HomeMy WebLinkAbout1.7-6758 Ph 2GRADING NOTES:
ROAD
1.
ALL GRADING SHALL CONFORM TO THE CITY OF BAKERSFIELD ORDINANCES
29.
CL CENTERLINE
AND STANDARDS PERTAINING THERETO (2013 CALIFORNIA BUILDING CODE,
ELEV ELEVATION
GB GRADE BREAK
APPENDIX J) AND SHALL BE SUPERVISED AS ENGINEERED GRADING IN
XFL EXIST. FLOWLINE
EVC END VERTICAL CURVE
ACCORDANCE WIN CITY OF BAKERSFIELD ORDINANCES.
PROPOSED PAD ELEV.
2.
ALL GRADING SHALL CONFORM TO THE RECOMMENDATIONS CONTAINED
EXIST. TOP OF CURB ELEV.
IN, AND MADE A PART HEREOF, THE PRELIMINARY SOILS REPORT
EXIST. GUTTER FLOWLINE ELEV.
:aa 7a -U
PREPARED BY SOILS ENGINEERING, INC., FILE NO. 04 -10923 DATED
O. Jl5X
DIRECTION AND PERCENT OF
OCTOBER 21, 2004, (UPDATED FEBRUARY 2005) AND ALL ADDENDUMS
30.
ix
THERETO. IN CASE OF A CONFLICT BETWEEN 77-IE PLANS AND SPECIFICAT7ONS,
EXIST. FLOWLINE
THE MORE STRINGENT REQUIREMENTS WILL TAKE PRECEDENCE.
CENTERLINE OF STREET
J.
THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISORY
- - - - - - - - --
PAD COMPACTION LIMITS
CONTROL DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE
FUTURE FLOWLINE
- - - p
WITH THE PLANS, SPECIFICATIONS AND CODE WITHIN HIS PURVIEW.
~
TYPE "A" CATCH BASIN
Z
31.
4.
7HE SOIL ENGINEER, DESIGN ENGINEER, AND BUILDING OFFICIAL
EXIST. STORM DRAIN
SHALL BE NOTIFIED 48 HOURS PRIOR TO PLACING ANY MATERIAL.
FUTURE STORM DRAIN
5.
THE GRADING CONTRACTOR SHALL CONTACT ALL COMPANIES WITH
®
CONSTRUCTION NOTES
UNDERGROUND FACILITIES PRIOR TO BEGINNING CONSTRUCTION AND
Q
44W-UTILITY: S -SEWER
VERIFY THE LOCATION AND DEPTH OF ALL UNDERGROUND FACILITIES,
D -DRAIN
m
INCLUDING TELEPHONE, ELECTRIC, WATER, SEWER, OIL AND GAS
H
2
LINES. 7HE ENGINEER ASSUMES NO RESPONSIBILITY FOR BURIED
32•
Q
LINES NOT INDICATED ON THE PLAN OR FOR INFORMATION OBTAINED
FROM OUTSIDE SOURCES (USA 1 -800- 227 -2600)
6.
7HE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING ALL
AREAS TO + OR - 0.10 FOOT. IF AN AREA SHOULD BE FOUND TO BE
MORE THAN 0.10 FOOT OUT OF LEVEL AFTER COMPAC77NG AND
33
ACCEPTANCE OF GRADING, THE CONTRACTOR SHALL RETURN AND
CORRECT THE GRADING AT NO COST TO THE OWNER.
7
THE GRADING CONTRACTOR SHALL WATER AS REQUIRED DURING THE
GRADING OPERATIONS TO PREVENT 7HE OCCURRENCE OF A DUST
NUISANCE AND SHALL PR07ECT CURBS AND OTHER OBJECTS WHICH ARE
TO REMAIN.
8.
EXCA VA 77ON - EXCA VA 77ON SHALL CONSIST OF ALL EXCA VA 77ON
INVOLVED IN GRADING THE PROJECT AS SHOWN ON 7HE PLANS, EXCEPT
ANY EXCA VA 77ON SEPARATELY DESIGNATED AND PAID FOR AS A
SEPARATF ITEM.
9.
EMBANKMENTS - EMBANKMENT CONSTRUCTION SHALL CONSIST OF
CONSTRUCTING LOT EMBANKMENTS INCLUDING THE PREPARATION OF
AREAS FOR WHICH THEY ARE TO BE PLACED, 77-IE CONSTRUCTION OF
DIKES WITHIN OR OUTSIDE THE CONSTRUCTION AREA, THE PLACING
AND COMPACTING OF APPROVED MATERIAL WITHIN THE CONSTRUCTION
AREA WHERE UNSUITABLE MATERIAL HAS BEEN REMOVED, AND 77-IE
PLACING AND COMPAC77NG OF EMBANKMENT MATERIAL IN HOLES, FOR
7HE CONSTRUCTION EMBANKMENTS PREPARING SUB -GRADE AT THE
GRADING PLANE, CONFORMING TO THE GRADE TOLERANCE, DOING
NECESSARY PLOWING OR BENCHING, IMPOR77NG OR BORROW, PLACING
AND COMPACTING MATERIAL TO THE LINE AND GRADES SHOWN ON THE
PLANS AND AS DIRECTED BY 77-IE ENGINEER SHALL BE CONSIDERED AS
INCLUDED IN 77-IE CONTRACT PRICE PAID PER CUBIC YARD FOR
EXCAVATION, AND NO ADDITIONAL COMPENSATION WILL BE ALLOWED
34.
FOR SUCH WORK.
10.
77-IE WORK EMBRACED HEREIN SHALL BE IN ACCORDANCE WITH THE
35.
STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA DEPARTMENT
OF IRA NSPOR TA 77ON, CURRENT EDITION, INSOFAR AS THE SAME MAY
36.
APPLY IN ACCORDANCE WITH THE N07ES HEREON. IN CASE OF
CONFLICT WITH THE STANDARD SPECIFICA77ONS AND ANY NOTES
37
HEREON, THE NOTES HEREON SHALL TAKE PRECEDENCE OVER AND BE
USED IN LIEU OF SUCH CONFLIC77NG PORTIONS SAID
SPECIFICATIONS SHALL APPLY BUT NOT BE LIMITED TO THE
FOLLOWING.
A) ALL CONCRETE SHALL BE CLASS B" AS IN ACCORDANCE WITH
SECTION 90 AND SHALL HAVE AT LEAST 2500 PSI COMPRESSIVE
STRENGTH AT 28 DAYS
B) ASPHALTIC CONCRETE SHALL BE TYPE B" MEDIUM GRADED,
38.
112" MAXIMUM AGGREGATE; AND INTIMATELY MIXED WITH 5 -7%
ASPHALT.
11.
IN 7HE EVENT CONSTRUCTION STAKING BASED ON MCINTOSH & ASSOCIATES'
PLANS, DRAWINGS, OR 07HER DOCUMENTS IS PERFORMED BY ANOTHER
FIRM, MCINTOSH & ASSOCIATES SHALL BE HELD HARMLESS AND RELEASED
39
FROM ALL LIABILITY ARISING FROM 7HE USE OF SAID PLANS,
DRAWINGS, OR OTHER DOCUMENTS.
12.
McINTOSH & ASSOCIATES SHALL NOT BE RESPONSIBLE OR LIABLE FOR
UNAUTHORIZED CHANGES TO, OR USES OF, THESE PLANS ALL
CHANGES TO THESE PLANS MUST BE APPROVED, IN WRI77NG, BY
40
MCINTOSH & ASSOCIATES.
13
UPON COMPLETION OF GRADING AND BEFORE THE START OF
CONSTRUCTION, A FINAL SOILS REPORT SHALL BE PREPARED
BY THE SOIL ENGINEER.
14.
THE SOIL ENGINEER SHALL REVIEW ALL EXCA VA 77ONS PRIOR TO
BACKnLLING AND SHALL BE N071FIED OF ANY ITEM ENCOUNTERED
DURING THE GRADING OPERATIONS THAT MIGHT AFFECT FOUNDA77ON
STABILITY SO RECOMMENDA7701VS CAN BE MADE BY THE SOIL
ENGINEER.
15.
CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2: 1.
16.
ALL SLOPES GREATER THAN THREE FEET IN VERTICAL HEIGHT SHALL
BE PREPARED AND MAINTAINED TO PREVENT EROSION.
17
IMPORTED FILL MATERIAL: REFER TO SPECIFIC 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 EAR7HWORK RECOMMENDATION FOR
FILL MATERIALS LAYERING AND REQUIREMENTS ON SHEET 2 HEREIN.
21.
QUANTITIES FOR EARTHWORK
EXCA VA 77ON AND OVER EXCA VA 7701V - 31, 654 CU. YD.
EMBANKMENT - 19,189 CU. ?D.
QUAN 7777ES ARE FOR GRADING PERMIT ONLY. 7HE ENGINEER MAKES
NO WARRANTY OF THE ANTICIPATED SHRINKAGE FACTOR. IN CASE OF
EXCESS OR SHORTAGE, THE CONTRACTOR SHALL CONTACT THE ENGINEER
SO THAT ADJUSTMENTS MAY BE MADE. THE CONTRACTOR SHALL NOT
USE THESE QUANTITIES TO BASE HIS BID ON.
22.
BUILDING PAD PREPARATION. REFER TO SPECIFIC RECOMMENDATION
ON SHEET 2 HEREIN.
23.
PA VEMEN T AREAS. REFER TO SPECIFIC RECOMMENDA 77ON ON
SHEET 2 HEREIN.
24.
AN OSHA PERMIT IS REQUIRED WHEN WORKERS MUST ENTER TRENCHES OR
EXCA VA TION FIVE (5) FEET OR DEEPER.
25.
SUFFICIENT ACCESS TO 7HE EXISTING AND ABANDONED WELLS SHALL BE MAINTAINED
IN ORDER FOR THE DIVISION OF GAS, OILS AND GEOTHERMAL RESOURCES ( DIV7SION)
TO INVESTIGATE THE CONDITION OF THE WELL HEADS AND CHECK FOR LEAKAGE. IF
ANY REABANDONMENTS ARE REQUIRED, THE DIVISION SHALL FURNISH THE NECESSARY
SPECIFICATIONS TO THE PROPERTY OWNER.
26.
AT THE IN177AL CONSTRUCTION MEETING PRIOR TO GRADING ACTI W TIES ALL
CONSTRUCTION WORKERS MUST BE INFORMED AS TO THE SYMPTOMS OF VALLEY FEVER.
27.
THE CONTRACTOR SHALL COMPLY WITH 77-IE GUIDE FOR ASSESSING AND
MITIGATING AIR QUALITY IMPACTS (GAMAQI), JANUARY 10, 2002 REVISION,
GUIDANCE DOCUMENT WHICH LISTS THE FOLLOWING MEASURES AS APPROVED
AND RECOMMENDED FOR CONSTRUCTION ACTIVITIES WITHIN THE SAN JOAQUIN
VALLEY AS FOLLOWS:
A. MAINTAIN ALL CONSTRUCTION EQUIPMENT AS RECOMMENDED BY
MANUFACTURER MANUALS
B. SHUT DOWN EQUIPMENT WHEN NOT IN USE FOR EXTENDED PERIODS OF
TIME.
C USE ELECTRIC EQUIPMENT FOR CONSTRUCTION WHENEVER POSSIBLE IN
LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT.
D. CURTAIL USE OF HIGH - EMITTING CONSTRUCTION EQUIPMENT DURING
PERIODS OF HIGH OR EXCESSIVE AMBIENT POLLUTANT CONCENTRATIONS
EXCESSIVE AMBIENT POLLUTANT CONCENTRATIONS SUCH AS "SPARE -
THE -AIR" DAYS AS DECLARED BY THE SJVAPCD.
E. ENCOURAGE CONSTRUCTION EMPLOYEES TO CARPOOL OR USE SHUTTLE
TO RETAIL ESTABLISHMENTS AT LUNCH.
28.
PRIOR TO S17E GRADING, SUBDIVIDER SHALL HAVE A PRECONS7RUC77ON SURVEY
CONDUCTED TO SEARCH FOR NA77VE KIT FOX DENS. SURVEY SHALL BE SUBMITTED
TO THE PLANNING DIRECTOR FOR REVIEW PRIOR TO GRADING THE APPLICANT MAY
BE SUBJECT TO SPECIAL NOTIFICATION REQUIREMENTS TO AGENCIES PRIOR TO
GRADING LAND CONTAINING DENS
PRIOR TO THE APPROVAL OF A GRADING PLAN, SUBDIVIDER IS SUBJECT TO THE MIGRATORY BIRD
TREATY ACT. INCLUDING THE SWANSON HAWK DURING THE RAPTOR NESTING SEASON (FEBRUARY
THROUGH SEPTEMBER). IF CONSTRUCTION IS TO OCCUR DURING RAPTOR NESTINGAREEDING SEASON
(FEBRUARY 7HROUGH SEPTEMBER) NO CONSTRUCTION ACTIVITY SHALL TAKE PLACE WITHIN 500
FEET OF A ACTIVE NEST. TREES TO BE REMOVED THAT CONTAIN NESTS SHALL BE REMOVED
ONLY DURING NON- BREEDING SEASON (OCTOBER 7HROUGH JANUARY)
THE PRESENCE OF ANY PREVIOUSLY UNIDENTIFIED PROTECTED SPECIES WHICH ARE NOT ADDRESSED
IN THE MBHCP, INCLUDING THOSE PROTECTED UNDER THE FEDERAL MIGRATORY BIRD 7REATY ACT,
SHOULD BE AVOIDED AND EVALUATED BY A QUALIFIED BIOLOGIST PRIOR TO CONSTRUCTION. 77-IE
FISH & WILDLIFE SERVICE (USFWS) AND CALIFORNIA DEPARTMENT OF FISH & GAME (CDFG) SHOULD
BE NOTIFIED OF PREVIOUSLY UNREPORTED PROTECTED SPECIES. ANY UNAN77CIPA7E'D TAKE OF
PROTECTED WILDLIFE SHALL BE REPORTED IMMEDIATELY TO THE CDFG AND USFVS.
IF ARCHEOLOGICAL OR PALEONTOLOGICAL RESOURCES ARE DISCOVERED DURING EXCAVATION AND
GRADING AC77WTIES ON -SITE, THE CONTRACTOR SHALL STOP ALL WORK AND THE DEVELOPER SHALL
RETAIN A QUALIFIED ARCHEOLOGIST TO EVALUATE THE SIGNIFICANCE OF THE FINDING AND APPROPRIATE
COURSE OF ACTION. SALVAGE OPERATION REQUIREMENTS IN APPENDIX K OF THE CALIFORNIA
ENVIRONMENTAL QUALITY ACT GUIDELINES SHALL BE FOLLOWED AND THE TREATMENT OF DISCOVERED
NA77VE AMERICAN REMAINS SHALL COMPLY WITH STATE CODES REGULATIONS OF 7HE AMERICAN
HERI TA GE COMMISSION.
SHOULD HUMAN REMAINS BE DISCOVERED AT ANY TIME ON ANY PORTION OF 7HE PROJECT,
WORK SHALL HALT AND 7HE CORONER BE NOTIFIED IMMEDIATELY (SECTION 7050.5 OF THE
HEALTH AND SAFETY CODE). IN THE ABSENCE OF AN ARCHAEOLOGICAL MONITOR, A
QUALIFIED ARCHAEOLOGIST AND THE LOCAL NA 71VE AMERICAN COMMUNITY SHALL
ALSO BE NOTIFIED.
THE CONTRACTOR SHALL COMPLY WITH SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT (SJVAPCD)
REGULATION Vlll, DUST CONTROL MEASURES TO ENSURE COMPLIANCE SPECIFICALLY DURING GRADING AND
CONSTRUCTION PHASES. THE MITIGATION MEASURES TO BE TAKEN ARE AS FOLLOWS-
A. WA TER EXPOSED SURFACES (SOIL) 7HREE- TIMESIDA Y.
B. WATER ALL HAUL ROADS AT A MINIMUM OF THREE TIMES PER DAY.
C. REDUCE SPEED ON UNPAVED ROADS TO LESS 7HAN 15 MILES PER HOUR.
D. STABILIZE ALL DISTURBED AREAS, INCLUDING STORAGE PILES, WHICH ARE NOT BEING ACTIVELY
U77LIZED FOR CONSTRUCTION PURPOSES USING WATER OR BY COVERING 10771 A TRAP, OTHER
SUITABLE COVER OR VEGETATIVE GROUND COVER.
E. CON7ROL FUGITIVE DUST EMISSIONS DURING LAND CLEARING, GRUBBING, SCRAPING, EXCAVATION,
LEVELING, GRADING, OR CUT & FILL OPERATIONS WITH APPLICATION OF WATER OR BY
PRESOAKING.
F. WHEN TRANSPORTING MATERIALS OFFSITE, MAINTAIN A FREEBOARD LIMIT OF AT LEAST SIX
INCHES AND COVER OR EFFEC77VELY WET TO LIMIT VISIBLE DUST EMISSIONS.
G. LIMIT AND REMOVE THE ACCUMULATION OF MUD AND /OR DIRT FROM ADJACENT PUBLIC
ROADWAYS AT THE END OF EACH WORKDAY. (USE OF DRY ROTARY BRUSHES IS PROHIBITED
EXCEPT WHEN PRECEDED OR ACCOMPANIED BY SUFFICIENT KET77NG TO LIMIT VISIBLE DUST
EMISSIONS AND USE OF BLOWERS IS EXPRESSLY FORBIDDEN).
H. STABILIZE THE SURFACE OF STORAGE PILES FOLLOWING THE ADDITION OR REMOVAL OF
MATERIALS USING WATER.
I. REMOVE IRA CKOUT WHEN IT EXTENDS 50 OR MORE FEET FROM THE S /TF AT THE END OF EACH
WORKDA Y.
J. CEASE GRADING AC77W77ES DURING PERIODS OF HIGH WINDS (GREATER THAN 20 MPH OVER A
ONE -HOUR PERIOD).
K. ASPHALT- CONCRETE PAVING SHALL COMPLY WITH THE SJVAPCD RULE 4641 AND RESTRICT USE
OF OF CUTBACK, SLOW -CURE AND EMULSIFIED ASPHALT PAVING MATERIALS
SURFACE DRAINAGE TO BE ONE (1%) PERCENT MINIMUM, EXCEPT AS WAIVED BY THE
BUILDING OFFICIAL.
GRADING WORK WILL BE SUPERVISED AS ENGINEERED GRADING IN ACCORDANCE WITH
CHAPTER 33 OF 77-IE C.B.C.
NO WORK SHALL BE PERFORMED INSIDE CURRENT CALTRANS RIGHT -OF -WAY UN77L AN
ENCROACHMENT PERMIT IS OBTAINED.
IF THE PROJECT IS SUBJECT TO 7HE PROVISIONS OF THE NATIONAL POLLUTANT
DISCHARGE ELIMINATION SYSTEM (NPDES), A NOTICE OF INTENT" (NOI) TO COMPLY W177-1
THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH
CONSTRUCTION AC77WTY (WO ORDER NO. R5- 2013 -0153) MUST BE FILED WITH STATE
WA TER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE 77-IE BEGINNING OF ANY
CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A
STORM WATER POLLUTION PLAN (SWPPP) BE PREPARED, CONTINUOUSLY CARRIED OUT, AND
ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS
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 A SUBDIVISION AGREEMENT, SECURITY BASED ON AN
APPROVED ENGINEER'S ES77MATF FOR THE WORK PERFORMED WITHIN THE RIGHT OF WAY
AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT.
DUST CONTROL
CONTRACTOR SHALL OBTAIN A COPY OF THE DUST CONTROL PLAN (DCP) FOR THIS PROJECT
FROM THE DEVELOPER, AND SHALL KEEP A COPY ON SI7E AT ALL TIMES FOR THE DURATION
OF CONTRACTORS OCCUPANCY OF THE SITE, CONTRACTOR IS REQUIRED TO COMPLY WITH THE
PROVISIONS OF SAID PLAN.
STORM WATER POLLUTION PREVEN77ON
CONTRACTOR SHALL OBTAIN A COPY OF THE STORM WA7ER POLLUTION PREVEN7701V PLAN (SWPPP)
FOR THIS PROJECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON S17F AT ALL TIMES FOR
77-IE DURATION OF CONTRACTORS OCCUPANCY OF 77-IE SITE, CONTRACTOR IS REQUIRED TO COMPLY
WITH THE PROVISIONS OF SAID PLAN.
....... - PACHECO ROAD
19 :J[21 20S D 22 ❑ 23 N24 IE OR AW D
0 30 0 29 28 0 27 0 0 26
MrCHEN ROAD m of HOSK NG
31 0 = 34 35 36 31
V) McKEE ROAD GREENFD;LD
H WY. PU MPM CENTER 5 3 1 a 16::
6 PRO IEC CURNOW Q 2
o � 9 w
8 N 10 11 12 7
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17
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7,,F 7,4 71, T F.-,
VICINITY MAP
NO SCALE
PROJECT AREA: - 14.74 ACRES
BENCHMARK,
BENCHMARK DISK STAMPED - 0 1157 RESET 1969
AT OLD RIVER, AT THE JUNCTION OF STATE HIGHWAY 119 AND OLD RIVER
ROAD, IN THE TOP OF THE EAST END OF THE NORTH CONCRETE HEAD WALL
OF TRIPLE CONCRETE BOX CULVERT B 11.44 OVER S77NE CANAL, 19 112
FEET NORTH OF THE CENTER LINE OF THE HIGHWAY, 50 FEET WEST OF THE
EXTENDED CENTER LINE OF OLD RIVER ROAD LEADING SOUTH, 64 FEET EAST
OF THE CENTER LINE OF OLD RIVER ROAD LEADING NORTH, AND ABOUT
LEVEL WITH 7HE HIGHWAY.
ELEVA 71ON = 343.30 (U. S. G. S DA 7UM NA VD 88)
BASIS OF BEARINGS:
THE BEARING OF N. 89 04 JJ" W. SHOWN FOR THE SOUTH LINE OF
THE SOUTHWEST 114 OF SECTION 34, T.30 S., R.27 E. AS SHOWN ON
SURVEY INVES77GA TION MAP NO. 7 -1 BK. 6, PG. 27 WAS USED AS
THE BASIS OF BEARINGS SHOWN HEREON.
LEGAL DESCRIP770N.
PORTION OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF
SECTION 34, TOWNSHIP 30 SOU7H, RANGE 27 EAST, M.D.M.;
IN THE CITY OF BAKERSFIELD, COUNTY OF KERN.
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CITY OF BAKERSFIELD
KERN COUNTY CALIFORNIA
GRADING PLAN
TRACT 6758 UNIT 2
M c K E E ROAD - --
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- - - -- I
TAFT HIGHWAY (SR -119)
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NUMBER OF LOTS,•
UNIT 2 - 69 LOTS
SHEET INDEX
SHEET 1 COVER PAGE /GENERAL NOTES
SHEET 2 SOIL REPORT NOTES
SHEET 3 GRADING PLAN
SHEET 4 CROSS SECTIONS AND DETAILS
TRAFFIC INDEX TABLE
ROAD
I TI
LOCAL STREETS
14.5
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SWALE GRADING
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ABBREMA110NS
EP EDGE OF PAVEMENT FS FINISH SURFACE
TC TOP OF CONCRETE
OE OVER- EXCAVATION
FL FLOWLINE
FF FINISH FLOOR
CL CENTERLINE
FC FINISH CONCRETE
ELEV ELEVATION
GB GRADE BREAK
XFP EXIST. FINSIHED PAD FG FINISH GRADE
XFL EXIST. FLOWLINE
EVC END VERTICAL CURVE
fp 100.00
PROPOSED PAD ELEV.
61
PROPOSED GUTTER FLOWLINE ELEV.
EXIST. TOP OF CURB ELEV.
EXIST. GUTTER FLOWLINE ELEV.
:aa 7a -U
PROPOSED LANDSCAPE ELEV.
O. Jl5X
DIRECTION AND PERCENT OF
_-
SLOPE FOR DRAINAGE
ix
FLOWLINE
EXIST. FLOWLINE
- - -
CENTERLINE OF STREET
- - - -
PROPERTY LINE /RIGHT -OF -WAY
- - - - - - - - --
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SOILS ENGINEERING, INC.
February 21. 2005
Centex Homes
5601 Truxtun Avenue, Suite 225
Bakersfield, CA 93309 0624
Attention: Duke Ashiock
Subject Update of Preliminary Soils Investigation & Sump Study
For Tentative Tract 6491. located north of Taft Highway
in Bakersfield, California
Reference: Preliminary Soils Investigation
for property located on the east side of Ashe Road
between McKee Road & Taff Highway
in Bakersfield, California
File No. 04 -10923
Dated: October 21, 2004
Gentlemen
,I
File No, 04 -10923
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 wrest 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 & Slope 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 borings were 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 • BAKERSFIELD, CALIFORNIA 93313 PHONE (661) 831 -51m • FAX-t661)331-2111
SOILS ENGINEERING, INC.
l pdate of Prelinrinart` Soils Investigation
Drainage Basin Stu4 for Proposed Sting Tentative Tract 6491
Bakersfield, (_1 -1
File No. 04 -10923
April 19, 2605
Page 1
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 Solit- Barrel Sampling of
Soils" (ASTM D1586). 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 D2434, results are reported in Table 1.
One (1) Direct Shear test was performed using ASTNT Test Method D3090 for the 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 (USCS).
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 cohesionless 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 surnp construction is complete.
1p date of Prelimina n Sails Investigation
Drainage Basin Stud e for
Proposed Sump Tentative Tract 6491
Rakercfleld, CA
SOILS ENGINEERING, iNC
File :Vo. 04 -10913
April 19,200-5
Page 3
We hoe this p t s provides the information you require. If you have any questions. or need
further assistance, please contact Our office.
Respectfully submitted.
SOILS ENGINEERING, INC.
Tony Frangie, P.E. `~!�~ No 3 w
;f
ExF. 12=31 15
TF: ch XT
Attachments Figures 1A & 1B, Boring Location Map
Figures 15 thru 18, Logs of Test Borings
Figures A -11 & A -12. Grain Size Distribution;
Figure D -1, Direct Shear Test
Table 1. Permeabiiity Tests
SOILS ENGINEERING, INC.
PRELIVLA44RY SOILS INVESTIGATIOA File ,Vo. 04 -10923
Property on Ashe Rd Btwn McKee Rd & Taft Hwy October 21, 2004
Bakersfield, CA Pape A -I
APPENDIX A
GENERAL GUIDE SPECIFICATIONS FOR EARTHWORK
1. GENERAL
2.
3.
4.
1.1 Scope
These specifications and plans include all earthwork pertaining to site rough
grading including, but not limited to furnishing all labor and equipment
necessary for clearing and grubbing; stripping; preparation of ground
surfaces to receive fill; excavation; placement and compaction of structural
and non - structural fill; disposal of excess materials and products of clearing,
grubbing, and stripping; and any other work necessary to bring ground
elevations to the lines and grades shown on the project plans.
1.2 Performance:
It shall be the responsibility of the Contractor to complete all earthwork in
accordance with project plans and specifications. No variance from plans
and specifications shall be permitted without written approval of the Engineer -
of- Record, hereinafter referred to as the "engineer" or his designated
representative, hereinafter referred to as the "Soils Engineer." Earthwork
shall not be considered complete until the "Engineer" has issued a written
statement confirming substantial compliance of earthwork operations to these
specifications and to project plans.
The Contractor shall assume sole responsibility forjob site conditions during
the course of earthwork operations on the project, including safety of all
persons and preservation of all property; this requirement shall apply
continuously and not be limited to normal working hours. The Contractor
shall defend, indemnify, and hold harmless the Owners, Engineer, and Soils
Engineer from any and all liability and claims, real or alleged, arising out of
performance of earthwork on this project, except from liability incurred
through sole negligence of the Owner. Engineers, or Soils Engineers.
DEFINITIONS
2.1 Excavations:
Excavation shall be defined within the content of these 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 shall be made true to the lines shown on project plans and to
within plus or minus one -tenth (0.1) of a foot, of grades shown on the
accepted site grading plans.
2.2 Engineered Filled:
Engineered fill shall be construed within the body of these specifications as
earth conforming to specifications provided in the soils or geotechnical report
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 the work to project
earthwork specifications.
2.3 On -Site Material:
On -site material is earth material obtained in excavation made on the project
site.
2.4 Imported Material;
Imported materials are earth materials obtained off the site, hauled in, and
placed as fill.
2.5 "Compaction" or "Compacted":
Wherever expressed or implied within the context of these specifications shall
be interpreted as compaction to ninety (90) percent of the maximum density
obtainable by ASTM Test Method D- 1557(Method A).
2.6 Grading Plane:
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.
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.
CLEARING AND GRUBBING
4.1 Clearing and Grubbing
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 fill containing said fragments should not be placed above the
elevation of the bottom of the loudest structure footing.
4.1.2 Foundations - existing at the time of grading shall be removed to a
depth not less than two (2.0) feet below the bottom of the lowest
structure footing.
4.1.3 Basemi..ntts a tic 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 lines 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 Cavities - 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 specifications and recommendations
of the Preliminary Soils Report, whichever is more stringent. The following are
recommendations issued in this report.
5.1 Area�,_to Receive Fill:
5.1.1 Surfaces to receive fill shall be scarified 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 fill 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 Excavation:
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 ivtaterials 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 prior to 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 Placina. Spreading, and 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 Method
D1'557. 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 be taken 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.
5.4.8 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, fill operations shall not be resumed
until the Soils Engineer indicates that moisture content and density of
previously placed fill are satisfactory.
5.5 Observations and Testina:
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, backfilf, and compaction and filling
of the site and to perform periodic compaction tests so that substantial
conformance to these recommendations can be established.
SOILS ENGINEERING, INC.
PRF-LI.11LYARY SOILS INVESTIGATION File No. 04 -10923
Property on Ashe Rd Btwn McKee Rd do Taft iltty October 21, 2004
Bakerslield CA Page 5
RECOMMENDATIONS
1. EARTHWORK
"Earthwork Specifications," in Appendix A are provided for general guidance in preparing site
grading plans. In addition, the following specific recommendations are provided and supersede the
latter wherever discrepancies may exist:
A. Compaction
Unless otherwise specified herein, the terms, "Compaction," or "Compacted," wherever
used or implied within this report should be interpreted as compaction to 90 percent of the
maximum density obtainable by ASTM Test Method D1557 -78, Method A.
B. Optimum Moisture
The term, "Optimum Moisture," wherever used or implied within this report, should be
interpreted as that obtained by the above described test method.
C. Stripping
Prior to soil compaction, existing ground surfaces should be stripped of surface vegetation.
A stripping depth of one inch should be adequate. In no instances should stripped material
be used in engineered fill or blended with and compacted in original ground.
D. G ound Surface Preparation
Proposed Structure Areas:
Ground surfaces in the proposed building area should be compacted in accordance with the
following procedures:
1. Excavate earth material to a minimum depth of twelve (12) inches below existing
grade in the proposed building areas.
2- The exposed surface soils shall be reviewed by the soils engineer or his
representative prior to any backfili operations. The top twelve (12) inches of exposed
materials shall be scarified, moisture conditioned and compacted to minimum of
90% of ASTM D -1557.
3. Moisten excavated and imported soils to near the optimum moisture orto a moisture
content consistent with effective compaction and soil stability. Compact moistened
soils to a minimum of 90 percent of the maximum density obtained by ASTM Test
Method D1557.
4. Work to lines at least five feet beyond the outside edges of exterior footings and two
feet beyond pavement edges except where excavation may undermine or damage
adjacent structures or utilities.
Pavement Areas:
Ground surfaces to receive concrete driveway and bituminous pavements should be
scarified and compacted to a minimum depth of 12 inches below the grading plane in cut
areas or to 12 inches in areas to receive fill. Engineered fill placed in proposed pavement
areas should conform to the requirements of Section 5.4, "Placing, Spreading and
Compacting Fill Materials," of Appendix A.
Compaction in proposed pavement areas should be a minimum of 90 percent of the
maximum density as obtained by ASTM Test Method D1557, and should extend to a
minimum of two feet beyond the outside edges of pavements.
Utility Lines:
Backfll for utility lines traversing areas proposed for facilities, pavements, concrete slabs -
on- grade, or areas to receive engineered fill for future construction should be compacted
in accordance with the same requirements for adjacent and /or overlying fill materials.
Compaction should include haunch area, spring line and from top of pipe to finished
subgrade. The haunch area up to one foot above the top of the pipe should be backflled
with "cohesionless" material.
Cohesionless native materials may be used for trench and pipe or conduit backfill. The term
"cohesionless," as used herein, is defined as material which when dry, will flow readily in
the haunch areas of the pipe trench.
Pipe backfill materials should not contain rocks larger than two inches in maximum
dimension. Where adjacent native materials exposed on the trench bottoms contain
protruding rock fragments larger than two inches in maximum dimension, conduits and
pipelines should be laid on a bedding consisting of clean, cohesionless sand (SP), in the
Unified Soils Classification System.
Compaction Requirements - where not otherwise specified in our plans or in these
recommendations, the following compaction requirements are applicable to all electrical,
gas or water conduits:
TABLE A
COMPACTION DEPTH
SOURCE
Haunch to 1 ft.
1 ft. Above Top
of Pipe to 2'6"
2'6" Below
Area
Above Top
Below
Finished Grade to
Site Class
of Pipe
Finished Grade
Finished Subgrade
Structures
90%
90%
90%
Pavements
90%
90%
90 %*
Non - Structural
90%
90%
90%
* the top 8 inches of the subgrade shall be compacted to a minimum of 95% of ASTM D- 1557
E. Engineered Fill
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 ttlan ten inches uncompacted
thickness), brought to near the optimum moisture content or to a moisture content
commensurate with effective compaction and soil stability, and compacted to a minimum
of 90 percent of the maximum density obtainable by ASTM Test Method D1557, "Placing,
Spreading and Compacting Fill Materials," in Appendix A.
F. Imported Fill
if it becomes necessary to import materials from off -site to complete site grading, imported
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 UBC 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 nearer than 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.
SOILS ENGINEERING, INC, a
May 29, 2014 SEI File No 04 -10923
Lennar Homes
c/o Jim Grombly
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 & Taft Highway
In Bakersfield, California
SEI File No. 04- 10923; dated October 21; 2004
Prepared for: Centex Homes
Dear Mr. Grombly.
In accordance with a request from McIntosh & Associates we have reviewed the above
referenced Soils Report which covers the area of Tract 6758, 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 Design in accordance with the 2013 California Building Code
(CBC). The updated Seismic Design Values are attached.
If you have any questions concerning this letter please contact SEI at (661) 831 -5100.
Sincerely.
SOlLS-E-N,INEERING,y
Tony Frangie. PE -
Vice President
�M�N�11
Attachments: Seismic Des
SEISMIC DESIGN VALUES
The seismic design values are presented in the table below based on the 2013 California
Building Code (CBC). The Site Class for Tract 6491 & Tract 6758 located NE of Ashe Road and
Taft Highway in Bakersfield, Kern 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
W
co
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 1613.3 (1)
Mapped MCEj Spectral Response
_
USGS Maps!Software - 2013 CBC
Acceleration, at 1 -sec. Period, S,
0.444
Figure 1613.3 (2)
Lei
USGS Software - 2013 CBC Table
Site Coefficient, F,
1.025
1613.33(l)
c4
USGS Software - 2013 CBC Table
Site Coefficient, F,
1.556
1613.3.3 (2)
Adjusted MCE., Spectral Response
USGS Software - 2013 CBC Section
Acceleration, Short periods, Sm-s = Fa S;
1.217
1613.3.3
Adjusted MCE„ Spectral Response
USGS Software - 2013 CBC Section
Acceleration, 1 -sec. Period, S„•. = F.; S;
0.691
1613.3.3
Design Spectral Response Acceleration,
Q
USGS Software - 2013 CBC Section
short periods, S,s = 213 Sms
0.812
161114
Design Spectral Response Acceleration,
n
USGS Software - 2013 CBC Section
1 -sec period, So,= 223 Sm
0.461
1613.3.4
Peak Ground Acceleration (PGA) for Max.
USGS Software - ASCE 7 -10 Fig
Considered Earthquake (MCEr;)
0.445g
22 -7
Site Coefficient. FWCA. = 1.055.
CJ
<<
USGS Software - ASCE 7 -10
PGA,= Fes* PGA =
0.478
Table 11.8 -1
Site - Specific Ground Motion Procedures
USGS Software - ASCE 7 -10 Fig 22-
for Seismic Design, CRS
1.033
17
USGS Software - ASCE 7 -10 Fig 22-
Site - Specific Ground Motion Procedures
for Seismic Design, Ca,
1.045
18
Seismic Design Category short periods
(SOS)
D
2013 CBC Table 1613.3.5 (1)
Seismic Design Category, 1 -sec period
(Sr„)
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2013 CBC Table 1613.3.5 (2)
MCE,, = Maximum Considered Earthquake (risk targeted).
MCEe = Maximum Considered Earthquake (geometric mean)
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UNDERGROUND SERVICE ALERT
OF SOUTHERN CALIFORNIA
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I FD. K.C.S. CONC. MON.
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S . COR. SEC. 34, 30/27
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I \-S.W. COR. SEC. 34, 30/27
PER R.S. BK. 15, PG. 178
TAFT HIGHWAY
(STATE HIGHWAY 119)
CONSTRUCTION NOTES:
0 INSTALL TEMPORARY INLET STRUCTURE PER DETAIL "AA" ON SHEET 4.
2O INSTALL W- 31(CA) SIGN WITH OM4 -3 MARKER AT PHASE
BOUNDARY OF TRACT IF ADJACENT PHASE IS NOT CONSTRUCTED
AT SAME TIME. REMOVE AND SALVAGE SIGN WITH
CONSTRUCTION OF ADJACENT PHASE.
30 CONTRACTOR TO VERIFY LOCATION AND INVERT ELEV. AT
POINT OF CONNECTION OF EXISTING DRAIN LINE BEFORE
CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES.
LEGEND
ABBREVIATIONS
EP EDGE OF PAVEMENT
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I FD. K.C.S. CONC. MON.
DOWN 24" FOR WITNESS
CORNER 40' NORTH OF
S . COR. SEC. 34, 30/27
I w PER R/S BK. 15, PG. 178
i�
OO N
O(V
a
C
Z - -
I \-S.W. COR. SEC. 34, 30/27
PER R.S. BK. 15, PG. 178
TAFT HIGHWAY
(STATE HIGHWAY 119)
CONSTRUCTION NOTES:
0 INSTALL TEMPORARY INLET STRUCTURE PER DETAIL "AA" ON SHEET 4.
2O INSTALL W- 31(CA) SIGN WITH OM4 -3 MARKER AT PHASE
BOUNDARY OF TRACT IF ADJACENT PHASE IS NOT CONSTRUCTED
AT SAME TIME. REMOVE AND SALVAGE SIGN WITH
CONSTRUCTION OF ADJACENT PHASE.
30 CONTRACTOR TO VERIFY LOCATION AND INVERT ELEV. AT
POINT OF CONNECTION OF EXISTING DRAIN LINE BEFORE
CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES.
LEGEND
ABBREVIATIONS
EP EDGE OF PAVEMENT
FS FINISH SURFACE
TC TOP OF CONCRETE
OE OVER - EXCAVATION
FL FLOWUNE
FF FINISH FLOOR
CL CENTERUNE
FC FINISH CONCRETE
ELEV ELEVATION
GB GRADE BREAK
XFP EXIST. FINSIHED PAD FG FINISH GRADE
XFL EXIST. FLOWUNE
EVC END VERTICAL CURVE
FP, 100.00
PROPOSED PAD ELEV.
u� �?
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PROPOSED GUTTER FLOIMJNE ELEV.
H
EXIST. TOP OF CURB ELEV.
EXIST. GUTTER FLOWUNE ELEV.
36 70
PROPOSED LANDSCAPE ELEV.
O3T5z
DIRECTION AND PERCENT OF
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SLOPE FOR DRAINAGE
FLOWUNE
EXIST. FLOWLINE
CENTERUNE OF STREET
- - - - PROPERTY UNE/RIGHT -OF -WAY
- - - - - - - - - PAD COMPACTION LIMITS
----------- - - - - -- FUTURE FLOWUNE
- - - D STORM DRAIN
TYPE "A" CATCH BASIN
WITH 3.5' VIDE OPENING
UNLESS OTHERWISE NOTED
EXIST. STORM DRAIN
- - - o FUTURE STORM DRAIN
■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ PHASE BOUNDARY
® CONSTRUCTION NOTES
PIPE SIZE
4 WIF-UTIUTY: S -SEWER
D -DRAIN
SECTION DESIGNATION:
SECTION LETTER
-- -- A
SHEET WHERE SECTION IS SHOWN
SCALE: 1 " = 50'
50 25 0 50 100
DIG ALERT
Call: TOLL FREE
1- 800 - 227 -2600
AT LEAST TWO DAYS
BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
OF SOUTHERN CALIFORNIA
0. P. NO. 14-40000024
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PAD COMPACTION
30'
30 75'
PAD COMPACTION LIMITS
20'
N
20
PAD COMPACTION
15'
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15' PAD COMPACTION
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LIMITS
15" 10'
20'
10"
15'
10' 5'
LIMITS
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FILL PLACED IN I
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SWALE CONS TRUC710N \I
1% MIN, 15% MAX
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SWALE CONSTRUCTION
1%
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MIN, 15% MAX
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FINISHED PAD I 2'
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4O'
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2' I
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FINISHED PAD
2 0% I 2 09
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VARIES
BUILDER FENCE
2'
\' EXISTING GROUND
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0VEREXCA VA TION ROUGH GRADE LINE
(SEE GRADING NOTES) D.4 0 VEREXCA VA 77ON
0.4' PROPOSED 4.5' COMBINATION SIDEWALK (SEE GRADING NOTES)
ROUGH GRADE LINE IS PROPOSED CURB &GUTTER EXIST. GROUND VARIES
AT 0.2' BELOW FLOWLINE
ELEVA TION
PAD COMPACTION
LIMITS
FILL PLACED IN
FRONT YARD AFTER
SWALE CONSTRUCTION
1Z MIN, 15% MAX
FINISHED PAD
0VEREXCA VA TION
(SEE GRADING NOTES)
30'
20'
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15' 10' 20'
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I 2' 40'
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2.07. I
SECTION A
SCALE: NONE 4
TYPICAL ROUGH GRADING SECTION (60' R /W)
30' 75'
20'
10' 15'
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PAD COMPACTION LIMITS
FILL PLACED IN
FRONT YARD AFTER
SWALE CONSTRUCTION
1% MIN, 15% MAX
FINISHED PAD
0.4 �-- ROUGH GRADE LINE
0.4' PROPOSED 4.5' COMBINATION SIDEWALK
ROUGH GRADE LINE IS PROPOSED CURB & GUTTER
AT 0.2' BELOW FLOWL /NE
ELEVA TION
SECTION B
SCALE: NONE 4
TYPICAL ROUGH GRADING SECTION (60' R /W)
PAD COMPACTION
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15' 15'
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0VEREXCA VA TION
(SEE GRADING NOTES)
30' 30' PAD COMPACTION
LIMITS LIMITS
20' w I 20'
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FILL PLACED /N 15 10 2O 10' 15'
FRONT YARD AFTER I J
SWALE CONSTRUCTION \ I 0I I FILL PLACED IN
1% MIN, 15% MAX 0 FRONT YARD AFTER
Of I J � I % MIN, CO % MAX TION
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FINISHED PAD I 2' 40' 2' I FINISHED PAD
2. o� ?_ 1 2_
_ OVEREXCA VA TION
0VEREXCAVATION (SEE GRADING NOTES)
(SEE GRADING NOTES) 0.4 ROUGH GRADE LINE
0.4' PROPOSED 4.5' COMBINATION SIDEWALK
ROUGH GRADE LINE ROUGH GRADE LINE lS
AT 0.2' BELOW FLOWLINE PROPOSED CURB & GUTTER
ELEVA TION
SECTION C
SCALE: NONE 4
TYPICAL FRONT TO FRONT LOT ROUGH GRADING SECTION (60' R /W)
PAD COMPACTON
LIMITS
EXIST. GROUND VARIES
FINISHED PAD
0 VEREXCA VA TION
(SEE GRADING NOTES)
R
1'
PAD
2 %1 2% ELEVATION
PAD
ELEVA TIDN
2:1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF LESS THAN 0.3 FT.
SECTION E
SCALE: NONE 4
FENCE
27. TRACT 6758
EXISTING PAD ELEVATION
TRACT 6757
PAD ELEVA TION - ,I
J 2.1 FILL SLOPE
SECTION H
SCALE: NONE 4
R
PAD2'
27. j 2% ELEVATION
P
ELEVATIOAD
N
2. 1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF 0.3 FT OR GREATER.
SECTION F
SCALE: NONE 4
R
I
2'
I
PAD ELEVA TION 2% 2% PAD ELEVATION
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF 0.3 FT. OR GREATER.
SECTION K
SCALE: NONE 4
LID TO BE 1/4" STEEL PL
FASTENED TO CMP WITH 3/8"
RIVETS, SPOT WELD, OR TACK
WELD AT 1/8 POINTS OR BETTER.
5-0" MIN.
6" MIN.
ROCK COBBLES SIZE TO BE
GREATER OR EQUAL TO
2" IN DIAMETER. ROCKS
TO BE SPREAD AT LEAST
5-0" RADIUS AROUND THE
TEMPORARY INLET AND AT
A DEPTH OF 6" MINIMUM.
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ELEVAON 2% 12%
EXISTING PAD
/`��``�ELEVATION
2:1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF LESS THAN 0.3 FT.
SECTION I
SCALE: NONE 4
BUILDER FENCE
2' 2'
FUTURE
PAD ELEVATION 2% 2%
EXISTING GROUND
SECTION L
SCALE: NONE 4
PROVIDE 4 - 12 "x16" OPENINGS
W/12" SEPARATION BETWEEN OPENINGS.
,—WITH 1/2" DIAMETER BARS
SPACED NOT MORE THAN 2" O.C.
3/4" GRAVEL -- 6" 6"
48"
INLET STRUCTURE AA
SCALE: NONE 4
36 "0
GROUT
fV
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RGJ -RCP DRAIN PIPE
SEE STORM DRAIN PLAN
VARIES
f-
DRAIN SHALL BE CLEANED
AFTER TEMPORARY INLET
IS REMOVED.
R
,BUILDER FENCE
2' I
F
2% LOT ELEVATION
EXISTING GROUND
2: 1 FILL SLOPE
SECTION G
SCALE: NONE 4
R
BUILDER FENCE
2' 2'
PAD ELEVA77ON--,, I
PAD ELEVATION
SECTION J
SCALE: NONE 4
EXISTING GROUND
FUTURE
PAD ELEVA TION
- DIG AIXRT
Call: TOLL FREE
1- 800 - 227 -2600
AT LEAST TWO DAYS
BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
OF SOUTHERN CALIFORNIA
G.P. N0. 14- 40000024
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PAD COMPACTION
15'
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15' PAD COMPACTION
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LIMITS
5' 10'
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I 20'
10' 5'
LIMITS
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2% MIN, 4: 1 MAX
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FINISHED PAD
1-
2'
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40'
2'
I
FINISHED PAD
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0 VEREXCA VA TION
ROUGH GRADE LINE
(SEE GRADING NOTES)
0.4 GRADE BREAK
0 VEREXCA VA TION
(SEE GRADING NOTES)
0.4'
PROPOSED 4.5' COMBINATION
SIDEWALK
ROUGH GRADE LINE IS
AT 0.2' BELOW FLOWLINE
PROPOSED CURB &GUTTER
ELEVA TION
SECTION
D
SCALE: NONE
4
TYPICAL
SIDE
TO SIDE LOT ROUGH GRADING SECTION (60'
R /W)
PAD COMPACTON
LIMITS
EXIST. GROUND VARIES
FINISHED PAD
0 VEREXCA VA TION
(SEE GRADING NOTES)
R
1'
PAD
2 %1 2% ELEVATION
PAD
ELEVA TIDN
2:1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF LESS THAN 0.3 FT.
SECTION E
SCALE: NONE 4
FENCE
27. TRACT 6758
EXISTING PAD ELEVATION
TRACT 6757
PAD ELEVA TION - ,I
J 2.1 FILL SLOPE
SECTION H
SCALE: NONE 4
R
PAD2'
27. j 2% ELEVATION
P
ELEVATIOAD
N
2. 1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF 0.3 FT OR GREATER.
SECTION F
SCALE: NONE 4
R
I
2'
I
PAD ELEVA TION 2% 2% PAD ELEVATION
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF 0.3 FT. OR GREATER.
SECTION K
SCALE: NONE 4
LID TO BE 1/4" STEEL PL
FASTENED TO CMP WITH 3/8"
RIVETS, SPOT WELD, OR TACK
WELD AT 1/8 POINTS OR BETTER.
5-0" MIN.
6" MIN.
ROCK COBBLES SIZE TO BE
GREATER OR EQUAL TO
2" IN DIAMETER. ROCKS
TO BE SPREAD AT LEAST
5-0" RADIUS AROUND THE
TEMPORARY INLET AND AT
A DEPTH OF 6" MINIMUM.
L:a
R1
ELEVAON 2% 12%
EXISTING PAD
/`��``�ELEVATION
2:1 SLOPE
TYPICAL FOR ADJACENT LOTS WITH AN ELEVATION
DIFFERENCE OF LESS THAN 0.3 FT.
SECTION I
SCALE: NONE 4
BUILDER FENCE
2' 2'
FUTURE
PAD ELEVATION 2% 2%
EXISTING GROUND
SECTION L
SCALE: NONE 4
PROVIDE 4 - 12 "x16" OPENINGS
W/12" SEPARATION BETWEEN OPENINGS.
,—WITH 1/2" DIAMETER BARS
SPACED NOT MORE THAN 2" O.C.
3/4" GRAVEL -- 6" 6"
48"
INLET STRUCTURE AA
SCALE: NONE 4
36 "0
GROUT
fV
�j
RGJ -RCP DRAIN PIPE
SEE STORM DRAIN PLAN
VARIES
f-
DRAIN SHALL BE CLEANED
AFTER TEMPORARY INLET
IS REMOVED.
R
,BUILDER FENCE
2' I
F
2% LOT ELEVATION
EXISTING GROUND
2: 1 FILL SLOPE
SECTION G
SCALE: NONE 4
R
BUILDER FENCE
2' 2'
PAD ELEVA77ON--,, I
PAD ELEVATION
SECTION J
SCALE: NONE 4
EXISTING GROUND
FUTURE
PAD ELEVA TION
- DIG AIXRT
Call: TOLL FREE
1- 800 - 227 -2600
AT LEAST TWO DAYS
BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
OF SOUTHERN CALIFORNIA
G.P. N0. 14- 40000024
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