HomeMy WebLinkAbout6.1-1684QUANTITIES
THE QUANTITIES SHOWN BELOW ARE FOR GRADING PERMIT PURPOSES ONLY, AND
SHALL NOT BE USED FOR BIDDING PURPOSES. THE CONTRACTOR SHALL MAKE HIS
OWN ESTIMATE OF QUANT111ES FOR BIDDING THIS PROJECT.
THE ENGINEER MAKES NO WARRANTY AS TO THE ANTICIPATED SHRINKAGE FACTOR.
CUT FILL
KIRKCALDY DRIVE 1650 14275*
*EARTHWORK QUANTITY INCLUDES SUBGRADE PREPARATION
MATERIALS
ITEM
UNIT
KIRKCALDY
A.C. PAVING
TON S
430
CLASS 11 AGG. BASE
CU YD
740
SUBGRADE PREP.
CUYD
725
STREET � LENGTH
LF
682
CURB AND GUTTER
LF
1512
CONCRETE SIDEWALK
LF
1512
PROPOSED SURFACE SLOE (PERCENT)
OF THE CITY OF BAKERSFIELD.
ANALYSIS AND SAND EQUIVALENT TEST RESULTS SHOULD NOT BE OLDER THAN SIX (6) MONTHS. ALL OTHER TEST RESULTS
15in RCP STORM DRAIN
LF
37
18in RGJ -RCP STORM DRAIN
LF
40
24in RGJ -RCP STORM DRAIN
LF
109
36in RCP STORM DRAIN
LF
257
SD MANHOLE
EA
1
SD OM P I NLET
EA_
1
SD CATCH BASIN
EA
2
SD INLET STRUCTURE
EA
1
SD OUTLET STRUCTURE
EA
1
MONUMENT
EA 5
A.C. PAVING TESTING NOTES:
lx/tl
CITY OF BAKERSFIELD
KERN COUNTY, CALIFORNIA
STREET IMPROVEMENT PLANS
FOR
KIRKCALDY DRIVE EXTENSION
�.I
41� 11
i
A M M ,I'm
' FUTURE BLDG. A ' 0 ° ° 11 ��
A ( MODIFIED ) FOR ALL ARTERIAL AND COLLECTOR 1. ASPHALT CONCRETE ( TYPE " A . ASPHALT CONCRETE TYPE
..
I
\
--- ....... "
STREETS AND TYPE B (MODIFIED) FOR LOCAL STREETS AND SHALL CONFORM TO THE PROVISIONS IN SECTION 391 ASPHALT 1
" SPECIAL PROVISIONS.
SPECIFICATIONS AND THESE
CONCRETE, OF THE STANDARD
V.
COMBINED MINERAL AGGREGATE FOR TYPE A (MODIF! ED OR TYPE B
PRIOR TO THE ADDITION OF ASPHALT BINDER, THE )
- AGG REGATE � OF
ASPHALT CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF SECTION 39 2.02,
(MODIFIED)
SPECIFICA71ONS FOR N4 MAXIMUM, MEDIUM GRADING.
R/ I
A (MODIFIED) ASPHAL r CONCRETE SHALL BE PG 64 -10 VISCOSITY GRADED ASPHALT UNLESS ASPHALT BINDER FOR TYPE ``,,....
TYPE B (MODIFIED) ASPHALT CONCRETE SHALL BE PG64 10 BY THE ENGINEER. ASPHALT BINDER FOR OTHERWISE DIRECTED \ . " �:� .... �.......... ,\
LL CONFORM TO THE �. �-
Y THE ENGINEER. THE ASPH ALT BINDER SHALL „,,,�
GRADED ASPHALT UNLESS OTHERWISE DIRECTED B .,,,.. •, ,•
VISCOSITY ,.. ......... ,,,,, ,,,.
_ �:�
STANDARD "
OF THE � � ..,. � ,.,,..,.,., .., .,,
REQUIREMENTS IN THE TABLE FOR STEAM REFINED PAVING ASPHALT," IN SECTION 92 1.02 GRADES � ""•`
SPECIFICATIONS.
y11 rW
FUTUE
14
BIOGRD
j'..... ,I
WHEN DIRECTED BY THE CITY ENGINEER. AGGREGATE CONFORMING TO ANY OF THE GRADING REQUIREMENTS IN SECTION � _ , v ��- � =.'�� � °'°°
39 -2.02, "AGGREGATES, OF THE STANDARD SPECIFICATIONS SHALL BE USED TO SURFACE INTERSECTIONS, TAPERS, AND OTHER LOCATION MAP N
AREAS WHERE THIN LAYERS OF ASPHALT ARE BEING CONSTRUCTED.
THE AMOUNT OF ASPHALT BINDER TO BE MIXED WITH THE MINERAL AGGREGATE SHALL BE DETERMINED BY THE CONTRACTOR
FURNISH AND INSTALL SURVEY MONUMENT PER C.O.B.
SCALE: 1 =200'
IN ACCORDANCE WITH CALIFORNIA TEST METHOD 367. USING SAMPLES OF MATERIALS PURPOSED FOR USE IN THE WORK. THE
AC
C�ISTRUCT STORM DRAIN INLET PER C.O.B. STANDARD
AMOUNT OF ASPHALT BINDER SHALL BE APPROVED BY THE ENGINEER.
ON CENTER
BCM
AT LEAST 14 DAYS PRIOR TO THE START OF WORK, THE CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR THE ENGINEER'S
STANDARD NOTES
REVIEW AND APPROVAL:
BVC
BEGIN VERTICAL CURVE
A. A LIST OF AGGREGATE AND ASPHALT SOURCES.
DETAIL D -10.
O
B DOCUMENTATION VERIFYING THAT THE AGGREGATES TO BE INCORPORATED IN THE WORK CONFORM TO THE REQUIREMENTS
1.
ALL IMPROVEMENTS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS AND SPECIFICATIONS
OF SEC11ON 39 -2.029 "AGGREGATE," OF THE STANDARD SPECIFICATIONS AND THESE SPECIAL PROVISIONS. MATERIAL SIEVE
PROPOSED SURFACE SLOE (PERCENT)
OF THE CITY OF BAKERSFIELD.
ANALYSIS AND SAND EQUIVALENT TEST RESULTS SHOULD NOT BE OLDER THAN SIX (6) MONTHS. ALL OTHER TEST RESULTS
2.
N CITY OF BAKERSFIELD STANDARDS SHALL BE CONSIDERED PART OF THESE
THE FOLLOWI G
SHOULD N 0 T BE OLDER THAN ONE (1) YEAR.
RADIUS
- _ - _ - - - - - _ _
PLANS. D 10, ST 1, ST 6, ST 8, ST 9, ST 10, ST 11, ST 13. ST 14, ST 15, ST 19, ST 21,
C. AN ASPHALT CONCRETE MIX DESIGN DETERMINED IN ACCORDANCE WITH CALIFORNIA TEST 367, LABORATORY TEST
ROW
ST -22 SW -2, SW -4, SW -5.
RESULTS ON WHICH THE DESIGN IS BASED SHALL SUBMITTED WITH THE MIX DESIGN ALONG WITH THE THEORETICAL
MAXIMUM DENSITY OF THE DESIGN MIXTURE AS DETERMINED BY ASTM D2041. THE ASPHALT CONCRETE MIX SHALL MEET
3.
PAVING FOR KIRKCALDY DRIVE SHALL BE:
THE REQUIREMENTS OF SECTION 39 -2.020 "AGGREGATE," OF THE STANDARD SPECIFICATIONS AND THESE SPECIAL
DI
2)C TYPE "A" A.C. OVER 8" CL 2 AGGREGATE BASE OVER 8" COMPACTED O.G., O.G. TO
PROVISIONS. IF THE DATA SUBMITTED SHOWS 74AT THE MATERIALS ARE SUBSTANTIALLY THE SAME AS WHEN THE DESIGN
SQUARE FEET
BE COMPACTED TO 95X RELATIVE DENSITY PER C.O.B. STD. ST -14.
WAS PREPARED, THE DESIGN MAY BE UP TO THREE (3) YEARS OLD. THE DEVELOPER SHALL BEAR ALL COSTS ASSOCIATED
4.
ALL MANHOLE AND LAMPHOLE FRAME AND COVERS SHALL BE SET Y4" BELOW PAVEMENT GRADE.
WITH THE ASPHALT CONCRETE MIX DESIGN,
END CURVE
SS
WHERE NEW ASPHALT CONCRETE PAVEMENT IS TO CONFORM TO EXISTING PAVED SURFACES, THE EXISTING PAVEMENTS SHALL
5.
WARNING /REGULATORY SIGNS: SIGN PANELS SHALL BE MOUNTED ON POSTS WITH HAWKINGS
BE SAW CUT IN A NEAR STRAIGHT LINE, EITHER PARALLEL OR PERPENDICULAR TO THE CENTERLINE OF THE STREET, AND AT
STATION
M2G SERIES BOLT AND VANDAL PROOF NUT ASSEMBLY OR EQUAL. ROADSIDE SIGN INSTALLED
A MINIMUM DISTANCE OF ONE(1) FOOT FROM THE EXISTING EDGE OF PAVEMENT.
STD
PER STD. T -19 SHALL BE LOCATED WITHIN SIDEWALK 6" FROM BACK.
A PRIME COAT WILL NOT BE REQUIRED ON NON -PAVED AREAS TO BE SURFACED PRIOR TO THE PLACEMENT OF ASPHALT
HOWEVER, ALL OTHER REQUIREMENTS OF SECTION 39 -4.01, "SUBGRADE," OF THE STANDARD SPECIFICATIONS SHALL BE MET.
6.
AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS
STRIPE
FL
DEPT. FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT-OF-WAY. UNLESS
THE AREA TO WHICH PAINT BINDER HAS BEEN APPLIED SHALL BE CLOSED TO PUBLIC TRAFFIC. CARE SHALL BE TAKEN TO
TEMPORARY BENCHMARK
SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN APPROVED ENGINEER'S
AVOID TRACKING BINDER MATERIAL ONTO THE EXISTING PAVEMENT SURFACE BEYOND THE LIMITS OF CONSTRUCTION.
TC
ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT -OF -WAY AND INSURANCE SHALL BE
PAVING JOINTS S HALL MATCH STRIPE LOCATIONS UNLESS OTHERWISE PERMITTED BY THE ENGINEER.
HINGE POINT
POSTED PRIOR TO ISSUANCE OF THE PERMIT.
INTERSECTIONS AND TAPERED SHOULDERS SHALL BE SURFACED AS DIRECTED BY THE ENGINEER, ADDITIONAL ASPHALT
7.
AGGREGATE BASE: AGGREGATE BASE MATERIAL FOR ARTERIAL AND COLLECTOR ROADWAYS
CONCRETE SHALL BE PLACED AT ROAD CONNECTIONS AND PRIVATE DRIVES, WHERE SHOWN ON THE PLANS AND AS DIRECTED
TOP OF SLOPE
SHALL BE CRUSHED AGGREGATE BASE (CAB) CONFORMING TO SEC11ON 200 -2.2 OF THE
BY THE ENGINEER, AND HAND RAKED, IF NECESSARY, AND COMPACTED TO FORM SMOOTH, TAPERED CONNECTIONS.
VG
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, LATEST EDITION ( "GREENBOOK ")
THE FIELD DENSITY OF COMPACTED ASPHALT CONCRETE SHALL BE DETERMINED BY:
AGGREGATE BASE MATERIAL FOR LOCAL ROADWAYS SHALL BE EITHER CAB OR CRUSHED
"
MISCELLANEOUS CASE (CMB) CONFORMING TO SEC110N 20 -2.4 OF THE STANDARD
A. A PROPERLY CALIBRATED NUCLEAR ASPHALT TESTING DEVICE IN THE FIELD, OR
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUC1ION , LATEST EDITION.
B. ASTMD1188 WHEN SLABS OR CORES ARE TAKEN FOR LABORATORY TESTING, ZINC STEARATE
8.
SUBGRADE PREPARATION: THE CONTRACTOR SHALL FINE GRADE AND COMPACT STREET
C. IN CASE OF DISPUTE, METHOD B ABOVE SHALL BE USED.
SUBGRADE IN ACCORDANCE WITH THE CONTRACT PLANS. CITY REQUIREMENTS AND STANDARD
WHERE THE COMPACTED THICKNESS OF A LAYER OF ASPHALT CONCRETE IF 0.15 FOOT OR LESS, PAVING OPERATIONS SHALL
PAVEMENT ALONG THE
SPECIFICATIONS. SUBGRADE SHALL BE GRADED TO WITHIN THE CITY TOLERANCE AND
COMPACTED TO 95X OF THE MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D -1557.
BE CONDUCTED IN SUCH A MANNER THAT, AT THE END OF EACH WORK SHIFT, THE LENGTH OF
LONGITUDINAL DROP -OFF BETWEEN ADJACENT LANES IS NOT GREATER THAN THAT WHICH CAN BE SURFACED DURING THE
FOLLOWING SHIFT OF NORMAL PAVING OPERATIONS. ADDITIONAL ASPHALT CONCRETE SHALL BE PLACED ALONG THE
9.
FILL SHALL BE SUBJECT TO CALTRANS' STANDARDS WITH INSPECTOR PRESENT.
TRANSVERSE DROP -OFFS ON EACH LANE. SUCH ADDITIONAL ASPHALT CONCRETE SHALL BE HAND RAKED AND COMPACTED TO
FORM TEMPORARY CONFORMS BEFORE THE LANES ARE OPENED TO PUBLIC TRAFFIC. KRAFT PAPER OF OTHER APPROVED BOND
10.
COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. THE NUMBER AND
BREAKER, MAY BE PLACED AT CONFORMS TO FACILITATE THE REMOVAL OF THE CONFORMS WHEN PAVING OPERATIONS
LOCATION OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER.
RESUME.
11.
PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION THE CITY CONSTRUCTION INSPEC1ION
WHERE THE COMPACTED THICKNESS OF A LAYER OF ASPHALT CONCRETE IF 0.15 FOOT OR LESS, PAVING OPERATIONS S HALL
DEPARTMENT SHALL BE GIVEN 24 HOURS NOTICE. (661) 326 -2049.
BE CONDUCTED IN SUCH A MANNER THAT THE LAYER OF ASPHALT CONCRETE IS PLACED ON ALL CONTIGUOUS LANES OF THE.
TRAVELED WAY BEFORE THE LANES ARE OPENED TO PUBLIC TRAFFIC. AT THE END OF. EACH WORK SHIFT, THE DISTANCE
12.
PRIOR TO PAVING, THE DESIGN ENGINEER FOR THE PROJECT SHALL VERIFY THAT CONDITIONS
BETWEEN THE ENDS OF A LAYER OF ASPHALT CONCRETE ON ADJACENT LANES SHALL NOT BE GREATER THAN 10 FEET.
REMAIN THE SAME AS SHOWN IN THE APPROVED PLANS. SHOULD CONDITIONS BE CHANGED, A
ADDITIONAL ASPHALT CONCRETE SHALL BE PLACED ALONG THE TRANSVERSE DROP -OFFS ON EACH LANE AND ALONG THE
REVISED PLAN SHALL BE SUBMITTED TO THE CITY FOR APPROVAL 10 DAYS PRIOR TO PAVING.
LONGITUDINAL DROP -OFF BETWEEN ADJACENT LANES. SUCH ADDITIONAL ASPHALT SHALL BE HAND RAKED AND COMPACTED TO
FORM TEMPORARY CONFORMS BEFORE THE LANES ARE OPENED TO PUBLIC TRAFFIC. KRAFT PAPER OF OTHER APPROVED BOND
13.
CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL ALONG CITY STREETS FOR THE DURATION OF
BREAKER, MAY BE PLACED CONFORMS TO FACILITATE THE REMOVAL OF THE CONFORMS WHEN PAVING OPERATIONS RESUME.
THE WORK, INCLUDING NIGHTS, WEEKENDS AND HOLIDAYS. TRAFFIC CONTROL SHALL CONFORM
IF THE TEST RESULTS FOR ANY LOT OF ASPHALT CONCRETE INDICATE THAT THE RELATIVE COMPAC1ION IS EITHER LESS THAN
TO THE GUIDELINES OF THE STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION'S
90X OR MORE THAN 96X THE ASPHALT CONCRETE REPRESENTED BY THAT LOT SHALL BE REMOVED AND REPLACED WITH
"MANUAL OF TRAFFIC CONTROL FOR CONSTRUC1ION AND MAINTENANCE WORK ZONES" AND CITY
MATERIAL THAT DOES MEET THE IN -PLACE DENSITY REQUIREMENTS. THE CORRECTIVE WORK SHALL BE AT THE CONTRACTOR'S
STANDARDS. ONE LANE FOR EACH DIRECTION OF TRAFFIC SHALL BE MAINTAINED AT ALL TIMES.
EXPENSE.
THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE CITY ENGINEER FOR
THE CONTRACTOR SHOULD BE AWARE OF EXISTING SEWER AND STORM DRAIN MANHOLES WITHIN THE ROADWAY
APPROVAL PRIOR TO THE START OF ANY CONSTRUCTION. NO STREET PERMIT WILL BE ISSUED
NOR SHALL ANY CITY INSPECTION BE PROVIDED UNTIL SAID TRAFFIC CONTROL PLAN HAS BEEN
IF THE FINISHED SURFACE OF THE ASPHALT CONCRETE DOES NOT MEET THE SPECIFIED TOLERANCE, IT SHALL BE BROUGHT
APPROVED BY THE CITY ENGINEER.
WITHIN TOLERANCE BY EITHER: (1) ABRASIVE GRINDING WITH THE EQUIPMENT UTILIZING DIAMOND BLADES, (2) REMOVAL AND
REPLACEMENT, OR (3) 3 PLACEMENT OF AN ASPHALT CONCRETE OVERLAY. THE METHOD WILL BE SELECTED BY THE ENGINEER.
14.
CONTRACTOR SHALL NOTIFY "USA" (UNDERGROUND SERVICE ALERT) AT 811, TWO WORKING
THE CORRE CTIVE WORK SHALL BE AT THE CONTRACTOR'S EXPENSE.
DAYS BEFORE COMMENCING EXCAVATION AND ALL UTILITY AUTHORITIES OR UTILITY COMPANIES
HAVING POSSIBLE INTEREST IN THE WORK, OF CONTRACTOR'S INTENTION TO EXCAVATE
IF ABRASIVE GRINDING IS USED TO BRING THE FINISHED SURFACE TO SPECIFIED SURFACE TOLERANCES ADDITIONAL GRINDING
PROXIMATE TO EXISTING FACILITIES, AND CONTRACTOR SHALL VERIFY THE LOCATION OF ANY
SHALL BE PERFORMED, AS NECESSARY, TO ENLARGE THE GRINDING AREA SO THAT THE LONGITUDINAL LIMITS OF GRINDING ARE
UTILITIES WITHIN THE WORK AREA.
AT A CONSTANT OFFSET FROM, AND ARE PARALLEL TO, THE NEAREST LANE LINES OR PAVEMENT EDGE, AND THE TRANSVERSE
15.
STREETLIGHT LUMINAIRES ARE TO BE LED AS SPECIFIED IN COB SPECIAL - PROVISIONS SEC11ON
LIMITS OF GRINDING ARE NORMAL TO THE PAVEMENT CENTERLINE. ALL GROUND AREAS SHALL BE NEAT RECTANGULAR AREAS
86 -6.01 OF WHICH MODELS INCLUDE:
OF UNIFORM SURFACE APPEARANCE. ABRASIVE GRINDING SHALL CONFORM TO THE REQUIREMENTS IN THE STANDARD
AMERICAN ELECTRIC LIGHTING ATBO, AUTOBAHN SERIES, LEO TEK EC1 THRU EC7 SERIES,
SPECIFICATIONS. A FOG SEAL COAT SHALL BE APPLIED TO ALL FINISHED ASPHALT SURFACES AT THE CONTRACTOR'S EXPENSE.
CREE XSP /XSPR SERIES AND OTHERS ON APPROVED LIST, OR AN EQUIVALENT AS
THE FOR SEAL COAT SHALL BE EITHER REJUVENATING AGENT OR ASPHALTIC EMULSION AS DIRECTED BY THE ENGINEER.
APPROVED BY THE CITY ENGINEER.
BASIS OF BEARINGS
THE BOUNDARY AND EASEMENT INFORMATION SHOWN ON THESE PLANS ARE BASED ON
RECORD INFORMATION ON LOT LINE ADJUSTMENT N0. 08 -0064, RECORDED OCTOBER 8,
2008, KERN COUNTY OFFICIAL RECORDS, 11ED TO PHYSICAL MONUMENTS. AND WAS
PREPARED UNDER THE DIRECTION OF JOSEPH D. DAGGETT, PLS 8861.
THE BEARINGS SHOWN HEREON ARE BASED ON THE BEARING OF NORTH 67'34'39" WEST
ON THE SOUTH LINE OF STATE HIGHWAY 178 IN SEC11ON 24, TOWNSHIP 29 SOUTH,
RANGE 28 EAST, MOUNT DIABLO MERIDIAN, IN THE CITY OF BAKERSFlELDs COUNTY OF
KERN, STATE OF CALIFORNIA, AS SHOWN ON STATE HIGHWAY MAP 7 -1 FILED IN BOOK 4
PAGE 111, RECORDS OF KERN COUNTY.
BASIS OF ELEVATIONS
TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE INTERSECTION OF MORNING DRIVE
AND COLLEGE AVENUE.
ELEV: 673.40' PER TRACT N0.4519
MONUMENT ELEVATION MAP AT THE CITY OF BAKERSFIELD
SOILS REPORT
SOILS REPORT WAS PREPARED BY SOILS ENGINEERING. INC. FILE N0. 05 -11217 DATED
JUNE 149 2005 ENTITLED "PRELIMINARY SOILS INVESTIGATION FOR PROPERTY AT THE
NORTHWEST CORNER OF COLLEGE AVENUE AND MORNING DRIVE IN BAKERSFIELD,
CALIFORNIA."
ENGINEER'S STATEMENT
THESE PLANS WERE PREPARED BY ME OR UNDER MY DIRECTION AND TO THE BEST OF
MY KNOWLEDGE AND BELIEF COMPLY WITH THE CITY OF BAKERSFIELD O2DINANCES9
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 VIOLA110NS OF THOSE ORDINANCES, STANDARDS, AND DESIGN
CRITERIA SHALL BE CORRECTED DURING CONSTRUCTION.
i
APPROVED BY: JOSEPH DAGGETT R.C.E. 719873 DATE
EXP. 12 -31 -15
APPROVED BY RAUL M. ROJAS PUBLIC WORKS DIRECTOR DATE
R.C.E. 39880 EXP. 12 -31 -15
REVIEWED BY:
ASSISTANT PUBLIC WORKS DIRECTOR
REVIEWED BY: TRAFFIC ENGINEER
f !
DATE
201/04/y
DATE
VICINITY MAP LL
NO SCALE
SHEET LIST
SHEET NUMBER SHEET TITLE
SHEET 1 COVER SHEET
SHEET 2 NOTES SHEET
SHEET 3 KIRKCALDY DRIVE
SHEET 4 CONSTRUCTION DETAILS
LINETYPE LEGEND
- -123- -
SS
D
SYMBOLS
EXISTING PROPERTY LINE
PROPOSED CENTERLINE
PROPOSED RIGHT -OF -WAY
PROPOSED EASEMENT
PROPOSED CONTOUR
EXISTING CONTOUR
EXISTING SEWER MAIN
PROPOSED CURB AND GUTTER
PROPOSED STORM DRAIN MAIN. SIZE PER PLAN.
FLOWLINE DRAINAGE DITCH
�
FURNISH AND INSTALL SURVEY MONUMENT PER C.O.B.
NG
STANDARD DETAIL ST -13.
AC
C�ISTRUCT STORM DRAIN INLET PER C.O.B. STANDARD
OC
ON CENTER
BCM
DETAIL D -15.
P
CONSTRUCT OUTLET STRUCTURE PER C.O.B. STANDARD
BVC
BEGIN VERTICAL CURVE
P,C
DETAIL D -10.
O
CONSTRUCT TYPE GCP INLET PER CALTRANS STD. PLAN D756
S =Oj0050
PROPOSED SURFACE SLOPE (FEET/FOOT)
1.0%
PROPOSED SURFACE SLOE (PERCENT)
PP
9500 LUMEN STREETLIGHT PER COB STD. ST -14
ABBREVIATIONS
COMPACTED NATIVE SOIL
AB
AGGREGATE BASE
NG
NATURAL GROUND
AC
ASPHALT CONCRETE
OC
ON CENTER
BCM
BRASS CAP MONUMENT
P
PAVEMENT
BVC
BEGIN VERTICAL CURVE
P,C
PAVEMENT= CONCRETE
C
CONCRETE
PRC
POINT OF REVERSE CURVATURE
CL
CENTERLINE
PP
POWER POLE
CNS
COMPACTED NATIVE SOIL
R
RADIUS
CR
CROWN
ROW
RIGHT -OF -WAY
D
DIRT
SD
STORM DRAIN
DI
DRAIN INLET
SF
SQUARE FEET
DWG
DRAWING
SL
STREET LIGHT
EC
END CURVE
SS
SANITARY SEWER
EP
EDGE OF PAVEMENT
STA
STATION
EVC
END VERTICAL CURVE
STD
STANDARD
FG
FINISH GRADE
STR
STRIPE
FL
FLOW LINE
TBM
TEMPORARY BENCHMARK
GB
GRADE BREAK
TC
TOP OF CURB
HP
HINGE POINT
TOE
TOE OF SLOPE
LF
LINEAR FEET
TOP
TOP OF SLOPE
M H
MANHOLE
VG
VALLEY GUTTER
NOTES
1. IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE
ELIMINATION SYSTEM (NPDES), A "NOTICE OF INTENT" (NOI) TO COMPLY WITH THE TERMS OF
THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY
(WQ ORDER NO. 92- 08 -DWQ) MUST BE FILED WITH STATE WATER RESOURCES CONTROL BOARD
IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPLIANCE WITH
THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
BE PREPARED, CONTINUOUSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC
INSPECTION DURING NORMAL CONSTRUCTION HOURS.
2. A PRE- CONSTRC11JC110N CONFERENCE WILL BE REQUIRED FOR THIS PROJECT. CONTACT THE
CONSTRUCTION DIVISION AT (661) 326 -3106 OR (661) 326 -3049 AT LEAST 10 WORKING DAYS
PRIOR TO THE DESIRED START OF CONSTRUCTION TO SET UP AN APPOINTMENT FOR THE
PRE-CONSTRUCTION CONFERENCE.
3. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY CONSTRUC1ION INSPECTION
DEPARTMENT SHALL BE GIVEN 48 HOURS NOTICE. TELEPHONE 326 -3049.
4. ALL MATERIALS SUPPLIED FOR THIS PROJECT WILL REQUIRE A CERTIFICATE OF COMPLIANCE
STATING THAT THE REQUIREMENTS AND STANDARDS SET FORTH BY THE CITY OF BAKERSFIELD
HAVE BEEN MET.
KIRKCALDY DRIVE
BAKERSFIELD, CA
4 J.
. . .......... ..........
Po 559-320- 0(�3�f4�4 Igo j5�5/9( °x/320 -03 (� oC�L�(�'aG/��U t4C�0Sg11V�jC�oV6�Og11,�%Y
5611 E. U'llliOIlr10ETON AV ENUE9 FRESNO, CA 93727 -1 X10((
2 2ND SUBMITTAL 10/10/13
3 APPROVED PLANS 01/30/14
REVISION HISTORY - THIS SHEET
Architecture I Engineering Planning
Hammel, Green and Abrahamson, Inc.
1410 Rocky Ridge Drive - Suite 250
Roseville, California USA 95661
Telephone 916.787.5 100 Facsimile 916.784. 7738
1 Q�OFESS /p�
01 D• Dq
aW No. 71,874
EV: AS
OF C
COVER SHEET
COMM. N0.
SCALE PER PLAN
DAB 01/29/14
DRAWN MW
1. GENERAL
CON ACTOR WI FURNISH ALL MATERIALS TOOLS LABOR, EQUIPMENT AND
SUP VISION NECESSARY TO COMPLETE IMTALLAYION.
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 TIME 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 CONSTRUCTED RELOCATION IF REDESIGN OF THE
ALIGNMENT REQUIRES ADDITIONAL FITTINGS, PIPE OR EXCAVATION THE CONTRACTOR SHALL BE COMPENSATED FOR REVISIT. IN THE EVENT A UTILITY IS DAMAGED
THE CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR ITS REPAIR.
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 ND 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.
2. STANDARD DETAILS
THE FOLLOWING CITY OF BAKERSFIELD STANDARDS SHALL BE CONSIDERED PART OF THESE PLANS:
S -79 S -8, S -99 S -109 S -119 S -209 S -21, ST -6, ST -22.
3. VCP INSTALLATION
MATERIALS: THE PIPE AND FITTINGS SHALL BE EXTRA STRENGTH VITRIFIED CLAY CONFORMING TO CURRENT ASNM 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 COMPRESSION JOINTS CONFORMING WITH THE CURRENT ASTM SPECIFICATION C -425.
THE PIPE AND FITTINGS FOR 6", 8 "9 10 ", AND 12" SANITARY SEWER MAINS MAY
BE PLAIN -END WITH COMPRESSION COUPLINGS CONFORMING 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 SPECIFICA11ON C -425 (STAINLESS STEEL SHEAR RINGS ARE NOT REQUIRED)
4. ABS PIPE INSTALLA1ON
MATERIALS: PIPE AND FITTINGS SHALL MEET THE REQUIREMENTS OF THE CURRENT ASTM SPECIFCATIONS 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.
ANTS: USE ONLY SOLVENT WELDED JOINTS, THE ASSEMBLY OF JOINS SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS 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 SPECIFCA11ON 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 ELASTOMETRIC GASKET JOINTS. THE ASSEMBLY OF JOINTS SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS 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 1, 11, AND III EMBEDMENT
MATERIALS WILL BE CONSIDERED SUITABLE.
6. REINFORCED CONCRETE PIPE WITH PVC LINING
REINFORCED CONCRETE PIPE WITH PVC LINING SHALL MEET THE FOLLOWING REQUIREMENTS:
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 O -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.
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 777 ±5 (251C ±3). .
PROPERTY INITIAL (PAR. 1.C)
TENSILE STRENGTH 2200 PSI MIN(15MPA MIN.) 2100 PSI MIN. (14.5 MPA MIN.)
ELONGATION AT BREAK 20OX MIN. 20OX MIN.
SHORE DUROMETER, TYPE D 1 -SEC. 50-60 f5
(WITH RESPECT TO INITIAL TEST RESULT) 10 -SEC. 35-50 f5
WEIGHT CHANGE f1.5
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 TD 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' 17(21=271 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.
C. CHEMICAL RESISTANCE OF LINER.* AFTER CONDITIONING TO CONSTANT WEIGHT AT 110117(431C) TENSILE SPECIMENS AND WEIGHT CHANGE SPECIMENS SHALL BE
EXPOSED TO THE FOLLOWING SOLUTIONS FOR A PERIOD OF 112 DAYS AT 777 f5 (25'C f3).
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 TH MATERIAL WILL BE SUBJECT TO REJECTION.
CHEMICAL SOLUTION CONCENTRATION
SULFURIC ACID 2096**
SODIUM HYDROXIDE 5X
AMMONIUM HYDROXIDE 5X*
NITRIC ACID 1.0X**
FERRIC CHLORIDE 1.OX
SOAP 0.1 X
DETERGENT O.1 X
(LINEAR ALKYK BENZYL SULFONATE OR LAS)
BACTERIOLOGICAL BOD NOT LESS AN 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.
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.
E. INSTALLATION OF LINING. INSTALLATION OF THE LINING INCLUDING PREHEATNG 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 UtNiNG 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 ANT 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.
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 APPRUAMATELY 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- N -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.
WI-IERE 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 MANUFACTURERS 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 SATISFAC11ON OF THE ENGINEER.
G. FIELD JOINTS IN LINING FOR CONCRETE PIPE. THE JOINT BETWEEN SECTIONS OF UNED 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 WINING 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 NTH A 1 -INCH 25 -MM) WELD STRIP.
THE 4 -INCH (10D -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 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 FOR 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 36D' 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 (1 50 TO 200 MM) AT THE PIPE INVERT TO PROVIDE RELIEF OF
POTENTIAL FUTURE GROUNDWATER BUILD -UP.
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 WITIi A MINIMUM OF 1 INCH (925
MM) OF AN APPROVED CORROSION RESISTANT MATERIAL.
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 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 SEC11ON 7 -2 03(1 E) PARA. 8 ABOVE.
EACH TRANSVERSE WELDING STRIP WHICH EXTENDS TO A LOWER EDGE OF THE LINER WLL BE TESTED BY THE PURCHASING AGENCY. THE WELDING STRIPS SHALL
EXTEND 2 INCHES 50 MM) BELOW THE LINER TO PROVIDE A TAB. A 10 -POUNO (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 W.
PVC FOR PIPE SIZES 18" AND LESS. POLY VINYL CHLORIDE PIPE SHALL MEET THE FOLLOWING REQUIREMENTS:
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.
TESTING. MANUFACTURING TESTING METHODS SHALL CONFORM TO ASTM F -679 (T -WALL). CERTIFICATES OF COMPLIANCE SHALL BE MADE AVAILABLE TO THE
ENGINEER.
INSTALLATION INSTALLATION OF PIPE SHALL FOLLOW MANUFACTURER'S GUIDELINES, THESE SPECIFICATIONS AND ASTM D 2321 "UNDERGROUND INSTALLATION OF
FLEXIBLE THERMOPLASTIC SEWER PIPE.
FIELD TESTS. IN FIELD PRESSURE TESTS SHALL CONFORM TO THESE SPECIFICATIONS AND THE FOLLOWING:
DEFLECTION MEASUREMENT OF PVC PIPE AFTER 3D DAYS OF INSTALLATION THE CONTRACTOR SHALL MEASURE PIPE DEFLECTION BY PULLING A GO -NO -GO 5X
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 MANUFACTURERS RECOMMENDATIONS. THE
MANDREL DIAMETER WILL BE CALCULATED USING THE FOLLOWING FORMULA:
MANDREL DIAMETER = BASE PIPE I.D. -(Y/1D0 X BASE PIPE I.D.)
WHERE Y = ALLOWABLE DEFLECT ON 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- BACKNLLED 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. COMPACT ON 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 INSTALLA11ONS 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 AL WORK. COMPENSATION FOR LOSSES INCURRED BY THE CONTRACTOR BY SUCH AN EMERGENCY SUSPENSION
SHALL NOT BE ALLOWED. DURING BACK FILLING 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 (2DO) 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 (90X) UP TO THIRTY INCHES (30) FROM FINISHED GRADE.
BACKFILL MATERIALS N 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 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 BACKFlLL MATERIAL SHALL BE DISPOSED, BY ANY LEGAL MEANS
AT THE DISPOSAL OF THE CONTRACTOR.
THE CONTRACTOR MAY SUBMIT TO THE ENGINEER SIEVE ANALYSIS FOR UTlUZA11ON OF IN SITU MATERIALS.
ACHIEVING FIRM BEDDING BELOW PIPE SPRINGLIKE. 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 CAREFUL Y EXCAVATED AT PROPER INTERVALS SO THAT NO PART OF THE LOAD IS SUPPORTED BY THE BELLS OR COUPLINGS
DURING BEDDING AND BACKFlLLING CONSOLIDATION OF MATERIAL AROUND AND UNDER BELLS AND COUPLINGS SHALL BE AVOIDED.
CONTRACTOR SHALL HAND -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.
IN111AL BACKFILL. "BEDDING MATERIAL" AS SPECIFIED BY ASTM 2321 8 SHALL BE USE 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 A LEAST TO THE ELEVATION SHOWN ON THE PLANS. THE MATERIAL SHALL BE CONSOLIDATED BY VIBRATORY DR 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 DIREC11ON 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 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 TAMING
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 (9096) RELATIVE COMPACTION.
SUBSEQUENT BACKFILL PLACED BY TAMPING AND /OR ROLLING SHALL BE FREE FROM STONES OR LUMPS EXCEEDING THREE (3) INCHES N 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 SEC11ON
6 -3, "TESTING ", OF HE 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 COMPACT ON WITHIN THE ROADWAY STRUCTURAL SECTION SHALL BE NO LESS THAN NINETY PERCENT
O%) RELATIVE COMPACTION FOR THE TOP FINISHED 30" AND SHALL BE DETERMINED BY CALIFORNIA TEST METHODS 216 OR 231 OR ASTM (CURRENT EDITION)
155 AND ONE OFT HE 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 PROVISONS. 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 DINTS 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 MANUFACTURERS 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 S 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. N 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 W1 LL 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 3 OF THE CITY OF BAKERSFIELD SUBDIVISION
DESIGN MANUAL AND THE PIPE SUPPLIERS 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 OF EXCLUDE DIRT AND ANY OTHER FOREIGN MATERIAL. WHEN PIPE LAYING IS INTERRUPTED,
AS AT NIGHT THE PIPE ENDS MALL 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 LATERAL 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 OP 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 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 MEETINGS SHALL BE INJECTION MOLDED IN -LINE TYPE AND SHALL BE USED FOR ALL LATERAL CONNEC11ONS 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 A FLOWLINE.
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 -I.
LATERALS SHALL BE A MIN MUM OF 2.25' DEEP AND A MAXIMUM OF 7' DEEP AT PROPERTY LINE OR RIGHT -OF -WAY LINE AND MINIMUM OF 2.5' DEEP AT FLOWLINE.
13. ALL SEWER STUBS 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 711 -1.07 OF THE STANDARD SPECIFICATIONS OF THE SATE 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 THPROVISIONS IN SECTION 65, "REINFORCED CONCRETE PIPE", OF THE STANDARD
SPECIFICATION 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 -108 "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 -1.068 "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 RESIDENT 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 MANUFACTURERS 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 HOLIES 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 COMPLE11ON 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 NTH SAND IF THE PIPE AND CASING ARE INSTALLED BY BORING THE SPACE AROUND
THE CASING ALSO SHALL BE BACKFILLED WITH GROUT DR 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 CONTRACTORS 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 :N A SAFE AND EFFICIENT MANNER CONSISTENT WITH CURRENT ACCEPTED PROCEDURES WATER BORING SHALL
NOT BE PERMITTED. THE CASING PIPE SHALL BE JACKED WITH SUCH PRECIS ON THAT WILL A LOW THE REPLACEMENT OF THE PIPELINE TO THE LINE AND GRADE AS
INDICATED ON THE PLANS.
UPON COMPLETION OF THE INSTALLA11ON 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 UANGEROUS 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.
THE PRECAST CYLINDE,R TAPE,R 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 LOCA1IONS SHOWN ON THE PLANS
IN ACCORDANCE WITH THESE SPEC AL 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 N0110E 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 ENGINEERS ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT
OF WAY AND INSURANCE SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT.
KIRKCALDY DRIVE
BAKERSFIELD, CA
r - I I 7 7'T , , I
IL I I I s I
, 11 t " , , Ill , .
, � _11111 I I
, , � � I
, 1,
, T - , I
I "i-I 41, " _,_��",
-l"'I., - ,�� -
L_ , 11--ly., %, .11-1. I _,_----._'1k�__" ,
Po 559°320-0344 F. 559 °320-0345 WWW.GEfFRESNO.COM
5811 E. G°PRONCETON "ENUE, FRESNO, CA 93727 -1377
1 RST SUBMITTAL 08/19/13
2 2ND SUBMITTAL 10/10/13
3 APPROVED PLANS 01/30/14
REVISION HISTORY - THIS SHEET
I -M
Architecture I Engineering I Planning
Hammel, Green and Abrahamson, Inc.
1410 Rocky Ridge Drive - Suite 250
Roseville, California USA 95661
Telephone 916.787.5100 Facsimile 916.784.7738
QRQf E,is
I 11
��F
Q� �• Dqc tic
�� �� k
owc Q M
No. 71,873
* EDWF It l5wavf *
f wia► Q`
9 C er �
p A�,�F
ZL6140_7_.�
COMM. NO.
SCALE
DATE
DRAWN
PER PLAN
o1/2s /1a
MW
STORM DRAIN LINE TABLE
LINE
DIA.
LENGTH
BEARING
D1
15in
37.12
S79'51'2399E
D2
361n
256.96
N58'20930 "E
D3
24in
108.49
N20'56'09 "E
D4
181n
20.00
S43'53958 "E
D5
18in
20.00
N43'539 58 "W
D6
24in )
(161.91)
( E
CENTERLINE LINE TABLE
LINE
LENGTH
BEARING
(Si)
C1
N 46'06 02 E
S2
83.80
N46'06'02 "E
S3
69.41
N90'00'00 "E
S4
20.00
N00'00'00 "E
CENTERLINE CURVE TABLE
LINE
LENGTH
RADIUS
DELTA
C1
186.85
500.00
21'2441"
C2
341.97
300.00
65'18'40"
............. «.tam^°`
FURNISH AND INSTALL STATE STD.
R2 -1 (SPEED LIMIT 25) SIGN AND
STATE STD. R26(CA) (NO STOPPING
ANY TIME) SIGN ON POST
KIRKCALDY DRIVE
PM 11894
iiiv : ?.:n:.v vti \v'.?.v }, •v. vv
::•, >. \:i�i:::•:`�? : ??1ti{?i i " ??i' :•a�.:.. v.v.: \vvti'tii{.:nv::;::� \'{::::::?•
v. .. ` .:.v vv4'r •: \v •vti ,4'�� '• \.}:ii ?v: �vvv. v 1
.. vtw \:::�x..;�.tiw; •:ti. \.:: ?.'.::,:::ti;S,'tii::.. :4: }.av:: • w ?�::ti24k: ? {:ti:.:.: }:.� >:
,•v \ti`.'.} \ti "''•: iti:`v:: ?; •}. :•.4 +i::;`.:ti:iiv? i4•:: ? ?Y ? >.:v::. �vi;0'.? •}
vti
jji:::: i:: j;:;: i4k:::: i0 ::•it•:?i• } ?}: >,. }'? {`.: ? ?}}}• .•'.: itiv :::ti ? \ \iy~:�iii':n:}v� \`� ?: ?:: v...?• ?4��•
C•$ is :iji:?:� ?�:ii: ?;i: ?ti:4: ?ti:i:::: iij: :n: ?: ::•' f:•'
:::•::v:: \n�Y•� :'r:�tirii:{t�'i�`;:::;h::;: ice• ?.'<:::�T:`{
iLi4ti .. ... },.: :.vv:
2.0
4. .
't4::i:i}i':iiiiiiii: iiiiiiiiT:t:ii 'i':`v v' ?ik 4 ?.v...: •..:.... :.......
EXISTING 15
D. ..J ``,vti•?
i:::ti:• : +�'v
_
DRAIN LINE
MEN T
�: ♦ k�• 4i ^..
101.
EXISTING 8"
WATER MAIN
NINE. Z,1,11
}°
�i
C \\
INSTALL S ALL STAN'A -
D RD TYPE III BARRICADE WTH (CA)r
SIGN WTH OM4 -3 MARKER AT PHASE BOUNDARY \Of
TRACT IF ADJACENT PHASE IS NOT CONSTRUCTED.. A�\\ \\
;.SAME TIME. REMOVE AND SALVAGE' SIGN IMTH (30 Le b K U N U
CONSTRUCTION OF ADJACENT PHASE:..
ry
TI
E ONTO EXISTING..,... 1
5 CMP PIPE OUTLET.
CONSTRUCT CONCRETE COLLAR PER. DETAIL "CO"
o ON SHEET 4. SALVAGE EXISTING FLAPPER VALVE.
\ 822.3± 15 "IN V (E)
\� CONSTRUCT CONCRETE CHANNEL
\ PER. DETAIL "CH" ON SHEET 4..
FURNISH AND INSTALL 36± OF
X44 \15" RCP STORM DRAIN
444..
— CONSTRUCT TYPE GCP INLET PER CALTRANS
\ \\ STD. PLAN D7513. ..INSTALL SALVAGED FLAPPER
\`\ CC TE ON 15" PIPE INSIDE INLET WALL
4
82 . 0 INLET
DO\W
N (W)
\ 81 Q.00 3fill( \\ (SW)
KIR ALDY D VE
..,,
EXI
,, BAKERSFIELD,
STING NCRETE
\� \\ CHANNEL T SEMI AI N
NNN
'Y
\\
!S11
1 1 RST SUBMITTAL 08/19/13
2 2ND SUBMITTAL 10/10/13
3 APPROVED PLANS 01/30/14
REVISION HISTORY'-,THIS SHEET
Ad AOM%
IL E
Architecture I Engineering I Planning
Hammel, Green and Abrahamson, Inc.
1410 Rocky Ridge Drive - Suite 250
Roseville, California USA 95661
81 Telephone 916.787.5100 Facsimile 916.784.7738
KIRKCALDY DRIVE
�:1a:�MW vim
Mw
30'
CONCRETE
CHANNEL 5'
4' FUTURE 5' 20'
LANDSCAPE
ETW
/N
JG V 1 I VIV /y- /y
SCALE: 1"=4! HORIZONTAL
\\
CONSTRUCT
CONCRETE CHANNEL
PER DETAIL "CH"
JGV IIVIV a -G
SCALE: 1' =4' HORIZONTAL
#4 REINFORCING BAR
HOOPS (4 -TYP.)
P
AND SIDEWALK ",.� �,,,..•� "'
0.20" A.C. PAVEMENT -�
0.70" AGGREGATE BASE
0.70" COMPACTED SUBGRADE
95X RELATIVE DENSITY
h
R =14 T1=4.5
30'
5'
FUTURE 5 20'
LANDSCAPE
ETW
8'
2" OX
30'
CONCRETE
5' CHANNEL
20' 5' FUTURE 4'
LANDSCAPE
ETW
12' J 8' M.
CURB, GUTTER AND
SIDEWALK
30'
5'
20' 5' FUTURE
LANDSCAPE
ETW
8'
2.0%
2X
:• `\ MATCH
•'` EXISTING
CONSTRUCT CONCRETE
CHANNEL PER DETAIL "CH"
\ \ \ \ \ \\ \ \ \ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ °` S UCT
/ / / / / / / / / ` CONCRETE CHANNEL
/ / / // \\C �RB, GUTTER
\ \ PER DETAIL "CH"
AND SIDEWALK .
.�
0.20" A.C. PAVEMENT
0.70" AGGREGATE BASE
0.70" COMPACTED SUBGRADE
95X RELA11VE DENSITY
R =14 T1=4.5
FILL MATERIAL SHALL BE PLACED IN LAYERS WHICH, WHEN COMPACTED,
SHALL NOT EXCEED SIX (6.0) INCHES IN THICKNESS. EACH LAYER SHALL
BE SPREAD EVENLY AND THOROUGHLY MIXED DURING THE SPREADING TO
INSURE UNIFORMITY OF MATERIAL IN EACH LAYER, TOP 6" MUST BE
COMPACTED TO 95X RELATIVE DENSITY. -REFER TO SOILS REPORT
#4 REINFORCING BARS AT 12"
O.C. AROUND THE PERIMETER
OF CONCRETE COLLAR
• a' d
v a•
. r
A.. d "
8 MIN. ALL SIDES
.4 a
v r v
• ,4
:a d . a 1 3" CLEAR
V. v
v
SECTION VIEW
NOTES:
1. ALL REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS.
2. INSIDE JOINT SHALL BE SMOOTH FINISH (BRUSHED) AND FLUSH.
SCALE: N.T.S
in CM P
0 12"
. AROUND THE PERIMETER
CONCRETE COLLAR
PROPOSED 15" RCP
PER PLANS
CHECKERED
COVER
B B
FlLL CHANNEL WITH CONCRM
ALL AROUND KET
SEE sEE DETAIL Or
ML CONCRETE TO
iov OF rover
Baw►naN
MATCH CHANNEL
'-0401
NOTES:
1. For details of steel pipe inlets, see Standard Plan D75A.
DETAIL "F•' 2. For details of ladder and steps and when ladder or steps
are required, see Standard Plan D75C.
3. Inlet pipes shall not protrude into basin.
4. Except for inlets used for junction boxes, basin floors shall
have minimum slope of 4 :1 from all directions toward
outlet pipe, and a wood trowel finish.
5. See Standard Plan D77A and Standard Plan D77B
for Grate and Frame Details and Weights of Miscellaneous
Iron and Steel.
6. Designation of Type OCPI pipe inlets on plans indicates trash
racks are to be furnished and installed on all side openings.
See Standard Plan D75C for Trash Rack details.
7. More than one side opening may be required. Location and
number as ordered by the Engineer. Opening may be cast
In pipe.
8. Chain to be provided when specified.
9. Place pipe so bars of grate will be parallel with main
surface flow.
10. Redwood covers shall only be placed at locations designated
SEC11ON B -B on the plans.
TYPE OCP or OCPI
Conof
Not
NOW 6) WM sted 0WAr ?" Min Dia x 1' -3"
BENT AS SHOWN
4 ?" 1 ?"
R = ?"
SLOT ? x 2 ?" ?" CHECKERED A
1 ?" �• ♦• i. is ♦• i. ' i. ♦•'.
HOLE
i. i. ♦ '
i
.
REMOVE CONCRETE CHANNEL
eE�roND KEE MACMgLL AND
1-•i
CGIVACT 1007ING ORMSID.
r - •
_ PROP06ED C0NCRE7E
CHANNEL M TCH E)ISTMIG
CHANNEL FL0U JNE.
EXE MIG CONCRETE
D!0=3-6"
CHANNEL
CHECKERED
COVER
B B
FlLL CHANNEL WITH CONCRM
ALL AROUND KET
SEE sEE DETAIL Or
ML CONCRETE TO
iov OF rover
Baw►naN
MATCH CHANNEL
'-0401
NOTES:
1. For details of steel pipe inlets, see Standard Plan D75A.
DETAIL "F•' 2. For details of ladder and steps and when ladder or steps
are required, see Standard Plan D75C.
3. Inlet pipes shall not protrude into basin.
4. Except for inlets used for junction boxes, basin floors shall
have minimum slope of 4 :1 from all directions toward
outlet pipe, and a wood trowel finish.
5. See Standard Plan D77A and Standard Plan D77B
for Grate and Frame Details and Weights of Miscellaneous
Iron and Steel.
6. Designation of Type OCPI pipe inlets on plans indicates trash
racks are to be furnished and installed on all side openings.
See Standard Plan D75C for Trash Rack details.
7. More than one side opening may be required. Location and
number as ordered by the Engineer. Opening may be cast
In pipe.
8. Chain to be provided when specified.
9. Place pipe so bars of grate will be parallel with main
surface flow.
10. Redwood covers shall only be placed at locations designated
SEC11ON B -B on the plans.
TYPE OCP or OCPI
Conof
Not
NOW 6) WM sted 0WAr ?" Min Dia x 1' -3"
BENT AS SHOWN
4 ?" 1 ?"
R = ?"
SLOT ? x 2 ?" ?" CHECKERED A
1 ?" �• ♦• i. is ♦• i. ' i. ♦•'.
HOLE
i. i. ♦ '
i
.
SLOT ?" x 2"
CHECKERED A
1-•i
�•
1
lk
SLOT 3/4" X 2"
Y4 CHECKERED PLATE
�' ♦ : • • ;,
;
104.
?"
All
Shelf
0
W transition channel between
,
". 4.0 Dia.
ie
TRAFFIC INDEX DEPTH
- _
(1.2m)
3.0 _ 5.0 1.2' (0.3m)
55 6.5 1.5' (045m)
fI
(y,,,/
•s Vi f .:.
T_
♦
♦
TACK WELD 1' -6" x b
HEAT- TREATED CHAIN TO
Nhere incoming and outgoing
r • •;
as
I sewers kr a manhole are of
I
o
LUG AND COVER (SEE NOTE 8)
DETAIL "F"
SECTION C -C
to 90X relative compaction.
Tate 'A
'A �' UAw limit of pave zone shall be 1.0' (03m)
? "Ax11"
III
(gym)
I�I above tole of pipe bell or the outside diameter
zone to conform to notes 1, 2
=
05" Dia. (15mm) hors
STATE OF CMAMM IIA
and 3
4�
DEPARTMNW OF 11RAN9PORTATION
** For public utilities , construction
DETAIL "E"
CONCRETE PIPE
INLETS
NO SCALE
Utilities Commission General Orders
" Pipe or conduit
6.0" (015m
Beo4f,r►g Ala eriol for
D75B
EXISTING CONCRETE CHANNEL
.7Gtr 11VM %.-
SCALE: N.T.S.
SCALE: N.T.S.
24'
FUTURE PRIVATE ROAD
NOT PART OF THIS PLAN
NOTES:
1. PRIVATE ROAD IS PART OF PROPOSED FUTURE IMPROVEMENTS
AND SUBJECT TO CHANGE.
C
e
6'
3' 3'
A
• . a ••
.� A
MPx'
• ' 4" THICK CONCRETE
24" INLET WIDTH
(TYPICAL)
1/4" CHECKERED PLATE
TACK WELD 1' -6" OF Y4 24" INLET WIDTH
HEAT- TRATED CHAIN TO FRAME (TYPICAL)
1 " AND COVER
PLAN 36" MIN.
RIVETS, SPOT WELD OR TACK
36" CMP WALL WELD AT Jr POINTS TO CSP 1/4* CHECKERED
DETAIL "C" : • " " " "
SEE DETAIL C SEE DETAIL D
a A
WELD )" GALVANIZED STEEL PLATE • : ; ,, ;
REINFORCEMENT (2 REQUIRED) ONE ON EACH �. 2
SIDE OF OPENING TO PROVIDE ADDITIONAL •� • ,. 4 �•'•:
SUPPORT FOR STEEL PLATE COVER % 40 . • a
a
SECTION E- E
Y" CHECKERED PL A
D
v
M AT
N
PUNCH 914 0
HOLES IN ANG E
L3" X 3" X 3/8" OR
L3 "X2X "X3/8"
36" CORRUGATED STEEL PIPE
(CSP) DETAIL "D"
SCALE: N.T.S
I
i 4.0' (1.2 I I
I Ouf/et I
r -- r'45'(1.4m1Min_ --i - -- , r. -�
Wfiere k►comir nd t '
I
i
I
I
Ir
.Ir
u
`" `" n
o h I�
11
I
i
i
L
a ou
sewers in a manhole my y ih
1/2" MIN 0 X 3"
°
9/16" 0 HOLE IN ANGLE
1
lk
SLOT 3/4" X 2"
Y4 CHECKERED PLATE
I sewers 80" (0.2m) beynad
;
w
inside of well and shape
All
Shelf
0
MPx'
• ' 4" THICK CONCRETE
24" INLET WIDTH
(TYPICAL)
1/4" CHECKERED PLATE
TACK WELD 1' -6" OF Y4 24" INLET WIDTH
HEAT- TRATED CHAIN TO FRAME (TYPICAL)
1 " AND COVER
PLAN 36" MIN.
RIVETS, SPOT WELD OR TACK
36" CMP WALL WELD AT Jr POINTS TO CSP 1/4* CHECKERED
DETAIL "C" : • " " " "
SEE DETAIL C SEE DETAIL D
a A
WELD )" GALVANIZED STEEL PLATE • : ; ,, ;
REINFORCEMENT (2 REQUIRED) ONE ON EACH �. 2
SIDE OF OPENING TO PROVIDE ADDITIONAL •� • ,. 4 �•'•:
SUPPORT FOR STEEL PLATE COVER % 40 . • a
a
SECTION E- E
Y" CHECKERED PL A
D
v
M AT
N
PUNCH 914 0
HOLES IN ANG E
L3" X 3" X 3/8" OR
L3 "X2X "X3/8"
36" CORRUGATED STEEL PIPE
(CSP) DETAIL "D"
SCALE: N.T.S
I
i 4.0' (1.2 I I
I Ouf/et I
r -- r'45'(1.4m1Min_ --i - -- , r. -�
Wfiere k►comir nd t '
I
i
I
I
Ir
.Ir
u
`" `" n
o h I�
11
I
i
i
L
a ou
sewers in a manhole my y ih
Fmish Grade
°
size, extend /owe halves of
4
a
IN GREA TEST
I sewers 80" (0.2m) beynad
;
Backrdl compacted to 95z rdetirie
inside of well and shape
All
Shelf
, *Street IDlC MB"
T
W transition channel between
,
". 4.0 Dia.
ie
TRAFFIC INDEX DEPTH
ends of lower halves of poes
- _
(1.2m)
3.0 _ 5.0 1.2' (0.3m)
55 6.5 1.5' (045m)
fI
(y,,,/
•s Vi f .:.
70-80 2.0; (0.6m)
,i
- 8.5 OR MORE 2.5 (0 75m)
-
compaction in a/l other areas
Nhere incoming and outgoing
r • •;
. Backfdl compacted to 90X
I sewers kr a manhole are of
I
o
the some diameter, the top
half f '
f,
-- - - -� -� o pipe slid! only be
I removed between walls and Inlet
the broken edges shall be I
plastered smooth with I
cement Marta-
PLAN A T BD TTOM
PLAN A T SURFACE
P.C.C. slab not to be poured until
R =0.5" paring is in place. Slab and lid
(121mm) to be 0.125" to 0.25" (3mm to 6mm)
below new finished paving.
2.0 Min. p Dr min. jam) (01m)
x 9 � NO TES.-
"
2: 1 Mortar, " �" 1. All work shill carnfowmp to the gvptk&e sections of the
Dry Packed specifications entitled "Standard Speancations, State of
2.0' Mir. California, Department of Transpartation ", 4 oved
current edition.
2 All unlined manhole mints shall be idled with Kent
seat or approved black mastic equal. Inside of manholes
I must be mortared and neatly racked or wiped on inside
of Poe,
3 Pre cast reinforced manhole sections shall be constructed
M accordance with the prookons of ASTM C -478,
current edition.
4
4. All sewer manhoft for sewer lines larger than 18' (0.46m)
m diameter, shall be lined with "T -Lock" or Wrowd equal.
4.0' Did.
(1.2m) 5 Concrete pod shall be cured with a white pigmented
curing compound as per section 90 -7018 of the standard
specification&
Shelf cope is 8.33A' 6. See standard snowing SW-6 for frame, cover, and
ftp manhole details
s .
7 AN channels shall be smooth finished with steel trowel.
4.0 Min. Shelf shop be broom finished for s✓o resistance.
;`.. ..
FILENAME: SW-2REv
w z
Caic�ete, :. DAN 6/2/99 a STANDARD DRAW
jai
4.69' 1.4,30) MANHOLE. SHAW
scmz
cn� TYPE "A" N.T.S.
APPROVED SFIEET NO.
Aggregate SECTION CiTY OF BAKED (Calcareus)
SW-2
)
CITY ENf,14M PUBLIC WORKS DEPARTMENT
R_X"
SLOT -�
W X2Y4
Id
• i,�sy ,
WARP CONCRETE CHANNEL
CSP TO MATCH INLET
RISER
36"
)" MIN
0
W RIVETS, SPOT WELD
OR TACK WELD AT
POINTS TO CSP
SECTION C- C
Pavement
Fmish Grade
PiPE
WD
* Depth caries depending on the
IN GREA TEST
TAMPING
streets Traffic Index (T.1.1 See
Backrdl compacted to 95z rdetirie
Table 'B" below
compaction in roadway areas from 3.O'
, *Street IDlC MB"
T
(09m) beyond back of curb, exduding
all but the outer 1.0' (0.3m) of the
Zc
ie
TRAFFIC INDEX DEPTH
median areas, and in alleys, wither ........
- =
j
3.0 _ 5.0 1.2' (0.3m)
55 6.5 1.5' (045m)
roadway �•
E. D" (0.15m) wider
70-80 2.0; (0.6m)
ime oxw�ermentsoccw�pted
-
Backfdl compacted to 90X relative - S. I
- 8.5 OR MORE 2.5 (0 75m)
-
compaction in a/l other areas
1.5(0.45m) wider
1.0(0.3m) wider
. Backfdl compacted to 90X
both sides
both sides
QD I� relative corpoctim
Backhil in pipe zone compacted
Shan Hinge
to 90X relative compaction.
Tate 'A
'A �' UAw limit of pave zone shall be 1.0' (03m)
Backffll material wither the pine
III
(gym)
I�I above tole of pipe bell or the outside diameter
zone to conform to notes 1, 2
=
05" Dia. (15mm) hors
- of plain end pipe.
and 3
4�
r
..
** For public utilities , construction
•% "- "Hounchin9
requirements as per the Public
Bar length = pipe 0.0
Utilities Commission General Orders
" Pipe or conduit
6.0" (015m
Beo4f,r►g Ala eriol for
t 10" (025m)
P
Pie as per
4. Testing of backikl moterids stall be in accordance with the
ASTM D 2321
tests listed in Section 6 -3.01 of the Standard Specifications,
(or ASTM D1567, Method 'C') for trench width greater than 1.0' (0.3m).
NOTES•
If trench width is less than 1.0' (0.Jq), bockIN with 2 sock slurry.
1. Bockfil/ for Rigid Pipe.
5. Compaction tests wil be required and shall be the respons-
Backfdl materld within the pipe zone shah be free of
ibility of the DeWeper / Suhdirider / Contractor. The number
deleterious materiel and shat! have a Sand £quivintent of not
and location of the tests shall be determined by the City
less than 20 and shall conform to the following grading.•
Engineer. The tests shall be in accordance with the tests
Scene Size Percentage passing
listed At Section 6 -,301 of the Standard Specifications, (or
3/4" (20mm) 100
ASTM D1557, Method "C ").
No. 4 35 --100
No. 30 20 -1010
6. Each layer of bockflll material shJ meet the compaction,
This backfil/ material shall be placed in not to exceed one
sand egarivw�lent and gradation requiroments before the next
foot (1.0' loose)(0.3m) layers, simultaneously on each side of the
layer is placed.
pipe in such a manner as not to damage or disturb the pipe on
its alignment and grade. Each layer small be thoroughly comp -
7. For pavement patches within paved areas, see standard
acted by mechanical tamping. Backflll material sham be
drawing ST -12 in this design manual.
properly compacted to springffie prior to proceeding.
2. Backfill for flexible pipe.
TABLE "A"
Poe and fittings shall be mstafled m accordance with the
current ASTM specification D -2321. Only Class I and ll
embedment matenalls within the pine zone will be considered
suitable. Whin the pipe zone, water flooding and jotting shall
not be used for backffll compaction for flexible p{pe The
bedding and hounchkg shall be hand placed to the Spring line
of the pipe and properly compacted. For sewer mains, Class l
bedding is required for beading and hattrrtching. Care shall be
tafren not to dls/ocafe the pyre. The remaining back& in the
pipe zone shall be hand placed and compacted kn lifts not to
exceed 6.0 (0.15m) thickness Bockflrl material shall be
property compacted to slpringlfirne pr7ar to proceeding.
The followin
shall apply for trench widths:
PiPE
WD
TH
IN GREA TEST
TAMPING
CLASS I BEDDING
DIMENSION
Weld hinge
OR SLURRY
1.0(0.3m) or less
1.0(0.3m) wider
4.0" (75mm) wider
doped galwronized after fabrication.
both sides
both sides
1.0'(0.3m j up
1.0'(0.3m) wider
E. D" (0.15m) wider
to 2.0 0.6m
both sides
both sides
2.0(0 6m) or more
1.5(0.45m) wider
1.0(0.3m) wider
both sides
both sides
FILENAME: ST -13REV
3. Bockfdl material above the poe zone shat! be free uAtE s /2 /�
of deleterious moterid and lumps or stories exceeding STANDARD
4.0" (73mm) in greatest dimension and shall be °R""" ,�
placed in not to exceed one foot (1.0' loose) (0.30) TRENCH B A C K EI LL CHEOM
Iaywrs and each /ayes- shall be thoroughly compacted AND COMPACTION M SHAW
b mechanical tom ping. scAV:
y p�9 REQUIREMENTS N.T.S.
APPROVED SHEET NO.
CRY OF ELD
ST-1 3
CALFOFNA
CITY ENGINEER PUBLIC WORKS DEPARTMENT
6" (TYP-)
6" °
A
6" MIN _. '.!'.. .A. %..
1 4. '... V: MORTAR ALL
AROUND PIPE
ELEVATION
* Unless otherwise
allowed
L,
025" x 4.0" x 4.0" Angle
(5mm x 1001mm x 10�Amm)
4
approved current edition.
Weld hinge
2 Side slopes shall not exceed 2.• 1.
3. All exposed metal in the outlet structure shall be hot
doped galwronized after fabrication.
to angle
"
4
80
02m
20
(50mm)
Shan Hinge
2.0"
(gym)
05" Dia. (15mm) hors
of 6.D" (015m) centers
Bar length = pipe 0.0
t 10" (025m)
PLAN
NO TES:
1. All work shown shall conform to the applicable
sectr�ns of the current specifications entitled "Standard
L,
Specifications, State of Califamirr, Business and
Transportation Agency, Department of Transportation ,
4
approved current edition.
2 Side slopes shall not exceed 2.• 1.
3. All exposed metal in the outlet structure shall be hot
doped galwronized after fabrication.
a
4 Concrete shall contain no additives unless prior
4
writfen opprovlal is obtained tram the City Engineer
5. Concrete shall be cured with a white pigmented
cur1V compound campl*g to section 90 -7.018 of
the standard specifications
6. No poe bells shall be placed in the structure.
7. See standard D -9 for drainage basin standard.
2.75 x 8 0" Anchor (70mm x 02m)
Bolts welded to angle 6 0" (0.15m} from ends
8.0"
.; (0.2m)
wli�...� .rte A • :
a i•
1.0
60" (0.m)
(0.15m)
6.0"
60
(0.15m) (015m)
SECTION
ELEVA TION
OUTLET STRUCTURE
0375 x 2.0 (1Amm x 50mm)
Rat bar (length = pipe O.D. f
10" (0.25m))
6.0 " (0.15m)
0.5" (15nm) bars
at 60" (0.15m) O.C.
a375" 0anm) Gdvw&ed
machine bolts into lead shidefds
Weld 0.5" (15mm) bas to flat
bars at top and bottom
FILENAME: 0 -10REV
DAIS 672799
STANDARD DRANN
km
DRAINAGE BASiN • SyAw
OUTLET STRUCTURE
�� N.T.S.
APPROVED SHEET NO.
CRY OF D-1 0
Ci
pn' ENOa�6R Pu�IC WORKS DEPARTMENT.
>
KIRKCALDY DRIVE
BAKERSFIELD, CA
/1�k 1RST SUBMITTAL 08/19/13
2 2ND SUBMITTAL 10/10/13
3 APPROVED PLANS 01/30/14
REVISION HISTORY - THI S HEET
S
Architecture I Engineering Planning
Hammel, Green and Abrahamson, Inc.
1410 Rocky Ridge Drive - Suite 250
Roseville, California USA 95661
Telephone 916.787.5100 Facsimile 916.784.7738
CONSTRUCTION DETAILS
COMM. NO.
SCALE
PER PLANS.
DATE
01/29/14
DRAWN
MW
X