HomeMy WebLinkAboutTract 6758 Drainage StudyGRADING
NOTES:
29,
PRIOR TO THE APPROVAL OF A GRADING PLAN, SUBDIVIDER IS SUBJECT TO THE MIGRATORY BIRD
SPEORCA77ONS TO THE PROPERTY OWNER.
MEETING PRIOR TO GRADING ACTIVITIES ALL
VICINITY
FL FLOMLINE
TREATY ACT. INCLUDING THE SWANSON HAWK DURING THE RAPTOR NESTING SEASON (FEBRUARY
1.
ALL GRAD/NG SHALL CONFORM TO THE CITY OF BAKERSFIELD ORDINANCES
MAP
THROUGH SEPTEMBER). IF CONSIRUC77ON /S TO OCCUR DURING RAPTOR NES77NG/BREEDING SEASON
30 0
¢
MCSCUT
AND STANDARDS PERTAINING THERETO (2013 CALIFORNIA BUILDING CODE,
29
(FEBRUARY THROUGH SEPTEMBER) NO CONSTRUCTION ACTIVITY SHALL TAKE PLACE WITHIN 500
27
0
APPENDIX J) AND SHALL BE SUPERVISED AS ENGINEERED GRAD/NG IN
26
FEET OF A ACTIVE NEST. TREES TO BE REMOVED THAT CONTAIN NESTS SHALL BE REMOVED
a-
ACCORDANCE WITH CITY OF BAKERSFIELD ORDINANCES
0�30
ONLY DURING NON -BREEDING SEASON (OCTOBER THROUGH JANUARY)
2
ALL GRADING SHALL CONFORM TO THE RECOMMENDA77ONS CONTAINED
3O.
THE PRESENCE OF ANY PREWOUSLY UNIDEN77RED PROTECTED SPECIES WH/CH ARE NOT ADDRESSED
36McKEE ROAD GRRE
/N, AND MADE A PART HEREOF, THE PRELIMINARY SOILS REPORT
PROPOSED LANDSCAPE ELEV.
/N THE MBHCP, INCLUDING THOSE PROTECTED UNDER THE FEDERAL MIGRATORY BIRD TREATY ACT,
<
PREPARED BY SO/LS ENGINEERING, INC, FILE NO. 04-10923 DATED
HWY. PULIPKUA
SHOULD BE AVOIDED AND EVALUATED BY A QUALIFIED BIOLOGIST PRIOR TO CONSTRUCTION. THE
LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT.
OCTOBER 21, 2004, (UPDATED FEBRUARY 2005) AND ALL ADOENDUMS
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FISH & WILDLIFE SERVICE (USFW3) AND CALIFORNIA DEPARTMENT OF FISH & GAME (CDFG) SHOULD
3
THERETO. IN CASE OF A CONFLICT BETWEEN THE PLANS AND SPECIFICA RONS
,ENTER 1 a 6
BE NOTIFIED OF PREVIOUSLY UNREPORTED PROTECTED SPECIES. ANY UNAN77CIPATED TAKE OF
IlW
THE MORE STRINGENT REQUIREMENTS WILL TAKE PRECEDENCE.
CURNOW
PROTECTED WILDLIFE SHALL BE REPORTED IMMEDIATELY TO THE CDFG AND USFWS
3
THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERWSORY
3i.
IF ARCHEOLOGICAL OR PALEONTOLOGICAL RESOURCES ARE DISCOVERED DURING EXCAVATION AND
CONTROL DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE
m
O
GRADING ACTYW77ES ON-SITE; THE CONTRACTOR SHALL STOP ALL WORK AND THE DEVELOPER SHALL
w
10 F
N
W97H THE PLANS, SPECIFICATIONS AND CODE K17H/N HIS PURVIEW.
7
RETAIN A QUALIFIED ARCHEOLOGIST TO EVALUATE THE SIGNIFICANCE OF THE FINDING AND APPROPRIATE
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8 0
11
COURSE OF ACTION. SALVAGE OPERA 7700 REQUIREMENTS /N APPENDIX K OF THE CALIFORNIA
4.
ENGINEER, DESIGN ENGINEER, AND BUILD/NG OFFICIAL
THE SOIL EN
O ¢ FO
ENVIRONMENTAL QUALITY ACT GUIDELINES SHALL BE FOLLOWED AND THE TREATMENT OF DISCOVERED
n
SHALL BE NOTIFIED 48 HOURS PRIOR TO PLACING ANY MATERIAL.
T-�r1n
NATIVE AMER/CAN REMAINS SHALL COMPLY WITH STATE CODES REGULATIONS OF THE AMER/CAN
5.
THE GRADING CONTRACTOR SHALL CONTACT ALL COMPANIES W9774
U O Y
HERITAGE COMMISSION.
UNDERGROUND FACILITIES PR/OR TO BEGINNING CONSTRUCTION AND
32.
SHOULD HUMAN REMAINS BE DISCOVERED AT ANY TIME ON ANY POR7701V OF 774E PROJECT,
VERIFY THE LOCARON AND DEPTH OF ALL UNDERGROUND FACIU71ES,
won
WORK SHALL HALT AND THE CORONER BE NOTIFIED IMMEDIATELY (SECTION 7050.5 OF THE
INCLUDING TELEPHONE, ELECTRIC, WATER, SEWER, OIL AND GAS
w
HEALTH AND SAFETY CODE). IN THE ABSENCE OF AN ARCHAEOLOGICAL MONITOR, A
LINES THE ENG/NEER ASSUMES NO RESPONSIBILITY FOR BUR/ED
OUAUFIED ARCHAEOLOGIST AND THE LOCAL NATIVE AMER/CAN COMMUNITY SHALL
LINES NOT INDICATED ON 714E PLAN OR FOR INFORMATION OBTAINED
ALSO BE NOTIFIED.
FROM OUTSIDE SOURCES (USA 1-800-227-2600)
33
THE CONTRACTOR SHALL COMPLY K17H SAN JOAQUIN VALLEY A/R POLLUTION CONTROL DISTRICT (SJVAPCD)
6.
THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING ALL
�
REGULATION VIII, DUST CONTROLMEASURES TO ENSURE COMPLIANCE SPECIFICALLY DURING GRAD/NG AND
AREAS TO + OR - 0.10 FOOT, IF AN AREA SHOULD BE FOUND TO BE
CONSTRUCTION PHASES THE M177GA77ON MEASURES TO BE TAKEN ARE AS FOLLOWS
MORE THAN 0.10 FOOT OUT OF LEVEL AFTER COMPACTING AND
A. WATER EXPOSED SURFACES (SOIL) THREE-RMES/DAY.
ACCEPTANCE OF GRADING, THE CONTRACTOR SHALL RETURN AND
B. WATER ALL HAUL ROADS AT A MIN/MUM OF THREE 7)MES PER DAY.
CORRECT 774E GRADING AT NO COST TO THE OWNER.
b7�
C REDUCE SPEED ON UNPAVED ROADS TO LESS THAN 15 MILES PER HOUR.
D. STABILIZE ALL DISTURBED AREAS INCLUDING STORAGE PILES, WHICH ARE NOT BEING AC77VELY
THE
UT7LIZED FOR CONS7RUCRON PURPOSES USING WATER OR BY COVER/NG WITH A TRAP, 07HER
7.
THE GRAD/NG CONTRACTOR SHALL WATER AS REQUIRED DURING
�
2�
SUITABLE COVER OR VEGETA IIVE GROUND COVER.
GRADING OPERATIONS TO PREVENT THE OCCURRENCE OF A DUST
LU
E. CONTROL FUGITIVE DUST EMISSIONS DURING LAND CLEAR/NG, GRUBBING SCRAP/NG EXCAVATION,
>
NUISANCE AND SHALL PR07ECT CURBS AND OTHER OBJECTS WH/CH ARE
LEVELING, GRADING, OR CUT & FILL OPERATIONS WIN APPLICATION OF WATER OR BY
TO REMAIN
PRESOAKING
6
F. WHEN TRANSPORTING MATER/ALS OFFSITE MAINTAIN A FREEBOARD LIMIT OF AT LEAST SIX
8.
ALL
EXCAVATION - EXCAVATION SHALL CONSIST OF ALL EXCAVATION
N EXCAVADING
INCHES AND COVER OR EFFECTIVELY WET TO LIMIT VISIBLE DUST EM/SS/ONS.
THE PLANS EXCEPT
INVOLVED IN THE PROJECT AS SHOWN N T
INVOLVED
G. LIMIT AND REMOVE THE ACCUMULAT70N OF MUD AND/OR DIRT FROM ADJACENT PUBLIC
ANY ROA SEPARATELY DESIGNATED AND FOR ASA
ROADWAYS AT THE END OF EACH WORKDAY. (USE OF DRY ROTARY BRUSHES IS PROHIB17ED
SEPARATE ITEM.
EXCEPT WHEN PRECEDED OR ACCOMPANIED BY SUFFICIENT WETTING TO LIMIT VISIBLE DUST
9.
EMBANKMENTS - EMBANKMENT CONSTRUCTION SHALL CONSIST OF
EMISSIONS AND USE OF BLOWERS IS EXPRESSLY FORBIDDEN).
CONSTRUCTING LOT EMBANKMENTS, INCLUDING THE PREPARATION OF
H. STABILIZE 774E SURFACE OF STORAGE PILES FOLLOWING 774E ADDITION OR REMOVAL OF
AREAS FOR WH/CH THEY ARE TO BE PLACED, THE CONSTRUCTION OF
MATER/ALS USING WATER.
I REMOVE TRACKOUT WHEN /T EXTENDS 50 OR MORE FEET FROM THE SITE AT THE END OF EACH
DIKES K17HIN OR OUTS/DE 774E CONSTRUCTION AREA, THE PLACING
*ORKOA Y.
AND COMPACTING OF APPROVED MATERIAL W1TH/N THE CONSTRUCTION
J. CEASE GRADING ACTIVITIES DURING PERIODS OF HIGH WINDS (GREATER THAN 20 MPH OVER A
AREA WHERE UNSUITABLE MATERIAL HAS BEEN REMOVED, AND THE
ONE-HOUR PERIOD).
PLACING AND COMPACTING OF EMBANKMENT MATER/AL IN HOLES FOR
K ASPHALT -CONCRETE PAVING SHALL COMPLY WTH THE SJVAPCD RULE 4641 AND RESTRICT USE
THE CONSTRUCTION EMBANKMENTS PREPARING SUB -GRADE AT THE
OF OF CUTBACK, SLOW -CURE AND EMULSIFIED ASPHALT PAVING MATER/ALS.
GRAD/NG PLANE, CONFORM/NG TO THE GRADE TOLERANCE, DOING
NECESSARY PLOWING OR BENCH/NG, IMPORTING OR BORROW, PLACING
AND COMPACTING MATERIAL TO THE LINE AND GRADES SHOWN DN THE
34.
SURFACE DRAINAGE TO BE ONE (1$) PERCENT MIN/MUM, EXCEPT AS WAIVED BY THE
PLANS AND AS DIRECTED BY THE ENGINEER SHALL BE CONSIDERED AS
BUILDING OFFICIAL.
INCLUDED /N THE CONTRACT PR/CE PAID PER CUBIC YARD FOR
35
GRADING WORK WILL BE SUPERWSED AS ENGINEERED GRADING /N ACCORDANCE WTH
EXCAVATION, AND NO ADD1779VAL COMPENSATION WILL BE ALLOWED
CHAPTER 33 OF THE CB. C.
FOR SUCH WORK.
36.
NO WORK SHALL BE PERFORMED INSIDE CURRENT CAL7RANS RIGHT -CF -WAY UNTIL AN
ENCROACHMENT PERMIT IS OBTAINED.
10.
THE WORK EMBRACED HEREIN SHALL BE IN ACCORDANCE WTH THE
.tS
STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA DEPARTMENT
37.
/F THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE
Q
OF TRANSPORTA RON, CURRENT ED/TION, INSOFAR AS THE SAME MAY
~_
ELIMINATION SYSTEM (NPOES), A NOTICE OF INTENT" (Not) TO COMPLY WTH THE TERMS OF THE
APPLY /N ACCORDANCE WIN THE N07ES HEREON. IN CASE OF
GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY
CONFLICT WITH THE STANDARD SPECIFICATIONS AND ANY NOTES
w z IL
2009-0009-OW0 AS AMENDED BY ORDER 2010-0014-OWO AND ORDER
(SWRCB ORDER N02009-0009-DVQ
2012 -0006 -DWI) MUST BE FILED WITH STATE WATER RESOURCES CONTROL BOARD /N
HEREON, THE NOTES HEREON SHALL TAKE PRECEDENCE OVER AND BE
O
BEFORE THE BEN ISG OF ANY CONS7RUCRON ACTIVITY. COMPLIANCE WITH THE GENERAL
USED /N LIEU OF SUCH CONFUCRNG PORTIONS SAID
1
PERMIT REOU/RES THAT A STORM WATER POLLUTION PREVENTION PLAN (S{WPP) BE PREPARED,
SPECIFICATIONS SHALL APPLY BUT NOT BE UMl7E0 TO THE
CONTINUWSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC DURING NORMAL
FOLLOWING
Z co Z
CONSTRUCTION HOURS. WASTE DISCHARGER /DENTIFlCA77ON (III N0. `15 366301
to
A) ALL CONCRETE SHALL BE CLASS B" AS /N ACCORDANCE WITH
HAS BEEN ISSUED BY THE STATE WATER RESOURCES CONTROL BOARD FOR iH/S PRO,&'CT.
SEC77ON 90 AND SHALL HAVE AT LEAST 2500 PS/ COMPRESSIVE
38.
AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC
STRENGTH AT 28 DAYS.
WORKS DEPARTMENT FOR ANY WORK PERFORMED WTHIN FXIS77NG ACCEPTED STREET
f
o
B) ASPHAL77C CONCRETE SHALL BE TYPE B' MEDIUM GRADED,
V
RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN
Q
1/2" MAXIMUM AGGREGATE AND INTIMATELY MIXED MIH 5-7%
APPROVED ENGINEER'S ESDMATE FOR THE WORK PERFORMED WTH/N THE RIGHT OF WAY
ASPHALT
n
AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT.
11.
IN THE EVENT CONSTRUCRON STAKING BASED ON McINTOSH & ASSOCIATES'
39.
DUST CONTROL
PLANS, DRAWINGS, OR OTHER DOCUMENTS /S PERFORMED BY ANOTHER
CONTRACTOR SHALL OBTAIN A COPY OF THE DUST CONTROL PLAN (DCP) FOR THIS PROJECT
FIRM, McINTOSH & ASSOCIATES SHALL BE HELD HARMLESS AND RELEASED
FROM THE DEVELOPER, AND SHALL KEEP A COPY ON SITE AT ALL TIMES. FOR THE DURATION
a'
FROM ALL LIABILITY ARISING FROM THE USE OF SAID PLANS
OF CONTRACTOR'S OCCUPANCY OF THE SITE, CONTRACTOR /S REQUIRED TO COMPLY WITH 774E
DRAWNGS OR OTHER DOCUMENTS
PROVISIONS OF SAID PLAN.
12.
McWTOSH & ASSOCIATES SHALL NOT BE RESPONSIBLE OR LIABLE FOR
40.
STORM WATER PaLUEM PREVEN77ON
W
UNAUTHORIZED CHANGES TO, OR USES OF, THESE PLANS. ALL
CONTRACTOR SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTIINV PLAN (SWPPP)
FF
W
CHANGES TO THESE PLANS MUST BE APPROVED, IN WRIRNG BY
N
FOR 774/S PROJECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON SITE AT ALL TIMES. FOR
MC/NTOSH & ASSOCIATES
THE DURATIINV OF CONTRACTORS OCCUPANCY OF THE SITE, CONTRACTOR /S REQUIRED TO COMPLY
13
UPON COMPLETION OF GRADING AND BEFORE THE START OF
WTH THE PROVISIONS OF SAID PLAN.
CONSTRUCTION, A FINAL SO/LS REPORT SHALL BE PREPARED
41,
THE LANDSCAPED AREAS ARE TO BE DESIGNED AND GRADED TO MINIMIZE EXCESS LANDSCAPE
0
BY THE SOIL ENGINEER.
DRAINAGE ACROSS THE SIDEWALK FOR THOSE AREAS OVER 2%
14.
THE SOIL ENG/NEER SHALL REVIEW ALL EXCAVATIONS PR/OR TO
42.
ANY 17EMS /N PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR 00 NOT MEET CURRENT STANDARDS
BACKFILLING AND SHALL BE NOTIRED OF ANY ITEM ENCOUNTERED
SET BY PUBLIC WORKS WILL REQUIRE REPAIRING AND/OR UPGRADING AS PER CITY ENGINEER.
DURING THE GRADING OPERA7701VS THAT MIGHT AFFECT FOUNDA 77ON
43,
COMPACTION TEST N07E - COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE DEVELOPER/
STABILITY SO RECOMMENDATIONS CAN BE MADE BY THE SOIL
SUBDIWDER/CON7RACTOR. THE NUMBER AND LOCATION OF REQUIRED TESTS SHALL BE DETERMINED
ENGINEER.
BY THE CITY ENGINEER.
15.
CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 21.
44.
24 HOUR NOTICE.- PR/OR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY CONSTRUCTION
16.
ALL SLOPES GREATER THAN THREE FEET IN VERTICAL HEIGHT SHALL
INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOUR NOTICE, 774E SECTION MAY BE NOTIFIED
BE PREPARED AND MAINTAINED TO PREVENT EROSION.
AT (661) 326-3049.
17.
IMPORTED FILL MATER/AL: REFER TO SPEC/FIC EARTHWORK
RECOMMENDATION FOR IMPORTED FILL MATERIAL REQUIREMENTS ON
SHEET 2 HEREIN.
18. CLEARING AND GRUBBING: REFER TO SPECIFIC EARTHWORK
RECOMMENDATION FOR CLEARING AND GRUBBING REQUIREMENTS ON
SHEET 2 HEREIN.
19. AREAS TO RECEIVE FILL (EXCEPT BUILDING PADS). REFER TO SPECIFIC
EARTHWORK RECOMMENDATION FOR AREAS TO RECEIVE FILL REQUIREMENTS
ON SHEET 2 HEREIN.
20. FILL MATERIAL: REFER TO SPECIFIC EARTHWORK RECOMMENDATION FOR
FILL MATERIALS LAYERING AND REQUIREMENTS ON SHEET 2 HEREIN.
21. QUANTITIES FOR £AR7HWORK
EXCAVATION AND OVER EXCAVATION - 49,045 CU. YD.
EMBANKMENT - 30,732 CU. YD.
QUANTITIES ARE FOR GRADING PERMIT ONLY. THE ENGINEER MAKES
NO WARRANTY OF THE AN77CIPATED SHRINKAGE FACTOR. IN CASE OF
EXCESS OR SHORTAGE, THE CONTRACTOR SHALL CONTACT THE ENGINEER
SO THAT ADJU57MENTS MAYBE MADE 774E CONTRACTOR SHALL NOT
USE THESE QUANTITIES TO BASE HIS BID ON.
22 BUILDING PAD PREPARATION: REFER TO SPECIFIC RECOMMENDATION
ON SHEET 2 HEREIN.
23. PAVEMENT AREAS: REFER TO SPECIFIC RECOMMENDATION ON
SHEET 2 HEREIN.
24. AN OSHA PERMIT /S REQUIRED WIEN WORKERS MUST ENTER TRENCHES OR
EXCAVATION FIVE (5) FEET OR DEEPER.
25. SUFFICIENT ACCESS TO THE EXISTING AND ABANDONED WELLS SHALL BE MAINTAINED
IN ORDER FOR THE 011/5/00 OF GAS OILS AND GEOTHERMAL RESOURCES (DIVISION)
TO INVESTIGATE THE CONDITION OF THE WELL HEADS AND CHECK FOR LEAKAGE. IF
FURNISH THE NECESSARY
PACHECO ROAD
GOS D I 23 FAIRVIEp19
21 22
11TH T30S R2 E 24 1s
An
II^^I
EP EDGE OF PAVEMENT
TC TOP OF CONCRETE
SPEORCA77ONS TO THE PROPERTY OWNER.
MEETING PRIOR TO GRADING ACTIVITIES ALL
VICINITY
FL FLOMLINE
FF FINISH FLOOR
AND RECOMMENDED FOR CONSTRUCTION AC77WRES WITHIN THE SAN JOAQU/N
CL CENTERLINE
MAP
GRADING PLAN
30 0
¢
MCSCUT
EN
29
ROAD o
27
0
a
26
W.D.I.D. N0. 5F15C366301
a-
25
0�30
j-HFFioFTAFj35
EXIST. TOP OF CURB ELEV.
G.P.
tyfi4,)Q. F,
EXIST. GUTTER FLOVNNE ELEV.
36McKEE ROAD GRRE
NFIELD
PROPOSED LANDSCAPE ELEV.
THE CONTRACTOR SHALL COMPLY WTH THE GUIDE FOR ASSESSING AND
<
DIRECTION AND PERCENT OF
SLOPE FOR DRAINAGE
HWY. PULIPKUA
27,
LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT.
6
pq/�
119
C
3
y CE
2u
,ENTER 1 a 6
IlW
ELEVATION = 343.30 (USES. DATUM NAVD 88)
CURNOW
Q II
710
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12
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ANY REABANOGNMENTS ARE REWIRED, THE DIVISION SHALL
LEGEND
ABBREVIATIONS
KERN COUNTY CALIFORNIA
EP EDGE OF PAVEMENT
TC TOP OF CONCRETE
SPEORCA77ONS TO THE PROPERTY OWNER.
MEETING PRIOR TO GRADING ACTIVITIES ALL
VICINITY
FL FLOMLINE
FF FINISH FLOOR
AND RECOMMENDED FOR CONSTRUCTION AC77WRES WITHIN THE SAN JOAQU/N
CL CENTERLINE
MAP
GRADING PLAN
NUMBER OF LOTS'
26. AT THE /NIDAL CONSTRUCTION
CONSTRUC770N WORKERS MUST BE INFORMED AS TO THE SYMPTOMS OF VALLEY FEVER.
TRACT 6758 UNITS 3 & 4
X P IST. FINS HED PAD FlNISH GRADE
XFL EXIST. FLOWIJNE EVC END VERTICAL CURVE
A. MAINTAIN ALL CONSTRUCTION EQUIPMENT AS RECOMMENDED BY
0.
FP, 100.00
SE
PROPOSED PAD ELEV.
W.D.I.D. N0. 5F15C366301
a-
UNIT 3 - 56 LOTS
N0. 14-40000090
.-2f 29-N
EXIST. TOP OF CURB ELEV.
G.P.
tyfi4,)Q. F,
EXIST. GUTTER FLOVNNE ELEV.
NO SCALE
1 ATD S
PROPOSED LANDSCAPE ELEV.
THE CONTRACTOR SHALL COMPLY WTH THE GUIDE FOR ASSESSING AND
Od15%
DIRECTION AND PERCENT OF
SLOPE FOR DRAINAGE
UNIT 4 - 38 LOTS
27,
LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT.
LEVET- WIN THE HIGHWAY,
SHEET 5
CITY OF BAKERSFIELD
LEGEND
ABBREVIATIONS
KERN COUNTY CALIFORNIA
EP EDGE OF PAVEMENT
TC TOP OF CONCRETE
FS FlNISH SURFACE
OE OVER -EXCAVATION
BENCHMARK:
FL FLOMLINE
FF FINISH FLOOR
AND RECOMMENDED FOR CONSTRUCTION AC77WRES WITHIN THE SAN JOAQU/N
CL CENTERLINE
FC FINISH CONCRETE
GRADING PLAN
ELEV ELEVATION
GB GRADE BREAK
TRACT 6758 UNITS 3 & 4
X P IST. FINS HED PAD FlNISH GRADE
XFL EXIST. FLOWIJNE EVC END VERTICAL CURVE
A. MAINTAIN ALL CONSTRUCTION EQUIPMENT AS RECOMMENDED BY
0.
FP, 100.00
SE
PROPOSED PAD ELEV.
W.D.I.D. N0. 5F15C366301
a-
PROPOSED GUTTER FLOWUNE EVEN.
N0. 14-40000090
.-2f 29-N
EXIST. TOP OF CURB ELEV.
G.P.
tyfi4,)Q. F,
EXIST. GUTTER FLOVNNE ELEV.
_
-----
McKEE ROAD --
1 ATD S
PROPOSED LANDSCAPE ELEV.
. � � � �
... :.-.,... ....-,�-� _... ___ ___
w _-
� � l i `�I � i I T i� �r � `T �� p
Od15%
DIRECTION AND PERCENT OF
SLOPE FOR DRAINAGE
MITIGATING A/R QUALITY IMPACTS (GAMAOI), JANUARY 10, 2002 REVISION,
EXCESSIVE
PROJECT AREA: - 28.54 ACRES
TOTAL -
94 LOTS
GU/DANCE DOCUMENT WINICH LISTS THE FOLLOWING MEASURES AS APPROVED
BENCHMARK:
AND RECOMMENDED FOR CONSTRUCTION AC77WRES WITHIN THE SAN JOAQU/N
SHEET
INDEX
VALLEY AS FOLLOWS.'
BENCHMARK DISK STAMPED - 0 1157 RESET 1969
A. MAINTAIN ALL CONSTRUCTION EQUIPMENT AS RECOMMENDED BY
AT OLD RIVER, AT THE XNC77ON OF STATE HIGHWAY 119 AND OLD RIVER
SHEET I
COVER PAGEIGEN£RAL N07ES
MANUFACTURER MANUALS
ROAD, IN THE TOP OF THE EAST END OF THE NORTH CONCRETE HEAD WALL
STINE CANAL, 19 1/2
SHEET 2
SOIL REPORT NOTES
B. SHUT DOWN EQUIPMENT WHEN NOT IN USE FOR EXTENDED PERIODS OF
OF TRIPLE CONCRETE BOX CULVERT B 11.44 OVER
TIME.
FEET NORTH OF THE CENTER UNE OF THE HIGHWAY, 50 FEET WEST OF THE
SHEET 3
GRADING PLAN
C USE ELECTRIC EQUIPMENT FOR CONSTRUCTION WHENEVER POSSIBLE /N
EXTENDED CENTER UNE OF OLD RIVER ROAD LEADING SOUTH, 64 FEET EAST
OF THE CENTER LINE OF OLD RIVER ROAD LEADING NORTH, AND ABOUT
SHEET 4
GRADING PLAN
LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT.
LEVET- WIN THE HIGHWAY,
SHEET 5
CROSS SECTIONS AND DETAILS
D. CURTAIL USE OF H/CH-EMITTING CONSTRUCTION EQUIPMENT DURING
PERIODS OF HIGH OR EXCESSIVE AMBIENT POLLUTANT CONCENTRATIONS
ELEVATION = 343.30 (USES. DATUM NAVD 88)
a
IcTw
AMBIENT POLLUTANT CONCENTRATIONS SUCH AS SPARE -
THE -AIR" DAYS AS DECLARED BY THE SJVAPCD. BASIS OF BEARINGS:
E. ENCOURAGE CONSTRUCTION EMPLOYEES TO CARPOOL OR USE SHUTTLE
TO RETAIL ESTABUSHMEN7S AT LUNCH. THE BEARING OF N. 8904'33" W. SHOWN FOR THE SOU771 UNE OF
2B PRIOR TO SITE GRADING, SUBDIVIDER SHALL HAVE A PRECONSYRUC77ON SURVEY THE SOUTHWEST 1/4 OF SECTION 34, T30 S, R.27 E. AS SHOWN ON
CONDUCTED TO SEARCH FOR NA 77VE KIT FOX DENS SURVEY SHALL BE SUBMITTED SURVEY INVES77GA77ON MAP NO. 7-1 BK 6, PG. 27 WAS USED AS
TO THE PLANNING DIRECTOR FOR RENEW PR/OR TO GRAD/NG THE APPLICANT MAY THE BASIS OF BEARINGS SHOWN HEREON.
BE SUBJECT TO SPECIAL N077FICA77ON REQUIREMENTS TO AGENCIES PR/OR TO LEGAL DESCRIPTION:
GRADING LAND CONTAINING DENS.
PORTION OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF
SECTION 34, TOWNSHIP 30 SOUTH, RANGE 27 EAST, ADA;
IN 714E CITY OF BAKERSFIELD, COUNTY OF KERN.
TRAFFIC INDEX TABLE
ROAD
LOCAL STREETS
I4.5
AREA OF ONS/7F DISTURBANCE KEY MAP /HCP FEE M A P
SCALE: 1 "=200'
NOTE, HCP FEES HAVE BEEN PAID FOR ALL UNI7S OF TRACT 6758.
TOTAL ONSITE AND OFFS17E DISTURBED AREA FOR
AREA OF OFFSITE DISTURBANCE TRACTS 6757 & 6758 = 67 ACRES r
PROPOSED SURVEY MONUMENT
PROPOSED SURVEY MONUMENT
FLOWllNE
EXIST. FLOWONE
CENTERUNE OF STREET
PROPERTY UNE/RIGHT-OF-WAY
PAD COMPACTION UNITS
FUTURE FLOWUNE
STORM DRAIN
TYPE "A" CATCH BASIN
PATH 3.5' WDE OPENING
UNLESS OTHERVMSE NOTED
EXIST. STORM DRAIN
FUTURE STORM DRAIN
PHASE BOUNDARY
CONSTRUCTION NOTES
PIPE SIZE
4,W -PIPE
S -SEWER
D -DRAIN
SECTION DESIGNATION:
SECTION LETTER
SHEET WHERE SECTION IS SHOWN
TYPICAL FINISH LOT GRADING
AND DRAIN CONFIGURATION
NO SCALE
1.0% MIN, SLOPE PIP
I 3" SMOOTH WALL m z AT POSTIVE GRADE T
PVC PIPE (TYP.) g - DRAINAGE EMITTER.
�- 4 Z:. -6ZE
_
3" DRAIN GRATE
I'g SEE DETAIL "A"
PROPOSED
HOUSE
1.0% MIN. SLOPE PIPE AT
POSTIVE GRADE TO
DRAINAGE EMITTER.• ^^.F
3" SMOOTH WALL
PVC PIPE
3" DRAIN GRATE
9) Call: TOLL FREE
1-800-227-2600
AT LEAST TWO DAYS
BEFORE YOU DIG
w
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OUTLET -SEE DETAIL "B"
., rm rnr�
PVC MITERED
DRAIN OUTLET
DETAIL "B" NO SCALE
NOTE:
ALL HOMES TO BE CONSTRUCTED
WITH SUBSURFACE LOT DRAINAGE
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SOILS ENGINIZERING, INC.
February 21, 2005 File No. 04-10923
Centex Homes
5601 Truxtun Avenue, Suite 225
Bakersfield, CA 93309-0624
Attention: Duke Ashlock
Subject: Update of Preliminary Soils Investigation & Sump Study
For Tentative Tract 6491, located north of Taff Highway
in Bakersfield, California
Reference: Preliminary Soils Investigation
for properly located on the east side of Ashe Road
between McKee Road & Taft Highway
in Bakersfield, Callfomia
File No. 04-10923
Dated: October 21, 2004
11TTI n;4,4T.1
On February 21, 2005 two (2) borings were drilled in the proposed addition area located
east of the site, north of Taft Highway and east and west of Mountain Ridge Road. These
borings are attached as Figures B-14 & B-15. The soils in this area are consistent with
those in the original report.. Therefore, the recommendations given in the above
referenced Preliminary Soils Investigation will be fully applicable to the addition area.
Sump Study & Shope Stability
Two (2) borings were drilled in the area of the proposed sump for Tentative Tract 6491.
Our scope of work consisted of the following:
1. Field investigation
Two (2) exploratory borings were drilled to a minimum depth of forty (40) feet below
existing ground surface in the proposed drainage basin area, The boringswere advanced
using an eight -inch diameter auger attached to a CME 75 drill rig. Earth materials
encountered were logged, classified in accordance with the Unified Soils Classification
System, and graphically presented on Test Boring Logs (attached, Figures 17 & 18).
Undisturbed soil samples of representative subsurface soils were obtained by driving a two
4400 YEAGER WAY f BAKERSFIELD, CALIFORNIA 93313 . PHONE (661) 831-5100 • FAX' (661) 8312111
SOILS ENGINEERING, INC.
Update ofPraintluary Sails lerccaigadon
Drainage Basin Study far Proposed Watap Tentative Traci 6491
Bakersfield, CA
rife No. 04-10923
April £9, 2003
Page 2
and three-eighths (2-3/8) inch inside diameter split -barrel sampler in the soil layer in
accordance with "Standard Test Method for Penetration Test and Split -Barrel Sampling of
Soils" (ASTM 01586). Penetration resistance of undisturbed soils was obtained by driving
the above described sampler using a 140 -pound hammer failing a distance of 30 inches
and recording blow counts for each six-inch increment of drive on Test Boring Logs.
2. Laboratory Testing Program
Undisturbed samples were retrieved during our drilling operation and were tested for In-
place density and moisture content (see Boring Logs, Figures 17 & 18, attached). Sieve
Analysis testing was performed on samples retrieved from the borings using ASTM Test
Method D-422 and are shown on the attached Figures A-11 &A-12. Two (2) Permeability
tests were performed using ASTM Test Method 172434, results are reported in Table 1.
One (1) Direct Sheartest was performed using ASTM Test Method D3090 forthe purpose
of Slope Stability Analysis and is attached as Figure D-1
3. Engineering Report
In Borings 16 & 17, clean cohesionless sand was encountered at a depth of twelve feet at
invert level (see Figures A-11 & A-12, Grain Size Distribution) consisting of interbedded
layers of silty sand, poorly -graded and well -graded sand. These soils are classified as SM,
SP & SW, respectively, in the Unified Soils Classification System (USGS).
Based on our field investigation and our laboratory testing program, it is our engineering
opinion that the majority of the sump area will have a highly permeable subsurface soils
as shown on the boring logs, attached. Accordingly, the proposed sump will drain in seven
days or less.
During the construction process, our field representative will review the invert of the sump
to confirm that the clean cohasiontess sand layer has been exposed. if cohesive soils are
encountered, they shall be removed and replaced with clean sand under the observation
of our field representative. If you have any questions or need further information, feel free
to contact us.
The proposed sump will have a depth of 12 feet. Based on this depth, we have performed
an engineering analysis using the "Stability Chart for Soils with Friction Angle. After
Taylor, 1948."
A safety factor greater than 1.5 will be achieved provided the areas where layers of clean
sand are exposed will be be excavated and replaced by cohesive soils under our
observation and testing program. A letter stating compliance with the recommendations
outlined in this letter will be issued when the sump construction is complete.
Update of Protonlnary Shits &vesirgation
Drainage Basin Snutr far proposed3antp Tentative Tract 6491
Bakersi dA CA
SOILS ENGINEERING, INC.
Fife lin. 64-10423
April 19, 200s
Page 3
We hope this provides the information you require. If you have any questions, or need
further assistance, please contact our once.
Respectfully submitted,
SOILS ENGINEERING, INC.
Tony Frangie, P.E.
�` ria hza,-cs
TF:ch r,, CtvII.�
i ureslA&1B Boring Location Ma
Attachments Figures g p
Figures 15 thru 18, Logs of Test Borings
Figures A-11 & A-12, Grain Size Distribution
Figure D-1, Direct Shear Test
Table 1, Permeability Tests
SOILS ENGINEERING, INC,
PREL16f170A,8PSO1Li LWWTIC,477ON Fria 1Ya 64-1023
Property ouAske R McNorRdJiI*IJrrp 21,100#
Rakersfietd
CA A-1
i
These Specifications and plans Include all earliftwork pertafrano to site rough
grading Including, but not limited to furnishing Oil laborand equipment
clearingnecessary far and grubbing;ground
surfaces to receive fill; excavation; placement and compaction of structural
and non-structural OIL, disposal of excess materials and product of clearing,
grubbing, and strippling; and any other work necessary to bring ground
elevations to the lines and grades shown an project plans,
accordanceit shall be the responsibility of the Contractor to complete all earthwork
and specifications shall be permitted withouturrifim «!
of -Record, hereinafter referred todalegrawa
representative, hereinafter referred to as the "Soils Englmsero Ea
shall not ,. considered complete+
substantialstaterrantoonfirning ! to th
specifications and to project plans.
The Contractor shall assume sole responsibility + cludi
operationsthe course of
t- preservationNof property,«
continuously and not ^ 9 to normal working«Contrac
liabilityshall defend, indemnify, and hold harmless the Owners, Engineer, and S
Engineer from any and all f claims, real or alleged, arising of
performance of i on i
through «- negligence of the Owner,
2. DEFINITIONS
2.1 EXafiofw.
Excavation shall bedefiinedwithin the contentoft specifications as earth
material excavated for the purpose of constructing fill embankment; grading
the site to elevations shown on project plans: or placing underground pipe-
lines, conduits, or other subsurface utilities or minor structures,
Excavations shah be made true to the lines shown on project plans and to
within plus or minus one-tenth (0,1) of afoot, of grades shown on the
accepted site grading plans.
2,2 E I grl iiF .
Engineered All shah be construed within the body of these specifications as
earth conforming tospecifications provided inthe soils orgeol nicalreport
placed to raise the grade of the site, to backfill excavations, or to construct
asphaltic concrete or Portland cement concrete pavement and upon which
the Soils Engineer has performed sufficient tests and has made sufficient
observation during placement and compaction to enable him to issue a
written statement confirming substantial conformance of ths, work to project
earmwork Specifications.
2.3 Qn4ftmMilikdat.
Ort-tiite, material is earth material obtained in excavation th
on e project
2.4 hg M$te A*
Imported materials are earth materials obtained off the site, hauled in, and
placed as fill.
2.5
Wheneverexpressed orimplied withinthe contextrif thoSa Sisecificatt0rashall
be interpreted as compaction to ninety (90) percent of the maximum density
obtainable by ASTM Test Method 0-1557(Me A),
2.6 wadi g,'tane:
The Grading Plane is the surface of the basement material upon which the
lowest layer of subbase, base, asphaltic or Portland cement concrete,
surfacing, or other specified layer, is placed.
3. SITE CONDITIONS
The Contractor shall visit the site, prior to bid submittal, to determine existing soil
and topographic conditions, and the nature of materials that may be encountered
during the course of the work under this contract, and make his own interpretation
of the contents of the Preliminary Soils Report, as they pertain to said conditions.
The Contractor shall assume all liability under the contract for any loss sustained as
a result of variations which may exist between specific soil boring locations or
changed conditions resulting from natural or man-made circumstances occurring
after the date of the Preliminary Field Investigations.
. i r
4.1 Clearing and Grubbin
Clearing and grubbing shall consist of removing all debris such as metal,
broken concrete, trash, vegetation growth and other biodegradable
substances, from all areas to be graded. Existing obstructions below shall
be removed in accordance with the following procedures:
4.1.1 Slabs and Pavements - Shall be completely removed. Asphaltic or
Portland cement, concrete fragments may be used in engineered fills
provided they are broken down to a maximum dimension of six (6.0)
inches and thoroughly dispersed within a friable soil matrix. Engi-
neered fit l containing said fragments should not be placed above the
elevation of the bottom of the lowest structure footing.
4,1,2 Foundations - existing at the time of grading shalt be removed to a
depth not less than two (2.0) feet below the bottom of the lowest
structure footing.
g
4.1.3 Basements Septic Tanks Tanks - buried concrete containers of similar
construction located within areas destined to receive pavements,
structures, or engineered fills should be completely removed and
disposed of off the site. Basements, septic tanks, etc., situated
outside structures, or structural fill areas shall be disposed of by
breaking an opening in bottoms to permit drainage, and by breaking
walls down to not less than two (2.0) feet below finished subgrade.
4,1,4 Buried Utilities - such as sewer, water and gas lines or electrical
conduits to remain in service shall be re-routed to pass no closer than
four (4.0) feet to the outside edge of proposed exterior footings of
structures. Lines to be abandoned shall be completely removed to a
minimum depth of two (2.0) feet below finished building pad grade.
Concrete tines deeper than two (2.0) feet below finished building pad
grade and having diameters less than six (6.0) Inches can be crushed
in placed.
4.1.5 Root Systems - shall be completely removed to a minimum depth of
two (2.0) feet below the bottom of the lowest proposed structure foot -
Ing or to two (2.0) feet below finished subgrade, whichever depth is
lower. Root systems deeper than the elevation indicated above shall
be excavated to allow no roots larger than two (2.0) inches in
diameter.
4.1.6 favitles - resulting from clearing and grubbing or cavities existing on
the site as a result of man-made or natural activity shall be backfilled
with earth materials placed and compacted in accordance with
Sections 5.3 and 5.4 of these specifications.
4. 1.7 Preservation of Monuments construction Stakes Property Corner
Stakes, or other temporary or permanent horizontal or vertical control
reference points shall be the responsibility of the contractor, Where
these markers are disturbed, they shall be replaced at the contractor's
expense.
5. SITE GRADING
Site grading shall consist of excavation and placement of fills to lines and grades shown
on the project plans and in accordance with project specifcations and recommendations
of the Preliminary Soils Report, whichever Is more stringent. The following are
recommendations issued in this report.
5.1 Ar as to Receive Flit:
5.1.1 Surfaces to receive fill shall be scarifted to a depth of at least six (6.0)
inches, or as recommended in this report, whichever is greater, until
the surface is free from ruts, hummocks or other uneven features
which would tend to prevent uniform compaction by the equipment to
be used.
5.1.2 After the area to receive flit has been cleared and scarified, it shall be
moistened and compacted to a depth of at least six (6.0) inches in
accordance with specifications for compacting fill material in
paragraph 5.4, below.
5.2 fXcaygioiri
5.2.1 Excavations shall be cut to elevations plus or minus 0.1 foot of the
grades shown on the accepted plans.
5.2.2 When excavated materials are to be used in engineered fill, the
excavation shall be made in a manner to produce as much mixing of
the excavated materials as practicable.
5.2.3 When excavations are to be backfilled, and where surfaces exposed
by excavation are to support structures or concrete floor slabs, the
exposed surfaces shall be scarified, moistened and compacted, as
stated above for areas to receive fill. Over excavation below specified
depths will not eliminate the requirement for exposed surface
compaction.
5.3 Fill Materials:
5.3.1 Materials obtained from on-site excavations will be considered
satisfactory for construction of on-site engineered fills unless
otherwise stated in the Soils Report or Foundation Investigation. If
unexpected pockets of poor or weak materials are encountered in
excavations, and they cannot be up -graded by mixing with other
materials or by other means, they may be rejected by the Soils
Engineer for use in engineered fill.
5.3.2 When imported fill materials are necessary to bring the site up to
planned grades, no material shall be Imported priorto its approval and
acceptance by the Soils Engineer.
5.3.3 The Soils Engineer shall be given notice of the proposed source of
imported materials with adequate time allowance for his testing of the
proposed materials. The time required for testing will vary with
different types of materials, job conditions, and ultimate function of
filled areas. Under best conditions the time requirement will not be
less than 48 hours.
5.4 Placing, Spreading gift# Compacting Fill Material:
5.4,1 The 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 shall be thoroughly mixed during the spreading to
insure uniformity of material in each layer. Increased thickness of
layers may be approved by the Soils Engineer when conditions
warrant.
5.4.2 All fills shall be placed in level layers; layers shall be continuous over
the area of any structural unit, and all portions of the fill shall be
brought up simultaneously within the area of any structural unit,
When imported material is used, it must be placed so that its
thickness is as uniform as possible within the area of any structural
unit.
5.4.3 When materials are to be excavated and replaced in a compacted
condition, segmented, or leap -frogging of cut -fill operation within the
area of any structural unit will not be permitted unless the method is
specifically described by the Soils Engineer.
5.4.4 When the moisture content of fill material is below the lower limit
specified by the Soils Engineer, water shall be added until the mois-
ture content is as specified„ and when it is above the upper limit
specified, the material shall be aerated by blading or other satisfactory
methods until the moisture content is as specified.
5.4.5 After each layer has been placed, mixed, and spread evenly, it shall
be thoroughly compacted to not less than ninety (90) percent of
maximum density in accordance with ASTM Density Test Metlhad
D1557. Compaction shall be by equipment of such design that it will
be able to compact the fill to specified density. When the Soils
Engineer specifies a specific type of compaction equipment to be
used, such equipment shall be used as specified.
5.4.6 Compaction of each layer shall be continuous over its entire area and
the equipment shall make sufficient trips to insure that the desired
density has been obtained.
5.4.7 Field density tests shall be made by the Soils Engineer. The
compaction of each layer of fill shall be subject to testing. Where
sheepsfoot rollers are used, the soil may be disturbed to a depth of
several inches, Density tests shall betaken in the compacted material
below the disturbed surface. When tests indicate the density of any
layer of fill or portion thereof is below the required ninety (90) percent
density, the particular layer or portion shall be re -worked until the
required density has been obtained.
5.4.13 When the Soils Engineer specifies compaction to other standards or
to percentages other than ninety (90) percent, such specification, with
respect to the particular items shall supersede these specifications.
5.4.9 The fill operation shall be continued in six (6.0) inches compacted
layers, as specified above, until the fill has been brought to within 0.1
foot, plus or minus of the finished slopes and grades, as shown on the
accepted plans. The finished surface of fill areas shall be graded or
bladed to a smooth and uniform surface and no loose material shall
be left on the surface.
5,4.10 No fill material shall be placed, spread, or compacted while it Is frozen
or thawing or during unfavorable weather conditions. When work is
Interrupted by weather conditions, flit operations shall not be resumed
unfit the Soils Engineer indicates that moisture content and density of
previously placed fill are satisfactory.
5.5 Observations and Testing:
The Soils Engineer shall be provided with a 48 hour advance notice, in order
that he may be present at the site during all earthwork activities related to
excavation, tree root removal, stripping, backfill, and compaction and filling
of the site and to perform periodic compaotion tests so that substantial
conformance to these recommendations can be established.
stliLs ENGINEERING. INC.
PRELiAt1NARi'SOILS I 1GA?7Ady File Na. 04-10925
Property as Aske R+tdN ru Otc4ee R4 k T*Hw Orrober 11, 2004
Akerd.4d C4 Page 5
RECOMMENDATIONS
EARTHWORK
"Earthwork Speoffictifirri In Appendix A are provided for general guidance In Preparing
ganfty pan& In adrfifion_b1&Lqw"specific recommendafforis am provided and supersede t J
latter wherever discrepancies may exist:
Union otherwise , aCompacted,* whe
interpretedused or Implied within this report should be +
maximum density obtainable by ASTM Test Method 01567-78, Method A,
le- Qghmura A
The term, "Optimum Maisture,o wherever used or implied within this report, should
interpreted as that obtained by the above described test rnsthcKL
C. §wPorns
prorto soil compaction, existing ground surfaces shouldbe -
bs
A stripping depth of one inch should be adequate, In no Instances should shippedd
be used in engineered fill or blended With and compacted
buildingProposed Structure Areas;
Ground surfaces In the proposed
area iihovid, 40 compacted in accordance with
following procedures:
1, Excavattioarthmateral to a minimum deplibrif twelve (12) Inches below
grade In the proposed building areas.
2. The exposed surface soils shall be by the solls engineer or
repoistentativepriortitanybackfir f
materials shall be scariffecl, moisture conditioned and compacted to minimum
3, Moisten d and imported set
content consistent with effective compaction i
soils a. mininturn of 90 percent of the maximum density obtained by
Method D1557,
Workto lines atleastfive fealbeyondtheY' edges of exterlorfav"s and
feet beyond pavernerdedges except
Groundadjacent structures of utilities.
to receive concrete driveway and biturnmous pavements should
scarified and compacted to a minimum depth of 12 Inches below the grading plainein
paversareas orto 12 inches In areas to receive fill. Engineered fill placed In isroposadd
conformareas should to the requirements of Section 5A, 4PIning, Spreading a
obtainedCompacting FIR Materials,* of Appendix A.
Compaction Iry proposed pavement areas should be a nihilimum of 90 percent of
maximum dearsily as by ASTM Test Method D1557, and should rid to
edgesritheirman of two feet beyond his outside
proposedLWINY Lines;
Baddlif for ufi#ty lines traversing areas .concrete
on -grade, or areas to receive engineered fill for future construction should be compact
in accordance with fine same requirements for adjacent and/or fill materials -
Compaction should include haunch area, spring line and from top of pipe to finish
subgrade. The haunch area f to • - foot above+ of flie pipe should be backfill
with %ohoinonleW material.
Cohnionless nalwo materials maybe used for trench and pipe orconduit backfill. There
0ootiesionless," as used herein, is defined as material which when dry, will Row readily
the haunch areas of the pipe trench.
Pipe backfill materials should M contain rocks larger than two Indies in maximu
dimens
erials exposed on the trench bottoms con
protruding
t Inches in mairtiman dimension, conduits a
pipelines should be . f
Unified soft classification System,
Compaction otherwise
recommendations, the followingcompaction
nas or water cordons;
TABLE A
4
Earth materials obtained on site are acceptable for use as engineered fill provided that all
grasses, weeds and other deleterious debris are first removed.
Engineered fill materials should be placed in thin layers (less than ten inches uncompacted
thickness), brought to near the optimum moisture content or to a moisture content
commensurate with effective compaction and sell stability, and compacted to a minimum
of 90 percent of the maximum density obtainable by ASTM Test Method D1567, "Placing,
Spreading and Compacting Fill Materials," in Appendix A.
F. Imported ill
If it becomes necessary to Import materia is from off-site to complete site grading, inn ported
soils should consist of essentially granular, silty sands with low expansion potential and free
of grasses, weeds, debris, rocks larger than six inches in maximum dimension, and soluble
sulfates in excess of 200 parts per million. Imported fill should contain sufficient silt and clay
binder to render them stable In footing trenches and capable of maintaining specified
elevation tolerances during paving operations.
Imported soils to be used as engineered fill should also meet the following gradation and
quality criteria:
Maximum Percent Passing #200 Sieve ................. . .............50
Maximum Liquid Limit ............................................ 40
Maximum Plasticity Index ......................................... 14
Minimum R -Value (for pavement areas only) ............................ 50
Maximum Expansion Index (per 1997 USC Standard 18.2) ................. 20
G. Drainage
Finished ground grades adjacent to the proposed buildings should be sloped to provide
positive free drainage away from the foundations. No areas should be constructed that
would allow drainage generated on the site, or water impinging upon the site from outside
sources, to pond near footings and slabs or behind curbs.
Where ground surfaces adjacent to subsurface walls are to be landscaped, walls should be
waterproofed. Installation of gravel -filled drains to route subsurface drainage away from
walls Will reduce the thickness of damp -proofing resulting in a considerable savings.
H. Slopes
Finished slopes nearerthan five feet from building foundations should be graded no steeper
than five horizontal to one vertical (5:1). A slope ratio of two horizontal to one vertical (2:1)
should provide adequate stability for slopes farther than five feet from footing lines.
=s
SOILS ENGINEERING, INC.
May 29, 2014 SEI File filo. 04-10923
Lamar Homes
c/o Jim Grumbly
3610 Star Sapphire Drive
Bakersfield, CA 93313
Subject: Update of Preliminary Soils Report and Seismic Design
Includes Tract 6758, Unit 2
Reference: Preliminary Soils Investigation
For property located on the east side of Ashe Road
Between McKee Road S Taft Highway
In Bakersfield, California
BE[File Na. 04-10923, dated October 21, 2004
Prepared fin: Centex domes
Dear Mr. Grombly:,
in accordance with a request from McIntosh fieAssociates we have reviewed the above
referenced Soils 'Report which covers the area of Tract 6756, Unit 2. We also reviewed the
subject site. There have been no material changes to the site or updates in Technology that
would invalidate any of the conclusions or recommendations In this report. Accordingly, the
content of the "Preliminary Soils investigation' remain wholly applicable to the subject site.
SEI has also updated the Seismic {resign: in accordance with the 2013 California Building Code
(CSC), The updated Seismic Design Values are attached,
if you have any questions concerning this letter please contact SEt at (661) 831-5100:
Sincerely, INEERiNG pes0Fk9g
SO
Tony Frangie, PE v
Vice President Own, �v-
0
Attachments: Seismic Des til Is
SEISMIC DESIGN VALUES
The seismic design values are presented in the table below based an the 2013 California
Building Coda (CBC). The Site Class for Tract 6491 & Tract 6758 located NE of Ashe Road and
Taft Highway in Bakersfield, Kem County, California, were determined using standard
penetration test data obtained at the site.
SEISMIC DESIGN CRITERIA
VALUE
SOURCE
Risk Category
11
2013 CBC Table 1604.5
i$
Site Specific Soils Report
2013 CBC Section 1613.3.2,
Site Class
D
ASCE 7-10 Table 20.3-1
Mapped MCER Spectral Response
r
Acceleration, short period, Ss
1.188
Figure 1513.3 (1)
Mapped MCER Spectral Response
USES Maps/Software - 2013 CBC
4
Earth materials obtained on site are acceptable for use as engineered fill provided that all
grasses, weeds and other deleterious debris are first removed.
Engineered fill materials should be placed in thin layers (less than ten inches uncompacted
thickness), brought to near the optimum moisture content or to a moisture content
commensurate with effective compaction and sell stability, and compacted to a minimum
of 90 percent of the maximum density obtainable by ASTM Test Method D1567, "Placing,
Spreading and Compacting Fill Materials," in Appendix A.
F. Imported ill
If it becomes necessary to Import materia is from off-site to complete site grading, inn ported
soils should consist of essentially granular, silty sands with low expansion potential and free
of grasses, weeds, debris, rocks larger than six inches in maximum dimension, and soluble
sulfates in excess of 200 parts per million. Imported fill should contain sufficient silt and clay
binder to render them stable In footing trenches and capable of maintaining specified
elevation tolerances during paving operations.
Imported soils to be used as engineered fill should also meet the following gradation and
quality criteria:
Maximum Percent Passing #200 Sieve ................. . .............50
Maximum Liquid Limit ............................................ 40
Maximum Plasticity Index ......................................... 14
Minimum R -Value (for pavement areas only) ............................ 50
Maximum Expansion Index (per 1997 USC Standard 18.2) ................. 20
G. Drainage
Finished ground grades adjacent to the proposed buildings should be sloped to provide
positive free drainage away from the foundations. No areas should be constructed that
would allow drainage generated on the site, or water impinging upon the site from outside
sources, to pond near footings and slabs or behind curbs.
Where ground surfaces adjacent to subsurface walls are to be landscaped, walls should be
waterproofed. Installation of gravel -filled drains to route subsurface drainage away from
walls Will reduce the thickness of damp -proofing resulting in a considerable savings.
H. Slopes
Finished slopes nearerthan five feet from building foundations should be graded no steeper
than five horizontal to one vertical (5:1). A slope ratio of two horizontal to one vertical (2:1)
should provide adequate stability for slopes farther than five feet from footing lines.
=s
SOILS ENGINEERING, INC.
May 29, 2014 SEI File filo. 04-10923
Lamar Homes
c/o Jim Grumbly
3610 Star Sapphire Drive
Bakersfield, CA 93313
Subject: Update of Preliminary Soils Report and Seismic Design
Includes Tract 6758, Unit 2
Reference: Preliminary Soils Investigation
For property located on the east side of Ashe Road
Between McKee Road S Taft Highway
In Bakersfield, California
BE[File Na. 04-10923, dated October 21, 2004
Prepared fin: Centex domes
Dear Mr. Grombly:,
in accordance with a request from McIntosh fieAssociates we have reviewed the above
referenced Soils 'Report which covers the area of Tract 6756, Unit 2. We also reviewed the
subject site. There have been no material changes to the site or updates in Technology that
would invalidate any of the conclusions or recommendations In this report. Accordingly, the
content of the "Preliminary Soils investigation' remain wholly applicable to the subject site.
SEI has also updated the Seismic {resign: in accordance with the 2013 California Building Code
(CSC), The updated Seismic Design Values are attached,
if you have any questions concerning this letter please contact SEt at (661) 831-5100:
Sincerely, INEERiNG pes0Fk9g
SO
Tony Frangie, PE v
Vice President Own, �v-
0
Attachments: Seismic Des til Is
SEISMIC DESIGN VALUES
The seismic design values are presented in the table below based an the 2013 California
Building Coda (CBC). The Site Class for Tract 6491 & Tract 6758 located NE of Ashe Road and
Taft Highway in Bakersfield, Kem County, California, were determined using standard
penetration test data obtained at the site.
SEISMIC DESIGN CRITERIA
VALUE
SOURCE
Risk Category
11
2013 CBC Table 1604.5
Site Specific Soils Report
2013 CBC Section 1613.3.2,
Site Class
D
ASCE 7-10 Table 20.3-1
Mapped MCER Spectral Response
USGS maps/Software, - 2013 CBC
Acceleration, short period, Ss
1.188
Figure 1513.3 (1)
Mapped MCER Spectral Response
USES Maps/Software - 2013 CBC
Acceleration, at 1 -sec, Period, Sh
0.444
Figure 1813.3 (2)
USGS Software - 2013 CBC 'fatale
Site Coefficient, F.
1425
1613-3.3 (1)
USGS Software - 2013 CBC Table
Site Coefficient, Ft
1.556
1613.3.3 (2)
Adjusted MCER Spectral Response
0
USGS Software - 2013 CBC Section
Acceleration, Short periods, Bus = F, S,
1.217
1613.3.3
Adjusted MCER Spectral Response
USGS Software - 2013 CBC Section
Acceleration, I -sec. Period, Sia,= Fu $I
9.691
1813.3:3
Design Spectral )response Acceleration,
USGS Software - 2013 CBC Section
short periods, Sm = 2t3 Sm
0.812
1813.3.4
Design Spectral' Response Acceleration,
USGS Software - 2013 CHC Section
1-secperiod, Sal= 213 Shsl
0.461
1613.3.4
Peak Ground Acceleration (PGA) for Max
USGS Software - ASCE 7-10 Fig
Considered Earthquake (MCEa)
0,4489
22-7
Site Coefficient, Frog= 1.055,
W
USGS Software - ASCE 7-10
PGAa=FpoA*PGA-
0,478
Tableite-1
Site -Specific Ground Motion Procedures
USGS Software - ASCE 7-10 Fig 22 -
for Seismic Design, Cas
1,033
17
Site -Specific Ground Motion Procedures
USGS Software - ASCE 7-10 Fig 22 -
for Seismic Design, Ca,
1.00
is
Seismic Design Category short periods
(Sas)
D
2013 CBC Table 1813.3.5 (1)
Seismic Design Category, 1 -sec period
(SDI)
D
2013 CBC Table 1613.3:5 (2)
MCEs= Maximum Considered Earthquake (risk targeted)
MCEe = Maximum Considered Earthquake (geometric mean)
N
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