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PROJECT CONTACTS:
998 HOUSTON STREET, SUITE #C
GROVER BEACH, CA 93433
(805) 481-4033
CML: DIVERSIFIED PROJECT SERVICES INTERNATIONIAt
1998 SANTA BARBARA STREET SUITE 200
SAN LUIS OBISPO, CA 93401
PH: (805)250-2891
CONTACT: ALBERTO LOPEZ
ALOPEZODPSIINC.COM
SURVEY: DIVERSIFIED PROJECT SERVICES INTERNATIOf
5351 OLIVE DRIVE, SUITE 100
BAKERSFIELD, CA 93308
PH: (661)371-2800
CONTACT: ROLLAND VAN DE VALK
RVANDEVALKODPSIINC. COM
2205 COY AVENUE
BAKERSFIELD, CA 93307
PH: (661)837-9200
CONTACT: DAVID JAROSZ
OSD: DIVERSIFIED PROJECT SERVICES INTERNATIONAL
1998 SANTA BARBARA STREET SUITE 200
SAN LUIS OBISPO, CA 93401
PH: (805)250-2891
CONTACT: ALBERTO LOPEZ
ALOPEZODPSIINC.COM
EARTHWORK QUANTITIES
- 47,800 CUT CUBIC YARDS
-33,000 FILL CUBIC YARDS
-14,800 EXPORT CUBIC YARDS
EXPORT TO BE USED FOR DECORATIVE MOUNDS AT PARK.
NOTES
EARTHWORK NUMBERS DO NOT INCLUDE SHRINKAGE.
ALL PHASES AND PARK TO BE GRADED SIMULTANEOUSLY.
DECLARATION OF RESPONSIBLE CHARGE
I HEREBY DECLARE THAT I AM THE ENGINEER OF RECORD FOR THIS PROJECT AND
THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE PROJECT AS DEFINED IN
SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE. THESE PLANS AND
SPECIFICATIONS, TO THE BEST OF MY KNOWLEDGE, COMPLY WITH CURRENT STANDARDS.
ANY ERRORS, OMISSIONS, OR OTHER VIOLATIONS OF THOSE ORDINANCES, STANDARDS
OR DESIGN CRITERIA ENCOUNTERED DURING CONSTRUCTION SHALL BE CORRECTED AND
SUCH CORRECTIONS REFLECTED ON CORRECTED PLANS.
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L:- ALBERTO LOPEZ R.C.E. 67602
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THE DELIVERY OF THIS DRAWNG SHOULD NOT BE
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L. ALBERTO LOPEZ 6-60
EXP. 6.30 ; `i
CITY OF BAKERSFIELD, CALIFORNIA
GRADING & DRAINAGE PLAN
TRACT 7304
WDI D NO. 5F1 5C372120
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MEADOW FALLS DR
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RED ROCK CREEK W,4y
The GRADING PLAN as shown on this drawin( s herabv approved,
suh ect b, .env iros;i(•at(,-,t rt,, reckons or adddlons_ A voval try the Public
Works --par r-o--nt and irr i ;att?s approval only
a to dosK)n c^rdr'!Ia used at A t'^ vtntetice to C rd5, crx}es
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TRACT 6359 ,�, R R�
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E RIVFrt DR/yE G / 66 30 LINE ADJUSTMENT NO. 14-0385 AND LOTS 64 AND 65 OF TRACT 6678. ALSO BE-114GS
A ON OF < a
sEti� a_ s7 /W Nps► S.W. Y4 OF SEC. 29, T. 30S., R. 27E., M.D.M. IN THE CITY OF BAKERSFIELD.47
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SHEET INDEX
Sheet Number
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NOTE SHEET
3
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GEOTECHNICAL REPORT
4
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GEOTECHNICAL REPORT UPDATE
5
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GRADING AND DRAINAGE PLAN
6
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GRADING AND DRAINAGE PLAN
7
0
DETAIL SHEET
8
0
EROSION CONTROL PLAN
9
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EROSION CONTROL PLAN
E
BENCHMARK
TOP OF CONCRETE MONUMENT AT THE INTERSECTION OF PINE FLAT DRIVE AND
THE NORTH BOUNDARY OF TRACT MAP NO. 6359 PHASE 2.
ELEVATION = 344.54 PER CITY OF BAKERSFIELD DATUM = USGS NAVD 88 DATUM.
BASIS OF BEARINGS
THE BEARING OF S 89'17'52" E FOR THE SOUTH UNE OF THE S.W. Y4 OF SECTION
29, T. 30S., R. 27E. M.D.M. (AND BEING THE CENTERLINE OF McCUTCHEN ROAD) PER
TRACT NO 6359 WAS USED AS FOR THE BASIS OF BEARING SHOWN ON THIS MAP.
SITE INFORMATION
APN: 540-010-09, 54
540-082-21
540-092--01
NUMBER OF LOTS: 136 - 39.66 GROSS ACRES
PHASE 1 - 88 LOTS
PHASE 2 - 27 LOTS
PHASE 3 - 23 LOTS
ALL PHASES TO BE GRADED SIMULTANEOUSLY.
UNDERGROUND UTILITY STATEMENT
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE
PLANS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE
THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THIS MAP.
THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES
SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THIS DRAWING.
ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH
INFORMATION OR DATA.
UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO WORKING DAYS PRIOR '70 CONSTRUCTION BY
CALLING 811.
UTILITIES:
CITY FIRE DEPARTMENT
2101 H STREET
BAKERSFIELD. CA 93301
PH: (661)326-3911
WATER RESOURCES DEPT,
1000 BUENA VISTA ROAD
BAKERSFIELD, CA 93311
PH: (661)326-3000
CITY OF BAKERSFIELD
PUBLIC WORKS
PH: (661)326-3724
ELECTRIC
PH: (877)743-7782
RIIGM
BRNOUSE NETWORKS
PH: (661)323-4892
TELEPHONE
TW TELECOM
PH: (661)616-5500
,N\ DIAL TOLL FREE
1�811 OR
1 (1-800-227-2600)
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AT LEAST TWO DAYS
BEFORE YOU DIG
UNDERGROUND SERVICE ALERT OF CAL FORMA
CITY RECORDS NO:
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GRADING NOTES
1. ALL GRADING SHALL CONFORM WITH APPENDIX J. OF THE 2016 CALIFORNIA
BUILDING CODE AND STANDARDS PERTAINING THEREOF AND PRELIMINARY SOILS
REPORT BY KRAZAN & ASSOCIATES DATED JUNE 3, 2005 AND UPDATED
MARCH 8, 2017 AND SOIL ABSORPTION EVALUATION BY KRAZEN &
ASSOCIATES DATED MARCH 8, 2017 AND SIGNED BY RYAN PRIVETT (RCE
59372).
2. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS REQUIRED BY THE CITY
OF BAKERSFiELD.
3. THE ENGINEER HAS SHOWN EXISTING UNDERGROUND LINES ON THIS PLAN TO
THE BEST OF HIS KNOWLEDGE. THERE MAY BE OTHER LINES IN THE GROUND.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LINES IN THE
FiELD PRIOR TO ANY CONSTRUCTION. THE CONTRACTOR SHALL CONTACT U.S.A.
(1-800-226-2700) FOR UTILITY LOCATION 48 HOURS PRIOR TO ANY
EXCAVATION OR TRENCHING.
4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE
RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND
PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE
LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL
DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS
FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE
PERFORMANCE OF WORK ON THiS PROJECT. EXCEPTING FOR LIABILITY ARISING
FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.
5. ALL EXISTING IMPROVEMENTS THAT ARE REMOVED, DAMAGED OR UNDERCUT
SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE CITY ENGINEER, AT
THE CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE CITY'S BUILDING
OFFICIAL 48 HOURS PRIOR TO PLACING OF ANY FiLL MATERIAL
7. COMPACTION TESTS SHALL BE PROVIDED BY THE CONTRACTOR AT LOCATIONS
TO BE DETERMINED BY THE CITY INSPECTORS.
8. FILL MATERIAL SHALL BE SUBJECT TO THE APPROVAL OF THE SOILS
ENGINEER.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING OF PAD AREA TO
WITHIN t 0.1'. IF ELEVATION OF DESIGN ELEVATION PAD SHOULD BE FOUND
TO BE MORE THAN t 0.1' OFF OF DESIGN ELEVATION AFTER COMPLETION
AND ACCEPTANCE OF GRADING, THE CONTRACTOR SHALL RETURN AND
CORRECT THE GRADING AT NO COST TO THE OWNER.
10. CONTRACTOR SHALL TERRACE ALL PADS WHEN ELEVATiON DIFFERENCE
WARRANTS AS SHOWN ON THE PLANS.
11. ALL AREAS ON THE SITE ON WHICH STRUCTURES ARE TO BE PLACED MUST
BE COMPACTED TO 90% DENSITY, FOR A MINIMUM DISTANCE OF 5' IN ALL
DIRECTIONS FROM THE FOUNDATIONS OF THE STRUCTURE. THE REQUIRED
AREA OF COMPACTION IS BOUNDED BY THE PAD LIMIT LINE, SIDE LOT LINES
AND REAR LOT LINES.
12. ALL FILL SHALL CONFORM TO THE REQUIREMENTS FOR "ENGINEERED FiLL"
AS DESCRIBED IN THE PRELIMINARY SOILS REPORT.
13, FILL MATERIAL SHALL BE PLACED IN LAYERS NOT EXCEEDING SiX (6)
INCHES IN COMPACTED THICKNESS AND COMPACTED AT OPTIMUM MOISTURE
CONTENT BY AN APPROVED METHOD.
14. THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISORY CONTROL
DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE WiTH THE
PLANS. SPECIFICATIONS. AND CODE WITHIN HIS PURVIEW.
15. COMPACTION IN PROPOSED PAVEMENT AREAS SHOULD BE TO A MINIMUM OF
95% OF THE MAXIMUM DENSITY AS OBTAINED BY A.S.T.M. TEST METHOD
D1557-78, METHOD A, AND SHOULD EXTEND TO A MINIMUM DISTANCE OF 2'
BEYOND THE OUTSIDE EDGES OF PAVEMENTS.
16. UPON COMPLETION OF GRADING AND BEFORE THE START OF CONSTRUCTION,
A FINAL SOILS REPORT COVERING THE SITE PREPARATION AND GRADING SHALL
BE SUBMITTED BY THE SOILS ENGINEER.
17- ALL FILL TO BE COMPACTED TO A MINIMUM OF NINETY (90%) PERCENT
MAXIMUM DENSITY AS DETERMINED BY APPROVED METHOD PER CHAPTERS 18,
18A AND APPENDIX J OF THE CURRENT CBC AND CERTIFIED BY TESTS AND
REPORT FROM SOILS ENGINEER.
18. ALL CUT SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1
VERTICAL.
19- ALL FILL SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1
VERTICAL.
20. ALL FILL AREAS SHALL BE CLEARED OF ALL VEGETATION AND OTHER
UNSUITABLE MATERIAL FOR A STRUCTURAL FILL AND THE AREA SCARIFIED TO
A DEPTH OF 12".
21. ALL SLOPES IN EXCESS OF 3' IN VERTICAL HEIGHT SHALL BE PREPARED
AND MAINTAINED TO CONTROL AGAINST EROSION.
22. SURFACE DRAINAGE SHALL BE 1% MINIMUM EXCEPT AS WAIVED BY BUILDING
OFFICIAL.
23. GRADING WORK WILL BE SUPERVISED AS ENGINEERED GRADING IN
ACCORDANCE WITH APPENDIX J OF THE CBC.
24. ALL CUT AND FILL SLOPES GREATER THAN 3.0' HIGH SHALL BE
HYDRAULICALLY PLANTED (HYDROSEEDED) IN A UNIFORM MANNER. TYPE OF
SEED SHALL BE APPROVED BY THE CITY BUILDING DEPARTMENT.
25. DPSI CORPORATION SHALL NOT BE RESPONSIBLE OR LIABLE FOR
UNAUTHORIZED CHANGES TO, OR USES OF, THESE PLANS. ALL CHANGES TO
THESE PLANS MUST BE APPROVED IN WRITING BY DPSI CORPORATION.
26. DUST CONTROL: IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
PREVENT A DUST NUISANCE FROM ORIGINATING FROM THE SITE OF WORK AS
A RESULT OF HIS OPERATIONS DURING THE EFFECTIVE PERIOD OF THIS
CONTRACT. PREVENTATIVE MEASURES TO BE TAKEN BY THE CONTRACTOR
SHALL INCLUDE, BUT NOT BE LIMITED TO. THE FOLLOWING:
A. WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT
THE SURFACES FROM BECOMING DRY ENOUGH TO PERMIT DUST FORMATION.
B. PAVED SURFACES OVER WHICH VEHICULAR TRAFFIC iS PERMITTED TO TRAVEL
SHALL BE KEPT FREE OF DIRT.
27. DURING GRADING, REASONABLE SEARCHING SHALL BE PERFORMED FOR
CONCEALED SUBSURFACE OBSTRUCTIONS. ALL ABANDONED SUBSURFACE
OBSTRUCTIONS SHALL BE REMOVED. IF THE TERMINUS OF ANY ABANDONED
PIPING IS OUTSIDE THE PROJECT LIMITS, THE PIPING SHOULD BE REMOVED
WITHIN THE PROJECT AND PROPERLY CAPPED AT THE PROJECT BOUNDARY.
28. THE STAKING AND MARKING OF THE PROJECT SHALL BE DONE ONLY ONCE
BY THE OWNER AND ALL RE -STAKING OR REMARKING SHALL BE AT THE
EXPENSE OF THE CONTRACTOR.
29, THE CUT AND FiLL QUANTITIES ARE CALCULATED USING A COMPACTION
FACTOR OF 1.2. THE ENGINEER MAKES NO WARRANTY EITHER DIRECT OR
IMPLIED THAT THIS WILL BE THE ACTUAL COMPACTION FACTOR. IF A
DEFICIENCY OR AN EXCESS OF SOIL OCCURS, THE CONTRACTOR SHALL
IMMEDIATELY CONTACT THE ENGINEER, WHO SHALL DETERMINE IF ADJUSTMENTS
CAN BE MADE TO IMPROVE THE BALANCE BETWEEN CUT AND FILL.
30. THE CUT AND FILL QUANTITIES SHOWN ON THIS PLAN ARE FOR PERMIT
PURPOSES ONLY. THE CONTRACTOR SHALL, AFTER EXAMINING THE PLAN, SOILS
REPORT AND THE SITE TERRAIN, PREPARE HiS BID PRICE FOR THE PROJECT
BASED ON HIS OWN ANALYSIS OF THE WORK REQUIRED.
31. CONTOURS SHOWN ON THE PLANS HAVE AN ACCURACY OF PLUS OR MINUS
ONE-HALF CONTOUR INTERVAL.
32. PAD ELEVATIONS SHOWN ARE FOR ROUGH GRADING. AFTER COMPLETION OF
BUILDINGS, ALL LOTS SHALL BE FiNE GRADED TO SLOPE TO THE STREETS OR
DESIGNED DRAINAGE OUTLET WITH A MINIMUM GRADE OF 1%.
33. THE SOILS ENGINEER MUST APPROVE ALL SOIL COMPACTION INCLUDING THE
STABILITY OF ALL SLOPES, BOTH THOSE THAT ARE CREATED BY, AND THOSE
REMAINING AFTER.
34, THE ENGINEER MAY FURNISH REFERENCE LINES AND GRADE STAKES AT THE
BEGINNING OF THE WORK TO ESTABLISH ALIGNMENT AND GRADE. ANY GRADE
STAKES OR REFERENCE POINTS WHiCH MAY BE LOST OR DESTROYED BY THE
CONTRACTOR DURING THE PROGRESS OF HIS WORK SHALL BE REPLACED AT
THE CONTRACTOR'S EXPENSE. THE ENGINEER MAY REQUIRE FiELD CHECKS AT
ANY STAGE OF THE WORK. THE COST OF THESE FIELD CHECKS SHALL BE
BORNE BY THE OWNER, THE CONTRACTOR'S RESPONSIBILITY FOR THIS SECTION
WILL NOT APPLY IN THE CASE OF MALICIOUS DAMAGE BY OTHERS.
35. IF THE CONTRACTOR IS IN DOUBT AS TO THE MEANING OF ANY PART OF
THE PLAN AND SPECIFICATIONS OR FiNDS DISCREPANCIES IN OR OMISSIONS
FROM THE DRAWING OR SPECIFICATIONS, HE SHALL SUBMIT A WRITTEN
REQUEST FOR AN INTERPRETATION OR A CORRECTION THEREOF, PRIOR TO
FILING HIS BID FOR THE PROJECT.
36. THE ENGINEER IS NOT CONTRACTED WITH THE OWNER TO PROVIDE SLOPE
STAKING. IF THE CONTRACTOR WANTS THE ENGINEER TO PROVIDE SLOPE
STAKING, HE SHALL HIRE THE ENGINEER TO PERFORM THIS SERVICE AT THE
CONTRACTOR'S EXPENSE.
37. ENGINEERED FiLL SHALL BE PLACED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE PRELIMINARY SOILS REPORT PREPARED BY KRAZAN &
ASSOCIATES, INC., FOR TRACT 7243, DATED MAY 21 2014, AND SIGNED BY
RYAN K. PRIVETT, AND MUST BE COMPACTED TO 90% MAXIMUM RELATIVE
DENSITY.
38. THE GRADING CONTRACTOR IS RESPONSIBLE FOR PROVIDING A BALANCED
EARTHWORK PROJECT. IF THE CONTRACTOR DURING THE PROCESS OF
CONSTRUCTION, FiNDS HE HAS A DEFICIENCY OR EXCESS OF SOIL, HE SHALL
IMMEDIATELY CONTACT THE ENGINEER AND THE OWNER, AND THE FOLLOWING
MEASURES SHALL BE IMPLEMENTED AT THE DIRECTION OF THE ENGINEER AND
OWNER:
DEFICIENCY: CONTACT THE ENGINEER WHO WILL DEFINE REMEDIATION.
EXCESS: CONTACT THE ENGINEER WHO WILL DEFINE REMEDIATION.
NO ADDITIONAL COMPENSATION WILL BE MADE FOR THE WORK AS DESCRIBED
ABOVE.
39. EXISTING ABANDONED IRRIGATION FACILITIES MAY BE ENCOUNTERED DURING
GRADING OPERATIONS. IRRIGATION PIPE, VENT PIPES, STAND PIPES, ETC.
SHALL BE REMOVED AND DISPOSED, AND BACKFILLED WITH ENGINEERED FILL
AS DIRECTED BY THE SOILS ENGINEER.
40. MITIGATION MEASURES FROM GPA/ZC 06-1014:
A. IN THE EVENT A PREVIOUSLY UNDOCUMENTED WELL IS UNCOVERED OR
DISCOVERED ON THE PROJECT SITE, THE SUBDIVIDER IS RESPONSIBLE TO
CONTACT THE DEPARTMENT OF CONSERVATION'S DIVISION OF OIL, GAS,
AND GEOTHERMAL RESOURCES (DOGGR). THE SUBDIVIDER IS RESPONSIBLE
FOR ANY REMEDIAL OPERATIONS ON THE WELL REQUIRED BY DOGGR.
SUBDIVIDER SHALL ALSO BE SUBJECT TO PROVISIONS OF BMC SECTION
15.66.080 (B).
B. THE PROPOSED PROJECT WILL HAVE AIR POLLUTANT EMISSIONS
ASSOCIATED WITH THE CONSTRUCTION AND OCCUPIED USE OF THE
PROJECT SITE. UPON SUBMITTAL OF TENTATIVE TRACT OR SITE PLAN FOR
APPROVAL, THE APPLICANT/DEVELOPER OF THE PROJECT SITE SHALL
SUBMIT DOCUMENTATION TO THE PLANNING DEPARTMENT THAT THEY
WILL/HAVE MET ALL AIR QUALITY CONTROL MEASURES REQUIRED BY THE
SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT.
C. MITIGATION FOR POTENTIALLY SIGNIFICANT AIR QUALITY IMPACTS.
D. ALTHOUGH NO CULTURAL RESOURCES WERE FOUND ON THE SITE, THERE
IS THE POSSIBILITY THAT UNRECORDED CULTURAL RESOURCES OR BURIED
REMAINS COULD BE FOUND DURING CONSTRUCTION OR EARTH DISTURBING
ACTIVITIES. SHOULD THE SUBSURFACE ARCHAEOLOGICAL REMAINS BE
UNEARTHED DURING CONSTRUCTION ACTIVITY, WORK IN THE AREA WOULD
STOP IMMEDIATELY AND A QUALIFIED ARCHAEOLOGIST SHALL BE
CONSULTED FOR FURTHER EVALUATION. ANY MEASURES BY THE
ARCHAEOLOGIST SHALL BE COMPLIED WiTH AT THAT TIME.
E. MITIGATION FOR POTENTIALLY SIGNIFICANT CULTURAL_ RESOURCE IMPACTS.
F. IF HUMAN REMAINS ARE DISCOVERED DURING GRADING OR CONSTRUCTION
ACTMTiES, WORK WOULD CEASE PURSUANT TO SECTION 7050.5 OF THE
CALIFORNIA HEALTH AND SAFETY CODE. IF HUMAN REMAINS ARE IDENTIFIED
ON THE SITE AT ANY TIME, WORK SHALL STOP AT THE LOCATION OF THE
FIND AND THE KERN COUNTY CORONER SHALL BE NOTIFIED IMMEDIATELY
(SECTION 7050.5 OF THE CALIFORNIA HEALTH AND SAFETY CODE AND
SECTION 5097.98 OF THE CALIFORNIA PUBLIC RESOURCES CODE WHICH
DETAILS THE APPROPRIATE ACTIONS NECESSARY FOR ADDRESSING THE
REMAINS) AND THE LOCAL NATIVE AMERICAN COMMUNITY SHALL BE
NOTIFIED IMMEDIATELY.
G. MITIGATION FOR POTENTIALLY SIGNIFICANT CULTURAL RESOURCE IMPACTS.
H. CONSTRUCTION ACTIVITIES SHALL COMPLY WITH CITY OF BAKERSFiELD
NOISE STANDARDS AS TO ALLOWABLE HOURS OF OPERATION, USE OF
ADEQUATE MUFFLERS ON ALL EQUIPMENT, AND PLACEMENT OF
STOCKPILES, STAGING AREAS AND SEMI-PERMANENT MECHANICAL
EQUIPMENT AS FAR FROM NOISE-SENSTTfVE RECEIVERS AS PRACTICAL.
1. MITIGATION FOR POTENTIALLY SIGNIFICANT NOISE IMPACTS.
42. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY
CONSTRUCTION INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOUR
NOTICE. THE SECTION MAY BE NOTIFIED AT (661) 326-3049.
MBHCP COMPLIANCE _STATEMENT:
43. THE LANDSCAPED AREAS ARE TO BE DESIGNED AND GRADED TO MINIMIZE EXCESS
LANDSCAPE DRAINAGE ACROSS THE SIDEWALK FOR THE AREAS OVER 2%.
44. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFiELD
PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN THE: EXISTING
ACCEPTED STREET RIGHT OF WAY. UNLESS SE,,URED SUBDIVISION AGREEMENT,
SECURITY BASED ON AND APPROVED ENGINEER'S ESTIMATE FOR THE WORK
PERFORMED WITHIN RIGHT OF WAY AND INSUR kNCE AS REQUIRED SHALL BE
PROVIDED PRIOR TO ISSUANCE OF A PERMIT.
45. IF THE PROJECT IS SUBJECT TO THE PROVISIOKS OF THE NATIONAL POLLUTANT
DISCHARGE ELIMINATION SYSTEM (NPDES), A -NOTICE OF INTENT" (NOI) TO COMPLY
WiTH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER
ASSOCIATED WiTH CONSTRUCTION ACTIVITY (SWRCB ORDER NO. 2009-003-DWQ AS
AMENDED BY ORDER 2010-0014-DWQ AND ORDER 2012-0006-DWQ) MUST BE
FILED WITH SATE WATER RESOURCES CONTROL BOERD IN SACRAMENTO BEFORE THE
BEGINNING OF ANY CONSTRUCTION ACTiVITY. COMPL'ANCE WITH THE GENERAL PERMIT
REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SINPPP) BE
PREPARED, CONTINUOUSLY CARRIED OUT, AND AU VAYS BE AVAILABLE FOR PUBLIC
INSPECTION DURING NORMAL CONSTRUCTION HOURS. WASTE DISCHARGE
IDENTIFICATION (WDID) NUMBER 5F15C372120 HA3 BEEN ISSUED BY THE STATE
WATER RESOURCES BOARD FOR THIS PROJECT.
46. COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATION OF R17QUIRED
TESTS SHALL BE DETERMINED BY THE CITY ENGINEER.
47. ANY ITEMS IN PUBLIC RIGHT OF WAYS THAT ARE DAMAGED OR DO NOT MEET
CURRENT STANDARDS SET BY PUBLIC WORKS W'LL REQUIRE REPAIRING AND/OR
UPGRADING AS PER CITY ENGINEER.
48. MAXIMUM SLOPE RATIO FORM BACK OF SIDEWALK TO FACE OF WALL OR
STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO FEET BEHIND THE SIDEWALK WHERE
THE MAXIMUM SLOPE SHALL BE 2%. ALTERNATIVELY, THE CiTY ENGINEER MAY
APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION
ONTO THE SIDEWALK.
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I CERTIFY UNDER PENALTY OF LAW, BASED ON INFORMATION AND BELIEF FORMED AFTER REASONABLE
INQUIRY, THAT THE SUBMITTED DOCUMENTS ACCURATELY DEPICT THE PROPOSED URBAN DEVELOPMENT
AREA AND THAT THE STATEMENTS AND INFORMATION CONTAINED HEREIN ARE TRUE, ACCURATE AND
COMPLETE.
SURVEYOR/ENGINEER:
L. ALBERTO LOPEZ RCE 67602
SIGNATURE
LIMITS OF DISTURBANCE (HCP/ITP) N
SCALD: 1"=200'
ACREAGE, (FOR HCP FEE CALCULATION)
FEES NOT PAID 28.10 ACRES (GROSS) W E
FEES PREVIOUSLY PAID (WITH --RACT 7267) 50.10 ACRES (GROSS)
TOTAL LIMITS OF DISTURBANCE 78.20 ACRES (GROSS)
200' 0' � UO' 400'
ALL GROUND DISTURBANCE IS SHOWN ON THE GRADING PLAN. NO GRADING,
STAGING- CONSTRl1CTION TRAIT RS STORAGF OR VFHICLF MANFl1VFRING '
SCALE:1 20 3'
LEGEND
100 -
EXISTING POWER POLE
EXISTING UNDERGROUND MARKER
EXISTING DOWN GUY
EXISTING CONTOURS - NIJOR
EXISTING CONTOURS - N I VOR
EXISTING CHAINUNK FENCE:
EXISTING BARB WIRE FENCE
CONTOURS - MAJOR
CONTOURS - MINOR
GRADE BREAK
LIMITS OF COMPACTION
STORM DRAIN (SIZE AS NOTED)
FLOW UNE
EXISTING WOOD FENCE
EXISTING BLOCK WALL
EXISTING STORM DRAIN NuWNHOLE
EXISTING TRAFFIC SIGNAL
EXISTING WHARF FIRE HYCRANT
EXISTING SIGN
EXISTING UTILITY BOX
EXISTING UTILITY STUB
EXISTING SEWER MANHOLE
EXISTING POWER POLE
EXISTING OVERHEAD POWE=R UNE
EXISTING SEINER UNE
AC - ASPHALT CONCRETE
BCR - BEGIN CURB RETURN
CL - CENTERLINE
ECR - END CURB RETURN
EP - EDGE OF PAVEMENT
ESMT - EASEMENT
EXIST - EXISTING
FG - FINISHED GRADE ELEVATION
FH - FIRE HYDRANT
FL - FLOW LINE OF GUTTER ELEVATION
FF - FININED FLOOR ELEVATION
FS - FINISHED SURFACE ELEVATION
GB GRADE BREAK
GP _ GRADING PLAN
HDPE - HIGH DENSITY POLYETHYLENE
HP - HIGH POINT
INV - PIPE/DRAIN INVERT ELEVATION
LF LINEAR FEET
LP - LOW POINT
LT - LEFT
MH - MANHOLE
PL - PROPERTY LINE
POC - POINT OF CONNECTION
PRC - POINT OF REVERSE CURVATURE
PVC - POLYVINYL- CHLORIDE
R - RADIUS
RCP - REINFORCED CONCRETE PIPE
ROW RIGHT OF WAY
RT RIGHT
STA - STATION
TF - TOP OF FOOTING ELEVATION
TG - TOPO OF GRATE
TW - TOP OF WALL ELEVATION
WL - WATER UNE
WM - WATER METER
WV - WATER VALVE
(XX.XX) = EXISTING ELEVATION
DRA INaOF REC',0RD
/7
L. r LBE=c;70 LC. PE? A.C.E 6-60=
F -AF. 6.3a 19
CiTY RECORDS NO:
w
w
THL DcLIVERY OF THIS DRAWING SHOULD NOT BE
I
CONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR
p
GUARANTEE TO ANYONE THAT ALL DIMENSIONS AND
j
DETAILS ARE EXACT OR TO INDICATE THAT T HE USE
0
Of THIS DRAWING IMPLIES THE REVIEW AND
V
APPROVAL OF DPSI OF ANY FUTURE USE ANY USE OF
m
THIS INFORMATION IS AT THE SOLE RISK OF THE USER
30. THE CUT AND FILL QUANTITIES SHOWN ON THIS PLAN ARE FOR PERMIT
PURPOSES ONLY. THE CONTRACTOR SHALL, AFTER EXAMINING THE PLAN, SOILS
REPORT AND THE SITE TERRAIN, PREPARE HiS BID PRICE FOR THE PROJECT
BASED ON HIS OWN ANALYSIS OF THE WORK REQUIRED.
31. CONTOURS SHOWN ON THE PLANS HAVE AN ACCURACY OF PLUS OR MINUS
ONE-HALF CONTOUR INTERVAL.
32. PAD ELEVATIONS SHOWN ARE FOR ROUGH GRADING. AFTER COMPLETION OF
BUILDINGS, ALL LOTS SHALL BE FiNE GRADED TO SLOPE TO THE STREETS OR
DESIGNED DRAINAGE OUTLET WITH A MINIMUM GRADE OF 1%.
33. THE SOILS ENGINEER MUST APPROVE ALL SOIL COMPACTION INCLUDING THE
STABILITY OF ALL SLOPES, BOTH THOSE THAT ARE CREATED BY, AND THOSE
REMAINING AFTER.
34, THE ENGINEER MAY FURNISH REFERENCE LINES AND GRADE STAKES AT THE
BEGINNING OF THE WORK TO ESTABLISH ALIGNMENT AND GRADE. ANY GRADE
STAKES OR REFERENCE POINTS WHiCH MAY BE LOST OR DESTROYED BY THE
CONTRACTOR DURING THE PROGRESS OF HIS WORK SHALL BE REPLACED AT
THE CONTRACTOR'S EXPENSE. THE ENGINEER MAY REQUIRE FiELD CHECKS AT
ANY STAGE OF THE WORK. THE COST OF THESE FIELD CHECKS SHALL BE
BORNE BY THE OWNER, THE CONTRACTOR'S RESPONSIBILITY FOR THIS SECTION
WILL NOT APPLY IN THE CASE OF MALICIOUS DAMAGE BY OTHERS.
35. IF THE CONTRACTOR IS IN DOUBT AS TO THE MEANING OF ANY PART OF
THE PLAN AND SPECIFICATIONS OR FiNDS DISCREPANCIES IN OR OMISSIONS
FROM THE DRAWING OR SPECIFICATIONS, HE SHALL SUBMIT A WRITTEN
REQUEST FOR AN INTERPRETATION OR A CORRECTION THEREOF, PRIOR TO
FILING HIS BID FOR THE PROJECT.
36. THE ENGINEER IS NOT CONTRACTED WITH THE OWNER TO PROVIDE SLOPE
STAKING. IF THE CONTRACTOR WANTS THE ENGINEER TO PROVIDE SLOPE
STAKING, HE SHALL HIRE THE ENGINEER TO PERFORM THIS SERVICE AT THE
CONTRACTOR'S EXPENSE.
37. ENGINEERED FiLL SHALL BE PLACED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE PRELIMINARY SOILS REPORT PREPARED BY KRAZAN &
ASSOCIATES, INC., FOR TRACT 7243, DATED MAY 21 2014, AND SIGNED BY
RYAN K. PRIVETT, AND MUST BE COMPACTED TO 90% MAXIMUM RELATIVE
DENSITY.
38. THE GRADING CONTRACTOR IS RESPONSIBLE FOR PROVIDING A BALANCED
EARTHWORK PROJECT. IF THE CONTRACTOR DURING THE PROCESS OF
CONSTRUCTION, FiNDS HE HAS A DEFICIENCY OR EXCESS OF SOIL, HE SHALL
IMMEDIATELY CONTACT THE ENGINEER AND THE OWNER, AND THE FOLLOWING
MEASURES SHALL BE IMPLEMENTED AT THE DIRECTION OF THE ENGINEER AND
OWNER:
DEFICIENCY: CONTACT THE ENGINEER WHO WILL DEFINE REMEDIATION.
EXCESS: CONTACT THE ENGINEER WHO WILL DEFINE REMEDIATION.
NO ADDITIONAL COMPENSATION WILL BE MADE FOR THE WORK AS DESCRIBED
ABOVE.
39. EXISTING ABANDONED IRRIGATION FACILITIES MAY BE ENCOUNTERED DURING
GRADING OPERATIONS. IRRIGATION PIPE, VENT PIPES, STAND PIPES, ETC.
SHALL BE REMOVED AND DISPOSED, AND BACKFILLED WITH ENGINEERED FILL
AS DIRECTED BY THE SOILS ENGINEER.
40. MITIGATION MEASURES FROM GPA/ZC 06-1014:
A. IN THE EVENT A PREVIOUSLY UNDOCUMENTED WELL IS UNCOVERED OR
DISCOVERED ON THE PROJECT SITE, THE SUBDIVIDER IS RESPONSIBLE TO
CONTACT THE DEPARTMENT OF CONSERVATION'S DIVISION OF OIL, GAS,
AND GEOTHERMAL RESOURCES (DOGGR). THE SUBDIVIDER IS RESPONSIBLE
FOR ANY REMEDIAL OPERATIONS ON THE WELL REQUIRED BY DOGGR.
SUBDIVIDER SHALL ALSO BE SUBJECT TO PROVISIONS OF BMC SECTION
15.66.080 (B).
B. THE PROPOSED PROJECT WILL HAVE AIR POLLUTANT EMISSIONS
ASSOCIATED WITH THE CONSTRUCTION AND OCCUPIED USE OF THE
PROJECT SITE. UPON SUBMITTAL OF TENTATIVE TRACT OR SITE PLAN FOR
APPROVAL, THE APPLICANT/DEVELOPER OF THE PROJECT SITE SHALL
SUBMIT DOCUMENTATION TO THE PLANNING DEPARTMENT THAT THEY
WILL/HAVE MET ALL AIR QUALITY CONTROL MEASURES REQUIRED BY THE
SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT.
C. MITIGATION FOR POTENTIALLY SIGNIFICANT AIR QUALITY IMPACTS.
D. ALTHOUGH NO CULTURAL RESOURCES WERE FOUND ON THE SITE, THERE
IS THE POSSIBILITY THAT UNRECORDED CULTURAL RESOURCES OR BURIED
REMAINS COULD BE FOUND DURING CONSTRUCTION OR EARTH DISTURBING
ACTIVITIES. SHOULD THE SUBSURFACE ARCHAEOLOGICAL REMAINS BE
UNEARTHED DURING CONSTRUCTION ACTIVITY, WORK IN THE AREA WOULD
STOP IMMEDIATELY AND A QUALIFIED ARCHAEOLOGIST SHALL BE
CONSULTED FOR FURTHER EVALUATION. ANY MEASURES BY THE
ARCHAEOLOGIST SHALL BE COMPLIED WiTH AT THAT TIME.
E. MITIGATION FOR POTENTIALLY SIGNIFICANT CULTURAL_ RESOURCE IMPACTS.
F. IF HUMAN REMAINS ARE DISCOVERED DURING GRADING OR CONSTRUCTION
ACTMTiES, WORK WOULD CEASE PURSUANT TO SECTION 7050.5 OF THE
CALIFORNIA HEALTH AND SAFETY CODE. IF HUMAN REMAINS ARE IDENTIFIED
ON THE SITE AT ANY TIME, WORK SHALL STOP AT THE LOCATION OF THE
FIND AND THE KERN COUNTY CORONER SHALL BE NOTIFIED IMMEDIATELY
(SECTION 7050.5 OF THE CALIFORNIA HEALTH AND SAFETY CODE AND
SECTION 5097.98 OF THE CALIFORNIA PUBLIC RESOURCES CODE WHICH
DETAILS THE APPROPRIATE ACTIONS NECESSARY FOR ADDRESSING THE
REMAINS) AND THE LOCAL NATIVE AMERICAN COMMUNITY SHALL BE
NOTIFIED IMMEDIATELY.
G. MITIGATION FOR POTENTIALLY SIGNIFICANT CULTURAL RESOURCE IMPACTS.
H. CONSTRUCTION ACTIVITIES SHALL COMPLY WITH CITY OF BAKERSFiELD
NOISE STANDARDS AS TO ALLOWABLE HOURS OF OPERATION, USE OF
ADEQUATE MUFFLERS ON ALL EQUIPMENT, AND PLACEMENT OF
STOCKPILES, STAGING AREAS AND SEMI-PERMANENT MECHANICAL
EQUIPMENT AS FAR FROM NOISE-SENSTTfVE RECEIVERS AS PRACTICAL.
1. MITIGATION FOR POTENTIALLY SIGNIFICANT NOISE IMPACTS.
42. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY
CONSTRUCTION INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOUR
NOTICE. THE SECTION MAY BE NOTIFIED AT (661) 326-3049.
MBHCP COMPLIANCE _STATEMENT:
43. THE LANDSCAPED AREAS ARE TO BE DESIGNED AND GRADED TO MINIMIZE EXCESS
LANDSCAPE DRAINAGE ACROSS THE SIDEWALK FOR THE AREAS OVER 2%.
44. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFiELD
PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN THE: EXISTING
ACCEPTED STREET RIGHT OF WAY. UNLESS SE,,URED SUBDIVISION AGREEMENT,
SECURITY BASED ON AND APPROVED ENGINEER'S ESTIMATE FOR THE WORK
PERFORMED WITHIN RIGHT OF WAY AND INSUR kNCE AS REQUIRED SHALL BE
PROVIDED PRIOR TO ISSUANCE OF A PERMIT.
45. IF THE PROJECT IS SUBJECT TO THE PROVISIOKS OF THE NATIONAL POLLUTANT
DISCHARGE ELIMINATION SYSTEM (NPDES), A -NOTICE OF INTENT" (NOI) TO COMPLY
WiTH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER
ASSOCIATED WiTH CONSTRUCTION ACTIVITY (SWRCB ORDER NO. 2009-003-DWQ AS
AMENDED BY ORDER 2010-0014-DWQ AND ORDER 2012-0006-DWQ) MUST BE
FILED WITH SATE WATER RESOURCES CONTROL BOERD IN SACRAMENTO BEFORE THE
BEGINNING OF ANY CONSTRUCTION ACTiVITY. COMPL'ANCE WITH THE GENERAL PERMIT
REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SINPPP) BE
PREPARED, CONTINUOUSLY CARRIED OUT, AND AU VAYS BE AVAILABLE FOR PUBLIC
INSPECTION DURING NORMAL CONSTRUCTION HOURS. WASTE DISCHARGE
IDENTIFICATION (WDID) NUMBER 5F15C372120 HA3 BEEN ISSUED BY THE STATE
WATER RESOURCES BOARD FOR THIS PROJECT.
46. COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATION OF R17QUIRED
TESTS SHALL BE DETERMINED BY THE CITY ENGINEER.
47. ANY ITEMS IN PUBLIC RIGHT OF WAYS THAT ARE DAMAGED OR DO NOT MEET
CURRENT STANDARDS SET BY PUBLIC WORKS W'LL REQUIRE REPAIRING AND/OR
UPGRADING AS PER CITY ENGINEER.
48. MAXIMUM SLOPE RATIO FORM BACK OF SIDEWALK TO FACE OF WALL OR
STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO FEET BEHIND THE SIDEWALK WHERE
THE MAXIMUM SLOPE SHALL BE 2%. ALTERNATIVELY, THE CiTY ENGINEER MAY
APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION
ONTO THE SIDEWALK.
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1 A�',,,,,..
LIMITS OF1111111110
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ui
+ + + Q + + + + + -I-
f
31
w-- " . ,.. + + + + + + + + 1, + is+ + �-
ROSE GREEK WAY '�`°� /� + + + -v
+ + + + + +
s
I CERTIFY UNDER PENALTY OF LAW, BASED ON INFORMATION AND BELIEF FORMED AFTER REASONABLE
INQUIRY, THAT THE SUBMITTED DOCUMENTS ACCURATELY DEPICT THE PROPOSED URBAN DEVELOPMENT
AREA AND THAT THE STATEMENTS AND INFORMATION CONTAINED HEREIN ARE TRUE, ACCURATE AND
COMPLETE.
SURVEYOR/ENGINEER:
L. ALBERTO LOPEZ RCE 67602
SIGNATURE
LIMITS OF DISTURBANCE (HCP/ITP) N
SCALD: 1"=200'
ACREAGE, (FOR HCP FEE CALCULATION)
FEES NOT PAID 28.10 ACRES (GROSS) W E
FEES PREVIOUSLY PAID (WITH --RACT 7267) 50.10 ACRES (GROSS)
TOTAL LIMITS OF DISTURBANCE 78.20 ACRES (GROSS)
200' 0' � UO' 400'
ALL GROUND DISTURBANCE IS SHOWN ON THE GRADING PLAN. NO GRADING,
STAGING- CONSTRl1CTION TRAIT RS STORAGF OR VFHICLF MANFl1VFRING '
SCALE:1 20 3'
LEGEND
100 -
EXISTING POWER POLE
EXISTING UNDERGROUND MARKER
EXISTING DOWN GUY
EXISTING CONTOURS - NIJOR
EXISTING CONTOURS - N I VOR
EXISTING CHAINUNK FENCE:
EXISTING BARB WIRE FENCE
CONTOURS - MAJOR
CONTOURS - MINOR
GRADE BREAK
LIMITS OF COMPACTION
STORM DRAIN (SIZE AS NOTED)
FLOW UNE
EXISTING WOOD FENCE
EXISTING BLOCK WALL
EXISTING STORM DRAIN NuWNHOLE
EXISTING TRAFFIC SIGNAL
EXISTING WHARF FIRE HYCRANT
EXISTING SIGN
EXISTING UTILITY BOX
EXISTING UTILITY STUB
EXISTING SEWER MANHOLE
EXISTING POWER POLE
EXISTING OVERHEAD POWE=R UNE
EXISTING SEINER UNE
AC - ASPHALT CONCRETE
BCR - BEGIN CURB RETURN
CL - CENTERLINE
ECR - END CURB RETURN
EP - EDGE OF PAVEMENT
ESMT - EASEMENT
EXIST - EXISTING
FG - FINISHED GRADE ELEVATION
FH - FIRE HYDRANT
FL - FLOW LINE OF GUTTER ELEVATION
FF - FININED FLOOR ELEVATION
FS - FINISHED SURFACE ELEVATION
GB GRADE BREAK
GP _ GRADING PLAN
HDPE - HIGH DENSITY POLYETHYLENE
HP - HIGH POINT
INV - PIPE/DRAIN INVERT ELEVATION
LF LINEAR FEET
LP - LOW POINT
LT - LEFT
MH - MANHOLE
PL - PROPERTY LINE
POC - POINT OF CONNECTION
PRC - POINT OF REVERSE CURVATURE
PVC - POLYVINYL- CHLORIDE
R - RADIUS
RCP - REINFORCED CONCRETE PIPE
ROW RIGHT OF WAY
RT RIGHT
STA - STATION
TF - TOP OF FOOTING ELEVATION
TG - TOPO OF GRATE
TW - TOP OF WALL ELEVATION
WL - WATER UNE
WM - WATER METER
WV - WATER VALVE
(XX.XX) = EXISTING ELEVATION
DRA INaOF REC',0RD
/7
L. r LBE=c;70 LC. PE? A.C.E 6-60=
F -AF. 6.3a 19
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PRELIMINARY
GEOTECIINiCALENGtNEERiNG iNVPSTIGATION
PROPOSED RESIDENTIAL DEVEI.OP%mw
TENTATIVE TRACT 6359
OLD RIVER ROAD & PANAMA LAKE
BAKERSFiELD, CALIFORNIA
KA PROJECT NO. 022-05069
JUNE s', 2005
Prepared for:
MR. DAN PIKE
S & S Ho.m ES OF THE CENTRAL COAST, fNC.
1350 EAST GRAND AviiNUE
ARRUyr) GRANDE, CALIFORNIA 93420
Prepared by:
KRA"N & ASSOCIATES, INC.
GEOTFCHNICAL ENGINEERING DtVIsioN
2205 Coy AVENUE
BAKERSFIELD, CALIFORNIA 93307
(661)837-9200
VIOft. SMI Ill ,
as wow
\Evi ssAW 711. Me
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KA No. 022-05069
Page No. 6
After completion of the recommended site preparation, the site should be suitable for shallow footing
supports. The proposed structure footings may be designed utilizing an allowable bearing pressure of
2,000 psf for dead -plus -live toads. Footings should have a minimum embedment of 12 inches.
Groundwater Infloenee on Stractorea/Constnctioa
Based on our findings and historical records, it is not anticipated that groundwater will rise within the
zone of structural influence or affect the construction of foundations and pavements for the proJeu.
I lowever, if earthwork is performed during or soon after periods of precipitation, the subgrade soils may
become saturated, "pump." or not respond to densification techniques. Typical remedial measures
include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing
and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement
product Our firm should be- consulted prior to implementing remedial measures to observe the unstable
subgrade conditions and pmvide appropriate recommendations.
Site Preparation
General site clearing should include removal of vegetation; existing utilities; structures meluding
foundations, basement walls and floors: trees and associated root systems: nibble; rubbish. and any
loose and/or saturated materials. She stripping should extend to a minimum depth or., to,t inches. or
until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in
localized areas. These materials will not be suitable for use as Engineered Fill. However. stripped
topsoil may be stockpiled and reused in landscape or non-structural areas.
The site is predominately utilized for agricultural purposes and partially occupied by a mobile home and
out buildings in the central portion of the site. Associated with these developments are buried structures
such as irrigation lines and septic systems that extend into the project site. Any buried structures
encountered during construction should be properly removed and.'or relocated and the resulting
excavations backfilled with Engineered Fill. Disturbed areas caused by demolition activities should be
removed and/or recompacted. Excavations, depressioxls, or soft and pliant areas extending below
planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with
Engineered Fill_ In general, any septic tanks. debris pits, cesspools, or similar structures should be
entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below
proposed footing elevations or as recommended by the Soils Engineer. If not utilized for the new
development, water wells should be abandoned in accordance with the county standards. Any other
buried structures should be removed in accordance with the recommendations of the Soils Engineer.
The resulting excavations should be backfilled with Engineered Fill.
Trees are located at the site. Tree removal should include mots greater than 1 -inch in diameter. The
resulting excavations should be backfilled with Engineered Fill.
A ditch and a sump are located at the site. If the ditch and sump will be abandoned, all deleterious
materials should be removed front the ditch and sump prior tri backfilling. The resulting excavation
should be cleaned to firm native ground and backfilled with Engineered Fill.
Kramer & Associates, Inc. - With Offices Sen•ing The Westetn United States
V
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THE DELIVERY OF THIS DRAVVNG SHOULD NOTSE
I
_
CONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR
�' r
ALBERtO LOP:5Zf
GUARANTEE TO ANYONE THATALL ONENS10NS AND
fy`
W Ww
co
�
DETAILS ARE EXACT OR TO INDICATE THAT THE USE
N
O
L
OF THIS DRAY MIG aMPLIES THE REVIEW AND
Cr
G
APPROVAL OF OPSI OF ANY FUTURE USE ANY USE OF
THIS IWORMATION
W
0�
JQ
IS AT THE SOLE RISK OF THE USER
KraZan& ASSOCIATES, INC.
GEO!EC�4Nn CA: ENGINEERING • ENvfRONMEN.*At ENGMFERING
CONSTRUCTION TESTING d INSPECTION
June 3, 2005
KA Project No. 022-05069
Mr. Dan Pike
S & S Homes of the Central Conal, inc.
1350 East Grand Avenue
Arroyo Grande, California 93420
RE: Preliminary Geotechnical Esigimeering investigation
Proposed Rodential Development
Tentative Tract 6359
Old River Road & Panama Lane
Bakersfield, California
Dear Mr. Pike:
In accordance with your request, we have completed a Preliminary Geotechnical Engineering
Investigation for the above -referenced site. The results of our investigation are presented in the attached
report.
If you have any questions, or if we may be of further assistance. please do not hesitate to contact our
office at (661) 837-9200.
DRJ:da
Ma. tlOtib
* ElpYasJw>la.
L s. Cwt
ly submitted,
& ASSOCIATES, INC.
No. 00 185
r With Offices Serving The Western United States
2205 Coy Avenue • OaWrsftetd CA 93307 . (661)837-92M • Falx- (661) 937-9201
OaBb69ttw,W 4ymlTiw 41Ht
KA No. 022-05069
Page No. 7
Following stripping, tree removal and demolition activities, the exposed subgrade within building pad.
exterior ffatwork and pavement areas should be excaysted/scarifhed to a depth of at least 12 inches.
mceisturr conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density
based on ASTM Test Method D1557 Limits of recompaction should extend 5 feet beyond structural
elements.
The upper soils, during wet winter months, become very moist due to the absorptive characteristics of
the soil. Earthwork operations performed during winter months may encounter very moist unstable
soils, which may require removal to grade a stable building foundation. Project site winterization
consisting of placement of aggregate base and protecting exposed soils during the construction phase
should be performed.
A representative of our firm should be present during all site clearing and grading operations to test and
observe earthwork construction. This testing and observation is an integral part of our service as
acceptance of earthwork construction s dependent upon compaction of the material and the stability of
the material. the Soils Engineer may reject any material that does tux meet compaction and stability
requirements. Further recommendations of this report are predicated upon the assumption that
earthwork construction will conform to recommendations ser forth in this section and the Engineered
Fill section.
Foundations
The proposed structures may be supported on a shallow foundation system bearing on undisturbed
native soils or Engineered Fill. Spread and continuous fcxxings can be designed for the following
maximum allowable soil bearing pressures:
Load Allowable
Dead Load Only 1,500 psi
Dead -Plus -Live Load 2,000 psf
Total Load, including wind or seismic loads 2,650 psf
Footings should have a minimum embedment depth of 12 inches measured from rough grade or exterior
grade, whichever is lower. Footings should have a minimum with of 12 inches regardless of load.
The total soil movement is not expected to exceed 1 inch. Differential soil movement should be less
than '% inch. Most of the settlement is expected to occur during construction as the loads are applied.
However, additional post -construction settlement may occur if the foundation soils are flooded or
saturated.
Knexati A As iciates, Inc.
With Offices Serving The Western United States
c 4Y�K M-..HRq :,-nc Soto)
KA No. 022.05069
Page No. 4
corrositivity of the soils to buried concrete. Details of the laboratory test program and results of the
laboratory tests are summarized ;n Appendix A. This information, along with the field observations,
was used to prepare the final boring logs in Appendix A.
SOIL PROFILE AND SI)RSi'RFACE 02niDtPl-atr s
Based on our findings, the subsurface conditions encountered appear typical of thaw found in due
geologic region of the site. In general, due surface soils consisted of approxinmely 6 to 12 inches of
very kris silty sand and sandy silt soils. Time soils are disturbed, have low strength characteristics.
and are highly compressible when saturated.
Below the very loose surface soils_ approximately 3 to I 1 feet of loose to medium dense silty sand, silty
sand/sandy sift, sandy sih, and send were encountered. Field and laboratory tests suggest that these
soils are moderately strong and shig fitly compressible. Penetration resistance ranged from 7 to 34 blows
per foot. Dr; densities ranged from 97 to 125 pef. Representative soil samples consolidated
approximately I to 24- percent wider a 2 ksf load when saturated. Representative soil samples had
angles of internal friction of 30 to .t3 degrees.
Below 4 to 12 feet. layers of predominately sand, silty sand, silty sand/sandy sift and sandy sift were
encoun.ered. These soils lead sin-,ilar strength characteristics as the upper soils and extended to the
termination depth of our borings.
For additional information about lire soils encountered, please refer to the logs of test pits in Appendix
A.
GROVMWATER
Boring locations were checked for the presence of groundwater during and immediately following the
drilling operations. Free groundwater was not encountered.
It should be recognized that water table elevations may fluctuate with time, being dependent upon
seasons precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore,
water level observations at the time of the field investigation may vary from diose encotmtered during
the construction phase of the projec!. The evaluation of such factors is beyond the scope of this report.
Soil Lionefaetion
Soil liquefaction is it state of soil particle suspension, caused by a complete loss of strength when the
effective stress drops to zero. Li(lnefaction normally occurs in soils, such as sands, in wbkh the
strength is purely frictional. However, liquefaction has occurred in soils otter duan clean sands.
Liquefaction usually occurs under i ibratory conditions, such as those induced by seismic events. Due
to the depth to groundwater, the fx4ential for soil liquefaction is very low. Therefore, no mitigation
measures are necessary.
Klan & Associates,Im
With Offices Serving The Western United States
727c7te9 R�.nK Neer. rico 57�F1
KA No. 022-05069
Page No. 8
Resistance to lateral footing displatemem can be computed using an allowable friction factor of 0.4
acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can
alternatively be developed using an llowable equivalent fluid passive pressure of 350 pounds per cubic
foot acting against the appropriate t erticad footing faces. The frictional and passive resistance of the
soil may be combined without reduction in determining the total lateral resistance. A'A increase in the
above value may tie used for short duration, wind, or seismic loads.
Engineered FRI
The majority of the upper native soils within the project site are identified as silty sand, sandy silt, and
sand. Thc-sc soils will be suitable as Engineered Fill, provided they are cleansed of excessive organics
and debris.
The preferred materials specified for 'engineered Fill is suitable for most applications with the exception
of exposure to erosion. Project rite winterization and protection of exposed soils during the
constructi+bi phase should be the sole responsibility of the Contractor, since he has Complete control of
the project site at that time.
imported Dill material should he predominately non -expansive granular material with a plasticity index
less than .0 and a UBC Expansion Index less than 15. Imported Fill should be free from rocks and
humps grader than 4 irches in diamcta•. All Imported Fill material should be submitted for approval to
the Soils Fngineer at least 48 hours pr -or to delivery to the site.
Fill soils should he placed in lifts approximately 6 inches thick. moisture -conditioned as necessary, and
compacted to achieve at least 90 percent maximum density as determined by ASTM Test Method
01557. Additional lift% should not be placed if the previous lift did not meet the required dry density or
if soil conditions arc not stable.
The shrinkage on recompacted soil and fill placement are estimated at 12 to 20 percent_ A subsidence
of approximately 0.2 feet may be assumed for the upper native soils. This estimate is based on
compaction of the upper inils to a minimum of 90 percent of maximum density based on ASTM Test
Method D1557 Over -compaction would result in additional shrinkage. These values are approximate
and should be re-evaluated during grading operations.
--- - Krazao & Associates, Inc.
With Offtres Serving The Western t;euted States
NA ret it"', rt7w «stir
KA No. 022-05069
1'i ge No. 5
Seismic Settlement
One of the most common phenomena during seismic shaking accompanying any earthquake is the
induced settlement of loose unconsolidated soils. Based on site subsurface conditions, and the moderate
to high seismicity of the region, any loose fill materials at the site could be vulnerable to this potential
hazard. However, this hazard can be mitigated by following the design arid construction
recommendations of our Geoiech nical Engineering investigation (over-eaccavatiat and rewort. of the
loose soils and/or fill). Based on the moderate penetration resistance measured, rhe native deposes
underlying, the site do not appear to be subject to significant seismic settlement.
CONCLI:SIGNS AND RECUA4MlENDATiONS
Based on the findings of our field and laboratory investigations. along with previous geottchnical
experience in the protect area, the following is a summary of our evaluations, conclusions, and
recommendations_
Administrative Somoaan
In brie£, the subject site and soil conditions, %vith the e\ceptiun of the loose surface sails and existing
development. appear to "x conducive to the development of the project. The surface soils are disturbed,
have low strength characteristics, and are highly compressible when saturated. Accordinptly, it is
recommended that the surface ,nil, be recompacted. This compaction effort should stabilize the surface
soils and locate any unsuitable lr pliant areas not round during our field investigation.
The majorin of the upper native souls within die project site are identified as silty sands, sandy :tilts, and
sands. These snits trill be suitable as Engineered Fill. provided they are cleansed of excessive 3-ganics
and debris.
The site is ^redominat,:ly utilized for agricultural purposes and partially occupied by a :mobile ha me and
outbuildings in the central portion of the site Associaied With these developments are buried strictures
such as utility lines, irrigation lines, and septic systems. Any surface or buried structures encountered
during construction should he properly removed and the resulting excavations backfill*/ with
Engineered Fill it is suspected demolition activities will disturb the upper soils i)isturteml areas
caused by demolition activities should be removed and/or re=ompacted.
Trees are located at the site. Tree removal should include roots greater than 1 -inch in diameter. The
resulting excavations shoulj be backfilled with Engineered Fill.
A ditch and a sump are located 31 the site. If the ditch and sump will be abandoned, all deleterious
materials should be removed from the ditch and sump prior to backfilling. lie resulting extavation
should be cleaned to Finn native ground and backfilled with Engineered Fill.
Sandy soil conditions were encountered at the site I hese eohesionless ;oils have a tendency to cave in
trench wall excavations. Shorne o:- sloping trick trench sidewalls may be rcxluired within these sandy
soils.
tcruan & .Associates, Inc.
•�'nh Ofttc_s Serving Ilii We -arm United Stafc:,
d Landscanin
*o'•: f".e R_ r -,C ply"
KA No. 02-1-05069
Pabc No.9
The ground surface should ilope away from building pad and pavement areas toward appropriate• drop
inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a
minimum of : percent for a minimum distance of 5 fret away from structures. Subgrade soils in
pavement areas s-iuuld he sloped a minimum of 1 percent and drainage gradients maintained to carry all
surface water to collection facilities antl off-site. These grades should be maintained for the life of the
project. Roof drains should be installed with appiopriate downspout extensions out -falling on splash
blocks so as to direct water a minimum of 5 feet away from die structures or be eennected to the dorm
drain system for the development.
Utility Trench Backfill
Utility trenches should be excavated according to accepted engineering practices following OSHA
(Occupational Safetyand 'le-iith ldmimitrat-or.) standards by a Contractor experienced in such work.
The responsibilit- for the safety of' aper trenches should be borne by the Contrictor. 'rrafr( and
vibration adjacent to trench walls Should be minimized: cyclic wetting and drying of excavation side
slopes should be avoided. Depeoding upoah the location and depth of some utility trenches. groundwater
flow into open excavations could Ix; experienced, especialty during or shortly following periods of
precipitation.
Sandy soil coiiditiau were encountered at the site. ihese cohesionless soils have a tendency to cave in
trench wall evcacationc �lwring or sloping back Manch sidewalls may be required within these sandy
and gravelly soils.
Utility trench backfill placed In :ir adjacent to buildings and exterior slabs should be compacted to at
least 90 percent of ma-Ntmuin density based ,in ASTM "icct Method D1557 Utility trench txukfrll
placed in pa%cnnent areas sh•.iuld be :ornpactecd to at (east 90 percent of maximum density basad on
ASTM Test Method DI157 ripe bedding should he in accordance with pip;: nianufactv-er's
recommendations
The Contractor is responsiale for removing all evater-sensitive soils from the trench regardless td'the
backfill location and compaction reapuirements The Contractor should use appropriate equipment and
methods to avoid damage to the utilities aTnd;or structures during fill placement and compaction.
Floor Slabs and Exterior M7atwork
Concrete slab -on -grade floor should be underlain by a water vapor retarder. The water vapor retarder
should be installed in accordance with ASTM Specification E 1643-98. According to ASTM
Guidelines, the water vapor retarder should consist of a vapor rerarfer sheeting underlain by a inininmm
of 3 inches of compacted, clean, gravel of maximum sirs To eide in concrete curing an optional
2 to 4 inches of granular fill may be pulsed on top of the vapor retarder. The granular fill should ccrsist
Krarmt & Aswchucs, Inc. -- With Otiicc% Senting The Western United States
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KA No. 022-05069
Page No. 10
of damp clean sand with at least 10 to 30 percent of the sand passing the 100 sieve. The sand should be
free of clay, silt or organic material. Rock dust which is manufactured sand from rock crushing
Operations is typica II suitable for the granular fill. This granular fill material should be compacted.
The exterior Churn should be poured separately in order to act independently of the walls and
foundation system. All fills required to bring the building pads to grade should be Engineered Fills.
Moisture within the structure may be derived from water vapors, which were transformed from the
moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the
slab -on -grade. This moisture vapor penetration can affect floor coverings and produce mold and
mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder
he installed in accordance with ASTM guidelines. It is recommended that the utility trenches within the
structure be compacted, as specified in our reflort. to minimize the transmission of moisture through the
utility trench backfill. Special attention to the immediate drainage and irrigation around the building is
recommended. Positive drainage should be established away front the structure and should be
maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the
structure. Over -irrigation c%ithin landscaped areas adjacent to the structure should not be performed. In
addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation
of interior moisture.
Lateral Earth Pressures and Retainine Walls
Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at
the top may be designed using an equivalent fluid active pressure of 35 pounds per square toot per foot
of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection
may be designed for an equivalent fluid at -rest pressure of 55 pounds per square foot per foot per depth.
Expansive soils should not be used for backfill against walls. The wedge of non -expansive backfill
material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1
(horizoncrd to vertical) or flatter. The stated lateral earth pressures do not include the effects of
hydrostatic water pressures generated by infiltrating surface water that may accumulate behind the
retaining walls: or loads imposed by construction equipment, foundations, or roadways.
During grading and backfilling operations adjacent to any walls, heavy equipment should not be
allowed to operate within a lateral distance of 5 feet from alae wall, or within a lateral distance equal to
the wall height, whichever is greater, to avoid developing excessive lateral pressures. Within this zone,
only hand operated equipment ("whackers," vibrator% plates. or pneumatic compactors) should he used
to compact the backfill soils.
R -Value Test Results and Pavement Des'an
Sixteen R -Value samples were obtained from the project site at the locations shown on the attached site
plan. 'Me samples were tested in accordance with the State of California Materials Manual Test
Designation 301. Results of the tests areas follows:
Krazaa & Associates, Inc.
With Offices Serving The Wesrcav United States
(1Q.~- Rn Wd Rap- t r,st 61 %)
wS-5-An Kxazan-1 & ASSOCIATES, INC.
'GEOT-CHN CAL ENGINEERING - ENv R014MENTAL ENGINEERING
CONSTRUCT,ON TLSI NG & INSPECTION
March R, 2017 KA Projed No. 022-05069
Ms. Shannon McCabe
S & S Homes of the Central Coast
998 Huston Street, Suite C
Grover Beach, CA 93433
Aliannon.mccabe sshomes.net
Re: Gewe'.chnical Engineering Investigation Update
Tract No. 7-1(W (formerly a portion of Tract 6359)
NW of Berkshire Road and Progress Road
Bakersfield, California
Dear Ms. McCabe:
In accordance with your request, we arc providing this Gcotechuical Engineering Investigation Update
f'or Tract No. 7304 (formerly a portion of Tract 6359), located northwest of the intersection of Berkshire
Road and Progress Road, in Bakersfield, California. The purpose of this Update is to address any
changed site conditions and subsequent modifications or additions to the recommendations of the
original report, as well as to provide additional information to conform with seismic design
requirements of the 2016 California Building Code (2016 CBC).
A Preliminary Geotechnical Engineering investigation report was previously completed for a 77.5 acre
area, which included the subject areas of this update, by Kmzan & Associates, Inc. (KA No. 022-
05069), dated June 3, 2005. The area studied encompassed the previously -identified Traci 6359. The
portion which is the subject of this Update includes approximately 40 acres situated east of the current
development and north of the proposed extension of Berkshire Road. In our previous report, we
provided recommendations for foundation types and embedment depths, Site Preparation, Engineered
Fill, Drainage and Iandscaping, Utility Trench Backfill, Floor Slabs and Exterior Flatwork, Lateral
F.vtlt Pressures and Retaining Walls, Pavements, Site (seismic) Coefficient, Soil Cement Reactivity,
Compacted Material Acceptance, and Testing and Inspection. Addendum I to the original report, dated
February 25, 2008, was prepared to provide additional infottnatiaa to conform with seismic design
requirements of the 2007 CBC, which is not applicable to the 2016 CBC.
A site visit was conducted on March 7, 2017, to observe and document the existing site conditions and
identify any changes to the applicable areas of the site from the time of our previous investigation. The
southwestern approximately 't of the site was stripped of vegetation and appeared to have been
previously graded, likely for excavation of fall soils for the adjacent subdivision to the south. This area
was approximately 2 to 3 feet lower in elevation than the remainder of the site. The majority of the
remainder of the site was coveredin dense native grasses and/or weeds. Numerous end -dump piles of
fill soil, and sparse piles of landscape debris, boulders, construction debris, and some trash were
with Offices Serving The Western United States - 4
2205 fay Avenue - Bakersfield, CA 93307. (661) 837.9200 - Fos (661) 837-9201
tR30S'669 TR naeo■ott�ertarrol�a.me: ane
U
De thDescri
THE DELIVERY OF THIS DRAWING SHOULD NOT BE
R -Valve at ui
r
CONSTRUED TO NROWDE AN EXPRESS WARRANTY OR
S
13
GUARANTEE TO ANYONE THAT ALL DIMENSIONS AND
12-24"
Sandy Silt (MI.)34
DETA&S ARE EXACT OR TO INDICATE THAT THE USE
5.0
12-24"
OF THIS DRAWING Wt IES THE REVIEW AND
55
4
APPROVAL OF OPSI OF ANY FUTURE USE ANY USE OF
®
55
THIS INFORMA"i ►oN IS AT THE SOLE RISK OF THE USER.
12-24"
Silty Sand (SM)
58
KA No. 022-05069
Page No. I i
The majority of the test results are fair and indicate moderate to good subgrade support characteristics
under dynamic traffic loads without using any aggregate subbase. The following table shows the
recommended pavement sections for various traffic indices based on an R -value of 50.
Traffic Index
De thDescri
tion
R -Valve at ui
r
12-24"
Sandy Silt (ML)
13
4.5
12-24"
Sandy Silt (MI.)34
121.011
5.0
12-24"
Silly Sand/Sandy Silt (SM/ML)
55
4
12-24"
Silty Sand/Sandy Silt (SM/Ml,)
55
5
12-24"
Silty Sand (SM)
58
6
12-24"
Silty Sand (SM)
46
7
12-24"
Silty Sand (SM)
58
7.5
4.0"
Silty Sand (SM)
53
r1l12-24"
12-24"
Silty Sand (SM)
59
5.5
12-24"
Silty Sand (SM)
60
12.0"
12-24"
Silty Sand (SM)
59
12
12-24"
Silty Sand (SM)
}9
13
12-24"
Sandy Silt (ML)
21
14
12-24"
Silty Sand/Sandy Silt (SM/ML)
55
15
12-24"
Sandy Silt (ML)
51
16
12-24"
Silly Sand (SM)
58
The majority of the test results are fair and indicate moderate to good subgrade support characteristics
under dynamic traffic loads without using any aggregate subbase. The following table shows the
recommended pavement sections for various traffic indices based on an R -value of 50.
Traffic Index
Asphaltic Concrete
Class II Aggregate Base*
Compacted Subgrade**
4.0
2.0"
4.0"
12.0"
4.5
2.5"
4.0"
121.011
5.0
2.5"
4.0"
12.0"
5.5
2.5"
4.0"
12 0"
6.0
3.0"
4.0"
12.0"
6.5
3.0"
4.0"
12.0"
7.0
3.5"
4.0"
12.0"
7.5
4.0"
4.0"
12.0"
95% cangacdon based on ASTM Teo Method 01557 or CAL 216
" 9971 compacrion based on A,STAf rest Method D1557 or CAL 216
Krazan & Associates, Ines
With Offices Serving The Western United States
n'aXo.. Rn,"d Rya. tTr-tt 61591
Project No. 022-05069
Page No. 2
observed throughout the site as well. Vegetation, trash and debris should not be used as fill and should
be removed and disposed of off-site. The origin and nature of the end -dump soils is presently unknown
Should it be desired that these soils be retained for use as fill, additional testing should be performed to
verify its suitability for use as Engineered Fill material.
Based on the observations made during wr recent site visit, the recommendations for Site Pre)lasation
;1reviotus r: Port sh
Presented in our all remain applicable to the currend, ! posed construction.
Previous recommendations for Foundations and Retaining Walls previously provided are included as
well for reference.
Foundations
The proposed Mures may be supponed on a shallow foundation systems bearing on undisturbed
native soils or Engineered Fill. Spread and continuous footings can be designed for the following
maximum allowable soil bearing pressures:
Load Allowable Loading ii
t_.,
Dead Load Only 1,500 psf
Dem -Plus -Live Load
2,000 psf
t- �-- _.
Total Load, including w.nd or seismic loads 2,650 par
Footings should have a minimum embedment depth of 12 inches, measured from rough grade or exterior
grade, whichever is lower. Footings should have a minimum with of 12 inches regardless of load.
The total soil movement is not expected to exceed 1 inch. Differential soil movement should be less
than 1/2 inch. Most of the settlement is expected to occur during construction as the loads are applied.
However, additional post -construction settlement may occur if the foundation soils are flooded or
saturated.
Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.4
acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can
alternatively be developed using an allowable equivalent fluid passive pressure of 350 pounds per cubic
foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the
soil may be combined without reductions in determining the total lateral resistance. A 1/3 increase in the
above value may be used for short duration, wind, or seismic loads.
Lateral Earth Pressures gad Retginin2 Wafts
Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1perl st of its height at
the top may be designed using an equivalent fluid active pressure of 35 pounds per square foot per foot
of depth. Walls that are incapable of this deflection or walls that are fully constrained against deflection
may be designed for an equivalent fluid at -rest pressure of 55 pounds per square footper foot per depth.
Expansive soils should not be used for backfill against walls. The wedge of non -expansive backfill
material should extend from the bottom of each retaining wall outward and upward at a slope of 2:1
Krone & Associates, Inc.
With gees Serving The WestcTa United States
6:ZR5069 T R t �V GcntaL l:�Ler 4�E.,S17 dw
KA No. 022-05069
Page No. 12
However, there are areas where It-vahae test results (R1. R2, and R13) are low and indicate poor
subgrade• suppon characteristics under dynamic traffic loads. These areas will require thicker pavement
sections and an aggregate subbase may or may not be necessary for pavement support. The following
table shows the recommended pavement sections for various traffic indices for theseareas based on an
R -value of 13.
Traffic
Index
Asphaltic
Concrete
Class II
ate Base*
C__ -lass III
A to Subbase*
Compacted
So died
4.0
2.0"
8.5"
--
12.0"
4.0
2.0"
4.5"
4.5"
12.0„
4.5
2.5'
9.0"
_
12.0,
4.52.
5
4.0"
5.5"
12.0"
5.0
;"
10.5"
--
12.0»
5.0
;"
5.0"
6.0"
1 2.0"
�•�
3.0"
11.0"
--
12.0"
5.5
3.0"
5.0"
112.0"
6.5"
12.0"
6.0
3.0"
13.0"
--
CBC Reference Sectiasn 1613.3.3
6.0
3.0"
6.5"
7.5"
12.0"
6.5
4.U"
14.0"
--
12.0,
6.5
4-0"
6.0"
8.5"
12.0"
7.0
4.0"
15.0"
--
12.0-
7.0
4.0"
6.5"
9.0"
12.0"
7.s
4 0"
16.5"
--
12.0"
7.5
4.0"
ere. -a
7.5"
10.0"
12.0..
• ` 90% conrpacilon based on ASTM Teat Method DIS57 err G1 L 2/6
If traffic indices are not available, an estimated index of 4.5 may be used for light automobile traffic.
and an index of 7.0 for fight stuck tea rite are typical values.
Tile follow ing rec(fin niendations are for light duty and heavy duty Portland Cement Concrete pavement
sections.
PORTLAND CEMENT PAVEMENT
Traffic Index
Portland Cement _
_ Concrete**°'
%Claw II Aggro gate Base*
Compacted Snbgrade**
4.5
5.0"
4.0"
12.01,
Kramn & Associates, inc.
With Ot fices Serving The Westem United States
�?:95■pA Re"xd Report tTrut -lwi
Project No. 022-05069
Page No. 3
(horizontal to vertical) or flatter. The stated lateral earth pressures do not include the effects of
hydrostatic hater pressures generated by infiltrating surface water that may accumulate behind the
retaining wal Is; or loads imposed by construction equipment, foundations, or roadways.
During grading and backfilling operations adjacent to any walls, heavy equipment should not be
allowed to operate within a lateral dist mee of 5 feet fiotn the wall, or within a lateral distance equal to
the wall heigat, whichever is greater, to avoid developing excessive lateral pressures. Within this zone,
only hand operated equipment ("whackers," vibratory plates, or pneumatic compactors) should be used
to compact the backfill soils.
In addition to the above, the following recommendations ane included to comply with the 2016 CBC and
shall supersede the recommendations of our previous report where applicable.
Floor Slabs and Exterior_-Flatwork
Concrete slab -on -grade floors should be underlain by a water vapor retarder. The water vapor retarder
should be installed in accordance with accepted engineering practice. The water vapor retarder should
consist of a vapor retarder sheeting und:.rlain by a minimum of 3 inches of compacted, clean, gravel of
'/--inch maximum size. To aid in concrete curing an ol,tional 2 to 4 inches of granular fill may be placod
on top of the vapor retarder. The granular fill should consist of damp clean sand with at least 10 to 30
percent of the sand passing the 100 sieve. The sand should be free of clay, silt, or organic material.
Rock dust which is manufactured sand from rock crushing operations is typically suitable for the
granular fill. This granular fill material should be compacted.
The exterior floors should be poured separately in order to act independently of the walls and
foundation system. A Il fil Is required to bring the building pads to grade should be Engineered Fills.
Moisture within the structure may be c:erived from water vapors, which were transformed from the
moisture within the soils. Titis moisture vapor can travel through the vapor membrane and penetrate the
slab -on -grade. This nsoisture vapor penetration can affect floor coverings and produce mold and
mildew in the structure. To minimize moisture vapor intrusion, it is recommendedthat a vapor retarder
he installed it is recommendLA that the utility trenches within the structure be compacted, as specified
in our report, to minimize the transmission of moisture through the utility trench backfill. Special
attention to the immediate drainage and irrigation around the building is recommended. positive
drainage should be established away from the structure and should be maintained throughout the life of
the structure. Ponding of water should n.x be allowed adjacent to the structure. Over -irrigation within
landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the
structure (i.e. veattilation fans) is recommcaded to reduce the accumulation of interior moisture.
Dlt•ainaZe and Latrdnga! nm
The ground surface should slope away from building pad and pavement arras toward appropriate drop
inlets or other surface drainage devices in accordance with Section 1804 of the 2016 California
Building Code, it is recommended that the ground surface adjacent to foundations be sloped a minimum
of 5 percent for a minimum distance of 10 feet away from structures, or to an approved alternative
K7ltzan & Associates„ Inc.
with offices Serving The Westem United Stages
02.115069 rte : tM rw,t b tor* o.�,s.2ot 7 dM
KA No. 022-05069
Fage No. 13
Traffic
Index
Portland Gement
Concrete*{*
- -
Class 11 Aggregate Base*
Compacted Suet grade**
0
(r.
T.tT"
12."
...-•�••y.•„�•••••�„",,.�.,,", Ir,1"IC,fIOaLl7,)/ort.at.:ret
^ 917"i rumpaclinn based nn •15'7:.41 l cw tftthr7d U1557 or C: t L 216
`--,alinins7m /!neural strength of 650 psi
Site Coefficient
The site coefficient, ler i aole ; 6-S, 1 inifomi Buiidim, odc. is based upon the site soil conditions. It is
our opinion that a site coefticicn1 0f wit type S•, 1199 i 1110 is appropriate for building design at this
site.
Soil Cement Reactivity
Excessive sulfate in either the sot. or native water ma), result in an adv erse reaction betucen the cement
in concrete (or stucco) and the ;ail. IMD/F11A and UBC have developed criteria for evaluation of
sulfate levels and ho%% they relate to cement reactivity with soil and or water.
Soil samples were obtained from ilio lite and tested in accordance with State of California Materials
Manual Test Designation 417 fhe sDlfate concentrations detected from these soii samples we•te greater
than 150 ppm and are abo%e be maxiinurn allowable values established by 11I RT11A and IJBC.
Therefore. it is recommended a t :pe If cenarnt he utilized to compensate tier sulfate reactivity with the
cement.
Compacted Maletial Accentance
Compaction specifications are not the only criteria fila acceptance ol" the site grading orother such
activities. HaWvc er, the compaction tc�t is the most universally recognized test method for assessing
the performance of the (trading Contractor. The numerical test results frons the compaction tt•St cannot
be used to predict the engineering performance of the compacted material. Therefore, the accertance of
compacted materials will also be dependent on the stability ofthat material. The Soils Engine,:!- has the
option of rejectin" ani collipacted material regardless of the degree of compaction if that material is
considered to he unstable or if tutu,e instability is suspected. A specific example of rcjecti.)n of fill
material passing the required percent compaction is a fill which has heen compacted with n in situ
moisture content significamly less than optimum moisture. This type of dry fill (britt!: fill) is
susceptible to tiuure settlement if it becomes saturated or flooded.
Testing and Inspection
A representative of Krazaua & associate%. Inc. should be preseni at the site during the eithwork
activities to confirm that rtc<ual subsurface conditions are consistent with the explordtory fieldwork.
This activity is an integral part ,f our service, as acceptance of earthwork construction is dependent
Krazrm & Associates. itic.
With Otticcs tiering Tlie Westem United States
�-a: u in �vd Rq," ITr�n 61597
Project No. 01-1-05M
hq.e No. 4
means of drainage conveyanc_. Swales used for conve)wce of drainage and located within 10 feet of
foundations should he sloped a minimum of 2 percent. i,-rtpenious surfaces, such as pavement and
exterior concrete flatwork, w?thin 10 feet of building foundations should he sloped a minimtun of 1
Percent away from the stnichve. Drainage gradients should be maintained to carryall surface,ater to
collection devices and/or facilities and off-site. These grades should be maintained for the life of the
project-
Seismic Parameter's - 2016 Catifornfs Buildin-, Code
The Site Class ler Section 1613 of the 2016 California Building Code (2016 CBC) and Table 20.34 of
ss
ASCE 7-10 is basc a upon the site soil conditions. it is our opinion that a Site ClaD is most cot isttxst
with the subject site soil conditions. For seismic design of the structures based on the i-nsmic
Provisions of the 2016 CBC, we recommend the following parameters:
LOCATION
LAT (N) LONG (McL�Ass
Fa
Ss
Slits Spa Fv 31 SM1
sot
tVtAIC
35.292385 179.1051116 D
1.040
1.151
1 66 .197 0.798 1.5 0.432 0.678
0.452
SWC
35288882 119.105186 D
1 038
1.155
1.199 0.7W 1.$66 0 434 0.680
0.453
NEC
35292385 119.101618 D
1.039
1.152
1.197 0.796 Y 1566 0.432 0,678
0.432
SEC
35.289202 119.101646 D
1 038
1.156
1.199 0.800 ~ 1.566 0.434 0.679
0.453
Site ClassCBC
Rvtaence Section 1613.3.2
Fv
C8C Reference Table 1613.3.3 (2)
t#
Fa
CBC Reference Table 1613.3.3 +1)
o
t q to
S1
CBC Reference Section 1613.3.1
_
Set
CBC Reference Section 1613.3.1
Sul
CBC Reference Section 1613.3.3
o
Sills
CBC Reference Sectiasn 1613.3.3
M do
SDI
CBC Reference Secbx► 1613.3.4
SDs
CSC Reference Serxien 1613 3.4
LOCATION
NWC = Nortfnvest Comer
The recommendations and limitations provided in our previous report and addendum, dated June 3,
2005, and February 25. 2008, respectively, which were not revised or superseded herein, will apply to
this letter- If you have any questions, or if u c ean be of further assistance, please contact our of -ice at
(661)837-9200.
Respectfully submittexf,
KRA7AN & ASS(N'tATH,S, INC.
Ryan K. Privets, PE t x: q to 1,
P'n,iect Engineer \�
RCE No. 59372 \v� k;.1�.f
RKP:rp
-- Krawe & Associates, Joe-
With
netWith C);'ficec Serving ;lac W stem united Sffitec
D .: ofrow 7t 7.- ck,ea r tin „t oca s rq.[
DR G,01f RECORD
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LANDSCAPE 12.52'
LOT
5' 10' S• FL
6' MASONRY
WALL PER
SEPARATE PERMIT
0.5'
2% MIN.
4:1 MAX.
�� 2R
PAD S ~
10' SIDEWALK -
A BERKSHIRE ROAD
N.T.S.
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I6'-7' SOUND WALL
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D TYPICAL SIDE YARD GRADING E TRACT BOUNDARY/SOUND WALL/SCREEN WALL
(::
NOTE: N.T.S. NOTE: WALL BY SEPARATE PERMIT N.T.S.
FINAL LOT GRADING SHALL BE DONE BY HOME
BUILDER PRIOR TO ISSUANCE OF OCCUPANCY
PERMIT.
TYPICAL FOR
SIDE YARD
10'
PAD
2% MIN.
3:1 MAX
TYPICAL SECTION - 60' R/W_
N.T.S.
TYPICAL FOR R/W & P/L
FRONT YARD
20' 10'
8' 12'
PARK I
2% MIN.
3:1 MAX
R/W & P/L TYPICAL FOR FRONT
60• OR SIDE YARD
rt FL 10' 20'
'40' 2' 8' 10'
20' I 20'
SEE DETAIL 0.4' BELOW SEE DETAIL
1, TYPICAL GUTTER UP 1, TYPICAL
ROUGH GRADE
TYPICAL SECTION -PARK SITE - 60' R/W
THE DELIVERY OF THIS DRAY MIG SHOULD NOT BE
CONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR
GUARANTE E TO ANYONE THAT ALL D04ENSIONS AND
DETAILS ARE EXACT OR TO INDICATE THAT THE USE
OF THIS DRAWNG WRIES THE REVIEW AND
APPROVAL OF DPSI OF ANY FUTURE USE ANY USE OF
THIS INFORMATION IS AT THE SOLE RISK OF THE USER
N.T.S.
T.I. = 4.5 R=55
0.20' TYPE 'B' AC
0.40' CLASS 11 AG BASE
0.50' COMPACTED NATIVE TO 95%
MAX RELATIVE DENSITY
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TRACT BOUNDARY -STORAGE FACILITY
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NOTES:
FINAL LOT GRADING SHALL BE DONE BY HOME BUILDER PRIOR TO ISSUANCE OF OCCUPANCY PERMIT.
FINAL LOT GRADING TO BE APPROVED BY ENGINEER OF RECORD.
("-n—
�TYPICAL FINAL LOT GRADING
N.T.S.
0.63'
FL
2' 4.5' 2'
2X
MAX 2'=- 2% MIN/ 5:1 MAX AT
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FINAL LOT GRADING SHALL BE DONE BY HOME BUILDER PRIOR TO ISSUANCE OF OCCUPANCY PERMIT.
FINAL LOT GRADING TO BE APPROVED BY ENGINEER OF RECORD.
("-n—
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