HomeMy WebLinkAbout6.3-474 Record Drawing�NGINEER' S ISTATEM EN T
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.
AM RESPONSIBLE FOR I ALL CALCULATIONS AND DRAWINGS ON THESE PLANS
ND ANY ERRORS, OMISSIONS, OR VIOLATIONS OF THOSE ORDINANCES,
STANDARDS—AND DESIGN CRITERIA SHALL BRORRECTED DURING CONSTRUCTION.
3-6-1
APPROVED BY: ROGER A. McINTOSH, R.C.E. NO. 33322 DATE
I� ACCORDANCE WITH THE CONDITIONS OF THE VESTING TENTATIVE MAP, THE
IMPROVEMENT PLANS HAVE BEEN REVIEWED BY THE CITY OF BAKERSFIELD PUBLIC
WORKS DEPARTMENT. ALL IMPROVEMENTS INDICATED AS "PRIVATE" HEREIN, ARE
PRIVATE AND ARE TO BE PRIVATELY MAINTAINED.
BY. RAUL M. ROJAS PUBLIC WORKS DIRECTOR DATE
R.C.E. NO. 39880, EXP. 12/31/15
REVIEWED BY. ASSISTANT PUBLIC WORKS DIRECTOR
"til
DATE
NOTE: 1. PRIOR TO THE START OF ANY UNIT OF
CONSTRUCTION, THE CITY CONSTRUCTION
INSPECTION DEPARTMENT SHALL BE GIVEN
24 HOURS NOTICE. TELEPHONE 326-3049
1
2. ALL MATERIALS SUPPLIED FOR THIS PROJECT
WILL REQUIRE A CERTIFICATE OF COMPLIANCE
STATING' T HAT THE REQUIREMENTS & STANDARDS
SET FORTH BY THE CITY OF BAKERSFIELD HAVE
BEEN MET.
. . ............
CITY OF BAKERSFIELD
KERN COUNTY CALIFORNIA
STORM DRAIN
CONSTRUCTION PLANS
FOR
KIRKCALDY DRIVE EXTENSION
PM 11894
LEGEND:
ABBREVIATIONS
C.L. CENTERLINE S.C.O. SEWER CLEANOUT
INV. INVERT D.M.H. STORM DRAIN MANHOLE
S.D. STORM DRAIN (E) EXIST. EXISTING
C.B. CATCH BASIN ELEV. ELEVATION
J.B. JUNCTION BOX PROPERTY LINE
PA
S.M.H. SEWER MANHOLE
R/W RIGHT—OF—WAY
-----------
7
=Z
EX -24- DRAIN LINE
------ IGHH TOP OF MANHOLE/TOP OF CLEANOUT ELEVATION
CONSTRUCT STORM DRAIN PER CITY STANDARDS
0 CONSTRUCT STORM DRAIN
MANHOLE TYPE "A" PER C.O.B. STD. SW -4.
CONSTRUCT CATCH BASIN
t
TYPE "A" PER C.O.B. STD. D-14.
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INDEX OF SHEETS
SHEET TITLE
1. TITLE SHEET
2. NOTES & SPECIFICATIONS
3. STORM DRAIN PLAN & PROFILE
4. CROSS SECTIONS
[70 MAMb"KelmoolwWARIBLe-W
THE BEARING OF N8947'54ffW SHOWN FOR THE NORTH LINE
IF THE NORTHWEST Y4 OF SECTION 30 AS SHOWN ON RECORD
OF SURVEY RECORDED IN BOOK 15 OF RECORD OF SURVEYS
AT PAGE 192 nLED JUNE 28, 1990 IN THE OFFICE OF THE
KERN COUNTY RECORDERARINGS HEREON
BENCHMARK:
TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE
INTERSECTION OF MORNING DRIVE AND COLLEGE AVENUE.
ELEVATION = 673.40' PER TRACT NO. 4519 MONUMENT
ELEVATION MAP AT THE CITY OF BAKERSFIELD.
SOILS REPORT:
ADDENDUM NO. 2 PREPARED BY KRAZAN & ASSOCIATES,
PROJECT NO. 022-07116, DATED APRIL 19, 2013.
SUMMARY OF IMPROVEMENTS
STORM DRAIN IMPROVEMENTS
24" RCP 1388 LF
STORM DRAIN MANHOLE
5
PROPOSED EARTHWORK QUANTITIES
CUT 15,930 CU YDS
FILL 12,696 CU YDS
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STANDARD NOTES
� I
1. GENER&-
1 '
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. i IN THE EVENT A UTILITY IS DAMAGED THE
CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR ITS REPAIR.
I
CONTRA TOR 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 DAYUGHTED AND CHECKED FOR GRADE.
BY CONTRACTOR PRIOR TO TRENCHING. I
ALL EXISTING IMPROVEMENTS, (CURB, GUTTER. SIDEWALK, CROSS GUTTER, FENCES,
ETC.) THAT ARE REMOVED. DAMAGED OR UNDERCUT SHALL BE REPAIRED OR REPLACED
AS DIRE:TED BY THE CITY ENGINEER. i
ALL EXI TING 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.
2. STANDARD DETAILS
THE FOLLOWING CITY OF BAKERSFIEL-D STANDARDS
SHALL BE CONSIDERED PART OF THESE PLANS -
S -7. S-8, S-9, S-10, S-11,
S-2% S-21. ST -6, ST -22.
3.
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 TH 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.
i
THE PIP ANO 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"
BANDSEIAL 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 1
S
MATERI : 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 UNE 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 BAKERSFlELD.
INSTALLATION : PIPE AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH
THE CURRENT ASTM SPECIFICATION D-2321. ONLY CLASS 1, 11, AND III EMBEDMENT
MATERIALS WILL BE CONSIDERED SUITABLE
5, PVC PIPE INSTALLATION I
I
FITTINGS SHALL
MATERIALS : PIPE AND FITMEET THE REQUIREMENTS OF THE CURRENT
ASTM SPECIFICATION 0-3034 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 UNE 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
CONNEC TO VCP PIPE, USE COUPLINGS APPROVED BY THE CITY OF BAKERSFIELD.
,I
(NST TION : PIPE AND FITTINGS SHALL BE INSTALLED IN ACCORDANCE WITH
THE CURRENT ASTM SPECIFICATION D-2321. ONLY CLASS I. 11, AND III EMBEDMENT
MATERIALS WILL BE CONSIDERED SUITABLE.
6, REINFORCED CONCRETE PIPE WITH PVC LINING.
REINFORCED CONCRETE PIPE WITH PVC UNING 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 31PE. ALL WORK FOR AND IN CONNECTION WITH THE INSTALLA11ON OF THE
LINING It CONCRETE PIPE AND FIELD SEALING AND WELDING OF JOINTS SHALL BE DONE
IN sTRicr CONFORMITY WITH ALL APPLICABLE SPECIFICATIONS, INSTRUCTIONS AND
RECOMMENDATIONS OF THE UNING MANUFACTURER. UNER SHALL MEET THE FOLLOWING
1.B. I PHYSICAL PROPERTIES OF LINER. ALL PLASTIC LINER PLATE SHEETS, WELDING
STRIPS AND OTHER ACCESSORY ITEMS, SHALL HAVE THE FOLLOWING PHYSICAL PROPERTIES
WHEN TESTED AT 77F t5 (25T t3 ). I
TENSILE
INITIAL (PAR.
2200 PS MIN. 2100 PSI MIN.
(15 MPA MIN.) (14.5 MPA MIN.)
ELONGATION AT BREAK I 20OX MIN. 200% MIN.
SHORE UROMETER, TYPE 0 1 1 -SEC. 50-60 t5
(WITH RESPECT TO INITIAL TEST RESULT) 10 -SEC. 35-50 t5
WEIGHT CHANGE 11.5
TENSILE SPECIMENS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH ASTM
0412 USING DIE B. WEIGHT CHANGE SPECIMENS SHALL BE 1 -INCH (25 -MM) BY
3 -INCH � (75 -MM) SAMPLES. SPECIMENS FOR TESTING OF IN111AL PHYSICAL
PROPERTIES MAY BE TAKEN FROM LINER PLATE SHEET AND WELDING STRIP AT ANY
TIME PRIOR TO FINAL ACCEPTANCE OF THE WORK.
i
UN 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.
I
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 ANI 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. i
1.0 CHEMICAL RESISTANCE OF UNER.* 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 CHANCE SPECIMENS
SHAD. BE REMOVED FROM EACH OF THE CHEMICAL SOLU11ONS 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 %**
1X
0.1%
0.1%
BOO 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.
I.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.
I.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 HELI) 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 UNING, AND THE RESULTING HOLES CLEARLY MARKED.
ALL NAIL AND TIE HOLES AND ALL CUT, TORN AND SERIOUSLY ABRADED AREAS IN
THE UNING 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 UNING ADJOINING THE DAMAGED AREA.
HOT JOINT COMPOUNDS, SUCH AS COAL TAR, SHALL NOT BE POURED OR APPLIED
TO THE UNING.
THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PREVENT DAMAGE TO
INSTALLED LINING FROM EQUIPMENT AND MATERIALS USED IN OR TAKEN THROUGH THE
WORK.
11 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 UNING 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 UNING OR CLAY PIPE), THE UNING 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 UNING 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 UNING. NO INTERIOR HOOKS OR SLINGS SHALL BE USED
IN LIFTING PIPE. ALL HANDLING OPERATION SHALL BE DONE WITH AN EXTERIOR SUNG OR
WITH A SUITABLE FORK UFT.
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 UNING WILL BE ACCEPTED UNTIL THE DAMAGE HAS BEEN
REPAIRED TO THE SATISFACTION OF THE ENGINEER.
1.G. FIELD JOINTS IN UNING 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 PONT,
EXTEND INTO THE PIPE BEYOND THE STRAIGHT UNE CONNECTING THE SURFACES OF THE
ADJACENT PIPE SECTIONS.
PIPE JOINTS MUST BE DRY BEFORE UNING 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 UNING 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 UNING, THEN WELDED ALONG EACH
EDGE TO ADJACENT LINER SHEETS WITH A 1 -INCH (25 -MM) WI=LD 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 UNING 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
UNING 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 ENO OF THE SPIGOT) OF APPROXIMATELY 4 INCHES (100 MM)
FOR THE ENTIRE CIRCUMFERENTIAL LENGTH OF THE UNING.
ALL WELDING OF JOINTS IS TO BE IN STRICT CONFORMANCE WITH THE
SPECIFICATIONS AND INSTRUCTIONS OF THE UNING 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
WIELDING TOOL SHALL BE MOVED SLOWLY ENOUGH AS THE WEU) 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 UNING 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 BUIL)-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 UNING 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 UNING IS
CHANCED 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
I.I. 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 SUPPUED, 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 WIELDS 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-POUND5 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 V.
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 X (5X)
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.
7. 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
PROHIBITTEO 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 (90%) 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-STU MATERIALS.
ACHIEVING FIRM BEDDING BELOW PIPE SPRINGLINE, CONTRACTOR SHALL PROVIDE 'FIRM
BEDDING' SUPPORT FOR THE PIPE BELOW THE SPRINGUNE. FIRM BEDDING MEANS THAT
THE PIPE MUST REST CMV THE GRANULAR MATERIAL SPECIFIED PREVIOUSLY IN THE
SPECIFICATIONS.
BELL OR COUPLING HOES SHALL BE CAREFULLY EXCAVATED AT PROPER INTERVALS, SO
THAT NO PART OF THE LOAD IS SUPPORTED BY THE BEU.S OR COUPLINGS. DURING
BEDDING AND BACKFILUNG, 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-SUCING 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 CONSOUDATION, 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 AND/OR ROILING, 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 (90X) 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
SHALT. 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. STORM DRAIN PIPE
STORM DRAIN PIPE. CONTRACTOR SHALL UTIUZE RCP PIPE, CLASS III WITH RUBBER
GASKET JOINTS PER ASTM SPECIFICATION C-76, UNLESS OTHERWISE NOTED ON THE
CONTRACT PLANS.
11.
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 65-1.06B, "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 UNE 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 SZE 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 UNE.
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.
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.
12.
THE SITZ: IS LOCATED WITHIN A HILLY TOPOGRAPHY. THE FOLLOWING
RECOMMENDED SLOPE AND FILL CONSTRUCTION WILL CREATE STABLE
SLOPES WHICH ARE NOT PRONE TO SLOPE INSTABILITY. THE PROPOSED
SUBSURFACE DRAINS (SUBDRAINS) WITHIN THE FILL AREAS WILL DISPOSE
OF ANY NUISANCE SUBSURFACE WATER WHICH MAY DEVELOP AFTER FILL
PLACEMENT. THESE SUBDRAINS WILL INCREASE THE STABILITY OF THE FILL
SLOPES AND MINIMIZE THE DEVELOPMENT OF HYDROSTATIC PRESSURES
WITHIN THE FILL SLOPES. THE PROPOSED KEYWAYS WITHIN THE DEEPER
FILL AND THE BENCHING OF THE FILL INTO THE EXISTING NATIVE SLOPES
WILL ELIMINATE SOIL WEAK ZONES BETWEEN THE NATIVE SOIL AND THE
FILL AND WILL INCREASE THE SLOPE STABILITY.
IT IS RECOMMENDED THAT PROPOSED FILL SLOPES BE CONSTRUCTED TO
2:1 (HORIZONTAL TO VERTICAL) OR FLATTER. THE PROPOSED SLOPES OF
2:1 (HORIZONTAL TO VERTICAL) HAVE PROVEN TO BE VERY STABLE AND
ARE THE STANDARD ENGINEERING PRACTICE FILL SLOPES MAY BE REVISED
AS RECOMMENDED BY THE SOLS ENGINEER UPON HIS REVIEW OF A MORE
DEFINITE SITE PLAN. IF PROPOSED FILL SLOPES WILL EXCEED 2:1, A
SLOPE STABILITY ANALYSIS SHOULD BE PERFORMED TO CONFIRM THE
PROPOSED SLOPE WILL BE STABLE UNDER STATIC AND SEISMIC
CONDITIONS.
WHERE FILLS GREATER THAN 8 FEET ARE TO BE CONSTRUCTED ON
ORIGINAL GROUND THAT SLOPES AT INCLINATIONS EXCEEDING 6:1
(HORIZONTAL TO VERTICAL). BENCHES SHOULD BE CUT INTO THE NATURAL
SLOPE AS THE FILLING OPERATIONS PROCEED. EACH BENCH SHOULD
CONSISTS OF A LEVEL TERRACE A MINIMUM OF 8 FEET WIDE. WITH THE
RISE TO THE NEXT BENCH HELD FOR 4 FEET OR LESS. WHERE FILLS OF
COMPARABIF HEIGHT WILL BE CONSTRUCTED ON GROUND THAT SLOPES AT
AN INCUNATION EXCEEDING 4: 1 (HORIZONTAL TO VERTICAL). A KEYWAY
SHOULD BE PROVIDED IN ADDITION TO THE BENCHES. EACH KEYWAY
SHOULD CONSIST OF LEVEL TRENCH AT LEAST 15 FEET WIDE AND AT
LEAST 2 FEET DEEP, WITH SIDE SLOPES NOT EXCEEDING 1:1 (HORIZONTAL
TO VERTICAL), CUT INTO THE NATURAL SLOPE.
A CANYON SUBDRAIN SHOULD BE CONSTRUCTED IN THE BOTTOM OF THE
EXISTING RAVINE AS SHOWN ON THE ATTACHED DETAILS, WITH A MINIMUM
OF 24 INCHES OF COVER BETWEEN THE TOP OF THE SUBDRAIN AND THE
BOTTOM OF THE PROPOSED STORM DRAIN PIPE. SUBDRAIN FILTER
MATERIAL SHOULD CONSIST OF EITHER CLASS 2 PERMEABLE MATERIAL
(ALTERNATE A) OR 1 1/2 -INCH GRAVEL WRAPPED IN FILTER FABRIC
(ALTERNATE B). THE PERMEABLE MATERIAL OR GRAVEL FOR THE
SUBDRAIN SHOULD BE PLACED AT A MINIMUM VOLUMETRIC RATE OF 4 FT3
PER FOOT IN THE SUBDRAIN TRENCH. WE RECOMMEND THE OVERALL WIDTH
OF THE BOTTOM OF THE SUBDRAIN BE A MINIMUM OF 15 FEET FOR EASE
OF CONSTRUCTION. WITH THE TRENCH SIDE BEING SLOPED AT
APPROXIMATELY 2:1. SUBDRAINAGE DEVICES SHALL BE CONSTRUCTED IN
COMPLIANCE WITH THE ORDINANCES OF THE CONTROLLING GOVERNMENTAL
AGENCY. OR WITH THE RECOMMENDATIONS OF THE SOLS ENGINEER OR
ENGINEERING GEOLOGST.
05-002-'16
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Call: TOLL FREE
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UNDERGROUND SERVICE ALERT
OF SOUTHERN CALIFORNIA
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ABBREVIATIONS
F.L. FLOWUNE P.O.V.C. POINT ON VERTICAL CURVE
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C.L. CENTERUNE B.V.C. BEGIN VERTICAL CURVE
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SIGN NUMBERS ARE FEDERAL CODES UNLESS OTHERWISE
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0 FURNISH & INSTALL STORM DRAIN MANHOLE TYPE -B- PERaTy OF
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---- 00,�
---------
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LEGEND: (CONT.)
0
2116
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BAKERSFIELD STANDARDS
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N
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LEGEND:
ABBREVIATIONS
F.L. FLOWUNE P.O.V.C. POINT ON VERTICAL CURVE
0
C.L. CENTERUNE B.V.C. BEGIN VERTICAL CURVE
N
ELEV. ELEVATION E.V.C. END VERTICAL CURVE
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_j
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zkr
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13+00
LEGEND:
ABBREVIATIONS
F.L. FLOWUNE P.O.V.C. POINT ON VERTICAL CURVE
0
C.L. CENTERUNE B.V.C. BEGIN VERTICAL CURVE
N
ELEV. ELEVATION E.V.C. END VERTICAL CURVE
0
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to
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(n
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z
P.LVI POINT OF INTERSECTION E.P. EDGE OF PAVEMENT
OF VERTICAL CURVE INV. INVERT
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@ EXISTING SURVEY MONUMENT
mi
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RI -1 FURNISH & INSTALL TRAFFIC *SMP' SIGNS PER C.O.S. SM. T-19.
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am
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m
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co
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-1
00
LEGEND: (CONT.)
0
2116
CC
—S — FURNISH & INSTALL SEWER PER CITY OF
BAKERSFIELD STANDARDS
WIIILI_11�!i
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13+00
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LEGEND:
ABBREVIATIONS
F.L. FLOWUNE P.O.V.C. POINT ON VERTICAL CURVE
0
C.L. CENTERUNE B.V.C. BEGIN VERTICAL CURVE
—
11111,
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0
B.C.R. BEGIN CURB RETURN P.I. POINT OF INTERSECTION
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to
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z
P.LVI POINT OF INTERSECTION E.P. EDGE OF PAVEMENT
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00
@ EXISTING SURVEY MONUMENT
mi
--0&26•
RI -1 FURNISH & INSTALL TRAFFIC *SMP' SIGNS PER C.O.S. SM. T-19.
11
SIGN NUMBERS ARE FEDERAL CODES UNLESS OTHERWISE
am
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m
0 FURNISH & INSTALL STORM DRAIN MANHOLE TYPE -B- PERaTy OF
co
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z
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-1
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LEGEND: (CONT.)
0
2116
CC
—S — FURNISH & INSTALL SEWER PER CITY OF
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WIIILI_11�!i
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