGS WILL NOT BE DAMAGED. ANY PIPE OR FITTING WITH A JOINT DAMAGED OR FLATTENED WILL CAUSE THAT PIPE OR FITTING TO BE REJECTED. PIPE LAYING. NO PIPE SHALL BE LAID UNTIL THE ENGINEER INSPECTS AND APPROVES THE CONDITION OF THE BOTTOM OF THE TRENCH. PIPE SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. PIPE LAYING SHALL BEGIN FROM THE DOWNSTREAM END OF THE TRUNK SEWER OR AS DIRECTED BY THE ENGINEER. PIPE LAYING SHALL PROCEED WITH EACH PIECE LAID TRUE TO LINE AND GRADE, AND IN SUCH A MANNER AS TO FORM A CLOSE CONCENTRIC JOINT WITH THE ADJOINING PIPE AND TO PREVENT SUDDEN OFFSETS IN THE FLOW LINE. AS THE WORK PROGRESSES, THE INTERIOR OF THE PIPE SHALL BE CLEARED OF ALL DIRT AND DEBRIS OF EVERY DESCRIPTION_ PIPE SHALL NOT BE LAID WHEN THE CONDITION OF THE TRENCH OR THE WEATHER IS UNSUITABLE. AT TIMES WHEN WORK IS NOT IN PROGRESS, OPEN ENDS OF PIPE AND FITTINGS SHALL BE CLOSED. WITH BELLED END PIPE, BELL HOLES SHALL THEN BE EXCAVATED AT EACH JOINT TO FACILITATE THE JOINT OPERATIONS, AND SHALL BE ONLY OF SUFFICIENT SIZE FOR THAT PURPOSE. IN ORDER THAT BELL HOLES MAY BE PROPERLY LOCATED, NOT MORE THAN SIX (6) HOLES SHALL BE EXCAVATED AHEAD OF ACTUAL PIPE LAYING, ON ACCOUNT OF THE VARIATIONS IN JOINT CONSTRUCTION OPERATIONS. CUTTING PIPE. THE CONTRACTOR SHALL PERFORM ALL WORK OF CUTTING PIPE AND SPECIAL CASTING NECESSARY TO THE ASSEMBLY, ERECTION, AND COMPLETION OF THE WORK. ALL PIPE SHALL BE CUT TO FIT ACCURATELY, WITH SMOOTH EDGES AND FACES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CORRECTNESS OF CUTTING AND NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR ANY MATERIALS WHICH ARE DAMAGED OR INCORRECTLY CUT. PIPELINE TESTING. ALL SEWERS SHALL BE TESTED FOR TIGHTNESS WHEN COMPLETED AND READY FOR SERVICE. TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH THE UNIFORM PLUMBING CODE AIR TEST METHOD UPC SEC. 318 -6(4), OR THE WATER EXFILTRATION TEST OR AIR PRESSURE TEST PER SECTION 306 -1.4, "TESTING PIPELINES" OF THE 1994 EDITIONS, "STANDARD SPECIFICATIONS" FOR PUBLIC WORKS CONSTRUCTION, AND CHAPTER 1.3 OF THE CITY OF BAKERSFIELD SUBDIVISION DESIGN MANUAL, AND THE PIPE SUPPLIER'S REQUIREMENTS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 24 HOURS PRIOR TO ANY TESTING. CLEANING PIPE LINES. CARE SHALL BE EXERCISED IN LAYING OF PIPE LINES TO EXCLUDE DIRT AND ANY OTHER FOREIGN MATERIAL. WHEN PIPE LAYING IS INTERRUPTED, AS AT NIGHT, THE PIPE ENDS SHALL BE SUITABLY CLOSED. UPON COMPLETION, AND BEFORE PLACING INTO SERVICE, ALL LINES SHALL BE FLUSHED AND MANDRELLED TO REMOVE ANY DIRT OR FOREIGN MATERIALS WHICH WOULD CLOG PUMPS, EQUIPMENT, SPRAY HEADS, ETC. THE CONTRACTOR SHALL MAKE PROVISIONS FOR PREVENTING FOREIGN MATERIAL FROM BEING FLUSHED INTO AN EXISTING SEWER LINE. SEWER LATERALS. SEWER LATERALS SHALL CONFORM TO THIS IN EVERY REGARD. EXISTING SEWER LATERALS SHALL BE LOCATED BY THE CONTRACTOR AND CONNECTED TO AND EXTENDED OR RECONSTRUCTED ACCORDING TO THE PLANS. COMPRESSION COUPLINGS MAY BE UTILIZED FOR CONNECTING TO EXISTING LATERALS. POSITIVE GRADE TO THE TRUNK SEWER SHALL BE MAINTAINED AND INVERT GRADES SET AS CALLED ON THE PLANS. SEWER WYES SHALL BE INSTALLED ON THE TRUNK IN ACCORDANCE WITH THE PIPE MANUFACTURERS RECOMMENDATIONS. PAYMENT FOR SEWER LATERALS WILL BE PAID AS SEWER FOR THE APPROPRIATE DIAMETERS. 11. SYSTEM TESTING A MANDREL TEST AND PRESSURE TEST SHALL BE PERFORMED ON INSTALLED PIPE IN ACCORDANCE WITH THE CITY OF BAKERSFIELD SUBDIVISION MANUAL AND THE RECOMMENDATIONS OF THE MANUFACTURER. PRIOR TO FINAL ACCEPTANCE, ALL SEWER LINES SHALL BE INSPECTED WITH VIDEO EQUIPMENT DESIGNED FOR THIS PURPOSE. THE TELEVISION CAMERA SHALL HAVE THE CAPABILITY OF ROTATING 360', IN ORDER TO VIEW AND RECORD THE TOP AND SIDES OF THE PIPE, AS REQUIRED. THE VIDEO INSPECTION SHALL BE WITNESSED BY THE CITY'S CONSTRUCTION INSPECTOR, WHO WILL ALSO INITIAL AND DATE THE "CHAIN OF CUSTODY" FORM. THE SUBDIVIDER SHALL IMMEDIATELY NOTIFY CITY OF ANY PIPE LOCATIONS REVEALED TO BE NOT IN COMPLIANCE WITH THE SPECIFICATIONS. A RECORDED VIDEO CASSETTE, THE COMPLETED "CHAIN OF CUSTODY" FORM AND A WRITTEN LOG (WHICH INCLUDES THE STATIONING, BASED ON THE STATIONING OF THE APPROVED PLANS, OF ALL CONNECTED LATERALS) OF THE INSPECTION SHALL BE PROVIDED FOR VIEWING, AND SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO ACCEPTANCE. AFTER ACCEPTANCE, THE VIDEO CASSETTE SHALL BECOME THE PROPERTY OF THE CITY. 12. WYE FITTINGS SHALL BE INJECTION MOLDED IN -LINE TYPE AND SHALL BE USED FOR ALL LATERAL CONNECTIONS AND SHALL BE ROTATED A MINIMUM OF 23 DEGREES ABOVE THE HORIZONTAL PLANE RUNNING THROUGH THE CENTERLINE OF THE MAIN. ALL LATERALS SHALL BE 4" IN DIAMETER EXCEPT AS NOTED ON PLANS, EXTENDING A MINIMUM OF 4' BEYOND THE PROPERTY LINE OR RIGHT -OF -WAY LINE WITH 30" OF COVER AT FLOW LINE. SURFACE MARKERS FOR SEWER LATERALS SHALL BE INSTALLED AT THE PROPERTY LINE OR RIGHT -OF- WAY LINE AS SHOWN IN THE "SEWER LATERAL MARKER" DETAIL, C.O.B. STD. DET. SW -1. LATERALS SHALL BE A MINIMUM OF 5.0' DEEP AND A MAXIMUM OF 7' DEEP AT PROPERTY LINE OR RIGHT -OF -WAY LINE AND A MINIMUM OF 2.5' DEEP AT FLOWLINE. 13. ALL SEWER STUB'% SHALL BE CLOSED WITH A STANDARD PLASTIC PLUG. SOLVENT WELDED. 14. ALL MANHOLES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF BAKERSFIELD STANDARD DRAWINGS S -7, S -8, AND S -21 AND SECTIONS 70 -1.02H AND 71 -1.07 OF THE STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA, DEPARTMENT OF TRANSPORTATION, CURRENT EDITION. ALL CLEANOUTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF BAKERSFIELD STANDARD DRAWING S -20. MANHOLES SHALL BE TYPE "A" FOR PIPES UNDER 48" IN DIAMETER AND TYPE "B" FOR PIPES 48" IN DIAMETER OR LARGER. UNLESS NOTED OTHERWISE. THE BOTTOM MANHOLE BARREL AT THE MANHOLE FOUNDATION SHALL BE SET ON A 2" MORTAR BED OR SET ON KENT -SEAL, IN A GROOVED FOUNDATION. 15. STORM DRAIN PIPE STORM DRAIN PIPE. CONTRACTOR SHALL UTILIZE RCP PIPE, CLASS III WITH RUBBER GASKET JOINTS PER ASTM SPECIFICATION C -76, UNLESS OTHERWISE NOTED ON THE CONTRACT PLANS. REINFORCED CONCRETE PIPE. REINFORCED CONCRETE PIPE SHALL CONFORM TO THE PROVISIONS IN SECTION 65, "REINFORCED CONCRETE PIPE ", OF THE STANDARD SPECIFICATIONS AND THESE SPECIAL PROVISIONS. EXCEPT AS OTHERWISE DESIGNATED BY CLASSIFICATION ON THE PLANS OR IN THE SPECIFICATIONS, JOINTS FOR CULVERT AND DRAINAGE PIPES SHALL CONFORM TO THE PLANS OR SPECIFICATIONS FOR STANDARD JOINTS. HYDROSTATIC TESTS SPECIFIED BY SECTION 65 -1.08 "LAYING SIPHON AND PRESSURE PIPE ", OF THE STANDARD SPECIFICATIONS WILL NOT BE REQUIRED. REINFORCED CONCRETE PIPE SHALL HAVE RUBBER GASKETED JOINTS CONFORMING TO SECTION 65- 1.066, "RUBBER GASKETED JOINTS ", OF THE STANDARD SPECIFICATIONS. HANDLING OF MATERIALS. ALL PIPE, FITTINGS, SPECIALS AND CASTINGS MUST BE CAREFULLY HANDLED AT ALL TIMES. ONLY SUITABLE AND PROPER EQUIPMENT AND APPLIANCES SHALL BE USED FOR THE SAFE LOADING, HAULING, UNLOADING, HANDLING AND PLACING OF MATERIALS, SPECIAL CARE SHALL BE EXERCISED SO THAT PREFORMED RESILIENT JOINTS ON PIPE AND FITTINGS WILL NOT BE DAMAGED. ANY PIPE OR FITTING WITH A JOINT DAMAGED OR FLATTENED WILL CAUSE THAT PIPE OR FITTING TO BE REJECTED. PIPE LAYING. NO PIPE SHALL BE LAID UNTIL THE ENGINEER INSPECTS AND APPROVES THE CONDITION OF THE BOTTOM OF THE TRENCH. PIPE SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. PIPE LAYING SHALL BEGIN FROM THE DOWNSTREAM END OF THE STORM DRAIN OR AS DIRECTED BY THE ENGINEER. PIPE LAYING SHALL PROCEED WITH EACH PIECE LAID TRUE TO LINE AND GRADE, AND IN SUCH A MANNER AS TO FORM A CLOSE CONCENTRIC JOINT WITH THE ADJOINING PIPE AND TO PREVENT SUDDEN OFFSETS IN THE FLOW LINE. AS THE WORK PROGRESSES, THE INTERIOR OF THE PIPE SHALL BE CLEARED OF ALL DIRT AND DEBRIS OF EVERY DESCRIPTION. PIPE SHALL NOT BE LAID WHEN THE CONDITION OF THE TRENCH OR THE WEATHER IS UNSUITABLE. AT TIMES WHEN WORK IS NOT IN PROGRESS, OPEN ENDS OF PIPE AND FITTINGS SHALL BE CLOSED. WITH BELLED END PIPE, BELL HOLES SHALL THEN BE EXCAVATED AT EACH JOINT TO FACILITATE THE JOINT OPERATIONS, AND SHALL BE ONLY OF SUFFICIENT SIZE FOR THAT PURPOSE. IN ORDER THAT BELL HOLES MAY BE PROPERLY LOCATED, NOT MORE THAN SIX (6) HOLES SHALL BE EXCAVATED AHEAD OF ACTUAL PIPE LAYING, ON ACCOUNT OF THE VARIATIONS IN JOINT CONSTRUCTION OPERATIONS. THE CONTRACTOR SHALL MAKE PROVISIONS FOR PREVENTING FOREIGN MATERIAL FROM BEING FLUSHED INTO AN EXISTING STORM DRAIN LINE. CUTTING PIPE. THE CONTRACTOR SHALL PERFORM ALL WORK OF CUTTING PIPE AND SPECIAL CASTING NECESSARY TO THE ASSEMBLY, ERECTION, AND COMPLETION OF THE WORK. ALL PIPE SHALL BE CUT TO FIT ACCURATELY, WITH SMOOTH EDGES AND FACES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CORRECTNESS OF CUTTING AND NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR ANY MATERIALS WHICH ARE DAMAGED OR INCORRECTLY CUT. 16. BORED /JACKED PIPE CASING OR SMOOTH OUTSIDE WALLED PIPE FOR BORED /JACKED PIPE SHALL BE INSTALLED. IT SHALL HAVE EVEN BEARING THROUGHOUT ITS LENGTH AND SHALL SLOPE TOWARD ONE END. SPACE BETWEEN CASING AND PIPELINE SHALL BE BACKFILLED WITH SAND. IF THE PIPE AND CASING ARE INSTALLED BY BORING, THE SPACE AROUND THE CASING ALSO SHALL BE BACKFILLED WITH GROUT OR SAND. THE ENDS OF SPACE BETWEEN THE CASING AND THE PIPE SHALL BE SEALED WITH GROUT. THE STRENGTH OF PIPE DESIGNATED IN THE PLANS OR SPECIFICATIONS IS DETERMINED FOR VERTICAL LOAD ONLY ANY ADDITIONAL STRENGTH REQUIRED BY BORING /JACKING OPERATIONS SHALL BE FURNISHED AT THE CONTRACTOR'S EXPENSE. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR APPROVAL ALL PLANS OF BORING /JACKING OPERATIONS PRIOR TO BORING OR JACKING. BORING /JACKING OPERATIONS SHALL BE CONDUCTED IN A SAFE AND EFFICIENT MANNER, CONSISTENT WITH CURRENT ACCEPTED PROCEDURES. WATER BORING SHALL NOT BE PERMITTED. THE CASING PIPE SHALL BE JACKED WITH SUCH PRECISION THAT WILL ALLOW THE REPLACEMENT OF THE PIPELINE TO THE LINE AND GRADE AS INDICATED ON THE PLANS. UPON COMPLETION OF THE INSTALLATION OF THE CASING AND INSTALLATION OF THE PIPELINE TO GRADE, THE VOID BETWEEN THE CASING OR RC PIPE AND THE EXCAVATION SHALL BE COMPLETELY FILLED WITH SAND, COMPACTED BY THE USE OF AIR - BLOWING SAND EQUIPMENT OR ANY OTHER MEANS ACCEPTABLE TO THE ENGINEER UPON HIS APPROVAL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN A SAFE OPERATION AT ALL TIMES. SHOULD THE TUNNEL HEADING OPERATIONS RESULT IN DANGEROUS OR UNREASONABLE SLOUGHING OF MATERIAL WHICH MAY JEOPARDIZE THE SAFETY OF WORKERS OR THE STABILITY OF THE SOIL AND ROADWAY ABOVE, THE CONTRACTOR SHALL FURNISH AND INSTALL BREASTBOARDING AND /OR FACE CLOSURE WITH SUFFICIENT JACKS TO INHIBIT THE SLOUGHING AND /OR CLOSING THE WORK FACE. THE CONTRACTOR, BEFORE RESUMING WORK, SHALL FURNISH THE ENGINEER WITH A DETAILED PLAN OF PRECEDING WITH THE WORK, FOR HIS REVIEW AND APPROVAL. ANY AND ALL EXPENSES THEREFORE WILL BE CONSIDERED AS INCLUDED IN THE BID PRICE AND NO ADDITIONAL COMPENSATION WILL BE MADE THEREFORE. 17. MINOR STRUCTURES MINOR STRUCTURES. PORTLAND CEMENT CONCRETE MINOR STRUCTURES SHALL CONFORM, IN DESIGN, MATERIALS, AND CONSTRUCTION, TO THE PROVISIONS OF SECTIONS 70 -1.02 H OF THE STANDARD SPECIFICATIONS AND THESE SPECIAL PROVISIONS. MANHOLES SHALL CONFORM TO THE CITY OF BAKERSFIELD STANDARDS S -7 AND S -8. DROP INLETS SHALL CONFORM TO THE CITY OF BAKERSFIELD STANDARD S -12, TEMPORARY INLET GRATES SHALL CONFORM TO DETAILS ON THE PLANS. THE PRECAST CYLINDER, TAPER, AND ECCENTRIC FLAT TOP SECTIONS SHALL MEET THE STRENGTH REQUIREMENT OF ASTM. C -478. EACH SUCCESSIVE MANHOLE SECTION SHALL BE SET ON A BED OF PORTLAND CEMENT GROUT OR "KENT SEAL" TO MAKE A WATERTIGHT JOINT, SHALL BE NEATLY POINTED ON THE INSIDE, AND SHALL BE SET PLUMB. 18. ADJUST SURVEY MONUMENT ENCASEMENTS SURVEY MONUMENT AND FRAME AND COVER WITH ENCASEMENTS SHALL BE ADJUSTED OR INSTALLED NEW TO FINISH GRADE AT THE LOCATIONS SHOWN ON THE PLANS, IN ACCORDANCE WITH THESE SPECIAL PROVISIONS, AND CITY STANDARD S -29. THE SURFACE OF THE CONCRETE SHALL BE PROTECTED FROM PUBLIC TRAFFIC FOR A MINIMUM OF THREE DAYS. AT THE OPTION OF THE CONTRACTOR, MINOR CONCRETE CONTAINING A MINIMUM OF SEVEN SACKS OF CEMENT PER CUBIC YARD MAY BE USED AND THE TIME REQUIRED FOR PROTECTION OF THE CONCRETE SURFACE FROM PUBLIC TRAFFIC SHALL BE REDUCED TO A MINIMUM OF ONE DAY. THE MONUMENT WILL BE SET BY OTHERS. THE OWNER WILL PROVIDE SURVEYS. CONTRACTOR SHALL GIVE THE OWNER 24 HOURS NOTICE WHEN SURVEYS ARE REQUIRED. ANY MONUMENT FRAME OR COVER DAMAGED BY THE CONTRACTOR OR HIS OPERATIONS SHALL BE REPLACED BY THE CONTRACTOR AT NO COST TO THE OWNER. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN ACCEPTED STREET RIGHT -OF -WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, A DEPOSIT BASED ON APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT -OF -WAY AND INSURANCE SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT. DIG T Call: TOLL FREE 1- 800 - 227 -2600 00 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA I . _)- -(o ;�-S_u } m cn z 0 V) w of uj a 0 I � I / EXISTING RETENTION BASIN I / SUMP BOTTOM= 349.00 --/ — ` — ` — EX. 18' DRAIN 18' WIDE SEWER EASEMENT TO BE / 12' WIDE FLOWAGE AND REMOVED WITH � UNIT 14 DEDICATED WITH FINAL MAP v DRAINAGE EASEMENT PER TRACT BOUNDARY — — _... — — _- DOC. -NO. 02141.6325$x_ - - -- - - „_ rI ov DATED DEC. 31, 2014, O.R. EX. BLOCK WALL >: o � 7— I97� J 0 o CD CD UNIT I k / \ I I I o 0 0 Nw� i \ 9 J'l, 17 II I I 1 1 I �w w Q� 9 w 18 10 8 o cn t„ PROPOSED � Lo J WELL SITE 01 L' W�� N I CQ Z I Q � � 61 0 p I O+ o NJU l I I o Coo I l �. \ I coo S7 9 F,QS, 9� 2 m c„ z�� "' N 00 I w No a °x F�, 16 U, y\ a I I N ++ T/O F l y �- I 1 ¢ v>QZ l I I a' �\ �� wNl I I �� I Wwul W, I Z - Qd '�, o 'PO O i -to t EX. SEWER MANHOLE NO. B qQ��c I 11 ±b 0•- "' L1 I } 12100 L2 I 1S+00 STA. 13 +31,73, C.L. 5.00RT.= STA. 13 +33.73, SEWER 46..E io - -- 7,5 F/L - ' -- Q:: 12'�cmo V) -- \ ICJ U F- 1 R I rTFR + 3 U O I ° I III o0 L d z T cn >- 18 1 I 6 X� 3 I I wW 3 L' 11 1 12 2s' 2' �I WWO 20 p_� I _ rn J U 1 J � rn ' I ABERCROMBY DRIVE FRENCH PARK LANE + l J���� -r 9 c+„ SEE SHEET 4 SEE UNITS 12 & 14 SEWER AND STORM DRAIN PLANS o Ul�llT 1 ;� o Q a U ~ cn 372 370 368 366 364 362 360 358 356 354 352 350 348 346 344 342 340 338 GUILDEN GROVE WAY (PRIVATE STREET) STA. 11 +98.48, C.L. TO STA. 13 +26.81, C.L. SCALE: 1" = 50' HORIZONTAL 1" = 5' VERTICAL 10 11 12 13 LEGEND: CURVE NUMBER L1 CL CENTERLINE SCO SEWER CLEANOUT INV INVERT SDMH STORM DRAIN MANHOLE SD STORM DRAIN EXIST EXISTING MH MANHOLE ELEV ELEVATION CB CATCH BASIN R/W RIGHT OF WAY SMH SEWER MANHOLE F/L FLOWLINE P/L PROPERTY LINE TP TOP OF PAVEMENT M EP EDGE OF PAVEMENT T.0•M- 363.22 TOP OF MANHOLE /TOP OF CLEANOUT ELEVATION 0 �6& M ° EXISTING SEWER LINE O o 27 J ° EXISTING SEWER MANHOLE O EXISTING SEWER CLEANOUT J a II EXISTING STORM DRAIN LINE N N N IIJ ICI r H N -- D CONSTRUCT STORM DRAIN PER CITY STANDARDS z S CONSTRUCT SEWER PER CITY STANDARDS (D CURVE NUMBER L1 LINE NUMBER O CONSTRUCTION NOTE PIPE SIZE Cr UTILITY W S =SEWER cn D =DRAIN - - — RIGHT -OF -WAY/ PROPERTY LINE FLOWUNE /CURB & GUTTER 18' BOTTOM WIDTH DRIVEWAY W /3' WINGS PER C.O.B. STD. ST -6. 26' BOTTOM WIDTH DRIVEWAY W /3' WINGS PER C.O.B. STD. ST -6. SECTION DESIGNATION: ® CONSTRUCT STORM DRAIN 5ECITON LETTER TYPE "A" PER C.O.B. STD. SW -4. m• CONSTRUCT CATCH BASIN _ A TYPE "A" PER C.O.B. STD. D -14. 2 EXISTING STORM DRAIN MANHOLE SHEET WHERE SECTION IS SHOWN G CONSTRUCT SEWER MANHOLE TYPE "A" PER C.O.B. STD. S -7. © CONSTRUCT SEWER CLEANOUT PER C.O.B. STD. S -20. 372 370 368 366 364 362 360 358 356 354 352 350 348 346 344 342 340 338 W z II Q d o� as m= F- V Nz ¢w U L' Z UV NO o co LU o co OI- �- 1 c -jI N 0 co 001 11+00 L3 I EX. CURB & GUTTER n1 1 374 372 370 I 368 i 366 364 362 -- -- • - w � r- ao Fr RADIUS a N c DELTA N Cr W u W ,n o cn C. 35.57' C6 0 - + Imo, o oU-i +Z 20 co N h M � z UNIT J o 346 I 0 �6& M ° M O o 27 J ° 344 O F- N V)V) N Cn n 3� 3 <W m¢ O ui z w ¢ilf mm _1 --I cb J G �O ^§3 A, - -i 17 i �\\ w UNIT J N U 41 S oD .5 31 4 N_48'53'20 "E _ 9' _ _ _ 184_57 11 +00 12+00 CO P;L o u -- ��. 8- o - L. S. �,6 1 a ! [ 3 LOT <o W ° ^ ^ ' 00 cJ3 \ BANTRY BAY WAY / ^o N � � o °v ¢ "Q o w m SEE LEFT THIS DWG. N z ¢ Z U Z o z m 3 N O NZ 0! J �� Z J + !Li of 2 UD o O 0— d� � ri U �p M O "o C" ¢ O D' O N JZ �� Z� O ISO co co M W Z '� a— cD F= 00 O I¢- OCn of NN ZN WCn NN O N W N � p ++ >X m ± N o^DO (n t` NN mW QQ � W NO Lu N (n (n (n C� (n In BANTRY BAY WAY BERRIEDALE WAY (PRIVATE STREET) (PRIVATE STREET) STA. 10 +00.00, C.L. TO STA. 12 +61.87 C.L. STA. 11 +51.00, C.L. TO STA. 14 +17.41, C.L. SCALE: 1" = 50' HORIZONTAL SCALE: 1" = 50' HORIZONTAL 1" = 5' VERTICAL 1" = 5' VERTICAL n RADIUS LENGTH z DELTA =5 u� � 67.73' 3I U J 672.00' 35.57' 17.79'_ 03'01'58" Q uj oU-i _ 4.78' Z� co O 26.01' M 0213'02" RCP 10 -0.20 - m --i 346 I 0 �6& M ° nW O o 27 J ° 344 _j a ¢ m °� J a II N N N IIJ ICI r J v z 340 WALBROOK WAY w cS w¢ 24 o o° SEE UNIT 8 SEWER & M? L.S. oz Nip-; W w � mm - `�' 3 0� �c- STORM DRAIN PLANS W ��L0T cn 26 25 W �� �� W ! , , + +1 w z I 01 w " � Z CD ¢ co co 0 fl = �o I \ 368 JI O+ Z mN C7�00Lo 31 U' co o:: N Coco o ¢ o N +>- a {� + � ++ °+m + +I I 3 I O= W m W �cn F a W Z - r� ¢Q 32.70' M N (V W rna 3 N CN I I I �� C¢s. I - X� c,� 3 A\ cn P/L cn ` v v F- > W Z Of N � ° c~n vwi v v ! i j 11 !° z 364 GRAD--- a CEN NE -- __ -- - -- - -- -- - -- -- -- ----- -. - 362 N48'53'20 "E 6 "S 223 2 ^§3 A, - -i 17 i �\\ w UNIT J N U 41 S oD .5 31 4 N_48'53'20 "E _ 9' _ _ _ 184_57 11 +00 12+00 CO P;L o u -- ��. 8- o - L. S. �,6 1 a ! [ 3 LOT <o W ° ^ ^ ' 00 cJ3 \ BANTRY BAY WAY / ^o N � � o °v ¢ "Q o w m SEE LEFT THIS DWG. N z ¢ Z U Z o z m 3 N O NZ 0! J �� Z J + !Li of 2 UD o O 0— d� � ri U �p M O "o C" ¢ O D' O N JZ �� Z� O ISO co co M W Z '� a— cD F= 00 O I¢- OCn of NN ZN WCn NN O N W N � p ++ >X m ± N o^DO (n t` NN mW QQ � W NO Lu N (n (n (n C� (n In BANTRY BAY WAY BERRIEDALE WAY (PRIVATE STREET) (PRIVATE STREET) STA. 10 +00.00, C.L. TO STA. 12 +61.87 C.L. STA. 11 +51.00, C.L. TO STA. 14 +17.41, C.L. SCALE: 1" = 50' HORIZONTAL SCALE: 1" = 50' HORIZONTAL 1" = 5' VERTICAL 1" = 5' VERTICAL 360 APPROXIMATE FIF(LSHED - I GRADE @ CENTERLINE 358 - --�- - t 356 ---- 354 -� 352 - -- -- 350 348 - 346 344 I 342 -- - -� 340 11 CONSTRUCTION NOTES: Oj CONTRACTOR TO VERIFY LOCATION AND INVERT ELEVATION OF EXISTING SEWER AND /OR STORM DRAIN LINE BEFORE CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. NOTES : 1) ALL CATCH BASINS ARE TO BE TYPE "A" WITH 3.5' OPENINGS PER C.O.B. STD. S -12. 2) ALL PIPE ELEVATIONS SHOWN ARE INVERT ELEVATIONS UNLESS OTHERWISE NOTED. 376 fo 4L F- W O ncom Z J = UFO Z 0MM + > �wW Fo F-�� u) - Iff - - -- 374 ALL 149.40 LF OF ' 0 - .20 %- 372 F-: U) N cO I ° Z 370 o ^� z M o 368 Z M W C4 366 364 T� 362 1 — - 360 — 358 12" -- -- -- -- 356 LINV., 18" DRA IN 354 -INV. 6" SEWER J J O Z ° J O J co co UO Z CjN 0) W N O J OiM O= °po M t` N ui �> a N Z V) V).— --- 77.59 LF OF 6" SDR35 ? -- PVC SEWER 0 -1.01% I 12 13 CURVE RADIUS LENGTH z DELTA =5 1548.00' 67.73' 3I U 350 672.00' 35.57' 17.79'_ 03'01'58" Q W oU-i _ 4.78' Z� W� +- W O 26.01' M 0213'02" RCP 10 -0.20 - m --i 346 I 0 �6& C> - - -- 360 APPROXIMATE FIF(LSHED - I GRADE @ CENTERLINE 358 - --�- - t 356 ---- 354 -� 352 - -- -- 350 348 - 346 344 I 342 -- - -� 340 11 CONSTRUCTION NOTES: Oj CONTRACTOR TO VERIFY LOCATION AND INVERT ELEVATION OF EXISTING SEWER AND /OR STORM DRAIN LINE BEFORE CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. NOTES : 1) ALL CATCH BASINS ARE TO BE TYPE "A" WITH 3.5' OPENINGS PER C.O.B. STD. S -12. 2) ALL PIPE ELEVATIONS SHOWN ARE INVERT ELEVATIONS UNLESS OTHERWISE NOTED. 376 fo 4L F- W O ncom Z J = UFO Z 0MM + > �wW Fo F-�� u) - Iff - - -- 374 ALL 149.40 LF OF ' 0 - .20 %- 372 F-: U) N cO I ° Z 370 o ^� z M o 368 Z M W C4 366 364 T� 362 1 — - 360 — 358 12" -- -- -- -- 356 LINV., 18" DRA IN 354 -INV. 6" SEWER J J O Z ° J O J co co UO Z CjN 0) W N O J OiM O= °po M t` N ui �> a N Z V) V).— --- 77.59 LF OF 6" SDR35 ? -- PVC SEWER 0 -1.01% I 12 13 374 INSTALL 45.93 LF OF STALL 11142 LF 18" CL3 RGJ -RCP ® -1.76% 1 r CL3 R RCI 372 370 J N J .N_ N N'M> M� O m0� co 368 o J J J - Z '� Co 0o pow ^ 00 - Lu Z Uui U° 2 C3mr ) Z _j J� Z J 000 UW Um 366 - Q C! QO'o z oo�� N °owe aoo'� _ M CD �,, Q .r7M ¢m ._i W'�M oLo o + W + » W 364 I f < 00 CN w W '. 2 + N W Q W oW +N Q w W > J - --W v)ZO W F- Z ° �ZZ " Qo° Z�> 362 -_ L - cn Ln � Z O Ui Ln APPROXIMATE FINISHED— GRADE 0 CENTERLINE 360 358 356 t - 354 INV. 18" DRAIN I 353.32 IN Y-- INV. 18 DAIIN N �¢ 352 m> I C=I m 350 - - SECTION A SCALE: 1 " =50' HORIZ. 3 1 " =5' VERT. 376 I - - -i 374 0.18z� 372 — 370 — — 368 I 366 364 I -� 362 i 360 i -~-� 358 I 356 --� 354 --i 352 I 350 374 - 372 370 --- 368 366 364 362 360 -- 358 356 — 354 352 R 350 --- 348 346 344 342 340 0 F- J 3: 00 M ^Z W p J Co 00 Z CD L0 U W J prj N N O cq +W W O W W Q» V) V)ZZ t4 CURVE TABLE CURVE RADIUS LENGTH I 352 DELTA 1 1548.00' 67.73' 3I 02'30'25" 350 672.00' 35.57' 17.79'_ 03'01'58" Q W 9.57' _ 4.78' 00'48'56" W� +- W I 348 � 26.01' 13.00' 0213'02" RCP 10 -0.20 - m --i 346 I I Z 340 344 ` 342 I 0 340 14 374 INSTALL 45.93 LF OF STALL 11142 LF 18" CL3 RGJ -RCP ® -1.76% 1 r CL3 R RCI 372 370 J N J .N_ N N'M> M� O m0� co 368 o J J J - Z '� Co 0o pow ^ 00 - Lu Z Uui U° 2 C3mr ) Z _j J� Z J 000 UW Um 366 - Q C! QO'o z oo�� N °owe aoo'� _ M CD �,, Q .r7M ¢m ._i W'�M oLo o + W + » W 364 I f < 00 CN w W '. 2 + N W Q W oW +N Q w W > J - --W v)ZO W F- Z ° �ZZ " Qo° Z�> 362 -_ L - cn Ln � Z O Ui Ln APPROXIMATE FINISHED— GRADE 0 CENTERLINE 360 358 356 t - 354 INV. 18" DRAIN I 353.32 IN Y-- INV. 18 DAIIN N �¢ 352 m> I C=I m 350 - - SECTION A SCALE: 1 " =50' HORIZ. 3 1 " =5' VERT. 376 I - - -i 374 0.18z� 372 — 370 — — 368 I 366 364 I -� 362 i 360 i -~-� 358 I 356 --� 354 --i 352 I 350 374 - 372 370 --- 368 366 364 362 360 -- 358 356 — 354 352 R 350 --- 348 346 344 342 340 0 F- J 3: 00 M ^Z W p J Co 00 Z CD L0 U W J prj N N O cq +W W O W W Q» V) V)ZZ t4 CURVE TABLE CURVE RADIUS LENGTH TANGENT DELTA 1 1548.00' 67.73' 33.87' 02'30'25" N01*11'58 "E 672.00' 35.57' 17.79'_ 03'01'58" Q 672.00' 9.57' _ 4.78' 00'48'56" 4 672.00' 26.01' 13.00' 0213'02" LINE TABLE LINE NO. BEARING LENGTH Ll N22'27'46 "W 89.63' L2 N22'27'46 "W 151.50' L3 N01*11'58 "E 136.00' L4 N01*11'58"E 136.00' L5 N01- 11'58 "E 1 145.41' DIG ALERT Call: TOLL FREE 1- 800 - 227 -2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA r cY W Li 374 m V) Lo Z INSTA LL 31.98 LIF OF 223.25 LF OF 6" SDR35 PVC SEWER A 1.41 y - 342 1B* CL3 RCP 10 -0.20 - I Z 340 11 12 13 372 0 o Z 'I CN - o M? W 370 Z w Q " � Z CD ¢ 0 368 Z mN C7�00Lo 31 U' co ¢ o N +>- a {� � + Lam, N 366 Ir — W Owe W Lo F- > W Z Of N � 364 GRAD--- a CEN NE -- - - - -- - - -- - -- - - - -- -- - - - -- - -- --- - - - - -- ----- -. - 362 360 I � 358 356 `C -•�°� - J 354 g" SE`l�R INV. 18" DRAIN -INV. EXIST. 18" DRAIN INV .1 co 352 • Z Z I I J ° z 350 O Z _ Jco W � x W UO ¢ co m O 348 O �Lp OI z N m s DIG ALERT Call: TOLL FREE 1- 800 - 227 -2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA r cY W Li m V) Lo Z 344 223.25 LF OF 6" SDR35 PVC SEWER A 1.41 y - 342 - -- _ -- I Z 340 11 12 13 DIG ALERT Call: TOLL FREE 1- 800 - 227 -2600 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA r m Z 0 W w Q 0 W _ a \ \ / oF- \ _ m0:� Co W / w ec, m i i \N' X II N , °° L5 27 ,s o Cj LL Co UL i 1�' \`�� \ 28 \ m �� \ S6'' \ \ + +> Q � n � \ LG � CV CVW Ljj 15F \� 0�� . \ \ 6 2 lQ M v) CIO g S88'48'02 "E 8 "S S 191; 82' �, S S �' SOx�9�6' 12 +00 S8 13 13 13+0 /��' N � 110 N u) - P/L P 1 �p� ycj, SF Q o / o CD LLJ 00 co 17 mw 14 Ld w L.S. LOT o ± �, W a_ J wit pi r7 M O Z L'-? 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EXIST. - - \-INV. 8" SEWER I 350 8" SEWER – — — 4. _ 348 I J �` J I F-: a 346 — ° cn r 3 0 0 - J 3 W C/1 - COW i • ? (n W _ _ O 346 2f u - co o f [O 'n J co O s' J co oO O Z J� C)o Q' o W co N 0 "° 344 344 `- 'm 0; ma (D �o J� ���4 - Q _9 O O > �n n ,n Z "to OMM� d0 C'4 ZZ Ln IQ NM I 342 -- owww °� of - M Nwww —I U W 342 www �z �w wa wwww `" Q wo <aaa > 340 - w C/);?; z� o cn Z _ _ � V) Z Z Z 340 ___ 338 L 338 226-08 LF OF 8" SDR35 PVC SEWER ® 0.52% 70.65' LF OF 6" SDR35 336 - - PVC SEWER 1.007 - 336 EXIST. 40.00 LF 8" SDR35 P SEWER 0.52% ` 334 - -- - -_ -- �- 334 10 11 12 13 14 r m U) Z 0 W Li a 0 LEGEND: CONSTRUCTION NOTES: CURVE TABLE CL CENTERLINE SCO SEWER CLEANOUT (D CURVE NUMBER E i 74.00' 72.30' 39.33' 55'58'34" CURVE RADIUS LENGTH TANGENT DELTA INV INVERT SDMH STORM DRAIN MANHOLE O CONTRACTOR T VERIFY LOCATION AND INVERT EXIST EXISTING L1 LINE NUMBER ELEVATION OF EXISTING SEWER AND /OR STORM - -- SD STORM DRAIN DRAIN LINE BEFORE CONSTRUCTION AND NOTIFY 2 1296.00' 257.36' 129.10' 11'22'40" M MANHOLE ELEV ELEVATION O CONSTRUCTION NOTE ENGINEER OF ANY DISCREPANCIES. 3 1296.00' 112.06' 56.06' 04.57'15" CB CATCH BASIN R/W RIGHT OF WAY PIPE SIZE SMH SEWER MANHOLE F/L FLOWLINE 8 "S— UTILITY NOTES 1) ALL CATCH BASINS ARE TO BE TYPE "A" P/L PROPERTY LINE TP TOP OF PAVEMENT S =SEWER WITH 3.5' OPENINGS PER C.O.B. STD. S -12. EP EDGE OF PAVEMENT D =DRAIN 2) ALL PIPE ELEVATIONS SHOWN ARE INVERT ELEVATIONS T. 0•M 363.22 TOP OF MANHOLE /TOP OF CLEANOUT ELEVATION UNLESS OTHERWISE NOTED. EXISTING SEWER LINE — - - - - - - — RIGHT -OF -WAY/ EXISTING SEWER MANHOLE PROPERTY LINE FLOWLINE /CURB & GUTTER EXISTING SEWER CLEANOUT 18' BOTTOM WIDTH DRIVEWAY W /3' EXISTING STORM DRAIN LINE WINGS PER C.O.B. STD. ST -6. tt; 26' BOTTOM WIDTH DRIVEWAY W /3' -- D CONSTRUCT STORM DRAIN PER CITY STANDARDS WINGS PER C.O.B. STD. ST -6. S CONSTRUCT SEWER PER CITY STANDARDS SECTION DESIGNATION: ® CONSTRUCT STORM DRAIN SECTION LETTER _ DIG ALERT "A" PER C.O.B. STD. SW -4. Mir CONSTRUCT CATCH BASIN `_ _ _ _ A TYPE "A" PER C.O.B. STD. D -14. 2 Call: TOLL FREE EXISTING STORM DRAIN MANHOLE SHEET WHERE SEC11ON IS SHOWN 1 -800- 227 -2600 G CONSTRUCT SEWER MANHOLE AT LEAST TWO DAYS TYPE "A" PER C.O.B. STD. S -7. BEFORE YOU DIG © CONSTRUCT SEWER CLEANOUT UNDERGROUND SERVICE ALERT PER C.O.B. STD. S -24. OF SOUTHERN CALIFORNIA