HomeMy WebLinkAbout1.4-6557 Record DrawingA
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STRUCTURAL GENERAL NOTES
1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND
SITE CONDITIONS BEFORE STARTING WORK AND NOTIFY ENGINEER
IMMEDIATELY OF ANY DISCREPANCIES.
2. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF
THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT
TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY
WORK.
3. RESOLVE ANY CONFLICTS ON THE DRAWING WITH THE ENGINEER
BEFORE PROCEEDING WITH CONSTRUCTION.
4. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITIES IN
THE AREA TO BE EXCAVATED PRIOR TO BEGINNING EXCAVATION.
5. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE
REQUIREMENTS OF THE LATEST EDITION OF THE STANDARD
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION & THE CBC.
6. THE ENGINEER DOES NOT WARRANT THE ACCURACY OF SCALED
DIMENSIONS. ALL DIMENSIONS SHALL BE AS DESIGNATED ON THE
DRAWINGS. NO SCALING OF DRAWINGS SHALL BE ALLOWED.
REINFORCING STEEL
1. REINFORCEMENT FOR CONCRETE SHALL CONFORM TO SECTION 201-2
OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION.
2. BAR REINFORCEMENT SHALL CONFORM TO ASTM A615 AS FOLLOWS:
GRADE 40 FY=40KSI ...... NO.3 BARS & WHERE NOTED ON PLANS
GRADE 60 FY=60KSI ...... NO.4 BARS & LARGER
3. REINFORCING STEEL SHALL BE PROVIDED WITH THE FOLLOWING
AMOUNTS OF CONCRETE COVER:
FOOTINGS (CONCRETE DEPOSITED AGAINST EARTH) .............. 3"
"CONCRETE SURFACE (FORMED) EXPOSED TO EARTH
ORWEATHER........................................................................ 2"
COLUMN REINFORCING (INCLUDING COLUMN TIES) ................. 3"
4. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND INSERTS SHALL
BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE OR
GROUT.
5. UNLESS OTHERWISE NOTED IN DETAILS, FURNISH NO.3 SPACER TIES AT
APPROXIMATELY 2'-6" O.C. IN ALL BEAMS AND FOOTINGS TO SECURE
REINFORCING IN PLACE.
FOUNDATION
1. ALLOWABLE SOIL BEARING PRESSURE = 2,000 PSF
(INCLUDES +1/3 INCREASE FOR SHORT TERM LOADS)
2. BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 18" BELOW
LOWEST ADJACENT GRADE & SHALL BEAR IN COMPETENT SOIL.
3. CHARACTER OF SOIL:
"PRELIMINARY GEOTECHNICAL ENGINEERING INVESTIGATION, PROPOSED
RESIDENTIAL DEVELOPMENT, TENTATIVE TRACT 6557, SWC OF STINE RD &
BERKSHIRE RD, BAKERSFIELD, CALIFORNIA," BY KRAZAN & ASSOCIATES,
INC., PROJECT NO. 022-05218, DATED FEBRUARY 28, 2006.
"GEOTECHNICAL ENGINEERING INVESTIGATION UPDATE, TRACT 6557 PHASE
2, SEC OF BERKSHIRE RD & MOUNTAIN RIDGE DR, BAKERSFIELD,
CALIFORNIA," BY KRAZAN & ASSOCIATES, INC., PROJECT NO. 026-15442,
DATED AUGUST 24, 2015.
4. CONSTRUCTION AT THE SITE SHALL BE IN ACCORDANCE WITH THE
5 RECOMMENDATIONS OF THE SOILS REPORT,
BEFORE ANY CONCRETE IS PLACED, EXCAVATIONS SHALL BE CHECKED
AND APPROVED BY INSPECTOR TO INSURE COMPLIANCE WITH THE
REQUIREMENTS OF THE SOILS REPORT.
6. ALL FILL MATERIAL IS TO BE COMPACTED TO 90% OF MAXIMUM
DENSITY. INSPECTION IS REQUIRED DURING FILL AND COMPACTION.
GEOTECHNICAL DATA
SOIL INTERNAL FRICTION ANGLE = 28'
ACTIVE EFP (LEVEL) = 40 pcf
ACTIVE EFP (2:1 ASCEND) = 60 pcf
PASSIVE EFP (LEVEL) = 325 pcf
PASSIVE EFP (2:1 DESCEND) = N/A pcf
MAX FOUNDATION PRESSURE = 2,000 psf (INCLUDES )', INCREASE FOR SHORT TERM)
SDS =0.804
Fp = 0.3 SDS *1 *W = 0.241 W
FOOTING SOIL FRICTION = 0.35
FOR ADDITIONAL INFORMATION AND GEOTECHNICAL PARAMETERS NOT SHOWN
REFER TO PROJECT GEOTECHNICAL INVESTIGATION.
DESIGN DATA
STEM WALLS - 2013 CBC LOAD FACTORS
TRENCH FTGS - CALTRANS MEMO TO DESIGNERS 22-1 LOAD COMBINATIONS
DEAD LOAD: MASONRY (LRFD)
CONCRETE DENSITY, w = 150 pcf f'm = 1,500 psi
SOIL DENSITY DRY, w = 120 pcf fy = 60,000 psi
0 FLEXURE = 0.9
CONCRETE: (ULTIMATE STRENGTH DESIGN) 0 SHEAR = 0.8
f'c = 2,500 psi 0 FLEXURE = 0.9 SPECIAL INSPECTION REQUIRED
fy = 60,000 psi 0 SHEAR = 0.85 GROUT ALL CELLS, U.N.O.
SHEAR AND BOND STRESSES PER ACI 318
NOTE:
1. PLACE EXPANSION JOINTS AT 20' O.C. MAX
2. SPECIAL INSPECTION REQUIRED
3. GROUT ALL CELLS, U.N.O.
RETAINING WALL DESIGN PARAMETERS
CITY OF BAKERSFIELD,, COUNTY OF KERN CALIFORNIA
TRACT NO. 6557 - PHASE 2
BLOCK WALL CONSTRUCTION PLANS
REINFORCED CONCRETE GENERAL NOTES
1. CONCRETE SHALL CONFORM TO SECTION 201 OF THE STANDARD
SPECIFICATION FOR PUBLIC WORKS CONSTRUCTION.
2. PLACING OF REINFORCEMENT SHALL CONFORM TO SECTION 303-1.7,
PLACEMENT OF REINFORCEMENT, OF THE STANDARD SPECIFICATIONS
FOR PUBLIC WORK CONSTRUCTION.
3. CEMENT SHALL CONFORM TO ASTM C-150, TYPE II/V.
4. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT
28 DAYS OF 2,500 PSI, (CLASS 500-C-2500)
5. THE MAXIMUM SLUMP SHALL NOT EXCEED 5". MAX WATER/CEMENT
RATIO SHALL NOT EXCEED 0.5
6. DIMENSIONS FROM FACE OF CONCRETE TO STEEL ARE TO CENTER
OF BAR UNLESS OTHERWISE SHOWN.
7. CONCRETE DIMENSIONS SHALL BE MEASURE HORIZONTALLY OR
VERTICALLY ON THE PROFILE, AND PARALLEL TO OR AT RIGHT
ANGLES (OR RADIALLY) TO THE CENTERLINE ON THE PLAN EXCEPT
AS OTHERWISE SHOWN.
8. ALL BAR BENDS AND HOOKS SHALL CONFORM TO SECTION 201-2,
REINFORCEMENT FOR CONCRETE, OF THE STANDARD SPECIFICATIONS
FOR PUBLIC WORK CONSTRUCTION.
9. PROJECTING CORNERS OF SLABS, BEAMS, COLUMNS, WALLS, ETC.
SHALL BE FORMED WITH A 3/4" CHAMFER UNLESS NOTED OTHERWISE.
10, ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND OTHER INSERTS
SHALL BE SECURED IN POSITION, AND APPROVED BY THE INSPECTOR
PRIOR TO THE POURING OF ANY CONCRETE.
11. NO SPLICES IN TRANSVERSE STEEL REINFORCEMENT WILL BE PERMITTED
OTHER THAN SHOWN ON THE DRAWING WITHOUT APPROVAL OF THE
ENGINEER. NO MORE THAN 2 SPLICES WILL BE PERMITTED IN ANY
LONGITUDINAL BAR BETWEEN TRANSVERSE JOINTS. SPLICES SHALL BE
STAGGERED.
12. ALL REINFORCEMENT SHALL BE LAPPED TO PROVIDE A CLASS B
SPLICE, U.N.O„ PER ACI SECTION 12.15.
13. LOCATION OF ALL CONSTRUCTION JOINTS NOT SPECIFICALLY INDICATED
ON THE DRAWINGS SHALL BE APPROVED BY THE ENGINEER PRIOR TO
PLACING REINFORCING STEEL.
14. TRANSVERSE CONSTRUCTION JOINTS IN WALLS AND SLABS SHALL BE IN
THE SAME PLANE. NO STAGGERING OF JOINTS WILL BE PERMITTED.
TRANSVERSE CONSTRUCTION JOINTS SHALL BE NORMAL OR RADIAL TO
THE CENTERLINE OF CONSTRUCTION.
15. THE TRANSVERSE REINFORCING STEEL SHALL TERMINATE 1A INCHES
FROM THE CONCRETE SURFACES UNLESS OTHERWISE SHOWN ON THE
STRUCTURAL DETAILS.
16. IMMEDIATELY AFTER STRIPPING FORMS, PATCH MINOR DEFECTS,
FORM -TIE HOLES AND HONEYCOMBED AREAS BEFORE CONCRETE IS
THOROUGHLY DRY. REMOVE LEDGES AND BULGES. REPAIR GRAVEL
POCKETS BY CUTTING OUT TO SOLID SURFACE, FORM KEY, AND
THOROUGHLY WET BEFORE PLACING PATCHING MORTAR CONSISTING OF
1 PART CEMENT TO 2 PARTS FINE SAND; COMPACT INTO PLACE AND
NEATLY FINISH TO MATCH SURROUNDING SURFACE. GROUT OR FILL
SURFACES TO PRODUCE LEVEL, TRUE PLANES.
17. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY SUITABLE
MEANS DURING PLACEMENT AND SHALL BE THOROUGHLY WORKED
AROUND REINFORCEMENT AND EMBEDDED FIXTURES AND INTO
CORNERS OF FORMS.
REINFORCED CONCRETE MASONRY
1. MASONRY CONSTRUCTION SHALL CONFORM TO SECTION 303-4,
MASONRY CONSTRUCTION, OF THE STANDARD SPECIFICATIONS FOR
PUBLIC WORKS CONSTRUCTION.
2. FILL ALL CELLS WITH GROUT UNLESS NOTED OTHERWISE ON PLANS.
3. CONCRETE BLOCK UNITS MAY BE 4", 6" OR 8" NOMINAL HEIGHT.
4. NO STRUCTURE SHALL BE BACKFILLED UNTIL ULTIMATE STRENGTH OF
CONCRETE AND CONCRETE GROUT IS REACHED.
5. ALL MASONRY MATERIALS INCLUDING MASONRY UNITS, PORTLAND
CEMENT MORTAR, AND GROUT SHALL CONFORM TO SECTION 202-2,
MASONRY MATERIALS, OF THE STANDARD SPECIFICATIONS FOR PUBLIC
WORKS CONSTRUCTION.
6. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 48 BAR
DIAMETERS OR 2'-0" MIN. (WHICHEVER IS GREATER) AT ALL SPLICES
UNLESS NOTED OTHERWISE.
7. ALL BLOCKS SHALL BE LAID TO MAINTAIN VERTICAL CONTINUITY OF THE
CELLS TO BE FILLED SUCH THAT THERE IS A CONTINUOUS
UNOBSTRUCTED VERTICAL CELL MEASURING NOT LESS THAN 2"X3".
BLOCK SHALL BE LAID IN RUNNING BOND.
8. VERTICAL REINFORCEMENT TO BE HELD IN PLACE AT TOP, BOTTOM, AND
AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS.
9. NO REVISIONS SHALL BE MADE WITHOUT PRIOR APPROVAL FOR THE
ENGINEER.
10. MORTAR SHALL BE TYPE 'S' AND SHALL BE FRESHLY PREPARED AND
UNIFORMLY MIXED IN THE RATIO BY VOLUMES OF 1 PART MORTAR
CEMENT, 1/2 PART HYDRATED LIME (TYPE S), 4-)� PARTS SAND AND
SHALL CONFORM TO ASTM C270, LATEST REVISION.
11. GROUT SHALL BE OF FLUID CONSISTENCY AND MIXED IN THE RATIO BY
VOLUMES OF 1 PART CEMENT, 3 PARTS SAND, AND 2 PARTS PEA
GRAVEL. GROUT SHALL ATTAIN A MINIMUM OF ULTIMATE COMPRESSIVE
STRENGTH AT 28 DAYS OF 2000 PSI.
12. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 FOR
ALL SIZES.
13. ALL BOTTOM OF FOOTINGS SHALL BE 18" MINIMUM BELOW LOWEST
ADJACENT GRADE.
14. PLACE WALL EXPANSION JOINTS AT ALL ANGLE POINTS, BC, EC AND AT
A MAXIMUM 20' O.C. ALONG STRAIGHT OR CURVED WALL.
15. WATERPROOF BACK OF ALL RETAINING WALLS W/ MULTICOAT SLATEX BY
p� MULTICOAT PRODUCTS PER MANUFACTURER'S SPECIFICATIONS.
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1. 24 HOUR NOTICE: PRIOR TO START OF ANY PHASE OF CONSTRUCTION, THE CITY
CONSTRUCTION INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOUR NOTICE.
THE SECTION MAY BE NOTIFIED AT (661) 326-3049.
2. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD
PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED
STREET RIGHT-OF-WAY. UNLESS SECURED BY AN IMPROVEMENT AGREEMENT,
APPROVED INSURANCE AND SECURITY BASED ON AN APPROVED ENGINEER'S
ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT-OF-WAY SHALL BE POSTED
PRIOR TO ISSUANCE OF THE PERMIT.
3. NO PUBLIC WORKS INSPECTIONS WILL BE GIVEN FOR THE WORK IN THE UNDEDICATED
ROADWAYS IN THIS PROPERTY UNTIL A SUBDIVISION PERMIT HAS BEEN OBTAINED.
4. COMPACTION TEST NOTE: COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED
TESTS SHALL BE DETERMINED BY THE CITY ENGINEER.
5. ANY ITEMS IN PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR DO NOT MEET
CURRENT STANDARDS SET BY PUBLIC WORKS WILL REQUIRE REPAIRING AND/OR
UPGRADING AS PER CITY ENGINEER.
6. MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL OR STRUCTURE
SHALL BE 4:1, EXCEPT FOR TWO FEET BEHIND THE SIDEWALK WHERE THE MAXIMUM
SLOPE SHALL BE 27. ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING
BEHIND SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK.
SPECIAL ECTI(M
1. nLL nwrtt,nkJn AMU ItJIJ JHALL bL F'LKI-UKMLU UY A QUALIFIED TESTING AGENCY LISTED,
APPROVED, AND RETAINED BY THE ENGINEER. THE SPECIAL DEPUTY INSPECTOR SHALL BE
REGISTERED AND CERTIFIED IN THE REQUIRED FIELDS.
2. COPIES OF ALL TEST RESULTS SHALL BE FURNISHED TO THE PROJECT SUPERINTENDENT, THE
ENGINEER, AND THE ENGINEER OF RECORD, AND BE AVAILABLE AT THE JOB SITE.
3. FINAL REPORTS FOR ALL INSPECTIONS AND TESTING MUST BE PROVIDED, FINAL REPORTS
SHALL DOCUMENT COMPLETION OF ALL INSPECTIONS AND CORRECTION OF ALL NOTED
DISCREPANCIES.
4. THE DUTIES OF SPECIAL INSPECTOR SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF
SECTION 1704 OF THE CALIFORNIA BUILDING CODE.
5. PREMATURE NOTIFICATION OF ANY INSPECTION SHALL RESULT IN ADDITIONAL VISITS WITH ALL
EXPENSES AT CONTRACTOR'S EXPENSE.
6. CONTRACTOR SHALL PROVIDE 72 -HR MINIMUM NOTICE WHEN REQUESTING SPECIAL INSPECTIONS.
FAILURE OF NOTIFICATION BY THE CONTRACTOR FOR INSPECTION ON A TIMELY BASIS MA"'
RESULT IN COMPLETE REMOVAL AND REPLACEMENT OF ALL WORK PERFORMED AT THE
CONTRACTOR'S EXPENSE.
7. SITE VISITS BY THE STRUCTURAL ENGINEER OF RECORD DO NOT CONSTITUTE A SPECIAL
INSPECTION AS DEFINED HEREIN.
8. SPECIAL INSPECTION IS REQUIRED FOR:
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DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL.
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3. PLACEMENT OF MASONRY UNITS & CONSTRUCTION OF MASONRY JOINTS.
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4. PLACEMENT OF REINFORCEMENTS.
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5. VERIFY CLEANOUTS, GROUT SPACE CLEARANCES, CLEANLINESS &
MORTAR PROJECTIONS.
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TRACT 6387
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WALL QUANTITY EST.
22" PILAS-ER 12 EA.
16" PILASTER 27 EA.
2,633± LF CMU WALL
15,800± SF CMU WALL
4,710 SF RETAINING WALL
INDEX MAP
SCALE 1" = 200'
PRIVATE ENGINEER'S NOTICE
TO CONTRACTORS
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VICINITY MAP
BENCH MARK USED
CHISELED SQUARE ON TOP OF CURB AT END OF CURB RETURN AT THE NE
CORNER OF CHURCH PARKING ON LONDONDERRY AVE.
ELI=V. = 353.082 USGS
PARTIAL TRACT NO. 5958 - PHASE 1 STREET PLANS
OWNER/SUBDIVIDER
LENNAR HOMES OF CALIFORNIA, INC. ENGINEER
8030 N PALM, #110 STANTEC CONSULTING INC.
FRESNO, CA 93711 5500 MING AVE. SUITE 300
BAKERSFIELD, CA 93309
SHEET INDEX
1. COVER SHEET
2. MOUNTAIN RIDGE DRIVE WALL 1: STA. 1+00.00 TO STA. 7+54.46
3. MOUNTAIN RIDGE DRIVE WALL 2: STA: 1+00.00 TO STA. 8+50.70
4. BERKSHIRE ROAD WALL 1: STA. 1+00.00 TO STA. 8+50.95
5. BERKSHIRE ROAD WALL 2: STA. 1+00.00 TO STA. 11+57.11
6. TYPICAL STREET SECTIONS AND COMMUNITY WALL
7. WALL AND RETAINING WALL DETAILS
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR
STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF
THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE
ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THIS MAP.
THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY
MEASURES TO PROTECT THE UTILITY LINES SHOWN AND ANY OTHER
LINES NOT OF RECORD OR NOT SHOWN ON THIS DRAWING.
ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR
COMPLETENESS OF ANY SUCH INFORMATION OR DATA.
UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO WORKING
DAYS PRIOR TO CONSTRUCTION. 1-800-227-2600
ENGINEER'S STATEMENT
THESE PLANS AND SPECIFICATIONS WERE PREPARED BY ME OR UNDER
MY DIRECTION AND TO THE BEST OF MY KNOWLEDGE AND BELIEF
COMPLY WITH CITY OF BAKERSFIELD ORDINANCES, STANDARDS, AND
DESIGN CRITERIA, AND INCLUDE ALL IMPROVEMENT REQUIREMENTS OF
THE ADVISORY AGENCY OR OTHER REVIEW BOARD.
ANY ERRORS, OMISSIONS, OR OTHER VIOLATIONS OF THOSE ORDINANCES,
STANDARDS OR DESIGN CRITERIA ENCOUNTERED DURING CONSTRUCTION
SHALL BE CORRECTED AND SUCH CORRECTIONS REFLECTED ON
CORRECTED PLANS SUBMITTED TO THE CITY ENGINEER.
R15 C oR0 W ZAV IN G
E
AWN
No.65823 z m
BASIS OF BEARINGS
THE SOUTH LINE OF THE SOUTHEAST/4
SECTION 27 TOWNSHIP 30 SOUTH,
RANGE 27 EAST. MDB & M BEARING S
89'01'16" E AS SHOWN ON RECORD OF
SURVEY BOOK 22, PAGE 157.
LEGAL DESCRIPTION
4 OF PARCEL MAP WAIVER NO. 04-0357,
AS PER CERTIFICATE OF COMPLIANCE
RECORDED DECEMBER 14, 2004 AS
DOCUMENT NO. 0204307843 OF OFFICIAL
RECORDS BEING THOSE PORTIONS OF
SECTION 27, TOWNSHIP 30 SOUTH, RANGE
27 EAST, M.D.M., IN THE CITY OF
BAKERSFIELD, COUNTY OF KERN, STATE OF
CALIFORNIA, ACCORDING TO THE OFFICIAL
PLAT THEREOF, MORE PARTICULARLY
Permit -Seal
Y CITY OF BAKERSFIELD:
q - CENTERLINE
TW - TOP OF WALL
TF - TOP OF FOOTING
FL - FLOWLINE
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APPPOVED
BY:
JOSEPH SHAWN
BLANTON R.C.E. NO. 65823 (EXP. 9/30/2017)
R15 C oR0 W ZAV IN G
E
AWN
No.65823 z m
BASIS OF BEARINGS
THE SOUTH LINE OF THE SOUTHEAST/4
SECTION 27 TOWNSHIP 30 SOUTH,
RANGE 27 EAST. MDB & M BEARING S
89'01'16" E AS SHOWN ON RECORD OF
SURVEY BOOK 22, PAGE 157.
LEGAL DESCRIPTION
4 OF PARCEL MAP WAIVER NO. 04-0357,
AS PER CERTIFICATE OF COMPLIANCE
RECORDED DECEMBER 14, 2004 AS
DOCUMENT NO. 0204307843 OF OFFICIAL
RECORDS BEING THOSE PORTIONS OF
SECTION 27, TOWNSHIP 30 SOUTH, RANGE
27 EAST, M.D.M., IN THE CITY OF
BAKERSFIELD, COUNTY OF KERN, STATE OF
CALIFORNIA, ACCORDING TO THE OFFICIAL
PLAT THEREOF, MORE PARTICULARLY
Permit -Seal
Y CITY OF BAKERSFIELD:
q - CENTERLINE
TW - TOP OF WALL
TF - TOP OF FOOTING
FL - FLOWLINE
s
APPROVED
PUBLIC WORKS DIRECTOR
71-7-1
REVIEWED BY TRAFFIC ENGINEER
CITY RECORDS NO.
DATE
-3/-" 701-7
DATE
!-2_S/! 7
DATE
Project Number: 20250054_
File Name:
TDM JSB TDM 05,02?0:6
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WALL STA 1+00.00 IS EQUAL TO
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SEE SHEET 3
NOTES:
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2. ALL BLOCKS USED FOR FENCE WALL SHALL BE 6" X 8" X 16". 13'
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12.5' /
6.5'
DEWALK LANDS
LEGEND: 2' 2
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BERKSHIRE ROAD WALL
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CURVE
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C1
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1043' 44,46' 04°5254'
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1024.50' 42,67' 04°52'54'
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NOTE:
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H < 8'-8" USE SECTION 1
H > 8'-8" USE SECTION 1A
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NOTES: BERKSHIRE ROAD WALL
1 . SEE BLOCK WALL DETAILS SHEETS 6 & 7 FOR WALL SECTION AND DETAILS.
13' ROPERTY LINE
2. ALL BLOCKS USED FOR FENCE WALL SHALL BE 6" X 8" X 16". AT BACK OF WALL
3. ALL STATIONING IS ALONG BACK OF WALL UNLESS NOTED OTHERWISE. R/W
12.5'
6.5' 6 INCH BLOCK
DEWAUC LAND A WALL
6' 2' 2' 13'
LEGEND: , I
EXISTING WALL CONSTRUCTED WITH PHASE 1
BLOCK WALL
10 2Z BLOCK WALL SHALL BE
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HEIGHT, MINIMUM. SEE
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A -A COLLECTOR WALL SECTION (TYP':,_
NTS
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LINE LENGTH
BEARING
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NOTE: N OTE: NOTES.
D 2 4d 1. 4" MIN. WHERE SUBDRAIN
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NOTE: N OTE: NOTES.
D 2 4d 1. 4" MIN. WHERE SUBDRAIN
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PORTION OF WALL PER MIN SPREAD FTG SIMILAR. PIPE INVERT SHALL BE PLACED
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J �'� ��� �' c� SUBDRAIN MIN/MAX. COVER DIMENSIONS
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1'-4" _
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#8
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#9 THRU
#11
D = 8d
#14 THRU
#18
D = 10d
U ENGINEER
TF PER PLAN TF PER RECOMMENDATIONS ___ WALL
#4@12" SEE NOTE PLAN ,\
#1
(TYP) 4" PVC
S .. WALL STUB FILTER FABRIC SUPAC
ABOVE SEE PE A WALL C ALL 5-P OR EQUIVALENT
P.O.C. TO FUTURE
AREA DRAIN SYSTEM WITH 12" MIN
STUB.
X-4 I I I IFGTRW ' SEE PLAN X 1 1 2d CLR OR 1 1 2" MIN OR SCH A PIPE SLEEVE OVERLAP
FTG REINF. NOT SHOWN P.O.C. TO FUTURE (2 LARGER THAN PIPE SIZE)
Q — 3.5 �I� Q / / AREA DRAIN SYSTEM 4" PERFORATED PVC " WATERPROOFING
�` CONT SUBDRAIN PER 00 MAY BE IN CONTACT IF WIRED FOR CLARITY. SEE TYPICAL 4 PERFORATED
M SPLICE DETAIL A HEREON & I GRADE BEAM STIRRUPS SECTION HEREON SUBDRAIN STUB WALL SUBDRAIN SUBDRAIN PIPE PVC PER RETAINING
SCH. 40 OR SDR 35 WALL SPECS
00 WHERE OCCURS PER '� ON SHEET 5,
LL_
N v CIVIL DWGS (NOT REQ'D z_ d —6 1 SECTION FOR FUTURE CONNECTION 11 (LOPE@ 0.5%
NOTE 11.
z I I WHEN DIFF. BKFL < 12 )� NOTE: BEND NOT REQ'D WHERE WHERE BARS N.T.S.MINIMUM)
TF N
BARS LIE ADJACENT TO EA. OCCUR IN SAME CLASS 2 PERMEABLE TOP OF
SEE PLAN _ OTHER PLANE 2 FOR STEP HEIGHTS
LESS THAN OF EQUAL MATERIAL PER CALIF. FOOTING
O D/26d FOR #3 TO DEPT. OF TRANS. (FOOTING
TO 4 -0
#5 STD. SPECS. OR 3/4 PER
3rr STEM 12d FOR #15 -TO #8 )
(5)#4 OR GRAVEL WITH PLAN
CLR I -L LONGIT BARS Go7 LESS THAN 5%
"W/2" A.S., TYP PASSING A No. 200
3
#4@16" W/ STD SIEVE
-2 HK A.S. 10
4" MIN. CLR. ALL
TYPE A AROUND*
135' STIRRUP TYPE B SECTIONLOL LOL
& TIE HOOK 90' STIRRUP NOTE:
& TIE HOOK
TIE OR STIRRUP HOOKS WHERE D F EE DUCED TO 1"
<ENT AL
BACKFILL, D.B. S 18"
1 1 -,^7 nn nr%nrrL 1 ►u A 1 1 1111
BEND DIAMETER SCHEDULE
PLAN VIEW
C
BAR SIZE
BEND DIA.
#3 THRU #5
D = 4d
#6 THRU #8
D = 6d
H SD I Mrl"'IC01 IIVALL VV/ NOTE: ALL BENDS SHALL BE MADE COLD
Hr=4'-0` MAX RETENTION W/ SPREAD d = BAR DIAMETER
FTG SECTION (LEVEL BACKFILL) 1A TYPICAL REINFORCEMENT BAR BENDS 9 FOOTING STEP DETAIL 10 RETAINING WALL SUBDRAIN A
N.T.S. N.T.S. N.T.S. N.T.S.
NOTE: MAX DIFF. BACKFILL CAN BE IN EITHER DIRECTION.
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