The URL can be used to link to this page

Home My WebLink About1.7-7267 Record DrawingPROJECT CONTACTS: 4 WS ,ltd— i STREET. r~-. E- BEACH, CA 93433 (805) 481-4033 CIVIL i:lrME! ' :i+ n_:�t. �.tt�:,.-, tilt► 1998 SANTA BARBARA STREET SUITE /i SAN LUIS ! . -a•.! CA 93401 ., (805)250-2891 / ALOPEZODPSIINC.COM SURVEY: ! i/aiH, ! '.t•. N:J"-Alvr,Y,i. M,12W OLIVE5351 DRIVE, i/ BWERSFIELD, CA 93308 /! CONTACT.CHAVEZ PKCHAVEZODPSIINC.COM 2205 COY AVENUE BAKERSFIELD. CA 83307 PH: (661)837-9200 CONTACT: DAVIT? JAROSZ 1998 SANTA BARBARA STREET SMITE 200 SAN LUIS OBISPO, CA 83401 PH: (805)250-2891 CONTACT: ALBERTO LOPEZ ALOPEZ*DPSIINC.COM EARTHWORK QUANTITIES TRACT 7267 55.270 CY 113,514 CY 58,244 CY IMPORT MOTE: EARTHWORK NUMBERS DO NOT INCLUDE SHRINKAGE. NOTE: ALL PHASES TO BE GRADED SIMULTANEOUSLY _z 4 z' I HEREBY DECLARE THAT I AM THE ENGINEER OF RECORD FOR THIS PROJECT AND SHEET TITLE THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE PROJECT AS DEFINED IN TITLE SHEET SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE. THESE PLANS AND NOTE SHEET AND HCP—ITP SPECIFICATIONS. TO THE BEST OF MY KNOWLEDGE� COMPLY WITH CURRENT STANDARDS. GEOTECHNICAL AL REPORT ANY ERROR% OMISSIONS. OR OTHER VIOLATIONS OF THOSE ORDINANCES. STANDARDS GEOTECHNICAL REPORT UPDATE • " DESIGN CRITERIA ENCOUNTERED i` e'i CONSTRUCTIONSHALL• "t"f E! AND nSUCH CORRECTIONS REFLECTED ON •:• • E! w JEFFV P. W R.C.E. 26431 THE DELIVERY OF THIS DRAWnNS SHOULD NOT BE CONSTRUED TO PROVIDE AN EXPRESS VOMANTY OR GUARAtf EE TO ANYOW THAT ALL DOAENSIONS ANii DETAILS ARE EXACT OR TO INDICATE THAT TI: ISE OF THISDRAWING tri LES THE REViEWAND APPROVAL OF test OF ANY RAURE USE. ANY USE OF THIS FORMATION tS AT THE SOLE RM OF THE USER. CITY OF BAKERSFIELD COUNTY OF KERN CALIFORNIA -"q" T; im nxiv mi i ki r 9 9 W IF I R F .1 �w� M A - L fi, -OM NFL A— TRACT 7267 r��tttttrttttttttttnrir.nttn�rtr��rn� SITE MAP SCALE: 1"=200' SHEET INDEX SHEET NUMBER SHEET TITLE 1 TITLE SHEET 2 NOTE SHEET AND HCP—ITP 3 GEOTECHNICAL AL REPORT 4 GEOTECHNICAL REPORT UPDATE 5 GRADING dt DRAINAGE PLAN 6 GRADING & DRAINAGE PLAN 7 DETAILS — GP 8 EROSION CONTROL PLAN $ EROSION CONTROL PLAN 10 BORROW AREA GRADING PLAN LINE HARRIS ROAD 0 1 PANAMA LANE KPROJECT Zwmd0 LOCATION VICINITY MAP SCALE. N.T.S. The GRADING PLAN aS shown on this drawing is he" moved, W*ct to any indicated corredions of additions. Approval by the Public Works Depaittnent and Building Department tndreates approval only as to design criteria used and coEntUvrnaru:e to City Standards, Cedes and Ordinances Engirwer for Mw Subd der or developer shall use responsible for a=iacy of calculations for this plan and snali submit a certified `as -grid" pian after completion of the grading. APPRDVED BY: P t Date f! ( W16- BUil&rY0;pa'Tn'ent Cate LEGAL DESCRIPTION pa" 1 U3 LU a a �OpROFESsjO tcQ' gERTp � �•. o CITY FIRE DEPARTMENT 2101 H STREET BAKERSFIELD, CA 93301 r .; C 067602 cy m Ld a PH' (661)326-3911 'tC7� Sit. I r? 1AfllTFtt RESOUE= DE=PT. 'tBAKERSRE N Z 1000 BUENA VISTA ROAD � CryIL L. ,4LBERTO L EZ W A CA 93311 OFCALIFd��`P ZZ Z EXP. &301t -I v O r� V t� �/5TC>I2M DRAIN CITY OF BAKERSFIELD } Z PUBLIC WORKS � PH: (661)326-3724 � Q cr. 4 H LUW Z N W a. W u}t � tr u UL. UJ N co u Vlf E '0 ' I� v FLWe"z oill BEING A SUBDIVISION OF LOTS 18 do 23 OF SALES MAP OF THE LAND OF KERN COUNTY LAND COMPANY FOR SEC. 29 T.30S, R.27E. ALSO BEING A PORTON OF THE S.W. 1/4 OF SEC. 29. T. 30 S., R. 27 E., M.D.B.M. IN THE CITY OF BAKERSFIELD, COUNTY OF KERN, STATE OF CALIFORNIA. 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. BASIS OF BEARINGS THE BEARING OF S 89'17`52" E FOR THE SOUTH LINE OF THE S.W. 1/4 OF SECTION 29, T.3m, R.27E. MD.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 AM: 540-010-17 & 540-010-14 NUMBER OF LOTS: 113 — 31.44 GROSS ACRES PHASE 1 - 71 LOTS — 18.67 GROSS ACRES PHASE.2 42 LOTS -- 11.77 GROSS ACRES ALTERNATE STREET NAMES CATTLE CSC DRIVE WINDFALL LANE 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 LIMES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THIS DRAWING. ENGINEER SHALL. NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO WORKING DAYS PRIOR TO CONSTRUCTION BY CALLING 811. WDID #: 5F15C372120 ELECTRIC PH: (877)743-'7782 CABLE BRIGHTHOUSE NETWORKS PH: (661)323-4892 TELEPHONE TW TELECOM PH: (661)616-5500 I/. Ah"Y' V. ! -.a 1 IL 'T/ CITY RECORDS N0: (A UTILITIES: a �OpROFESsjO tcQ' gERTp � u._.. � LPI NG OF RECORD CITY FIRE DEPARTMENT 2101 H STREET BAKERSFIELD, CA 93301 r .; C 067602 cy m Ld a PH' (661)326-3911 'tC7� Sit. I r? 1AfllTFtt RESOUE= DE=PT. 'tBAKERSRE Z 1000 BUENA VISTA ROAD � CryIL L. ,4LBERTO L EZ R.C.E. 67602 A CA 93311 OFCALIFd��`P ZZ Z EXP. &301t -I PH: (661)326-3000 O r� V t� �/5TC>I2M DRAIN CITY OF BAKERSFIELD } Z PUBLIC WORKS � PH: (661)326-3724 WDID #: 5F15C372120 ELECTRIC PH: (877)743-'7782 CABLE BRIGHTHOUSE NETWORKS PH: (661)323-4892 TELEPHONE TW TELECOM PH: (661)616-5500 I/. Ah"Y' V. ! -.a 1 IL 'T/ CITY RECORDS N0: t �"� (A `d' a er„ o p Ld a m � ti to Z Ld ZZ Z I L O r� V t� �... } Z � � Q cr. t �"� GRADING NOTES 1. ALL GRADING SHALL CONFORM WITH APPENDIX J, OF THE 2013 CALIFORNIA BUILDING CODE AND STANDARDS PERTAINING THEREOF AND PRELIMINARY SOILS REPORT BY KRAZAN & ASSOCIATES, INC. DATED MAY 21, 2014 AND SOIL ABSORPTION EVALUATION BY KRAZAN & ASSOCIATES, INC. DATED MAY 21, 2014 AND SIGNED BY RYAN K. PRIVETT. 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 RESPONS181UTY 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 9096 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 (90X) 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 WANED BY BUILDING OFFICIAL. 23. GRADING WORK WILL BE SUPERVISED AS ENGINEERED GRADING IN ACCORDANCE WITH APPENDIX J OF THE CBC. :14. 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 13Y THE CITY BUILDING DEPARTMENT. .t5. 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: E» WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT THE SURFACES FROM BECOMING DRY ENOUGH TO PERMIT DUST FORMATION. E. 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. 23. 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. 2). 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 THE DELIVERY OF THIS DRAWING SHOULD NOT BE tX3W RUED TO PROVIDE AN EXPRESS WARRANTY OR GUAS ANTEE TO ANYONE THAT ALL 011MENSiONS AND DETA LS ARE EXACT OR TO INDICATE THAT THE USE 0 = THIS DRAWING IMPLIES THE REVIEW AND APPR(fVAL OF OPSI OF ANY FUTURE USE, ANY USE OF THIS W FORMATION 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 PIAN 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 PREUMINARY 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 9OX 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. SUBI VIDER 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 ACTIVITIES, 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 -SENSITIVE RECEIVERS AS PRACTICAL I_ 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. 43. THE LANDSCAPED AREAS ARE TO BE DESIGNED AND GRADED TO IANIMIZE EXCESS LANDSCAPE DRAINAGE ACROSS THE SIDEWALK FOR THE AREAS OVUR 2%. 44. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN 1 HE EXISTING ACCEPTED STREET RIGHT OF WAY. UNLESS SECURED SUBDIVISION ;AGREEMENT, SECURITY BASED ON AND APPROVED ENGINEER'S ESTIMATE FOR DIE WORK PERFORMED WITHIN RIGHT OF WAY AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT. 45. IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), A "NOTICE OF INTENT" (N01) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (SWRCB ORDER NO. 20C9-009-DWQ AS AMENDED BY ORDER 2010-0014-DWQ AND ORDER 2012-0006-Dvo) MUST BE FILED WITH SATE WATER RESOURCES CONTROL BOARD IN SACRAME 4'TO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE PREPARED, CONTINUOUSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS. WASTE DISCHARGE IDENTIFICATION (WDID) NUMBER 5F15C372120 HAS BEEN ISSUED Er' 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 REQUIRED 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 WILL REQUIRE REPAIR'NG AND/OR UPGRADING AS PER CITY ENGINEER LIMITS OF DISTURBANCE (HCP/ITP) ACREAGE; FOR HCP FEE CALCULATION r/2 FEES NCT PWD 29.7ACRES (GROSS) FEES PREVIOUSLY PAID ,9.35 ACRES (GROSS) TOTAL UMIT'S OF DISTURBANCE 49.08 ACRES GROSS ALL GROUND DISTUREW4CE r3 SHOWN ON THE GP.A7ING PLAN. NO GRADING, STAGING, CONSTRUCTION TRA LERS, STORAGE CR VE-iICLE MANEUVERING Ol SHALL CCCUR ON ANY UNDEALOPED PROPER"' N THE `ACiNITY. PROFE RTp * C 467602 �9�0 L \P IFO�N� RECEIVED ABREVIATIONS AC - ASPHALT CONCRETE BCR - BEGIN CLRB RETURN CL - CENTERLINE ECR - END CURB RETURN EP - EDGE OF PAVEMENT ESMT - EASEMENT EXIST - DGIST IhG FG - FINISHED GRADE ELEVATION FH - FIRE HYDRANT FL - FLOW LIVE OF LITTER ELEVATION FF - FININED FLOOR ELEVATION FS - FINISHED SURFACE ELEVATION G8 - GRADE BREAK GP - GRADING PLAN HDPE - HIGH DENSITY POLYETHYLENE HP - HIGH POINT INV - PIPE/DRAIN I N"ERT ELEVATION LF - LINEAR FEET LP - LCrA PC: NT LT -- LEFT MH - MANHOLE PL - PROPERTY LINE POC - PC I NT OF CONNECTION PRC - POINT CF E CURVATURE PVC - POLYVIN-L 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 E`EVATION WL - WATER L N E WW - WATER METER WV - WATER VALVE (O -XX) - EXIST14G ELEVA?ION Fl �� s; _;.. � � OF REC RD L. ALBER TO LOPS �-7 R.C: E. 67602 EXf! 6/30_ i, The G,v 0,'13 FL;ti as SttOWn on the drawing is hereby approved, subject tc wry n{iMiC-d Mrrectiotts ar addtw$. Appf%-,,d by Ills pL.biiC Works DeP-1 --W- I a'O- Buddng Deparinent indicates aP:rovai only as to design and Conformance to City Standards, Codes and Ordifaves. EN neeer for the subcnnder or developer shall be ',- p nsible for axua--f of calculations for ttris plan and shall submit a -_'p"1 ed `�racted pan atter mm*60rl of the grading. APPROVED BA P ri rtment Tte BU' nt CrT?' RECORDS NO: US LU Cl) w cf.. � C40 J N ` I pY IY N W J T va C) z 0 3 p .:c G air.m `, Y . JU my -u irr 4! w a n, z 0. �j J1'tlt T 19 2,3 t' LEGEND Lav OF 8A&EEFSFIELD PP EXISTING POWER POLE ° EXISTING UNDERGROUND MARKER E - EXISTING DOWN GUY ' CO EXISTING CONTOURS - "OR EXISTING CONTOURS - MINOR - X X -" X -- EXISTING CHAINLINK FENCE EXISTING BARB WIRE FENCE 100 CONTOURS - MAJOR 99 CONTOURS -MINOR _ - �... - - GRADE BREAK -" LIMITS OF COMPACTION STORM DRAIN (SIZE AS NOTED) --3 - - -� FLOW UNE 1- V t, . V a EXISTING WOOD FENCE EXISTING BLOCK WALL M V EXISTING W STORM DRAIN MANHOLE P zz EXISTING _ TRAFFIC SIGNAL its EXISTING WHARF FIRE HYDRANT �- EXISTING SIGN ❑ EXISTING UTILITY BOX EXISTING U'IL1TY STUB m EXISTING SEWER MANHOLE EXISTING POWER POLE - - aISTING OVERHEAD POWER LINE S EXISTING SEWER LINE ABREVIATIONS AC - ASPHALT CONCRETE BCR - BEGIN CLRB RETURN CL - CENTERLINE ECR - END CURB RETURN EP - EDGE OF PAVEMENT ESMT - EASEMENT EXIST - DGIST IhG FG - FINISHED GRADE ELEVATION FH - FIRE HYDRANT FL - FLOW LIVE OF LITTER ELEVATION FF - FININED FLOOR ELEVATION FS - FINISHED SURFACE ELEVATION G8 - GRADE BREAK GP - GRADING PLAN HDPE - HIGH DENSITY POLYETHYLENE HP - HIGH POINT INV - PIPE/DRAIN I N"ERT ELEVATION LF - LINEAR FEET LP - LCrA PC: NT LT -- LEFT MH - MANHOLE PL - PROPERTY LINE POC - PC I NT OF CONNECTION PRC - POINT CF E CURVATURE PVC - POLYVIN-L 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 E`EVATION WL - WATER L N E WW - WATER METER WV - WATER VALVE (O -XX) - EXIST14G ELEVA?ION Fl �� s; _;.. � � OF REC RD L. ALBER TO LOPS �-7 R.C: E. 67602 EXf! 6/30_ i, The G,v 0,'13 FL;ti as SttOWn on the drawing is hereby approved, subject tc wry n{iMiC-d Mrrectiotts ar addtw$. Appf%-,,d by Ills pL.biiC Works DeP-1 --W- I a'O- Buddng Deparinent indicates aP:rovai only as to design and Conformance to City Standards, Codes and Ordifaves. EN neeer for the subcnnder or developer shall be ',- p nsible for axua--f of calculations for ttris plan and shall submit a -_'p"1 ed `�racted pan atter mm*60rl of the grading. APPROVED BA P ri rtment Tte BU' nt CrT?' RECORDS NO: US LU Cl) w cf.. � C40 J N ` I pY IY N W J T va C) z 0 3 p .:c G air.m `, Y . JU my -u irr 4! w a n, z 0. 0- Coll Z qttj = Q a O 0 o Z Z Z N Q � 1- V t, . V a Z M V W P zz Q : _ C3 CL it w 0 z O CQ a Io LU a 0 F; PRi tARY GEOTVCIi * &L ENGVWXXING DOMPiGATI(W PnoPo=RtuDxmruLDrvvLapwwr TurrATmMiALT 6359 OLA Rwtee RAAD do FANAw LANz BAKIiRS MUM CALnM NtA KA PROJECT No. 022415069 JUNE 3, 2005 Prepared for; IKx. DAN PM S & Si HOMES OF=8 CfEMMAL a.OA , INC. 1350h ASTGRAMAVOM ARROYO GRAWM CALIFMMA 93420 Prepared KRAxAK & A580aAT1M br- GeoreCmocAL ElwsrPte seim Dwoom 2205 COY AVENt W BAKERaFMA CALiFORNM 93307 (660837-9200 KA No. 011-05069 page Na. 6 After ctrfdu of the recommended site fir, the site should be suitable for shetitow footing supports. Tbo proposed structure footings may be designed utilizing an allowable bearing pressure of 2,000 petflor de s"lus,live badL Footings should have it minimum embedment of 12 inches. Groundwater Iofleeae a ger StractareslCotastruetlon Based on our findings and historical records, it is sot anticipated that groundwater will rine within the zone of structural influence or affect, the construction of foundations and pavements for the project. However, if earthwork is performed during or soon ager periods ofp recipitadon, the subgrade soils may become saturated, "pomp," or scoot respond to densiftceitioa techniques. Typical mmedial measures include. discing and ming the roil during dry weather, mixing the sl with dryer mamriais; removing and :enlacing the soul with an approved fill material; or mbdag the soil with an approved lime or cement p rodwt Our firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Ste Pramuattlon General site clearing should include removal of vegetation; existing utilities; structures incoming flandatsons, basement walls and floors; twee and associated root syamis; rubilile; rubbish; and any loose and/or saturated materials- Site strippi#sg should extend to a marmi mn depth of 2 to 4 inches, or until all organics in enxe. of 3 percent by volume hue removed. Deeper stripping may be required in localized areas. These materials will no be sukable for use as Engineered Fill. However, stripped topsoil may be stockpiled and mused in landscape or reon4teucturad areas. The she is predominately utilized for agricuuliwral purposes and partially occupied by a mobile houre and out buildings in the central portion of the site, Associated with time developments are buried structures such as irrigation lines and seytic systems that extend into the project site, Any buried fires encountered during construction should be properly removed and/or relocated told the mesuking excavations backfilled with Engineered Fill. Disturbed areas caused by demolition actividu should be removed and/or recasmpacted. Emxecavation% does, or soffit and pliant areas extending below planned finish subgrade leered should be cleaned to firm undisturbed soil, and backfilled with Engineeret! Fill. tie goveral, any septic tasks, debris pits, cesspools, or similar structures should be entirely removed. Concrete fooUW should be removed to an equivalent depth of at least 3 fent below Proposed foodasg elevasti ms or as recommended by the Soils Engineer. If not utilized for the new fit, water w db should be abandoiad in accordance with the county starndards. Any other buried shaarturels should be removed in accordance with the recommendations .of the Soils Engineer. The MR11ting eaccavatictts should be backfilled with Faagh tocrW Fill. Trees are at the site. Tree removal should Include foots greater than I -inch in diameter. The resulting excavatus should be backfilled with Engineered Fill. A ditch and a sump we located at the site. If the ditch and trump will be abandoned, all deleterious materials should be removed frown the ditch and sump prior to backfilling. The resulting excavation should be clearer to film native ground stud beektilled with Engineered Fill. Kerum & Aegis, lac, Wiimh Offices Serving TU Western United Smas ' AaWNr�eet e%, � WI AKrazan& ASSOCIATES, INC. GEOTECHNICAL ENGINEERING : ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 3, 2005 ICA Project lila. o22 -o5069 Mr. Dan Pace S & S IIomes of the Central Coast, Inc. 1350 East Grand Avenue Arroyo Grande, CaMmia 93420 RE: Preliminary Geaftehn<icat Engineering isvestigatloa Proposed Raidealtia) Development Tentative Tract 6359 OW River Road & Panama Lase Ba&essfeld, C Worais Dear Mr. Pike. In accordance with your request, we have completed a Preliminary Geatechnical Engineering Investigation for the above-reflerenced site. The results of our investigation are presented in the attached reporL Ifyou have any questivits, or if we may be of father assistance, pleas do not hesitate to contact our office at (661) 837-92M. Pa ASSOCIATES, INC. DRI:da is Whh offims nerving The WOOM t States 2303 (Xy Ave>m s t Bevin d CA 98307 * (661) tt3't-M r mac: (661) Sn-Mi 9ir.63Cd9 Atr�edRepett eh�x di3?r KA No. 022-05069 Pap No. 7 Following stripping, tree removal and derrnolitbrn activities, time exposed subgrade within building pad, exterior flatwork and pavemera area should be excavated/scarified to a depth of at least 12 inches, moisture -conditioned as necessary, std recomp mW to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Limits of cecompasction should extend 5 feet beyond structural elements. The upper soils, during we winter months, become very moist due to the absorptive characteristics of the sod. E utbwork operations performed during winter months may encounter very anoint unstable soils, which may require removal to glade a stable building foundation. Project site winterbAtioun consisting of placement of aggregate base and protecting exposed soils during the construction phase should be paformted. A re puesermtative of our firm should be present during all site clearing and ping dons to test and observe earthwork construction. This testing and obstrvation is an integral part of our service as acoceptance of earthwork construction ds dependent upon compectiort of the material and the stability of the material. The Soils Engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon time assumption that earthwork construction will conform to recommendations ser forth in this section and the Engineered Fill section. Floundatle" The proposed structures may be supported on a shallow fuxuhdation system bearing on undisturbed native soils or Engineered Fill. Spread and continuous footings can be designed for the fallowing maximum allowable soil bearing pressures: Footings should have a minimum embedment deptit of 12 inches measured from rough glade or exterior grade, whichever is lower. Footings should have a minimum with of 12 incites regardkts of load. The total soil movement is not expected to exceed l inch. Differential soil movement should be less thrum I7 inch. Most of the settlement is expected to occur during construction as time leads ate applied. However, additional pew -construction settlement may occur if the foundation soils arc flooded or saturated. _ Krarzaa & Assach ia, nuc. With Offices Serving IU Western United States ozxivnvxi�as�cra�e+aseu .. , KA No. 022-05069 Page No.4 co rosi€imdty of the soils to buried concrete. Details of the lssotatury test program and resets of the laboratory tests are sununarized in Appendix A. This iafortntion, along with the field observations, was used to proper the feral boxing iotas in Appendk A. SOIL PROFILE AND SUBSUMCE COMMONS Based on our fiadintM the subsurface conditions encountered appear typical of dim found in the gamic region of the she. In general, the surface soils consisted of approximately 6 to 12 purines of very bye silty sand and sandy relit soils. These soils am disturbed, have low strength characteristics, and are highly compressible when saturated. Below the very [me surfam soils, approxiomately 3 to I I fat of loose to medium edam silty sand, silty sandlundy slit, sandy si t, and sand were encountered. Feld and laboratory tests suggest that these soils art moderately strong and slightly cxxnpmesssi bfe. Perietrertion resistance ranged fi-om 7 to 34 blows per foot Dry densities ranged from 97 to I25 pct. Representative soil samples consolidated approximately I to 24 percent under a 2 ksf load when saturated. Representative soil samples had angles of internal friction of 30 to 33 degmes. Below 4 to 12 feet, layers of predominately anon, silty surd, silty sand/sandy silt and sandy silt wet¢ encotuutered. These soils had similar strength characteristics as the upper soils and extended to the termination depot of our bergs, For additional information about the soils encountered, please refer to the tongs of test pits in Appendix A. GROUNDW, TER Boring bcations were checked for the prime of hex during and Immediately following the drilling operations. Free groundwater was rot It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, urigaetioh, lard use, and olim ale conditions, as well as other factors. Thatfoe, water level observalan at the time of the field kwatigation may vary front theme encountered during the construction ph= o f the projec L The evaluation of such flexors is beyond the scope of this report. Soll Lbsefacdcal Soil liquefaction is a state of soil particle SuspOmsixm, caused by a complete loss of strength when the effective stress drops to zero. Lklmhatiom nortnally occurs in soils, such as ssa ds, in which the strength is purely frictional. However liquefaction has occurred in soils other than clean sands. Ligtuefactiors usually occurs under vibratory conditions, such as those induced by scismnic events. Due to the depth to gmundwater, the potential far soil liquefaction is very low. Therefore, no mitigation measures art necessary. - Know & A110111011111014 Lae, with t1nkes sex m The western United Stases 02246060 Re"d Raw (rue GZ" KA No. 022-4-069 Page No. g Resistance to lateral footing displacement nt cam be computed using an allowable friction factor of 0.4 acting bedween the baso of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be damped using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appEopriste vertical footing faces. The frictional and passive resistance of the soil may be combined without induction in determining the total lateral resistance. A u/a increase in the above value may be used for short duration, wird, or seismic loads. Fawlaexrai M The majority of the upper native soils within the project site an identified as silty sand, sandy silt, and sari. These soils will be suitable as Engineered Fill, provided they are cleansed of excessive organics and deals. Time preferred materials specified for Engineered Flit is suitable for most apsplications with the exception of exposure to erasion. Project site winterization and protection of exposed soils &luring the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time:. Imported Fill material should be predominately non -expansive granular material with a plasticity index less than ltd and a UBC Expansion Index less than 15. Imps Fill should be free from rocks acrd lumps greater than 4 inches in diameter. All Imported bill material should be submitted fax approval to the Soils Engimw at least 49 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 ids thick, moisture -conditioned as necessary, and co mp seW to achieve at least 90 percent maxmmm density as determined by ASTM Test Method D1557. Additional lifts should not be pieced ifthe previous liflr did not meet the required dry density or if ".conditions are not subk. The shrinkage an recomparted soil and fill placenwt at 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 corspaetiam Of the mer Willt to a minimum of 90 parent of maximum density based on ASTM Test I4 albod DI557. Over -bion would result in additional shrinkage. These valuers am approximate and should be roevalusted during parading operations. Kram & Aloodates, Inc. VrAh OtTuxa Sawlog The Western United Status 0Ya0SOuflhevis,tA.pa�eTeeda�} KA W 022-05069 Page No. 5 S �Ak Sgtt#e�ent One of the most common plena during Seismic sheMog accompanying any earthquake is the induced settlement of base 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 romgme d by fallowing the desist and construction reconmendaUm of our Geotechructsi Engineering Investigation (over -excavation and mwordc of the loose., soils and/or fill). Based on the modm to penetration resistance meistured, the native deposits underlying the site do n t appear to be submit to significant seismic sen mnent. CpriC_'LdiSioT}NSAND RECOMI4IENDAMNS Based on the findings of our field and laboratory invesdgadoos, along with lneviOus 890kchntW experience in the project arca, the following is a esumMary of aur owalnatieats, conclusions, and raxrmmemdatuxes. Ad s=inistrative Sam -mm in brief, the subject site and soil conditions, with the exception of the loose surface soils and existing devetopmerr% appear to be conducive to the development of the project. The surface soils are dk wrbed, have low strength characteristics, and are highly compressible when saturated. Accordingly, it is momamended that the surface soils be mcornpaded. This compaction effort should stabilize the surface sail s and locate any ut►sritable err pliant nrens not found during or field Investigation. The: EU&jority of the upper native soils within the projera site are identified as silty sands, sandy silts, and sand:. 'these sohls will be suitable as Engineered Fill, provided they are cleansed of excessive organics and damps. 'tire site is pmexicxninalely utilized for agricultural purposes and partially occupied by a mobile dome and out buildings in the: central portion of the site. Associated with these developments are boded structures such as utility lines, irrigation lines, and septic systerus. Any surface or buried steres a aconnnttomd during construction should be properly removal and the resulting excavations backfilled with F.npjnecmd Fill. It is suspected demolition activities will disturb the ups soils. Disturbed areas causal by demolition activities should be removed WWQr recaupacted. Trees are located at the site. Tree removal should include roots greater than I -inch in diameter. The resulting excavations should be backfilled with Fnowered Fill. A clitcb and a stump are located at the site. If the ditch and sump will be abandoned, all deleterious materials should be removed from does ditch and sump prior to backfill -mg. The resulting excavation should be cleared to film native ground and backfilled with Engineered Fill. Sandy soil conditions were encountered tered at the site. These colnesionless soils have a icy to cave in trench wall excavations. Sharing or sloping bale trench sidewaiis may be required within time sandy soils. Krum K Anon, be, With Offil m Suvini; the weban haired Starer aszvcods ■eri,ei ryort t� � KA No. 022-05069 Page Na 9 d The ground surface should slope away froom building pad and pavement areas toward ap111nrolxiate drop lobes or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a mutirmurn of 2 percent for a minimum distance of 5 feet away from strucarms. Subgrade soils in pavement areas should be sloped a mininmmum of I percent and ekrainap gradients maintained to carry all surfatme water to collection facilities and off -into. Then grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensus out -failing on sptash bbcks so as to direct water a minimum of 5 felt away froom the structures or be connected to the storm drain system for the development. Utility trenches should be exlcavatod according to accepted engineering pfactices foltawi% OSHA (Ooxupational Safety and Health Administration) standards by a Contractor 9xpletumcd In such wok. Tho: responsibility for the safety of open trenches should be home by the Corona". Trane and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slapes should be avoided. Depending upon the location and depth of same utility trews, groundwater flow into open excavations could be experienced, especially during or shortly fallowing periods of precipitation. Sandy soil conditions wase encountered at the site. Those coileslanless soils have a tend to cave in tmxnrhm wall excavations. Shoring or sloping back trench sidewadls may be required within these sandy ase graiveidy soils. Utility trench backfill placed in or adjacent to buildings and exterior stabs should be coaspaked to at Imsi 90 percent of maximum density €cased on ASTM Test Method D1557. Utility trencli backfill placod in pavement areas slsould be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe mmtanufacturer's ree aTnmendattions. The. Contractor is responsible for removing all water -am iltive soils from the trench regardless of the backfill location and compaction requirements. eme nts. The Con ftu*w should use appropriate equipment and medods to avoid damage to the utilities arWor structures daring fill placement and compaction. k1.4P f Slabs and Exterbr lalatwarlx Concrete sbb-oo-grark floor should be underlain by a water vapor murder. The water vat murder should be installed in accordance with ASTM Specification E 1643-9L Acr.oetdhmg to ASTM Guidelines. the water vapor retarder should consist of a vat murder sheeting underlain by a minimrnm of 3 inches of compacted, don, gravel of Winch maximum size. To aide in concrete curing an optional 2 to 4 inclines of granular fill may be placed on top oftbe vapor retarder. The granular frill should consist �08r602� "'2� �F R :CORD THE DSLIVERY a THIS ORAVW4G SHOUILD 14or BE COtWRUED TO PROVIDE AN E PRESS VMRRANTY Oft I'9� Cryll '♦ S 1(2#1 7 GUARWrEE TO ANYONE THATALL DRAENSK S AND R.C.E. 67602 DETAI S ARE EXACT OR TO s�cATE THATTHE USE OF OF TM DRAW W IMPt.�& THE REVIE NMID APPROVAL OF � OF ANY FUTURE USE ANY USE OF CALiFd� EXP 6/30/ 1 7 Teas 04FORMATM M. AT THE SOLE Raba or THE USER, L. ALBERT OPF.Z Krum & Aneeelshta, enc. With Offices The Werftra thrived Staas saeu�+(tednan I - � CITY RECORDS NO.- i 4 Dud Load Only 1,500 psf Dead -Plus -Live Load 2,ODO psf Total load, including wind or seismic loads 2,650 psf Footings should have a minimum embedment deptit of 12 inches measured from rough glade or exterior grade, whichever is lower. Footings should have a minimum with of 12 incites regardkts of load. The total soil movement is not expected to exceed l inch. Differential soil movement should be less thrum I7 inch. Most of the settlement is expected to occur during construction as time leads ate applied. However, additional pew -construction settlement may occur if the foundation soils arc flooded or saturated. _ Krarzaa & Assach ia, nuc. With Offices Serving IU Western United States ozxivnvxi�as�cra�e+aseu .. , KA No. 022-05069 Page No.4 co rosi€imdty of the soils to buried concrete. Details of the lssotatury test program and resets of the laboratory tests are sununarized in Appendix A. This iafortntion, along with the field observations, was used to proper the feral boxing iotas in Appendk A. SOIL PROFILE AND SUBSUMCE COMMONS Based on our fiadintM the subsurface conditions encountered appear typical of dim found in the gamic region of the she. In general, the surface soils consisted of approximately 6 to 12 purines of very bye silty sand and sandy relit soils. These soils am disturbed, have low strength characteristics, and are highly compressible when saturated. Below the very [me surfam soils, approxiomately 3 to I I fat of loose to medium edam silty sand, silty sandlundy slit, sandy si t, and sand were encountered. Feld and laboratory tests suggest that these soils art moderately strong and slightly cxxnpmesssi bfe. Perietrertion resistance ranged fi-om 7 to 34 blows per foot Dry densities ranged from 97 to I25 pct. Representative soil samples consolidated approximately I to 24 percent under a 2 ksf load when saturated. Representative soil samples had angles of internal friction of 30 to 33 degmes. Below 4 to 12 feet, layers of predominately anon, silty surd, silty sand/sandy silt and sandy silt wet¢ encotuutered. These soils had similar strength characteristics as the upper soils and extended to the termination depot of our bergs, For additional information about the soils encountered, please refer to the tongs of test pits in Appendix A. GROUNDW, TER Boring bcations were checked for the prime of hex during and Immediately following the drilling operations. Free groundwater was rot It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, urigaetioh, lard use, and olim ale conditions, as well as other factors. Thatfoe, water level observalan at the time of the field kwatigation may vary front theme encountered during the construction ph= o f the projec L The evaluation of such flexors is beyond the scope of this report. Soll Lbsefacdcal Soil liquefaction is a state of soil particle SuspOmsixm, caused by a complete loss of strength when the effective stress drops to zero. Lklmhatiom nortnally occurs in soils, such as ssa ds, in which the strength is purely frictional. However liquefaction has occurred in soils other than clean sands. Ligtuefactiors usually occurs under vibratory conditions, such as those induced by scismnic events. Due to the depth to gmundwater, the potential far soil liquefaction is very low. Therefore, no mitigation measures art necessary. - Know & A110111011111014 Lae, with t1nkes sex m The western United Stases 02246060 Re"d Raw (rue GZ" KA No. 022-4-069 Page No. g Resistance to lateral footing displacement nt cam be computed using an allowable friction factor of 0.4 acting bedween the baso of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be damped using an allowable equivalent fluid passive pressure of 350 pounds per cubic foot acting against the appEopriste vertical footing faces. The frictional and passive resistance of the soil may be combined without induction in determining the total lateral resistance. A u/a increase in the above value may be used for short duration, wird, or seismic loads. Fawlaexrai M The majority of the upper native soils within the project site an identified as silty sand, sandy silt, and sari. These soils will be suitable as Engineered Fill, provided they are cleansed of excessive organics and deals. Time preferred materials specified for Engineered Flit is suitable for most apsplications with the exception of exposure to erasion. Project site winterization and protection of exposed soils &luring the construction phase should be the sole responsibility of the Contractor, since he has complete control of the project site at that time:. Imported Fill material should be predominately non -expansive granular material with a plasticity index less than ltd and a UBC Expansion Index less than 15. Imps Fill should be free from rocks acrd lumps greater than 4 inches in diameter. All Imported bill material should be submitted fax approval to the Soils Engimw at least 49 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 ids thick, moisture -conditioned as necessary, and co mp seW to achieve at least 90 percent maxmmm density as determined by ASTM Test Method D1557. Additional lifts should not be pieced ifthe previous liflr did not meet the required dry density or if ".conditions are not subk. The shrinkage an recomparted soil and fill placenwt at 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 corspaetiam Of the mer Willt to a minimum of 90 parent of maximum density based on ASTM Test I4 albod DI557. Over -bion would result in additional shrinkage. These valuers am approximate and should be roevalusted during parading operations. Kram & Aloodates, Inc. VrAh OtTuxa Sawlog The Western United Status 0Ya0SOuflhevis,tA.pa�eTeeda�} KA W 022-05069 Page No. 5 S �Ak Sgtt#e�ent One of the most common plena during Seismic sheMog accompanying any earthquake is the induced settlement of base 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 romgme d by fallowing the desist and construction reconmendaUm of our Geotechructsi Engineering Investigation (over -excavation and mwordc of the loose., soils and/or fill). Based on the modm to penetration resistance meistured, the native deposits underlying the site do n t appear to be submit to significant seismic sen mnent. CpriC_'LdiSioT}NSAND RECOMI4IENDAMNS Based on the findings of our field and laboratory invesdgadoos, along with lneviOus 890kchntW experience in the project arca, the following is a esumMary of aur owalnatieats, conclusions, and raxrmmemdatuxes. Ad s=inistrative Sam -mm in brief, the subject site and soil conditions, with the exception of the loose surface soils and existing devetopmerr% appear to be conducive to the development of the project. The surface soils are dk wrbed, have low strength characteristics, and are highly compressible when saturated. Accordingly, it is momamended that the surface soils be mcornpaded. This compaction effort should stabilize the surface sail s and locate any ut►sritable err pliant nrens not found during or field Investigation. The: EU&jority of the upper native soils within the projera site are identified as silty sands, sandy silts, and sand:. 'these sohls will be suitable as Engineered Fill, provided they are cleansed of excessive organics and damps. 'tire site is pmexicxninalely utilized for agricultural purposes and partially occupied by a mobile dome and out buildings in the: central portion of the site. Associated with these developments are boded structures such as utility lines, irrigation lines, and septic systerus. Any surface or buried steres a aconnnttomd during construction should be properly removal and the resulting excavations backfilled with F.npjnecmd Fill. It is suspected demolition activities will disturb the ups soils. Disturbed areas causal by demolition activities should be removed WWQr recaupacted. Trees are located at the site. Tree removal should include roots greater than I -inch in diameter. The resulting excavations should be backfilled with Fnowered Fill. A clitcb and a stump are located at the site. If the ditch and sump will be abandoned, all deleterious materials should be removed from does ditch and sump prior to backfill -mg. The resulting excavation should be cleared to film native ground and backfilled with Engineered Fill. Sandy soil conditions were encountered tered at the site. These colnesionless soils have a icy to cave in trench wall excavations. Sharing or sloping bale trench sidewaiis may be required within time sandy soils. Krum K Anon, be, With Offil m Suvini; the weban haired Starer aszvcods ■eri,ei ryort t� � KA No. 022-05069 Page Na 9 d The ground surface should slope away froom building pad and pavement areas toward ap111nrolxiate drop lobes or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a mutirmurn of 2 percent for a minimum distance of 5 feet away from strucarms. Subgrade soils in pavement areas should be sloped a mininmmum of I percent and ekrainap gradients maintained to carry all surfatme water to collection facilities and off -into. Then grades should be maintained for the life of the project. Roof drains should be installed with appropriate downspout extensus out -failing on sptash bbcks so as to direct water a minimum of 5 felt away froom the structures or be connected to the storm drain system for the development. Utility trenches should be exlcavatod according to accepted engineering pfactices foltawi% OSHA (Ooxupational Safety and Health Administration) standards by a Contractor 9xpletumcd In such wok. Tho: responsibility for the safety of open trenches should be home by the Corona". Trane and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slapes should be avoided. Depending upon the location and depth of same utility trews, groundwater flow into open excavations could be experienced, especially during or shortly fallowing periods of precipitation. Sandy soil conditions wase encountered at the site. Those coileslanless soils have a tend to cave in tmxnrhm wall excavations. Shoring or sloping back trench sidewadls may be required within these sandy ase graiveidy soils. Utility trench backfill placed in or adjacent to buildings and exterior stabs should be coaspaked to at Imsi 90 percent of maximum density €cased on ASTM Test Method D1557. Utility trencli backfill placod in pavement areas slsould be compacted to at least 90 percent of maximum density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe mmtanufacturer's ree aTnmendattions. The. Contractor is responsible for removing all water -am iltive soils from the trench regardless of the backfill location and compaction requirements. eme nts. The Con ftu*w should use appropriate equipment and medods to avoid damage to the utilities arWor structures daring fill placement and compaction. k1.4P f Slabs and Exterbr lalatwarlx Concrete sbb-oo-grark floor should be underlain by a water vapor murder. The water vat murder should be installed in accordance with ASTM Specification E 1643-9L Acr.oetdhmg to ASTM Guidelines. the water vapor retarder should consist of a vat murder sheeting underlain by a minimrnm of 3 inches of compacted, don, gravel of Winch maximum size. To aide in concrete curing an optional 2 to 4 inclines of granular fill may be placed on top oftbe vapor retarder. The granular frill should consist �08r602� "'2� �F R :CORD THE DSLIVERY a THIS ORAVW4G SHOUILD 14or BE COtWRUED TO PROVIDE AN E PRESS VMRRANTY Oft I'9� Cryll '♦ S 1(2#1 7 GUARWrEE TO ANYONE THATALL DRAENSK S AND R.C.E. 67602 DETAI S ARE EXACT OR TO s�cATE THATTHE USE OF OF TM DRAW W IMPt.�& THE REVIE NMID APPROVAL OF � OF ANY FUTURE USE ANY USE OF CALiFd� EXP 6/30/ 1 7 Teas 04FORMATM M. AT THE SOLE Raba or THE USER, L. ALBERT OPF.Z Krum & Aneeelshta, enc. With Offices The Werftra thrived Staas saeu�+(tednan I - � CITY RECORDS NO.- i o- zi �1sj93� aE �s I �n 0) { O �r 0, 2 NZ W J„tin IX H ZLL o 3 CIL 3 I Z 4 Cal 0 � W W m V-4 of r a 'Q VJu w 0. CL t3 J LAJ W Lit t l- Z en, Z Io i Ir. 1 U er u- UU. W M Y o- zi �1sj93� aE �s I �n 0) { O �r 0, 2 NZ W J„tin IX H ZLL o 3 CIL 3 I Z N h U) Cal � W W m V-4 a 'Q VJu 0. CL t3 J LAJ W t1 J Z N MW 1 M Y U v vo CC �Z tat. W 0 Z V > 0 Z H 0 IX o 4 LJLJ 421) N h Cal � W W m V-4 VJu t1 0 a N h 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 saris 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 &tmdation 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 be installed in accordance with ASTM guidelines. It is recommended that the futility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture throes tine utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended Positive drainage should be established away from the stricture and should be maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the structure. Over -irrigation within landscaped areas adjacent to the structure should not be performed. 1n addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture. Lateral Earth Pressures and Retaining Walls Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its bight 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 drat 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 (horizontal to vertical) or flatter. The stated lateral earth pm4pxes do not incluhe the effects of hydrostatic water pressures generated by infiltrating surface water that may accumulate behind tho: 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 fed from the 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," vibratory plates, or pneumatic compactors) should be used to compact the backfill soils. 11 -Valve Test Results and F,,,gvenmt Design Sixteen R -Value samples were obtained from the project site at the locations shown on the attached site plan. The samples were tested in accordance with the State of California Materials Manual Test Designation 301. Results of the tests are as follows: Kraran & Ash, Im With OWmi Serving The Western United States az R."ad R.Pftt sac wAv_mKmzm & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING B. INSPECTION Itm mY 22, 2015 KA Nm 022-05069 Ms. Shannm NkK3 se S & & Hmesr o[the Oral coast 998 Huston Street, suite C Grover Beech, CA 93433 Re: Geoiteduleui Engineering invesftation Up&ie Tract Novi. 7243 & 7267 (€ merly a portion of Trott 6359) NE of Old Zver Bard =A Fak:oa wap BakmacK CaTl muis Dear Itis. McCabe: In acoordatmewAh your request, we we providing this Geotechnical Ba lag Invstigastion Upv3ate for fired Nos. 7243 & 7267 (fometdy a portion of Tract 6359), located northeast of the intersection of Old Rivet Road and Fad Way, in Bakersfield, Cali f o rnis. The purpose of this Update is to address any changed site conditions imd sulseqrrmt modificadons or adeps to the recommendations of the tinging report, as well as to provide additional tuhmutim to cmfm m with srdssmic design reqs ofthe 2013 California Building Code (2013 CBC). A Preliminary kcal Eagiaawal; kvtalWation wpm was prelricarsly completed for a 77.5 ire area, which included the tn*pd =ss of this Update by Kam & Associates, Inc, (KA No. 022_ 050}, dated June 3, 2005. The arc a studied encompassed the previously-icdenlif d Tract 6359. Tire portion which is the subject of this Update includes the area sleuth and east of the cntrent demkpment and south of the propos extetam of Baticehire Road. in our prevtons report, we provided recommend- for foundwon. types and embedment depths, Site PrepwauM Engineered Fill, Drsinsg�e and € wWscq=& Uri q Trmch BaddK Floor Slabs and Enetior Fiatwork. I.atrrral Earth Pressures and Retaining walls, Pavan, Site (Scismio) C,Oeffidenk Sail Ckment Reactivity, Compacted Marterial Aoteptaw, and Testing aid Inspe*m Addendum d to the original report, dared February 25, 2009, VMS p to provide anal fitibrmation to Confo rm with sd msie design requirements of the: 20(17 CBC, which i applicable to the 2013 GDC. A site visit was conducted on January 22, 2015, to observe and document the exiting site conditions and identify any changes to the applicable area of The site from the time of aur p vviou investigation, Nmn mus ad-dUmp piles of fill soil, landscape debstis, conkruchm debris, and see trash were Observed ttuoug 0W the ante. Vegetation, trash and debris should not be used as fill and should be removed and diiposed of offsite. The origin and nature of the end -dump soffs, is presently unknown. Should it be desired that these soils be retained for use as fxil, additional testing should be performed to va* its xdtabft fir use as Engineered Fail material. With Oakes SWV&g1UW4dMU2ft9d Stan 2205 CoyAv=w• Bdm%W CA 93307 a (661) 837-92M • Fan: (661) &i7-42DI N KA No. 022-05069 Page No. l 1 ;. �r 3;i 4 1'. `•i41224" r THE DELNVERY IN: r" ORAMNIG SHOULD NOT M t,,'.,R,,]�.:-.'- Sandy Sift(ML) 13 CONSTRUED To PRONE AN EXPRESS WARRANTY OR 12-24" Sandy Silt (ML) GUARANTEE TO AWONE THATALL 00ANSIONS AND 3 12-24" DETAILS ARE EXACT OR TO MICATE THAT THE USE 55 4 OF TKS DRAV0Q MO LIES THE REVOVAND Silty Sand/sandy Silt (SM/ML) 55 APPROVAL OF OPS1 OF ANY FUTURE USE. ANY USE OF 12-24" Silty Sand (SM) THIS FORMATION IS AT THE $OLE RISK OF THE USER 6 12-W N KA No. 022-05069 Page No. l 1 ;. �r 3;i 4 1'. `•i41224" r WE cx t,,'.,R,,]�.:-.'- Sandy Sift(ML) 13 2.0" 12-24" Sandy Silt (ML) 34 3 12-24" Silty Sand/Sandy Silt (SM/MQ 55 4 12-24" Silty Sand/sandy Silt (SM/ML) 55 S 12-24" Silty Sand (SM) 58 6 12-W Silty Sand (SM) 46 7 1224" Silty Sand (SM) 59 8 M24* Silty Sand (SM) 53 9 12.24" Silty Sand (SM) 59 10 12-24" Silty Sand (SM) 60 11 12-24* Silty Sand (SM) 59 110" 12-24" Silty Sand (SM) 59 3.0" 12-24" Sandy Silt (ML) 21 M13 12-24" Silty Sand/Sandy Silt (SMIML) 55 12,0" 12?A" Sandy Silt (ML) 51 8.5" 12-24* L Silty Sand (SM) 58 The majority of the test results am 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 basad on an R -value of 50. * 95% cenpaaim based on AST.4f Test Merbad 01557 or CAL 214 t' 90% coffracuen based an ASTM Ten Method 01537or CAL 216 Kraram & Ates, Ine. -- Vr9b Offices Serving The Western United States $two Rmiw R.PM EJtaa dIS 1tmject No. 022-05069 pop No. 2 The areas of the site not o0cupied by end -dump piles was observed to have very sparse growth of native vegetalIon. Provided doral growth does not occur prior to site development,this very sparse vegetatim can hWy be incorporated into any fills not within paced bmilding Pad areas, provided the organic content tent does not exceed 3 percent by welght. Any subsequan ams of moderate or dense vegetation will need to be sftVPcd of this vegetation. prior to any further preparation, and the vegetation abound be disposed of off-site. A rnjot excavation to approximate depths of ug to 30 feet and nearly 1,000 feet long was observed in the tin porgy of the site. This excavation was reportedly used to mine suitable sandy was four use in construction of tate drainage basin in the southwest portion, of Tract 6359. The excavation was sm, muided by numerous enddump, pits, and scattered ti -ash and debris. Native vegetation, such as tumbleweeds and grasses, was observed covering the slopes or the south side of the exeavatiom Based on the observations made during our recent site visit, the, r =ninendariorrs far Site p'i+ex►aration i� 0-M m>m°t shall remain srxihaabla to the MR -re -guy proposed gQWgRqjM In addition to the above, the following recommendations are included to comply with the 2013 CBC and shall supersede the recommendations of our previous repot what applicable, Bsickflli of Existing Excavatpon The roejcsr excavation domed above, as well as any other awavated or disturbed areas will need to be cleaned of any vegetation, debris, or loons material, scarified to a depth of 12 inches, to at lead Optimum moisture Wit, and r&compmftd to m len tharu 90 penent of the maximum density basted an ASTM Test Method D1557 prior to placement of any additional flit required. %urthmmOre, the >r &wall dopes of the estcavation should, be progressively benched daring backfill, Rosas. Each bench should consist of a igvel terrace a mmunum of 8 feet wide, with the rise to the near bench held tux 4 feaet or less. Floor Slabs and Rzttsiur EWhMa Cisme floors should be underdaim by a water vapor retarder The water vapor retarder should be installed in accorda= with accepted engineering practice. 110 water vapor rdardea should cmaid of a vapor retarder shocting undmiain by a minirman of 3 inches of compacted, clean, gravel of %-fac h maximum size. To aid in concrete earring an ggdmd 2 to 4 inches of granular lM rimy be placed On top Of the vapor retu def: The granular furl should consist of damp clean and with at least 10 to 30 percent of the and passing the 100 sieve, The sand should be fine of clap': silt, or organic nigiteriaL Rosch dust which is ma nActured wand fr m rock crushing operations a ftually suitable for the granular fill. This granular fill material should ld be compacted. The eadetiosr flims should be pouted separately m order to act =dependently of the wails and fmindatiom system. All Ells required to bring the building pub to grade should be 13agineemd Finis. Moisture within the structure; may be dsmived fresm water vapors, which were transformed from the KrMa & A>ivc1rtks, Ian With Othces Serving Tho Wcatern united States ei KA No. 022-05069 Page No, 12 However, there are areas where R value test results (RI, R2, and R13) are low and indicate poor subgrade support 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 tntfite indices for time areas based on an R value of 13. i 1- - ' f (M WE cx 4.0 4.0 2.0" 4.0" 12.0" 4.5 2.5" 4.0" 12.0" 5.0 2.5" 40" 12.0" 5.5 2S" 4.00 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% cenpaaim based on AST.4f Test Merbad 01557 or CAL 214 t' 90% coffracuen based an ASTM Ten Method 01537or CAL 216 Kraram & Ates, Ine. -- Vr9b Offices Serving The Western United States $two Rmiw R.PM EJtaa dIS 1tmject No. 022-05069 pop No. 2 The areas of the site not o0cupied by end -dump piles was observed to have very sparse growth of native vegetalIon. Provided doral growth does not occur prior to site development,this very sparse vegetatim can hWy be incorporated into any fills not within paced bmilding Pad areas, provided the organic content tent does not exceed 3 percent by welght. Any subsequan ams of moderate or dense vegetation will need to be sftVPcd of this vegetation. prior to any further preparation, and the vegetation abound be disposed of off-site. A rnjot excavation to approximate depths of ug to 30 feet and nearly 1,000 feet long was observed in the tin porgy of the site. This excavation was reportedly used to mine suitable sandy was four use in construction of tate drainage basin in the southwest portion, of Tract 6359. The excavation was sm, muided by numerous enddump, pits, and scattered ti -ash and debris. Native vegetation, such as tumbleweeds and grasses, was observed covering the slopes or the south side of the exeavatiom Based on the observations made during our recent site visit, the, r =ninendariorrs far Site p'i+ex►aration i� 0-M m>m°t shall remain srxihaabla to the MR -re -guy proposed gQWgRqjM In addition to the above, the following recommendations are included to comply with the 2013 CBC and shall supersede the recommendations of our previous repot what applicable, Bsickflli of Existing Excavatpon The roejcsr excavation domed above, as well as any other awavated or disturbed areas will need to be cleaned of any vegetation, debris, or loons material, scarified to a depth of 12 inches, to at lead Optimum moisture Wit, and r&compmftd to m len tharu 90 penent of the maximum density basted an ASTM Test Method D1557 prior to placement of any additional flit required. %urthmmOre, the >r &wall dopes of the estcavation should, be progressively benched daring backfill, Rosas. Each bench should consist of a igvel terrace a mmunum of 8 feet wide, with the rise to the near bench held tux 4 feaet or less. Floor Slabs and Rzttsiur EWhMa Cisme floors should be underdaim by a water vapor retarder The water vapor retarder should be installed in accorda= with accepted engineering practice. 110 water vapor rdardea should cmaid of a vapor retarder shocting undmiain by a minirman of 3 inches of compacted, clean, gravel of %-fac h maximum size. To aid in concrete earring an ggdmd 2 to 4 inches of granular lM rimy be placed On top Of the vapor retu def: The granular furl should consist of damp clean and with at least 10 to 30 percent of the and passing the 100 sieve, The sand should be fine of clap': silt, or organic nigiteriaL Rosch dust which is ma nActured wand fr m rock crushing operations a ftually suitable for the granular fill. This granular fill material should ld be compacted. The eadetiosr flims should be pouted separately m order to act =dependently of the wails and fmindatiom system. All Ells required to bring the building pub to grade should be 13agineemd Finis. Moisture within the structure; may be dsmived fresm water vapors, which were transformed from the KrMa & A>ivc1rtks, Ian With Othces Serving Tho Wcatern united States ei KA No. 022-05069 Page No, 12 However, there are areas where R value test results (RI, R2, and R13) are low and indicate poor subgrade support 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 tntfite indices for time areas based on an R value of 13. - �sT � aas� ea[ elillla [ est atelnae Pt�x 10I' S.itL 2I0 *ON% wowacaam bated ox ASPM Test MBtkod DISS7 or CAL 216 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 light truck traffic are typical values. The following recommendations are for light duty and heavy duty Portland Cement Concrete pavement sections. PORTLAND C33FM FAVENnM tE ir_ "ft1rfry i 1- - ' f (M WE cx 4.0 2.0* 8-V - 12,0" 4.0 2.0" 4.5" 4.5" 12.0' 4.5 25" 90 - t2ir 4.5 2.5" 40" 53" 120" 5.0 2.5" 10.5" - 12.0" 5.0 2.5" 5.0" 60" 12.0" 5.5 3.0" 11.0" iA3T t.16t1 5-5 3.0" 5.0" 6.S" 12.0" 6.0 3.0" 110" .. 12.0" 6.0 3.0" 6.5". 7.5" 12.0" 6.5 40" 14.0" -. 12,0" 65 4.0" 6.V 8.5" 12.0" 10 4.0" 15.0' -- 12.0" 7.0 4.0" 65" 9.0+" 120" 7.5 LLJV 7.5 4.0" 7.5" 10.0" 12.0" - �sT � aas� ea[ elillla [ est atelnae Pt�x 10I' S.itL 2I0 *ON% wowacaam bated ox ASPM Test MBtkod DISS7 or CAL 216 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 light truck traffic are typical values. The following recommendations are for light duty and heavy duty Portland Cement Concrete pavement sections. PORTLAND C33FM FAVENnM tE ir_ "ft1rfry Krazan & ASS, be. With Offices Serving lila Western United States a69 RehxdRsp,q erg." ¢3'f9i Pnsject No. 022-05069 Page Na 3 moishm within the sods. This X0011ttue vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor PCO01111011 can sffect floor coverings and produce mold and mildew is the stare. To minirmize: 1110ishm VVW fill1tisicm, it is rocommeaded that a vapor retarder be installed. is is reco. i that the utility t1twheS withrin the structum be compacted, as specified in our report, to ruimimize the transmission of moisture through the utility hvwh backfill. Special attention to the iterate drainage and irrigation. atnunl the Wilding is recommended. Positive drainW should be established away f pin the strucWw and should be zraintaitted throughout the life of the adru0mre. POndmg of water should not be altered acijacmt to the structure. Over-irrigatia within landscaped areas adjacent to the structure should not be performed In ao , ventilation of the structure (i.e. ventilation fame) is recommended to red= the aeon of interior tmoistum 1iraltrage:rad > The wound surface should dope away foram building pad and pavement areas toward appropriate drop mlets or other surf m drainage off. in accOrdaum wish Section 1804 of the 2013 Calif n is Hung Cade, it is recommended that the ground surface adjacent to foundations be stoped a minimum of 5 percent for a minitim m distance of 10 feet away from structures, or to an appy alternative means of drainage conveyance. Swaim used for oxmveymx* of image and located withm 10 feet of foundations; should be shred a minimum of 2 percent. hnpervtous stufaoes, such as pavaunt and extaim concrete fiatwod4 within 10 feet of building fimndationsi should be sloped a minimum of l perms sway firma tine sb uctu e. Drainage Vacdients should be maintained to csny all surface water to collection device and/or fieiiities and off' -site. Threw grades should be maintained for rise life of the ; rsssk Psnsr:ioete»--2Ai3 a We via Bast C'a& Trus Site Classy per Section 1613 of the 2013 California Building Coale (2013 CSC) and Table 20.3-1 of ASCE 7-10 is basad upon the site sod conditions. Itis safe opinion that a Site Class D is most consistent with the meet site soil condWons. For seismic design of the structures based oa the scisrmic provisions of the 2013 CBC, we rude following parametem LOCAIM f i 1- - ' f (M WE cx ha 45 5.0" 4A" too Krazan & ASS, be. With Offices Serving lila Western United States a69 RehxdRsp,q erg." ¢3'f9i Pnsject No. 022-05069 Page Na 3 moishm within the sods. This X0011ttue vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor PCO01111011 can sffect floor coverings and produce mold and mildew is the stare. To minirmize: 1110ishm VVW fill1tisicm, it is rocommeaded that a vapor retarder be installed. is is reco. i that the utility t1twheS withrin the structum be compacted, as specified in our report, to ruimimize the transmission of moisture through the utility hvwh backfill. Special attention to the iterate drainage and irrigation. atnunl the Wilding is recommended. Positive drainW should be established away f pin the strucWw and should be zraintaitted throughout the life of the adru0mre. POndmg of water should not be altered acijacmt to the structure. Over-irrigatia within landscaped areas adjacent to the structure should not be performed In ao , ventilation of the structure (i.e. ventilation fame) is recommended to red= the aeon of interior tmoistum 1iraltrage:rad > The wound surface should dope away foram building pad and pavement areas toward appropriate drop mlets or other surf m drainage off. in accOrdaum wish Section 1804 of the 2013 Calif n is Hung Cade, it is recommended that the ground surface adjacent to foundations be stoped a minimum of 5 percent for a minitim m distance of 10 feet away from structures, or to an appy alternative means of drainage conveyance. Swaim used for oxmveymx* of image and located withm 10 feet of foundations; should be shred a minimum of 2 percent. hnpervtous stufaoes, such as pavaunt and extaim concrete fiatwod4 within 10 feet of building fimndationsi should be sloped a minimum of l perms sway firma tine sb uctu e. Drainage Vacdients should be maintained to csny all surface water to collection device and/or fieiiities and off' -site. Threw grades should be maintained for rise life of the ; rsssk Psnsr:ioete»--2Ai3 a We via Bast C'a& Trus Site Classy per Section 1613 of the 2013 California Building Coale (2013 CSC) and Table 20.3-1 of ASCE 7-10 is basad upon the site sod conditions. Itis safe opinion that a Site Class D is most consistent with the meet site soil condWons. For seismic design of the structures based oa the scisrmic provisions of the 2013 CBC, we rude following parametem LOCAIM f i 1- - ' f (M WE cx ha as too zea. Iw 81 sw Q NVYC 352MM ilaUt 57 0 1AV I.W fem 0800 ISM 0.485 0,W aAM Sm X285W 11&109424 o 1.rrs8 its UK a801 1.564 0.438 0.682 0.455 NBC 35.288638 1110.im"07 D iA3T t.16t1 1.200 asrao 1.366 0.434 0.6� fl4M SBC W216011 118.103062 D 1=1 i.in I= 0.801 1.564 0AW MSM 0AM Fa COC Reierff" Taibie 16133.3 (1) Ss CDC Rohn" Section 1643.3.1 Sias COC Reference Section 1613.3.3 Stas C8C Reference Section 1813.3.4 FV G8C P4firaioe Table 1813.3.3(2) of M pabn nce Section 1613.3.1 Oft C110111101111 I N Section 1813.8.3 Sal CWf1lMpar -1 Se fon 1613.3 a 1pOdikUN NW -pi Conw Kruan & �`fir with Sawng The Western United &ates 0?20.A' 69Ti7bia7lFi(ieeCeeEEty41,6t-�1S.,ta 11 KA No. 022-05069 Page No. 13 BRAW DUTY 7.0 7.0" 4.0" 12.0" " 105% canvocoon banian ASM Teat MOW DIS57 or CAL 216 **90% conpwOmbasadoaASnWJitMalkaADISS7erCAL216 "*"M nhwwftezvW me9A ojbSO pst Site Coefficient The :,ite coefficient, per Table 16-J, Uniform Building Code, is € ased upon the site soil conditions. It is our (Vinion that a site coefficient of soil type SD €1997 UBC, is appropriate for budding design at this site. Sail Cement Reactivity Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete (or stucco) and the soil. HUINFHA and UBC have developed criteria for evaluation of sulfate levels and how they relate to cement reactivity with soil andlon water. Soil iaamples were obtained from the site and tested in accordance with State of California Materials Manual Test Designation 417. The sulfate concentrations detected from these soil samples were greater than 150 ppm and are above the maximum allowable values established by HLMNHA and UBC. Thetesfore, it is recommended a Type H cement be utilized to compensate for sulfate reactivity with the cement, Conti 2acted Material Acceptance Comivaction specifications are not the only criteria for acceptance of the site grading or other such activities. However, the compaction test is the most universally recognized test method for assessing the performance of the Grading Contractor. The numerical test results from the compaction test cannot be used to predict the engineering performance of the compacted material. Therefore, the acceptance of compacted materials will also be dependent on the stability of that material. The Soils Engineer has the optiexr of rejecting any compacted material regardless of the degree of compaction if that material is consiJred to be unstable or if firtum instability is suspected. A specific example of rejection of fill materLd passing the required percent compaction is a fill which has been compacted with an in situ moisture content significantly less than optimum moisture. This type of dry fill (brittle fill) is susceptible to future settlement if it becomes saturated or, flooded. '1 iia and Ins rection A relnesentative of Krum & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This euxivity is an integral part of our service, as acceptance of earthwork construction is dependent Km=u & Associates, IOC. With Offices Serving The Western United States Q4Ra,i"dltRas er+�d3S9} Project No. 022-05069 Page No. 4 Tile twOmmdndations and limitations provided in our previous report and add, dated June 3, 200c, and February 25, 2008, respectively, winch were to revised or superseded heigm, will any to this.iftw. If you have any Bert a, or if we can be of firdw ate, please Comet our offico at (661) 837-9200. Rapectffilly submitted, ][Mi LAN & ASSOCfATE � s�.slsstsrarl5 � iIC- Frye(,1%t Engimeet RLE No. 59372 1,,924 � OF RKPr Krrsattai & Aftedofts, I= With Offices aScrviug7be Wc*m United States 8770606!'rErZnd T2ifII,e"�l tiydnt91.23r3.d,C C 06760 fI NNING OF RECORD sr CIVIL s//1J/7 9�CFCAtIER.C.E. 67602L. ALBER O L EXP. CITY RECORDS NO: ®1 M U 8 U ON of N w E s~) p c5 0, pE tr� "m �Q �Wmty VJ $ IY ttLU L N Q a IL 0 ur D W O m UJ o Li } t~ Z V3 w W CL U.1 sz Z UJ 4 W Q d �.. Co d Zr D 01 LLt Z v 1 CLQ �' Sw n W Z MY , 0c Z J d iz z a < = 0 LLJV O W 0 C0 Z i t rW� m T4 tpV f=ri V N o e't q ti 0 a `--_ -__ � ..�.- _ I � � � � FUTURE CURB _ A �EXISTINGRF.t�OVE ANDA. ND ' Cs ��,. - �� _OWER `&- bt . SIDEl1" '� 7 RELOCATE h .4,� -_._-��_ , 30' VVI E SEWER 1 • `- i �J,J f �'� _, _(� �` EASEMENT PER 1 :>�I L E 1 4 1c, J DOCUMENT 0207Ci847Tt. WNG _ LE � S� h.�,�Q RAND LOCAOVE TE UNDERGROUND PER o BOUNDARY �, cg �` iso j �' ��G' PG&E Paws h_. •`-1Oe,:-.r ':.'.r►.3 `r.tifl ai 1 Y WALL (FUTURE) r 's ppy 1 % , 21 ~++..,"`--,.,:,.�--\ _'` ,,..^ /�\� ..•.fes._.,_.- �0r�� ..�'�' � t3 .,,^•. � .. WATER BOUNDARY ; t TRACT _.. rg,•-` t j-•--'-"--. i• �,•':.-gy." -'",, dry ,...-- ,.,. -r-' C21' TRACT 5.260 ✓ e- N 8 Ei�55{�!8 WALL5- BOUNDARY } T -- t 18" c9 TE �4i'�'; � r.f Ate' =` - I SOUND (PER A 9 Ld W 453 -- �s sus s' scRI;EN WALL (rER t! 38 �� F, �-91,IPS SEPAR06"IT) `61 DIN ��r6'� � �`o x_ o°c _..._-- %sj e r� ~Q� I � e� - �� _ �,. o°� A sQ � � 1 7 • s � , 1 S6x Q ------- . s.2s L—ANDSCAPE �� .65?s EASEMENT==--"- S' SCREEN WALL (PER •o's 65 SEPARATE PERMIT) 15, ' 1.5' WALL (PER A,s Fc s3 I 18" SD � � E 56 10 f� ' �f � f > ,. �...�,'�� ,..!,,.-��.�' i '� `� '`'. � � lot V WALL SEPARATE PERMIT) 19019 F "� h ,a 3 18 ,/ ' 0 �i/„w.-fi �- / 4 8 ti LANDSCAPE ' -� -.. -�-- -' �� POINT (sT� \X EASEMENT y g� t9Q+ 1K v ifs 3j �� F 'ham 2o • p9 ? / f "� >� �1i' p`�' -�%.•i',',o y ( { ,yo ms's X52' t 34 4 l 48 I �� '�`3 Q r / f Qisr �.-- -,. -� • , G ? f f 3t}' 55SQ}-~ fg5-*-- 15 '" `-- -- , - p g4 39 -2O*_20 , �,v f -�g. rf; v* ,� s -" r _ -- j '" y;= = --' ties ams I �,s i O f0 - �o A ,per I o �{ AN �� 3hg cam' pec 5# f�f f�.....-�/ i �" ]4? _�_ _ -.-�' / q s? r �._�35)_t ,, <-�'�p ✓' G'6, p -"- .aQs� °� t Q C { "V /i -^ / YJ ,�h Q ` f A� �. ��• �i�.�-,�'�°,�`'� CJ / 46 ®C► t� ,�a iI I ,t `( (fs _,�..----.,,�%--,� I�'J / --^-- -iii % �jj ,,;!--%'t- }! F ; ��c�' �, \ I Zip` L= 10o'PG&E EASEMEM AS } 3J �� ? i g !� �� Z 49 3�gg r�,�(' �,s� _ v $ . � �5y ,-- y� ; � ,-o> ` /f %lam 5 � 'I r:' p{r- �� % _ _ , , Q' G RECORDED MAY 12. 1983, `` , .J �g �9 1 I G¢ , St} ,'i. ..-- t ..` , . fib , - ,,.-�1,-.�' , ip _, 4Q �3 >, 4N BOOK 2079, PAGE 544. E 'Y`" y a r�4 ' _-_.o•�s- � 1 % �(35Q� .'`.yhO' h �/. � � f.f—K � ` i �' O.R AND MAY 15 1953 18 15 r ti �G i �"^' 10 i0 ✓ .� e - - -- E IN BOOK 2081 PAGE 223 i of s ( �o��C • `- 7 �° 9 % ¢ # - -- s�,`,f rn a © i��f' �� -' 20 2D �82 �'� 1 O , I J t 66 'S°` '�° �� a-, ` �? 3 �„ " Y c; .. Y %�,r�,o-t-��,.�- po '3 1 f 0 10' > -3 �y 1 1 I R Mme, "; +`'f `3S '` g .o`� jf�� s uj fo rA f/ %r ��3,,, ` _ p 4 P t 1 1 ems' — `� ,t °1 - e(�' `t Q�? .-- e'eslo ?'�Q -�j SQ %`2`Q' '`� g� Q• r r + -_ o / c �-` �� r `� Q.- `"f '^ 's y e .f --= o'%Ll.t- y Qt�.•- -j 1� M..__ F f r ' 4 _ -' i-- ,� �' -f t �..r-•..� -. .a i _-� ,r l.- 1 ear F' Fj �~ s ..,�- �'� s r� ; "� 1� � L/ % ,"s ;`�+ � ' L !� ` r �� ' A'¢O ` G �rO��c�' � �� 1 � ` �. y _-- \� ." �."T� ' � � ,,. %',.i- —...-:.- � ;,,p; ,.��''�•--�� <`a:� � - ,.-, 1� t ' .`.%! == -'` .--`�.�r�'` �r� ( (j '� , r 1 5�,.— -�-+••r'� r - ! -T �; 1 }- s' t i� �..jf �I,�Ijf f 4 1 1$• ,►��s �`" ,�h`t'Q �p 6? i i e / 5) — c g� �o�'�c�' �T . •{3�' =- =_ Rs 1 1 °: 4 �. J_ iq ''�=tig0�''`r f �rj- `� 'O`P`f+ �� `�' % E 7 ' 5 J '�` �6- G0 y� F �`• s-- �?� QP _ �l� t,r. '� ��.,-..`'j,,�(,3 � ,;o l (�;�?,7`�.: � .... ��35 '9o:s 4 (3 �£, p -f �' J rte::"- - - •-= - =�= _ _� _ �=`= (35}• t �d"f i`s'i ./ , �F� 82pr'� l 3�`� P9 �t ,Z mss' UJI 50 =200:- `.s- .,- ,, ,,r f" ., '-y,,. �. - '' ''.i .-.`•` aft 30' Q�s r ''ffj .r ms's .r -`` �`� / 35 3•3Q_ _ ---� '/ �! ✓ ,�` �� . . f --= 3Q (, s �,. /. v - - ' 20' Ln LXi h Hy l `' '-iJ.•-'E `��.,''�., 2Q�� .. 0'� ;.,- 347.09 / . .% hp �..-{v3�`j _ �--•-, —, „-- i � v > -�,:- .._� .-...•• - r= ...-- ,,•,,:,. - 'r',•< } r'' b" f • •.-,`F� `- _t 0 10' � �J 9 `ti h ,{ ECR. GB- .-- --- - h o- - _ = �� r / f 11 a a, ` s-` - rQ —— .o'irs % .-'..,ASO _ -'S�g, - = =,-%ti /AL's _ *ate �r -J o e35V ♦ Q % �'�/f�/� `','V' �t�^t "' ' '`�'�c9? . 3,��r) , �i9 - "_ V = 9 _ - R r , .- I-- �-_ ,- Z 34 3V .,, j �'t/.-,/� , y� s l;;' " � r ' `� G► s!s(:.-- �-_ G; O -' ,.,,. .--..._ �.: _...� ` � '-- Y_�-�-��t "" - 'EC _ _ - - -- �,g • � 3 � � I - - _ - - s': `1 7 WALL SOUND (PER f �_� - - 'S %�slpg - _ _. _ _ _��_ �G� 3523.3 ' SEPARATE PERM a F� i j-'�.. ��P�p �F3* r 't ft0✓� r , t -. = 1i56'r!.'' - ' r i r `s - y 3 `r PAD ' E .� s r :� '- i if `� t. i r f • >-�;�°s ! -t 0 25;x.' 0 6�}X �� r sr i , sr9 {? 039'1. t b m h� j p :�i# RV \i EIS ^�' . �8 S:"'" ' .�✓r 9 t tp ,> tV ' .� G �^ J _ 1 r--- � ~. : i � � I orb• ,�C ,'�3 '�- ,p _ -1 _ m._ -- - . [� ?— _-'...--' .Sf � "E 6' S RUN RC3AD _ .�� .c� I :`� � i �E;�=;-cr ,� 3. 10 r 3.-.►� .� �P .-.. /r-�. � 't--- =`�'g� f `,-..-,- J-=' � � ;,,r w� sr ..-r...r� ✓� �S � � i �°r -\V'" ct*S+ �O ��J' �? �r � j ; � I � E ` E � ; `-, �, � � U -"' t i •-.. ---..•v--..r. ,.� --� ---. z.,,, -,.:, 4jtC1 - a9 � ��! ,..; " ---^ rtt g i p fl`' (7 ci Cj aj- � ' kIT, C?, . s€_-�r�a,y-I 47 1 o�`E 'a�c_..: J J S i)�30%= s.. ,_ ' _ . n. - _ = .-- ! �-~� 0 O C 'S �O cv Sp 3$O g$ 352.17 t ry' I r 3 g', _ r. l '�. "' _ �g• \'\ N -' \' '==%f *- { , .h°� _ `f33 h flj fljh �h0 �, �--- � Ft, P .i r r P ° '~� Ley '" �1 `3 os 15 pro �.11 u' - 3t �2 j/,pi .�= '", t.► 96S Q j 1 "fig 1- `� p (� ` ,5 cam ,yh�, ��y r .. s t q j� 0 3 { EXt5TtNG POWER POLES ice=— -- ; Qpp r ,�, e� r ° d '' , s? i --- �, . , t E;1, , r r4 Rg c, G' A s e e e -_ f0 32 E , t � I AND LOCATE UNDERGROUND PER � �,- :.—.---- �� .� �� f=Es ��[ ( PG&E PLANS''..� ) ' - e- N G '7 u'�--<_ (} 39 37 36 35= I 34 33 32 31 29 30 31 38 `-� C E 1 I T P f { ,o,� •� � � ��b �� A� ��p A�cij © �� j A �1. e� I �t.45 cis? �`A? cis? y'c9? �fj� � tiy�• A`}s� ,��A1}! f- : - .352:18 35 PAI} - *� :%_ cit ago- TI? - �� #��—�r;`.�S w i,' / s� `s= `sem `sem — r�•` 3 A �.) I 7 GRADE BREAK�� 24J30 SEG - H 22 23 24 ! 25 26 27 28 29 =n.! 3� �; 28 27 2 25 24 23 f ! EJ �� P L 26' WIDE SEW& EASEMENT PER 1 E1'#t f 0' DOCUMENT 02 7084777.f ! rf /0" t '-E 6ii'%� z SEE SHEET S THE DEUMIY OF MIS ORAV&Q SH0= WT BE CONSTR M TO PRO X AN EXMW VWJIRM W OR GUAPAWEE TO ANY Tf%T ALL OVAOMNS Atm UM" ARE EXACT OR TO *CWATE THAT THE USE CF TM DMVdW %WL IES TEE MEW AWO t APPROYALOF DPS( OF ANY FUTURE USE, ANY USE OF TM RGOWTION13ATTHE SOLE FUSKOFTHEt R l� N �gQROFESS�O RTO C 087602 m * X CIVIL E CFCALIF01�`,\P DRAMLNG OF RECORD S4 ! L. WBERT6 LO EZ R.C.E. 67602 EXP. 6/30/ 11 50' 0' 50' 100' SCALEEI "= 50' �- CRY RECORDS NO: Q d 04 to cc w i 0 ❑ z W ( co S' d ui Q Q Z V vrt E w 0 C." . 4 a f t) acr"a 0 uj - • � a a Qz J (A fa 0- Q uui 3:V o W C v i o ca �� c Q Z t3 Z - �W t Z N LLA n Li GSC v -o z CC v �: ZZ Z ad P_ a o IL Z w a Z V a fa of uj uui 3:V � �, N Lf ca LLA n LL a Q a SEE SHEET 5 66 � V e 69 swms 70 71 L72 ' EXISTING Il � ` POWER POLEPROXCT I IN PLACE I 7` SOUND WALL (PER SEPARATE PERMO w h 00— w a ;~ >� z w �V { W=I vE 01:02 q 0. °a A'W ouwjtL � � w � j M - Ix > IL Lu Z w ca LU (Y Q w U W a _ IN PLACE d J, . t �� -� 11 11 -- ---Y-- ! P OC 1 ExINc Pt/C 1 Typ. ! /f I QZ EXISTING 60 .- , -- . -EWER LINE WILE SEWER _p ` g ' ` EASEMENT PER �s ...._ v f l CL _Z7 Q�_ _ ��—� �7-D — Q1 �oDOcuMExT 020701€7/6. a _ oo OWN= LAJ co "" -- -.. � \� � \. �_ �- ss c5` �- . f. v^ .S7 . j sem, �� `v'�„ •.,.. � - � � � • I f `-• '\ � — G� � � — — �, A ! F -'� - .._-%. • -' ._,_._.. � '-f - �r"i %4�',J _ �-- -�R -� �;, _ .� �.,.— .-- .ter ... ...r .•— .c, ,.J -.._ '`� c, . 1 � .� �` ! '�' • �! !! �;- cr. •_.._ �, `� _ 3' HICtI—`c _ _ �• /ll err f f� fjj fl ti w u3 --. �. .�,`' cam- r, RETAINING WALL �. °Y , f/ I N Gym ��e as`w 774.28 WITH 6' CFIAINL�IICFENCE ` -��, I // Ifrf If . r. 2 (PER SEPARATE ``� `� /�% %l�f �f f/fj / " V V Z t/.f� ,ff Q?ROFESsjO 0 Q V z N A�. P1,6ERTp v ~ �Z Q m adc� C 067602 z c/VIL.Z �t 9OFCALIFC9 Vli E Q ® OF RECORD G� L. ALBERTO LOPEZ R.C.E. 67602 EXP" 6/30//7 _ t � m THE DELIVERY OF THIS DRAWWG SHOULD NOTSE CONSTRUED TO PROVIDE AN EXPRESS Y MPPAtM OR G UARAWEE TO ANYONE THATALL DldENSK= ANO = DETAILS ARE EXACT OR TO WD"TE THAT THE USE 66 � V e 69 swms 70 71 L72 ' EXISTING Il � ` POWER POLEPROXCT I IN PLACE I 7` SOUND WALL (PER SEPARATE PERMO w h 00— w a ;~ >� z w �V { W=I vE 01:02 q 0. °a A'W ouwjtL � � w � j M - Ix > IL Lu Z w ca LU (Y Q w U W a _ IN PLACE d J, . t �� -� 11 11 -- ---Y-- ! P OC 1 ExINc Pt/C 1 Typ. ! /f I QZ EXISTING 60 .- , -- . -EWER LINE WILE SEWER _p ` g ' ` EASEMENT PER �s ...._ v f l CL _Z7 Q�_ _ ��—� �7-D — Q1 �oDOcuMExT 020701€7/6. a _ oo OWN= LAJ co "" -- -.. � \� � \. �_ �- ss c5` �- . f. v^ .S7 . j sem, �� `v'�„ •.,.. � - � � � • I f `-• '\ � — G� � � — — �, A ! F -'� - .._-%. • -' ._,_._.. � '-f - �r"i %4�',J _ �-- -�R -� �;, _ .� �.,.— .-- .ter ... ...r .•— .c, ,.J -.._ '`� c, . 1 � .� �` ! '�' • �! !! �;- cr. •_.._ �, `� _ 3' HICtI—`c _ _ �• /ll err f f� fjj fl ti w u3 --. �. .�,`' cam- r, RETAINING WALL �. °Y , f/ I N Gym ��e as`w 774.28 WITH 6' CFIAINL�IICFENCE ` -��, I // Ifrf If . r. 2 (PER SEPARATE ``� `� /�% %l�f �f f/fj / " V V Z t/.f� ,ff Q?ROFESsjO 0 Q V z N A�. P1,6ERTp v ~ �Z Q m adc� C 067602 z c/VIL.Z �t 9OFCALIFC9 Vli E Q ® OF RECORD G� L. ALBERTO LOPEZ R.C.E. 67602 EXP" 6/30//7 _ m THE DELIVERY OF THIS DRAWWG SHOULD NOTSE CONSTRUED TO PROVIDE AN EXPRESS Y MPPAtM OR G UARAWEE TO ANYONE THATALL DldENSK= ANO = DETAILS ARE EXACT OR TO WD"TE THAT THE USE _ c OF THIS MV04G *i nrzS THE REVEW AND SAPPMWAL OF DPS! OF ANY FUTURE USE. ANY USE OF V)u THLS **`ORMATM IS ATTR SOLE RISK OF THE USER h fm!M!M!mm � w � SCALE. -1 p, 5.0' Q Q f Y CITY RECORDS NO: i I m _ c u V)u 1 w � SCALE. -1 p, 5.0' Q Q f Y CITY RECORDS NO: i I R/W WALL C}pulP; -- - EXISTING GROUND 1 V .,�.,,�.� (t � Y � A SIDEWALK TO BE EXISTING CONSTRUCTED GROUND WITH FUTURE TRACT PA I d sR 2x 0.4' SUM GUTTER FL ROUGH GRADE FUTURE, SEE DETAIL 1, TYPICAL A TYPICAL 90' ROW N.T.S. T.I. = 6.0 R=13 0.30' TYPE 'A' AC 0.75' CLASS It AG BASE 0.50' COMPACTED NATIVE TO 95% MAX RELATIVE DENSITY TYPICAL SIDE YARD GRADING N.T.S. FINAL. LOT GRADING SHALL BE DONE BY HOME BUILDER PRIOR TO ISSUANCE OF OCCUPANCY PERMIT. O.4' BELOW GUTTER FL ROUGH GRADE 6'-7' SOUND WALL (PER SEPARATE PERMIT) R/W PA LOT TREATMENT 5.26' LANDSCAPE EASEMENT 5.13' 10• MASONRY WALL PER SEPARATE PLANS 2' MIN. ( 2' ePAD PA RETAINING 0'-4.5' FINISHED PAD PER SERARATE PERMIT I EXISTING GROUND TRACT BOUNDARY/SOUND WALLJSCREEN WALL NOTE WALL BY SEPARATE PERMIT N.T.S. TYPICAL FOR R/W & P/L FRONT YARD �- 20' E TYPICAL LOT -TO -LOT N.T.S. PA F TYPICAL LOT -TO -LOT N.T.S. P/L ` P/LWl . ATTACH WOOD FENCE10 k � O �• TO METAL POST - CHAINUNK FENCE(E) FENCE a 3' RETAINING WALL NEW WOOD FENCE FINISHED PAD 2' (PER SEPARATE PERMIT) ATTACHED TO METAL POLE EXISTING GROUND EXISTING GROUND FINISHED PAD % PA FENCE QCISTING 0'-5' R SET�E P`WALL f�/lam%//' ERMIT (E) TRACT 7243 I TRACT BOUNDARY TRACT BOUNDARY --� 2 FINISHED PAD N.T.S. N.T.S. 21 MAX. SLOPE EXISTING GROUND. HTRACT BOUNDARY N.T.S. 9( am Fn THE. DELIVERY OF THIS DRAVANG SHOULD NOT BE CONSTRUED TO PROVIOE AN EXPRESS WARRANTY OR GUARRNYEE TO ANYONE THAT ALL SNS AND DETAILS ARE EXACT OR TO iKWATE THAT THE USE OF THIS DRAWING IMPLIES THE REVIEW ANO APPROVAL OF DPS! OF ANY FUTURE USE ANY USE OF THIS INFORMATION IS AT THE SOLE RISK OF THE USER, i i EXISTING R/W & P/L TYPICAL FOR � SIDE YARD 5' EXISTING PAD EXISTING 22 MIN. 3.1 MAX E}CISTING 7 CURB & GU'TTER: R/W & PAL TYPICAL FOR SIDE YARD CORNER LOT 8' 10' f I PAD 2X MIN. 3:1 MAX SEE DETAIL 1. TYPICAL. SIDE YARD - TIE INTO EXISTING TRACT 7243 - f0' R/W µAX 2% 2% MLN/ 5:1 MAX AT LANDSCAPING '4.S SIDEWALK PER ST-& 0.4' BELOW GUTTER FL TYPE "B" CURB AND GUTTER ROUGH GRADE TYPE "B" CURB AND GUTTER TYPICAL 2% MIN. 3.1 MAX SEE DETAIL 1. TYPICAL R/W do P/L TYPICAL FOR FRONT YARD 1 O' 20' Ev lo. PAD 2X MIN. . % 3.1 MAX 0.4' BELOW SEE DETAIL TYPICAL GUTTER UP 1, ROU04 GRADE TYPICAL SECTION - 60' R/W N.T.S. TJ. = 4.5 R=13 0.20' TYPE 'B' AC 0.65' CLASS It AG BASE 0.50' COMPACTED NATIVE TO 95X MAX RELATIVE DENSITY REAR SLOPE VARIES C 1 REAR SWALE COMPACTION LIMIT UNE N Z ,� bt (GRADE BREAK) I D klm IK x +n (GRADE BREAK) COMPACTION UMI T UNE FRONT SLOPE VARIES R/W PARKWAY SLOPE . s � CURSFACE a NOTES: FINAL LAT GRADING SHALL BE DONE BY HOME BUILDER PRIOR TO ISSUANCE OF OCCUPANCY PERMIT, FwZ IAT GRADING TO BE APPROVED BY ENGINEER OF RECORD. G TYPICA�LF INA�LL OTGRADING N.T.S. �pROFESSjO yA�� RT'0 C 067602 s # `r>' CIVIL 9 OFCALIF��`/ N.T.S.N.T.S. � ' 1 _ \../ CITY RECORDS N0. t� R.C.E. 67602 EXP.6130/--T-- Lu Q O w 0 I O 0- CL Q m a � ? z.tt IY W V_ CL. "u z ui Q Z i a cv a J a N LL URl 9 > C,� �.. z cm � c~,? � o Z uI Q V� Z > N N I j woT Z j Z Ix z *a a -E v i 0 LY � W z �� Q$ IG i i I i m Z a cv a J LtJ Q LL URl 9 c o �.. z cm � c~,? � o Z Q V� Z _ a I HaZ �0 La Z j Z i 0 i I i !- cv LtJ m LLu� c �.. � W I U1. � I o K d f THE DELIVERY OF THIS DRAVVW SHOULD NOT BE CONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR GUARANTEE TO ANYONE THAT ALL DAFENSIONS AND DETAILS ARE EXACT OR TO INDICATE THAT THE USE OF THIS DRAWING IMPLIES THE F"I W AND APPROVAL OF DPSI OF ANY FUTURE USE. ANY USE OF THIS NNFOIWATMN IS AT THE SOLE RISK OF THE USER. Z la 50' 0' 50' 100' SCALE:1 "= 50' LEGEND —5Fu INSTALL SILT FENCE PER CASOA DETAIL SE -1 ON STET 6 DIRECTION -OF DRAINAGE STORM DRAIN INLET PROTECTION PER CASOA DETAIL SE -10 STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASQA DETAIL TG -10 QROFESS/p Amp` �y�ERTO Y, v C 067602 i � DR WIN ui N t n I l i t I o� Q tLCL J 51-16117 G 1 j 39 38 37 36 35 EXP. 6/30/ /7 �y t.3 CONCRETE WASTE MANAGMENT PER CASQA DETAIL WM-8 Z U Ud Z O P t { ` 25 26 27 28 29 LLI m w 0 a- SEDIMENT CONTROL PER CASOA DETAIL SE -4 a uj 0 U z � A uj 0/�� 0 o m 3 CITY RECORDS NO. W I LEGEND —5Fu INSTALL SILT FENCE PER CASOA DETAIL SE -1 ON STET 6 DIRECTION -OF DRAINAGE STORM DRAIN INLET PROTECTION PER CASOA DETAIL SE -10 STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASQA DETAIL TG -10 QROFESS/p Amp` �y�ERTO Y, v C 067602 i � DR WIN ui N t n I a I o� Q tLCL J 51-16117 G 1 _! uiLu ~ v E U EXP. 6/30/ /7 �y t.3 CONCRETE WASTE MANAGMENT PER CASQA DETAIL WM-8 Z U Ud Z O .t = z ujm W S w > or 0 LLI m w 0 a- SEDIMENT CONTROL PER CASOA DETAIL SE -4 a uj 0 U z Q o: m Q � DR WIN G OF RECORD Q tLCL J 51-16117 G 1 _! W ~ v E 0a EXP. 6/30/ /7 �y t.3 CONCRETE WASTE MANAGMENT PER CASQA DETAIL WM-8 Z U Ud Z O .t = z ujm H aj S or 0 IL U co SEDIMENT CONTROL PER CASOA DETAIL SE -4 0 0 � A uj 0/�� 0 o m CITY RECORDS NO. W DR WIN G OF RECORD EAL GE l MATERIAL DELIVERY AND STORAGE PER CASOA DETAIL WM-1 51-16117 G 1 L. ALBERTO L R.C.E. 67602 EXP. 6/30/ /7 CONCRETE WASTE MANAGMENT PER CASQA DETAIL WM-8 ujm S U co SEDIMENT CONTROL PER CASOA DETAIL SE -4 uj o CITY RECORDS NO. 15 I y 40' 66' itl 22 III 39 _j :�2 41 _&�24 J,�o r �W 21 68 ry (h CD THE DELIVERY OF THIS ORAM4 SHOIAD NOT BE CONSTRUED TO PROVE AN EXPFMSS WARRANTY OR rJ GUARANTEE TO ANYONE THAT ALL ORAENVONS AND J uj u DETAXS ARE EXACT OR TO INDICATE THAT THE USE co) 40 39 38 37 36 35 1 THIS WORMikTION IS AT THE SOLE RISK OF THE USER. 69 nz wz- M 04 20 Z cq Ld z cc 10 B 0 0 z 0 =og= =:,W-- 2r-- m 0 g 0 CL Z ck- cr LL. 19 > ir zi 23 241 25 26 27 28 29 k Ld 21 68 ry z 31 29 30 31 32 1 34 33 32 Al� w 30--,- 28 27 26 25 24 ?A Lu cr_o ► 23 w A 5_1 Z, K_ 71 M A �61 —SNOWY RIVER DRIVE 22 fl I v N v 21 �j VIZ. w 4 15/ 13 14 15 16 1 17 1,8 19 20 18 17 16 z /x GL o_/4 A� D 114 �7 0 17F J zxj lfl 44/ Awll� IM A D 10 9 8 1/2/ -,!3 14 12 11 V; 7 00� All y/Z /X 'A'VeNI Alivz xj kj O 26 cV 9 (h CD THE DELIVERY OF THIS ORAM4 SHOIAD NOT BE CONSTRUED TO PROVE AN EXPFMSS WARRANTY OR rJ GUARANTEE TO ANYONE THAT ALL ORAENVONS AND J uj u DETAXS ARE EXACT OR TO INDICATE THAT THE USE co) CL OF THIS ORAWM 34PM THE REVIEW AND i. .J APPROVAL OF DPSI OF ANY FUTURE USE. ANY USE OF THIS WORMikTION IS AT THE SOLE RISK OF THE USER. 69 nz wz- M 04 20 Z cq Ld z cc 10 B 0 0 z 0 z z m 0 g 0 CL Z ck- cr LL. 19 > ir zi ce. 0 70 0 k Ld _T -1=. 71 8 �19 10 72 04e) LLT PC— z 31 29 30 31 32 1 34 33 32 Al� w 30--,- 28 27 26 25 24 ?A Lu cr_o ► 23 w A 5_1 Z, K_ 71 M A �61 —SNOWY RIVER DRIVE 22 fl I v N v 21 �j VIZ. w 4 15/ 13 14 15 16 1 17 1,8 19 20 18 17 16 z /x GL o_/4 A� D 114 �7 0 17F J zxj lfl 44/ Awll� IM A D 10 9 8 1/2/ -,!3 14 12 11 V; 7 00� All y/Z /X 'A'VeNI Alivz xj kj O 26 cV 9 W z it 6 14ATERI k.L-STORAG- E-,, ot 50' loo" I SCALE: 1 "-- 50' �--- r%t-"r%I'm CREED{ rx v I- 7, v v V 2i_�� ,7 VIM 4LA kA /Y 44 A1,1V 2 3 4 5�'f t j�! ,,�j'`�` 5 3 2 JImo' (i X /Al 7-7-- x�; Kjj SIF ILE o, X V /, /a A 1/02 LEGEND u INSTALL SILT FENCE PER CASQA DETAIL SE -1 ON SHEET 6 DIRECTION OF DRAINAGE STORM DRAIN INLET PROTECTION PER CASOA DETAIL SE -10 STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASOA DETAIL TC -10 MATERIAL MATERIAL DELIVERY AND STORAGE PER CASOA DETAIL WM-1 STORAGE CONCRETE WASTE MANA.GMENT PER CASQA DETAIL WM-8 ocp SEDIMENT CONTROL PER CASQA DETAIL SE -4 D' R JAW 6W OF RECORD J" I& L.'AL'BERT0'LbPd R.C.E. 67602 EXP. 61301/-7 CITY RECORDS NO: 0 w z 0 9 1-1 zi4 1= Im z (h CD THE DELIVERY OF THIS ORAM4 SHOIAD NOT BE CONSTRUED TO PROVE AN EXPFMSS WARRANTY OR rJ GUARANTEE TO ANYONE THAT ALL ORAENVONS AND J uj u DETAXS ARE EXACT OR TO INDICATE THAT THE USE co) CL OF THIS ORAWM 34PM THE REVIEW AND i. .J APPROVAL OF DPSI OF ANY FUTURE USE. ANY USE OF THIS WORMikTION IS AT THE SOLE RISK OF THE USER. W z it 6 14ATERI k.L-STORAG- E-,, ot 50' loo" I SCALE: 1 "-- 50' �--- r%t-"r%I'm CREED{ rx v I- 7, v v V 2i_�� ,7 VIM 4LA kA /Y 44 A1,1V 2 3 4 5�'f t j�! ,,�j'`�` 5 3 2 JImo' (i X /Al 7-7-- x�; Kjj SIF ILE o, X V /, /a A 1/02 LEGEND u INSTALL SILT FENCE PER CASQA DETAIL SE -1 ON SHEET 6 DIRECTION OF DRAINAGE STORM DRAIN INLET PROTECTION PER CASOA DETAIL SE -10 STABILIZED CONSTRUCTION ENTRANCE/EXIT PER CASOA DETAIL TC -10 MATERIAL MATERIAL DELIVERY AND STORAGE PER CASOA DETAIL WM-1 STORAGE CONCRETE WASTE MANA.GMENT PER CASQA DETAIL WM-8 ocp SEDIMENT CONTROL PER CASQA DETAIL SE -4 D' R JAW 6W OF RECORD J" I& L.'AL'BERT0'LbPd R.C.E. 67602 EXP. 61301/-7 CITY RECORDS NO: 0 w z 0 9 1-1 zi4 1= Im z (h CD , Z CL J uj u co) CL i. .J uj LL nz wz- M 04 0 Z cq Ld z cc 10 B 0 0 z 0 z z m 0 g 0 CL Z Z cr LL. 0 z > ir zi ce. 0 0 Ld (h CD , LLI m uj u co) OW LL 04 0 ce CL IL IWrQ.-Ill BORROW AREA N.T.S. 3.1 MAX SLOPE 3-1 MAX. SLOPE (:A )— BORROW AREA N.T.S. 50W % f�\;,149.5 EG 0 Q Z jL VALES. 5' MAX 3:1 MAX SLOPE Q RECEIVED "ID CITY UF 8AALBSFIF-LO q'Ll!j'nmc- r-!�P'Aff MI-Nrr 9 L� 3727 co) C-4 0 Z z 65 64 63-- 6� 61 Q E 0 -5 56 57 58 59 ')50 cl 26Li w P z 0 0 b -13 X 4c Zx M p- Z Q RECEIVED "ID CITY UF 8AALBSFIF-LO q'Ll!j'nmc- r-!�P'Aff MI-Nrr 9 L� 3727 co) C-4 0 Z z �° 00 LU ( > t.- Q E 0 -5 CS uj!2 --2 �- -1 12 38 cl 26Li w P z 0 0 b -13 X 4c Zx M p- Z 0 W4c IL4; =) cc IL I (n 39 25 ' in 17 1 0 402 0 4 m 18 41 23 19 10 22 20 21 8 IJ 2r V TRACT t 7-243 Is TO 7602 sC loo, ON 100' 200' SCALE: 1 A=100' D A`-Mll N G 0 L. A L B ER TOLL I0 -� RECORD RC.E. 67502 ap gm,17 , 15 a-11, N w 2 I V) w w CL W z w CL co) C-4 0 Z z �° 00 LU ( > t.- Q E 0 -5 CS uj!2 --2 �- -1 12 cqR MLLJ �z cl CD w P z 0 0 to w 4c Zx M p- Z 0 W4c IL4; =) cc IL a Z 0 cc c> K ' in 2 I V) w w CL W z w CL co) Z 0 Z J a. �° 00 LU ( > t.- Q -5 z cqR MLLJ �z 0 CD 0 0 0 z 4c Zx M p- Z z W4c =) cc IL a Z 0 cc c> K in 0 0 m w 0 W 3: X " ; U. 0 MY RECORDS NO: