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Home My WebLink About1.7-7355 PH 1 & 2GRADING NOTES 1. ALL GRADING SHALL CONFORM WITH APPENDIX J - CALIFORNIA BUILDING CODE AND STANDARDS PERTAINING THEREOF AND PRELIMINARY SOILS REPORT BY SOILS ENGINEERING INC• PROJECT NO. 18-16962 DATED MARCH 14, 2019 2. THE DESIC14 ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISOR CONTROL DURING GRADING AND CONS7RUC710N TO INSURE COMPLIANCE WITH THE PLANS, SOLS REPORT, SPECIFICATIONS AND CODE WITHIN THEIR PURVIEW. J. CIVIL ENGINEER, GEOTECHNICAL ENGINEER, AND BUILDING OFFICIAL WILL BE NOTIFIED FORTY EIGHT (48) HOURS PRIOR TO PLACING ANY FILL MA 7EMAL. 4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB STE 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 LIM17ED TO NORMAL WORKING HOURS; AND THAT 774E CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, ARCHITECT, AND THE ENGINEER HARMLESS FROM ANY LIABILITY, REAL OR ALLEGED, /N CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM INE SOLE NEGLIGENCE OF THE OWNER, ARCHITECT, OR THE ENGINEER. 5 THE GRADING CONTRACTOR SHALT. CONTACT ALL COMPANIES WIN UNDERGROUND FACIIJ77ES PRIOR 70 BEGINNING CONS71RUCTON AND VERIFY THE LOCATION AND DEPTH OF ALL UNDERGROUND FACILITES INCLUDING TELEPHONE, ELECTRIC WATER, SEWER, OL AND GAS LINES THE ENGINEER ASSUMES NO RESPONSIBILITY FOR BURIED LINES NOT INDICATED ON THE PLAN OR FOR INFORMATION OBTAINED FROM OU751DE SOURCES CALL 811. 6. THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING ALL AREAS TO + OR - 0.10 FOOT. IF AN AREA SHOULD BE FOUND 70 BE MORE THAN 0.10 FOOT OUT OF LEVEL AF7ER COMPACTING AND ACCEPTANCE OF GRADING THE CONTRACTOR SHALL RETURN AND CORRECT THE GRADING AT NO COST TO THE OWNER. 7. THE GRADING CONTRACTOR STALL WATER AS REWIRED DURING THE GRADING OPERA7101VS 70 PREVENT THE OCCURRENCE OF A DUST NUISANCE AND SHALL PROTECT CURBS AND OTHER OBJECTS WH/CH ARE TO REMAIN. B EXCAVATION - EXCAVATION SHALL CONSIST OF ALL EXCAVATION INVOLVED IN GRADING THE PROJECT AS SHOWN ON THE PLANS EXCEPT ANY EXCAVATION SEPARATELY DESIGNATED AND PAID FOR AS A SEPARATE ITEM. 9. THE WORK EMBRACED HEREIN SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION DATED JULY 1999, INSOFAR AS THE SAME MAY APPLY IN ACCORDANCE WITH THE N07ES HEREON. IN CASE OF CONFLICT WITH THE STANDARD SPECIFICATIONS AND ANY N07ES HEREON, THE NOTES HEREON SHALL TAKE PRECEDENCE OVER AND BE USED IN LIEU OF SUCH CONFLICTING POR77ONS SAID SPECIRCA TONS SHALL APPLY BUT NOT BE LIMITED TO THE FOLLOWING: A) ALL CONCRETE SHALL BE CLASS 'B' AS IN ACCORDANCE W7H SECTION 90 AND SHALL HAVE AT LEAST 2500 PS COMPRESSIVE STRENGTH AT 28 DAYS B) ASPHALTIC CONCRETE SHALL BE TYPE B' MEDIUM GRADED, 1/2' MAXIMUM AGOREGA7& AND INTIMATELY MIXED WITH 5-7X ASPHALT. 10. IN THE EVENT CONS7RUC77ON STAKING BASED ON MCINTOSH & ASSOCIATES' PLANS DRAWINGS OR 07HER DOCUMENTS /S PERFORMED BY AN07HER FIRM, Mc/NTOSH & ASSOCIATES SHALL BE HELD HARMLESS AND RELEASED FROM ALL LIABILITY ARISING FROM THE USE OF SAID PLANS, DRAWINGS, OR OTHER DOCUMENTS. 11. MCINTOSH & ASSOCIATES SHALL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANGES 70, OR USES OF, THESE PLANS ALL CHANGES TO THESE PLANS MUST BE APPROVED, IN WRITING BY MCINTOSH & ASSOCIATES 12. ALL GRADING SHALL CONFORM WITH APPENDIX J - CALIFORNIA BUILDING CODE AND STANDARDS PERTAINING THERE OF AND 70 THE RECOMMENDATONS CONTAINED /N, AND MADE A PART HEREOF, THE PRELIMINARY SOLS REPORT (NOTE 1), AND ALL ADDENDUAIS THERETO. IN CASE Or A CONFLICT BETWEEN THE PLANS AND SPECIRCA TONS, THE MORE STRINGENT REQUIREMENTS WILL TAKE PRECEDENCE. 13. UPON COMPLETION OF GRADING AND BEFORE THE START OF CONSTRUCTON, A FINAL SOLS REPORT SHALL BE PREPARED BY THE SOL ENGINEER. 14. THE SOL ENGINEER SHALL REVIEW ALL EXCAVATORS PRIOR TO BACKFILLING AND SHALL BE NOTIFIED OF ANY l7EM ENCOUNTERED DURING THE GRADING OPERATIONS THAT MIGHT AFFECT FOUNDA TON STABILITY SO RECOMMENDATIONS CAN BE MADE BY THE SOL ENGINEER. 15 CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2: 1. 16. ALL SLOPES GREATER THAN THREE (3) FEET IN VERTICAL HEIGHT SHALL BE PREPARED AND MAINTAINED TO PREVENT EROSION. IMPORTED FILL MATERIAL' REFER TO SPECIFIC EARTHWORK RECOMMENDATION FOR IMPORTED FILL MA 7ERALS REQUIREMENTS PER SOLS REPORT. (NOTE 1) 17. CLEARING AND GRUBBING REFER TO SPECIFIC EARTHWORK RECOMMENDATION FOR CLEARING AND GRUBBING REQUIREMENTS PER SOLS REPORT. (NOTE 1) 18. AREAS TO RECEIVE FILL (EXCEPT BUILDING PADS): REFER TO SPECIFIC EARTHWORK RECOMMENDATION FOR AREAS 70 RECEIVE FILL REQUIREMENTS PER SOLS REPORT. (NOTE 1) 19. FILL MATERIAL' REFER TO SPECIFIC EARTHWORK RECOMMENDATION FOR FILL MATERIALS LAYERING AND REQUIREMENTS PER SOLS REPORT. (NOTE 1) 20. ALL FILL TO BE COMPACTED 70 A MINIMUM OF NINETY (91 PERCENT MAXIMUM DENSITY AS DETERMINED BY APPROVAL METHOD PER APPENDIX J Or THE CURRENT CALIFORNIA BUILDING CODE AND CERTIFIED BY TESTS AND REPORT FROM SOLS ENGINEER. 21. ENGINEERED FILL SHALL BE PLACED IN LAYERS NOT EXCEEDING SIX (6) INCHES IN COMPACTED THICKNESS BROUGHT TO NEAR THE OPTIMUM MOISTURE CONTENT OR TO A MOISTURE CONTENT COMMENSURATE WITH EFFECTIVE COMPACTION AND SOL STABILITY, AND COMPACTED TO 9OX OF THE MAXIMUM DENSITY PER AS774 D1557-74 UNLESS SPECIFIED OTHERWISE. COMPACTION SHALL BE CERTIFIED BY TESTS AND REPORT FROM THE SOLS ENGINEER 22. FACES OF ALL CUT AND FILL SLOPES SHALL BE PLANTED WITH A GROUND COVER INDIGENOUS TO THE AREA AND MAINTAINED AGAINST EROSION. 23. EARTHWORK QUANTTES ARE BASED ON THE FREE FLOATING CONCRETE SLAB IN GRADE PER THE SOLS REPORT (NOTE 1). QUANTITIES FOR EARTHWORK CUT - CU YD. 61821 FILL - CU.YD. 38,514 SHRINKAGE FACTOR OF 25% WAS USED QUANTITIES ARE FOR GRADING PERMIT ONLY. THE ENGINEER MAKES NO WARRANTY OF THE AN710PATED SHRINKAGE FACTORR, IN CASE OF EXCESS OR SHORTAGE, THE CONTRACTOR SHALL CONTACT THE ENGINEER SO THAT AORUSTMENTS MAY BE MADE. THE CONTRACTOR SHALL NOT USE THESE QUANTITIES TO BASE HIS BID ON. 24. BUILDING PAD PREPARATION - REFER SPECIFIC RECOMMENDATION PER SOLS REPORT (NOTE 1) 25 PAVEMENT PR£PARATON - REFER SPECIFIC RECOMMENDATION ON SOLS REPORT (NOTE 1) 26. AN OSHA PERMIT IS REQUIRED WHEN WORKERS MUST ENTER TRENCHES OR EXCAVATION FIVE (5) FEET OR DEEPER. 27. SUFFICIENT ACCESS TO THE EXISTING AND ABANDONED WELLS SHALL BE MAINTAINED IN ORDER FOR THE DIVISION OF GAS OLS AND GEOTHERMAL RESOURCES (DIVISION) TO INVESTGATE THE CCIVDITION OF THE WELL HEADS AND CHECK FOR LEAKAGE. IF ANY REABANDONMENTS ARE REWIRED, THE DIVISION SHALL FURNISH THE NECESSARY SPECIFICATIONS TO THE PROPERTY OWNER. 28. AT THE INITIAL CONS7RUC77ON MEETING PRIOR TO GRADING ACTVITIES ALL CONSTRUCTION WORKERS MUST BE INFORMED AS TO THE SYMPTOMS GRADING NOTES CONTINUED 29. THE CONTRACTOR SHALL COMPLY WITH THE GUIDE FOR ASSESSING AND M177GA77NG AIR QUALITY IMPACTS (GAMA01), JANUARY iG 2002 REVISION, GUIDANCE DOCUMENT WHICH LISTS THE FOLLOWING MEASURES AS APPROVED AND RECOMMENDED FOR CONSTRUCTION AC77W77ES WITHIN THE SAN JOAQUIN VALLEY AS FOLLOWS. A. MAINTAIN ALL CCNSIRUC77ON EQUIPMENT AS RECOMMENDED BY MANUFACTURER MANUALS. B. SHUT DOW EQUIPMENT WHEN NOT IN USE FOR EXTENDED PERIODS OF TIME. O USE ELECTRIC EQUIPMENT FOR CONSTRUCTION WHENEVER POSSIBLE /N LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT. D. CURTAIL USE IG OR EXCESSIVE AMBIENT OLL EQUIPMENT DURING PERIODS OF HIGH OR EXCESSIVE AMBIENT POLLUTANT CONCENTRATIONS SUCH AS SPARE -THE -AIR' DAYS AS DECLARED BY THE SJVAPCD. E. ENCOURAGE CONS7RUC7ION EMPLOYEES TO CARPOOL OR USE SHUTTLE TO RETAIL ESTABLISHMENTS AT LUNCH. 30. PRIOR TO SITE GRADING, SUBDIVIDER SHALL HAVE A PRECONSTRUCTION SURVEY CONDUCTED TO SEARCH FOR NATIVE KIT FOX DENS SURVEY SHALL BE SUBMITTED TO THE PLANNING DIRECTOR FOR REVIEW PRIOR TO GRADING THE APPLICANT MAY BE SUBJECT 70 SPECIAL NOTRCATION REQUIREMENTS TO AGENCIES PRIOR TO GRADING LAND CONTAINING DENS. 31. PR/OR TO THE APPROVAL OF A GRADING PLAN, SUBDIVIDER /S SUBJECT TO THE MIGRATORY BIRD TREATY ACT. INCLUDING THE SWANSON HAWK DURING THE RAPTOR NESTING SEASON (FEBRUARY THROUGH SEPTEMBER). IF CONS7RUCRON IS TO OCCUR DURING RAPTOR NES71NG123REEDING SEASON (FEBRUARY THROUGH SEPTEMBER) NO C0NS7RUC770N ACTIVITY SHALL TAKE PLACE WITHIN 500 FEET OF A ACTIVE NEST. TREES TO BE REMOVED THAT CONTAIN NESTS SHALL BE REMOVED ONLY DURING NON -BREEDING SEASON (OCTOBER THROUGH JANUARY) 32. THE PRESENCE OF ANY PREVIOUSLY UNIDEN77FIED PROTECTED SPECIES WHICH ARE NOT ADDRESSED IN THE MBHCP, INCLUDING THOSE PROTECTED UNDER THE FEDERAL MIGRATORY BIRD 7REATY ACT, SHOULD BE AVOIDED AND EVALUATED BY A QUALIFIED BIOLOGIST PRIOR TO CONSTRUCTION. THE FISH & WILDLIFE SERVICE (USFWS) AND CALIFORNIA DEPARTMENT OF FISH & GAME (COFG) SHOULD BE NOTIFIED OF PREVIOUSLY UNREPORTED PROTEC7ED SPECIES. ANY UNANTICIPATED TAKE OF PROTECTED WILDLIFE SHALL BE REPORTED IMMEDIATELY TO INE CDFG AND USFWS. M. IF ARCHEOLOGICAL OR PALEONTOLOGICAL RESOURCES ARE DISCOVERED DURING EXCAVATON AND GRADING ACTIVITIES ON -97E, THE CONTRACTOR SHALL STOP ALL WORK AND THE DEVELOPER SHALL RETAIN A QUALIFIED ARCHEOLOGIST TO EVALUATE THE SIGNIFICANCE OF 774E FINDING AND APPROPRIATE COURSE OF ACTION. SALVAGE OPERATION REQUIREMENTS IN APPENDIX K OF THE CALIFORNIA ENVIRONMENTAL QUALITY ACT GUIDELINES SHALL BE FOLLOWED AND THE 7REATMENT OF DISCOVERED NATIVE AMERICAN REMAINS SHALL COMPLY WITH STATE CODES REWLA77ONS OF THE AMERICAN HERITAGE COMMISSION. 34. SHOULD HUMAN REMAINS BE DISCOVERED AT ANY TIME ON ANY PORTON OF THE PROJECT, WORK SHALL HALT AND THE CORONER BE NOTIFIED IMMEDIATELY (SECTON 7050.5 OF THE HEALTH AND SAFETY CODE). IN THE ABSENCE OF AN ARCHAEOLOGICAL MONITOR A QUALIFIED ARCHAEOLOGIST AND THE LOCAL NATIVE AMERICAN COMMUNITY SHALL ALSO BE NOTIFIED. 35 THE CONTRACTOR SHALL COMPLY WIH SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT (SJVAPCU) REGULA77ON VIII, DUST CONTROL MEASURES TO ENSURE COMPLIANCE SPECIFICALLY DURING GRADING AND CONS7RUCTION PHASES THE MITIGATION MEASURES TO BE TAKEN ARE AS FOLLOWS A. WATER EXPOSED SURFACES (SOL) 7HREE-77MES/DAY. B. WATER ALL HAUL ROADS AT A MINIMUM OF THREE RYES PER DAY. C REDUCE SPEED ON UNPAVED ROADS TO LESS THAN 15 MILES PER HOUR. D. STABILIZE ALL DISTURBED AREAS INCLUDING STORAGE PILES WHICH ARE NOT BEING ACTIVELY UTUZED FOR CONS7RUC77ON PURPOSES USING WATER OR BY COVERING WITH A TRAP, OTHER SUITABLE COVER OR VEGETATIVE GROUND COVER. E. CONTROL FUGITIVE DUST EMISSIONS DURING LAND CLEARING GRUBBING, SCRAP/NG EXCAVATON, LEVELING GRADING OR CUT & FILL OPERA TONS WITH APPLICATION OF WATER OR BY PRESOAKING F. WHEN 7RANSPOR77NG MATERIALS OFFSIDE, MAINTAIN A FREEBOARD LIMIT OF AT LEAST SIX INCHES AND COVER OR EFFECTIVELY WET TO LIMIT VISIBLE DUST EMISSIONS G LIMIT AND REMOVE THE ACCUMULATOR OF MUD AND/OR DIRT FROM ADJACENT PUBLIC ROADWAYS AT THE END OF EACH WORKDAY. (USE OF DRY ROTARY BRUSHES IS PROHIB17ED EXCEPT WHEN PRECEDED OR ACCOMPANIED BY SUFFICIENT NET77NG TO LIMIT VISIBLE DUST EMISSIONS AND USE OF BLOWERS IS EXPRESSLY FORBIDDEN). H. STABILIZE THE SURFACE OF STORAGE PILES FOLLOWING THE ADDITION OR REMOVAL OF MATERIALS USING WATER. L REMOVE 7RAOCOUT Ill IT EXTENDS 50 OR MORE FEET FROM 774E SITE AT THE END OF EACH WORKDAY. J. CEASE GRADING ACTIVITIES DURING PERIODS OF HIGH WINDS (GREATER THAN 20 MPH OVER A ONE-HOUR PERIOD). K. ASPHALT -CONCRETE PAVING SHALL COMPLY WITH THE SJVAPCD RULE 4641 AND RESTRICT USE OF OF CUTBACK, SLOW -CURE AND EMULSIFIED ASPHALT PAVING MATERIALS 36. GRADING WORK WILL BE SUPERVISED AS ENONEE'R£D GRADING IN ACCORDANCE WITH APPENDIX J OF THE CALIFORNIA BUILDING CODE. 37. IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELMINA77ON SYSTEM (NPDES), A NOTICE OF INTENT (NO) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIA 7ED WITH CONSMUCTON ACTIVITY (SWRCB ORDER NO. 2009 -009 -DINT AS AMENDED BY ORDER 2010-0014-DWt? AND ORDER 2012 -0006 -DWG) MUST BE RLED-111i STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONS7RUCTON ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SNPPP) BE PREPARED, CONTNUOUSLY CARRIED OUT AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL C0NS7RUC77ON HOURS. WASTE DISCHARGE IDENRFICATON (VIVID) NUMBER 5F15C37Z505-HAS BEEN ISSUED BY THE STATE WATER RESOURCES BOARD FOR THIS PROJECT. 35 AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN E-YIS77NG ACCEP7ED STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN APPROVED ENGINEERS ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT OF WAY AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT. 39. ALL ON97E UNPAVED ROADS AND OFFSITE UNPAVED ACCESS ROADS SHALL BE EFFEC77VELY STABILIZED OF DUST EMISSIONS USING WATER OR CHEMICAL STABIUZER/SUPPR£SANT. 40. PAD IS GRADED FLAT AT ROUGH GRADING FINISHED GRADES WILL INCORPORATE A 1X SWALE THAT WILL DIRECT DRAINAGE AWAY FROM THE STRUCTURE AND TO THE STREET. SEE TYPICAL LOT SWALE GRADING ON SHEET J. 41. WASH OFT" CONSTRUCTION AND HAUL TRUCKS TO MINIMIZE THE REMOVAL OF MUD AND DIRT FROM THE PROJECT SITE. 42 DUST CONTROL CONTRACTOR SHALL OBTAIN A COPY OF THE DUST CONTROL PLAN (DCP) FOR THIS PROJECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON SITE AT ALL TRIES. FOR THE DURATION OF CONTRACTORS OCCUPANCY OF THE S7E, CONTRACTOR IS REQUIRED TO COMPLY WITH THE PROVISIONS OF SAID PLAN. 4J. STORM WATER POLLUTION PREVENTION CONTRACTOR SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN (SW itil FOR THIS PROECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON SITE AT ALL TRIES. FOR THE DURATION OF CONTRACTOR'S OCCUPANCY OF THE SITE, CONTRACTOR IS REQUIRED TO COMPLY WITH THE PROVISIONS OF SAID PLAN. - 44. PALEONTOLOGICAL MONITORING SHALL TAKE PLACE DURING CONSTRUCTION EXCAVATION ACT11477ES THAT RESULT IN EXCAVATORS OF SIX FEET BELOW GROUND SURFACE OR GREATER WITHIN THE PROJECT SITE. FOLLOWING ARE THE SPECIFIC MEASURES A) ASSIGN A PALEONTOLOGICAL MONITOR, TRAINED AND EQUIPPED TO ALLOW THE RAPID REMOVAL OF FOSSILS WIH MINIMAL CONS7RUC770N DELAY, TO THE SITE FULL -TME DURING THE INTERVAL OF EARTH -DISTURBING ACTWTES B) SHOULD FOSSILS BE FOUND WITHIN AN AREA BEING CLEARED OR GRADED, DIVERT EARTH -DISTURBING ACTIVITIES ELSEWHERE UNTIL THE MONITOR HAS COMPLETED SALVAGE. lF CONSTRUCTION PERSONNEL MAKE THE DISCOVERY, THE GRADING CONTRACTOR SHOULD IMMEDIATELY DIVERT CONSTRUCTION AND NOTIFY THE MONITOR OF THE FIND. GRADING NOTES CONTINUED C) PREPARE, IDENTIFY, AND CURA7E ALL RECOVERED FOSSILS FOR DOCUMENTATION IN THE SUMMARY REPORT AND TRANSFER TO AN APPROPRIATE DEPOSITORY. D) SUBMIT A SUMMARY REPORT TO THE CITY OF BAKERSFIELD. TRANSFER COLLECTED SPECIMENS WITH A COPY OF REPORT TO THE REPOSITORY. PALEONTOLOGICAL MONITORING DURING CONSTRUCTION AC771477ES THAT INVOLVE EXCAVATION AC77111i OF SIX FEET BELOW GROUND SURFACE OR GREATER ON THE PROJECT S/7E WOULD REDUCE THE P07EN77AL IMPACTS ON PALEONTOLOGICAL RESOURCES TO LESS THAN SIGNIFICANT. 45. MAXIMUM SLOPE RATIO FROM THE BACK OF SIDEWALK TO FACE OF WALL OR STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO FEET BEHIND THE SIDEWALK WHERE THE MAXIMUM SLOPE SHALL BE 2X ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK 46. ALL WORK WILL STOP IMMEDIATELY IF ANY UNKNOWN ODOROUS OR DISCOLORED SOL OR OTHER POSSIBLE HAZARDOUS MATERIALS ARISE DURING ANY PART OF THE TESTING, GRADING OR CONSTRUCTION ON THE PROJECT SITE. 47. THE HANDLING AND STORAGE OF HAZARDOUS AND ACUTELY HAZARDOUS MATERIALS SHALL BE R£S7RIC7ED TO LESS THAN THRESHOLD PLANNING QUAN7777ES WITHIN 1,000 FEET OF SENS71VE RECEPTORS WHICH INCLUDE RESDENTAL AREAS SCHOOLS DAYCARE CENTERS, HOSPITAL, CONVALESCENT HOMES AND OTHER URGE IMMOBILE POPULATIONS SENSITIVE RECEPTORS SHALL NOT BE APPROVED WITHIN ZONES OF CANCER RISK IDEN77RED BY A HEALTH RISK ASSESSMENT OF GREATER THAN 10 IN 1,000,000. 48. CONS7RUC77ON ACAVI7IES ASSOCIATED WITH DEVELOPMENT OF THE PROECT SI7£ WOULD BE REQUIRED TO BE IN CONFORMANCE WITH SEC77ON 9.22050 OF THE CITY OF BAKERSFIELD MUNICIPAL CODE WHICH LIMITS CONS7RUCTON TO THE HOURS OF 6 A.M. TO 9 P.M. ON WEEKDAYS AND BETWEEN 8 A.M. AND 9 P.M. ON WEEKENDS, WHERE CONS7RUCR0N OCCURS LESS THAN 1,000 FEET FROM RESIDENCES 49. EQUIPMENT SHALL BE EQUIPPED WITH MUFFLERS AND MAINTAINED IN ACCORDANCE WITH THE EQUIPMENTS' FACTORY SPECIFICATIONS DURING CONS7RUCTON AC771il THE CONS7RUC77ON EQUIPMENT MUFFLER AND MAINTENANCE RECORDS SHALL BE ONS7E. 50. PHASES 1 AND 2 ARE OWNED BY THE SAME OWNER AND ARE TO BE GRADED SIMULTANEOUSLY. NOTE: 1. ALL CONSTRUCTION ACTIVITY, INCLUDING STAGING, SHALL BE WITHIN THE LIMITS SHOWN ON THIS PLAN. CONTRACTOR SHALL OBTAIN A COPY OF THE BIOLOGICAL CLEARANCE SURVEY FOR THIS PROJECT. CONTRACTOR SHALL BE SOLELY LIABLE AND RESPONSIBLE FOR FOLLOWING THE RECOMMENDATIONS OF THE BIOLOGICAL CLEARANCE SURVEY. NO STAGING, GRADING, OR OTHER DISTURBANCE SHALL OCCUR OUTSIDE THE LIMITS SHOWN ON THIS PLAN. 2. ANY ITEMS IN PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR DO NOT MEET CURRENT STANDARDS SET BY PUBLIC WORKS WILL REQUIRE REPAIRING AND/OR UPGRADING AS PER CITY ENGINEER. 3. UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO (2) WORKING DAYS PRIOR TO CONSTRUCTION. 811. 4. 24 HOUR NOTICE: 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 5. COMPACTION TEST NOTE - COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. BENCHMARK USED: TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE INTERSECTION OF MING AVENUE AND ALLEN RD., ALSO BEING THE NORTHWEST CORNER OF SECTION 12, T.30S., R.26E., ELEV = 367.96' (NAVD 88 DATUM) BASIS OF BEARINGS: THE BEARING OF N 01'02'20" E SHOWN FOR THE EAST LINE SECTION 10, T. 30 S., R. 26 E. AS SHOWN ON RECORD OF SURVEY, BOOK 25, PAGE 49 WAS USED AS THE BASIS OF BEARING SHOWN HEREON. LEGAL DESCRIPTION: BEING A SUBDIVISION OF A PORTION OF PARCEL 2 OF LOT UNE ADJUSTMENT NO. 17-0353 PER CERTIFICATE OF COMPLIANCE RECORDED FEBRUARY 21, 2018 AS DOCUMENT NO. 218019657 OF OFFICIAL RECORDS; ALSO BEING A PORTION OF THE E 1/2 OF SECTION 10 AND W. 1/2 OF SECTION 11, TOWNSHIP 30 SOUTH, RANGE 26 EAST, M.D.M. IN THE CITY OF BAKERSFIELD, COUNTY OF KERN, STATE OF BAKERSFIELD. VICINITY MAP NO SCALE OWNER & SUBDIVIDER: CASTLE & COOKE CALIFORNIA, INC. 10000 STOCKDALE HIGHWAY BAKERSFIELD, CA 93311 CONTACT PERSON - SCOTT THAYER (661) 664-6500 CIVIL ENGINEER: MCINTOSH & ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 CONTACT PERSON - ROGER MCINTOSH CITY OF BAKERSFIELD KERN COUNTY CALIFORNIA GRADING PLAN FOR VESTING TENT. TRACT 7355 UNIT 1 AND 2 GEOTECHNICAL ENGINEER: - SOILS ENGINEERING, INC. 5, I 4400 YEAGER WAY \� BAKERSFIELD, CA 93313 �1 CONTACT PERSON - TONY M. FRANGIE `2 PRELIMINARY SOILS REPORT: 31� FILE NO. 18-16962 `.-. DATED: MARCH 14, 2019 SOILS ENGINEERING, INC. 14 tSNCT 4400 YEAGER WAY �, / 16 BAKERSFIELD, CA 93313 CONTACT PERSON - TONY M. FRANGIE (661) 831-5100 INDEX OF SHEETS SHEET TITLE 1. COVER SHEET 2. GRADING PLAN 3. GRADING PLAN 4. GRADING PLAN 5. SOILS REPORT SHEET 6. EROSION CONTROL PLAN ASSESSORS PARCEL NUMBER: 523-540-38 GRADING PERMIT # 20-40000037 WDID NUMBER: 5F15C377505 PHASES SHALL BE GRADED SIMULTANEOUSLY SCALE: 1" = 200' 200' 100' 01 200' 400' PROJECT AREA: 27.12 GR. ACRES H.C.P. AREA: 25.46 ACRES TOTAL NO. OF LOTS = 81 PARTIAL HCP FEES PAID WITH GRADING PERMIT 19-40000039 NOTE: NO ADDITIONAL AREA WILL BE DISTURBED FOR GRADING OPERATIONS OR STAGING KEY MAP FLOOD ZONE: THIS ENTIRE TRACT IS UNDER FLOOD ZONE X (SHADED) DESIGNATION PER FIRM MAP No. 06O29C2275E, DATED SEPTEMBER 26, 2008. AREAS OF 0.2% ANNUAL CHANCE FLOOD; AREAS OF 1% ANNUAL CHANCE FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1 FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 1% ANNUAL CHANCE FLOOD. FEMA'S LOMR CASE NO. 13-09-2248P WHICH AFFECTS THIS MAP BECAME EFFECTIVE MARCH 29, 2016. TRACT 7299 UNIT 6 1 _1 _ !� P -1i The GRADING PLAN as shown on this drawing is hereby approved, subject to any indicated corrections or additions. Approval by the Public Works Department and Building Department indicates approval only as to design criteria used and conformance to City Standards, Codes li and Ordinances. Engineer for the subdivider or developer shall be responsible for accuracy of calculations for this plan and shall submit a certified "as -graded" plan after completion of the grading. APPROVED BY: ^ i /\/xTP/'w�r�'L H -!/ iU,,,o PulpfcAl Department r I Date Data 3Y -d1 T73f$ Phlda �� L� 141 cru. STOCKDALE T. 30 S, R. 26 E. him rc a 1 �'4Y 2 P OJECT S/ MING AVENUE amn Pa® 6 6 77 ` 2 A z a aw 5 11E LANE W m /4 0 /3 N OUTHERN PACIFIC RAILROAD VICINITY MAP NO SCALE OWNER & SUBDIVIDER: CASTLE & COOKE CALIFORNIA, INC. 10000 STOCKDALE HIGHWAY BAKERSFIELD, CA 93311 CONTACT PERSON - SCOTT THAYER (661) 664-6500 CIVIL ENGINEER: MCINTOSH & ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 CONTACT PERSON - ROGER MCINTOSH CITY OF BAKERSFIELD KERN COUNTY CALIFORNIA GRADING PLAN FOR VESTING TENT. TRACT 7355 UNIT 1 AND 2 GEOTECHNICAL ENGINEER: - SOILS ENGINEERING, INC. 5, I 4400 YEAGER WAY \� BAKERSFIELD, CA 93313 �1 CONTACT PERSON - TONY M. FRANGIE `2 PRELIMINARY SOILS REPORT: 31� FILE NO. 18-16962 `.-. DATED: MARCH 14, 2019 SOILS ENGINEERING, INC. 14 tSNCT 4400 YEAGER WAY �, / 16 BAKERSFIELD, CA 93313 CONTACT PERSON - TONY M. FRANGIE (661) 831-5100 INDEX OF SHEETS SHEET TITLE 1. COVER SHEET 2. GRADING PLAN 3. GRADING PLAN 4. GRADING PLAN 5. SOILS REPORT SHEET 6. EROSION CONTROL PLAN ASSESSORS PARCEL NUMBER: 523-540-38 GRADING PERMIT # 20-40000037 WDID NUMBER: 5F15C377505 PHASES SHALL BE GRADED SIMULTANEOUSLY SCALE: 1" = 200' 200' 100' 01 200' 400' PROJECT AREA: 27.12 GR. ACRES H.C.P. AREA: 25.46 ACRES TOTAL NO. OF LOTS = 81 PARTIAL HCP FEES PAID WITH GRADING PERMIT 19-40000039 NOTE: NO ADDITIONAL AREA WILL BE DISTURBED FOR GRADING OPERATIONS OR STAGING KEY MAP FLOOD ZONE: THIS ENTIRE TRACT IS UNDER FLOOD ZONE X (SHADED) DESIGNATION PER FIRM MAP No. 06O29C2275E, DATED SEPTEMBER 26, 2008. AREAS OF 0.2% ANNUAL CHANCE FLOOD; AREAS OF 1% ANNUAL CHANCE FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1 FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 1% ANNUAL CHANCE FLOOD. FEMA'S LOMR CASE NO. 13-09-2248P WHICH AFFECTS THIS MAP BECAME EFFECTIVE MARCH 29, 2016. TRACT 7299 UNIT 6 1 _1 _ !� P -1i The GRADING PLAN as shown on this drawing is hereby approved, subject to any indicated corrections or additions. Approval by the Public Works Department and Building Department indicates approval only as to design criteria used and conformance to City Standards, Codes li and Ordinances. Engineer for the subdivider or developer shall be responsible for accuracy of calculations for this plan and shall submit a certified "as -graded" plan after completion of the grading. APPROVED BY: ^ i /\/xTP/'w�r�'L H -!/ iU,,,o PulpfcAl Department r I Date Data 3Y -d1 T73f$ Phlda �� L� 141 cru. LEGEND S i • `\ y f, ,-•� (( � � J '~ ,r Fj-' r C C 47 i {'pr' :�> •rl7`•,ir . ,,, ! 1' t >� 'i 't r`, x .>--`"1�.`-°...__..__._.____u.'t-) 4..J',, l.__ " I BREVIATIONS X J x \ r,`. xl �' 1, '3= -'- -- x x , >l 4. E Y J - � / ;1 1 \\ �,l k,. � - \ , �, EP EDGE OF PAVEMENT FS FINISH SURFACE s _.__. �...... __.___......._ 1, F 6 VA tr _.. -.. _._.._._..._.._...........- _.. _._. _ ._._ TC T� OF CONCRETE OE OVER-EXCA TION _. _. .....___.. _ h 4: J,' x tC w • \ - _____.._.._ _.__. r `311 FL FI_OWLINE FF FINISH FLOOR ,. „ z " - - , _.__.._...._-__-_-_. _._..._.. _._._._ - -__._..____....__....___._...__.....__.._._�..........._. `r.A p ._. 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GUTTER FLOWLINE ELEV. , _ _._ _.__. _ _. t i ,z `� - .`.> _ _.._ .. ._-- _ _ _ __ ._ _ ._.j ___ ._ _ __. ..... ..._ _ ._ 3 'I n _._. q `,f�l i11RE MEDIAN CURB TOP OF SLOPE ______ _f 4,6 1)t, , PROPOSED LANDSCAPE ELEV. \ r.3 _ o / - _.� c ti; 4 ( x "x 11, P 11 \ r. n \ T Ill \,�` _ °° - - ` '`, .,,`a ° \ ? Oo .;/ . t. o `�` ['' •\ 1 . /1. ,"�„ 1 l { `, t 't e \\; `.t=�`i \'J 11, € 1 , C) 4)'Q N " ^` � n `, \\ {,.�v Vii."{_----__�__.,._......._ ` C'A .,v ( '.7 <. r. r. r.'4 - r t N C<, -O ,� ,, 1 'z `�' ( ! U? 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CURB AND GUTTER 4�a { - ` „ r� , \ �c3 �'> _ i c-; ` r.; < �:J; i -, h r, J L- 4% 355.8 FC 4J �' _ - 7.• .^s -,, ,� J , , ti {'- (( 1a.. �€ �-,'moi f' I——._ _- C:! i o -- .3535 f . r, . - 5 0 -, .: \ 3581 FC -A-:- --- - � , � , .355.7 FC . , l 10 , 4• r � .b..._ _ --- „• . �• o -- '--y` : -. �. — .— a �., _ \ "` � ';% t, ,_a /` �`_� � 1 vl ��:._ 7 '-,✓ V �� `- X ✓ •ins.✓ •, : �„ ✓ G -- — '- — >..; \! ti x._ ,_\ •-z rr_;- ,� 11 #! •\ y � _. F i - - CENTERLINE OF STREET S l / ,n C� -� V 111 �) „ TN,',A' C• <, L;' j 11- i Y offir—,� x x X l� G x , _ C1 3569 FCs );< t fr 1 h, 1 �� , - 355.6 FC �C _ J' �r_ ,X� !. o ,) �� \, . tl _5 \„i IL. �YJ :«;�i'fi vI-�� , r. ,\ ,: �`\`�.s`' ,�C�; � i j .I.. ! •.,.s•, c? % 1J �:)'0a c a _._.�\''� -- .�5' \ .•"_^ �, ` ?'"i. �`\.:`'d ,�?i �.Z x_•i.i ?i'•. ''-i jfi d,�j :��rix :��,e > ;€; `_' .-3„ i �ttt I :s ti _ .9 3 _ o /, ti -Tom._...:. `��y� ,�, 0 - \ - -� --- -' ::. 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PUBL C PARK .,. k vv `, j I ; ;' I ,I• I rF,r' :.J i• .?,' VY'' .�) G>• `�,)`.`? 1� -gyp' / ,`i) \ ,,, I /�, 7 ff ff k :✓ 4 " r e s 0. �1"\,+ ( ' —TRACT BOUNDARY \:> y� /✓ �p �% \ �% o \ _�v - LOT E �`� �� ; -11 x x 9 x IT ata! x x w x x x 9cS x `, 1 9 x `' / <,,,• x v y \ S w/ x x x m> I 1 ii M = = = = MPHASE BOUNDARY cg; / �� vvv�{ "D If-_,"', 1k �` \ ;� ;< �i I r i '� 11 \11,:' # i � I€I ! � 1 L�� 1�-�! I T SEE St{EET 4 OR GRADING .......N....NNNN....wNN..LIMITS OF GRADING OUTSIDE / i 31 k*1I /G 20 1$ \`\ moo h� ; i � 1._ 1 ! OF THE TRACT BOUNDARY c; �. _��' �,9 7 '� °F �' - Q / 4 \ ! "h k„� / \\\ ;\ .. 14 ; .., ” 4 r �CAp e . r�j`\Aiy.A� J - �G J, -i .J ` -� 4' ' 4 ,}•' \ j \ ';.. i �`--' '�)� \ l G 4-Ik' s<.'"c:.' 11 j` 1 - j M M M M M M MMATCH LINE \ 'i,J 3528 70• , \ /T WGA n J \ J ,h _ O \ �r h✓? nIll4l \ '/i/ J \\\ . ?) r'�tr3 j , ( ,I I X' x X X X x� X -o` 'R X' x- . . _ e- �1 `r �' S' 1 ,,, - ' ` G - a :_ 1 / \ I--�� ' NAL} 4^ R x5v. -- _ . O / / /�, y \ M F: :la ti A SECTION UNE , I `` ,� / 'h� r �s Ick , �� 1 / t o \�`\ r.1 r�:.s {: <.� '. E , , � , I , 11�1.. ;p /�\/NAHAMA & WEAGANT ENERGY CO. '%'<''`��_'' ., I ! [( 'i ti`'� t .re n i, �L t;� I'KL') \. i L.�: l^.S �. �„ ...Ft Y•'bt,{ t i 3 I i O , .r,� j� 7 ,' �y ,, i "J1 � .;Y,\ q r -) I I; _'„ `!). c-:� "KERN BELLEVUE- 1 (PLUGGED) I -5. 4 N• X I ; I # I i , 0� ,.> t J ✓ z,l `I �✓ .> ' ,J ,✓ , \\ > „f Al ,> I,,' F' 3 NOTE: ALL STREETS ARE PRIVATE AND TO BE PRIVATELY MAINTAINED x\ I X J X JJI I TN Q, x } x I I x x I I x 21 x x x ABANDONED FEB. 3, 1986 x l .6 x x I °j �-Q I I FIELD LOCATION, TOP OF CASING) �`\ c4 , ly '}. : 1 ?i # , i i 1 UNLESS OTHERWISE NOTED. ' I 32 I o , ( rP 3527 I I ( �' i ,1 MIN. 6" WALL PER SEPARATE PLAN EXISTING GROUND I o J I I FIP 3550 1 LEAK-7FSTED MARCH 27th & 31st, 2020 C, j >2.4 I ,h ,� �^t' 28 III �° ��. �. 1 �� vv v� :J -° ; , > I NAHAMA & WEAGANT ENERGY CO. I I \ '► �' % I. % I y0 F y 1 FP 355A f mss. p `` O11 ; I 3 I 4�y �fy / \ \ t i 44, �� r� D" T 4 T 4k 19 <1 �` 4: \ C3 \ \'` ~b_ Sj (t�i j "KERN BELLEVUE" 2 (PLUGGED) -- -- -- '-- yy° i � /�-�j-- L -- "`Z- "-1 -- - _- h� h� , ., f^ -_ `• s', �c 9- \\ //, \\ .,,J)' { i I 'I I ABANDONED -DRY HOLE JAN. 31, 1986 x �C� x x' x 350.25 fLi x x -� x x x N /'=---�---'� - p x x #' I ! 1 I (FIELD LOCATION, TOP OF CASING) til I I I;' / 1 I ,h I 2 / `iso 4h' \ i i `' r \ a I I LEAK -TESTED MARCH 27th & 31st, 2020 I f 1 I i'52.5 ( I ,c. I "� \ 31 �h I I FP I i I 350.20 ( FP 3524 / 90' 15' FP 3548 �,. I c 1 355.20 LS\ � \ � 1 I I` 1 1 FL ' \ I ° \ ",5 i( 1 i' 1 :✓ "r I GJ 1 ',Fj v nI 4' 22 G ":i v \ . 1 rI I 33 I 27 I I 1s' 1s' I 1F I I -,' 1 1 G. G G �, ( F' I „i•<, 1 115'; G c.: r y x• r,PXf✓ \ PX`` \ 4^ Cz': � :E i, �( , �( i 10./� ( 1 1 I „G -•`r (�` . , �G `y' V C. ,F? I G .3,�' ,:90'' �Ei Px I i, •. <.^ ,�5.,, # jI i' €l l 3 I y`L�" � `�y y`1y .� °�' I I ) `1 ik Ifp `~ �� J:J" i y4 . € I T J -)✓ �~ \ FG. J 1 -' I ✓ ` \IIi 1 ` I ' 11 J �' i ! �I �` I i •yh � ( °I I H I �2 �' I fG ° i I �� I E . ( I I - - ---I -- --- �_- _ ' 13 _ 354.8 I I ' I 1.. , :, .#;1 � . 9 En I ' i' — S /i/ I� I �5 ---- -- ------ ---- � I ---- ----L— ,t x_11 - \', , ``,./ I 1, \ "I 1 I 1i' it FINISHED PAD 77"- , - - - - - / I > i Qy - -, k2 I O I r __ I o = I. 1 € ! I II � 11 � , ! - •,��., �Q1 , / n 1 I�y r"� n�� 1 ark b:� ,. �: .7- i V . r I ..4. 4, �4n }�-y 1 r,'` \ 41,',k, } •Vc. <��, X E r { q I I / J ) I ) :) ' 4 J )' s >. I t\: G:.. - a.. - - 3 % i ` I i �), �4 y - 11- 8� I 1 �','' ham• >' I :. I 3JJ I„J• 1, J I \y \ ti Nl�_" T 1X X ( X� p -AX X X X X X X X I X X --�/�Jill .41 i 1x1 I O ��W o I I A I _..J ' 1_ 1 1 � J Q J\ x \\ x" X\�' 11, cNo I I I I N li Y N I 1 1 �s I 'y \\ \ ^!' I N,\,\ t 1 I !€ C SECTION I 2 i z cn 26 0 1 I o o� I I I `\ 1 1 \ � hh -- ,! 1 33 o I 32 I-� ; to �I 25 4 I 24 1 23 v 1 14 I I I 12 \ �,,- � i` < I I1 v� I 11 I'll Q LANDSCAPE AND FINISHED PAD ROUGH GRADING I, I IF)f I IFp SCALE 1 =10' G I ,vG 1 ,i` i h i X � I y, ( v !X Y> 1 ;{.) I I I � 1 �, T h I NTN � 4 nv v :A r 1` 1, i t i, L' 4r_ `r 4, - O - J` I m r I 1 7 `J' `3 '' r J.. i a j " 30 30 .J� I :> I �35w I I i I �35,� I I I I I FP 3512 I i nc' F' 1 �S FP 3521 FP 3527 I , FP 3546 I I I I �. \ I' I 1 y6 I I I I 11; �6 11 I I I I \ I 1 _ �� `9 ° ----- I ---- I------I------I `L I 1 � ' �' �y 11----- _ I \ I -- - .� F �� Y\ b F L n\ __ `\,r �♦ ('•�, � , -�- ♦ �F. {.y �.�" .N �' \` (mo i lii (�`ni •.�3 -- (�f c�y�- \,.'„ 1 �1.+ R:(' r0 do I O �4rr :, 1 V�-T- '' ,..�1` _�>a V `�O`_ �._ `_ ~1 ��O if�,JY � \ 1 -- x ,�� I y11 ___W_ ' _--�-1yo . x ,0496 x ;y�' x �' _ x , ' - _ _ �, , x x 11 >- 5 - - -. _ nc' ............ ......... - - - �,% _ F' -•-•- r -D 96%_/ \`� __ Oj35%___ to y' ,� --- -- 85 _ a -04 �'� _ _ �' —° _ _ 1 ,, -- e ti� D — - - , E�' a � 11 rH in - _ $ ° -- - r �/ -- ��, I �°` COYLE -CIRCLE -N T � ' o ss% s r` '�� XH - , �y� — - - ,. `' 'i6 `,y' -1 1�� FP 355a 4 m J 0.25.._ " h`ti 1 J o - ,J - - - - - - - - `}-- - -) _` ,J „ _ 2# f5 I '2 - -- "� �o _ FINISHED PAD -- ------y0 --- -�- t ------I----- 4------�---- - ----�_(35,gj._....^, `, / •`1-,� _ C - - 18' I 18' t - t _ _ - �J 1 1v - r 4J �J �- G r a yp. `J`z� `✓` 1 �, I '� I ;,, �I,.s `,> 1 `a i :� r� /, �'Y '\ \ EXISTING GROUND f : 1 I • n' ' �J : J ✓ '. '✓ I , J ,% 1 . JG` ` \ / # : ,. G I- k ,,, - ��\-�55��`� -- xA x ( x 110' 30' 30' x 10' x \' x Q Com) x F xF x x` I x I x G; I x >\ x �`�.�\5 4j y� xl 90, x 4i' ' t. / , �� 1 I I '' ` i i I I FP 3539 I FP `'3544 I ``� ___ _ I - ` \ j / J ,+ f,�i D SECTION L3 FP 3512 I FP 35L0 I N I ��', I FP 351.5 I FP 3521 1` `',* FP 3527 FP 353.3 1 1 1 FP 3547 1 1 \ , / Q BACK OF LOT TO TRACT BOUNDARY BOUGH GRADING r M ,,I < , 1 k- o o I Z - ` • o I (3 1 I>, //1. '`' %� WHEN DIFFERENCE IS > 0.3 �2 I--=) 2 �, ^.4- J ��= 7 r ' `q60 F1P 3552 • . )' ^4:)#`" J O 1 I r•L' 1 � )Y" ,�;">� � #' k I ,=. 5• n. :3J` ��. „4.jtl $ „Yj5' ��?'J' ,, �.<� `j `, SCALE 1 =10 B I O D�l, „ ' I ` ., ` p � / �' xI - __ I_t1 xD x�1 X- I x� 1 x I x (x' x x �X Xr / ,�'�i -,-ifl ... .--------- __ IX _. _ 2 Vi l I I 1 I I I ��, I �, 1 9 `• i# // I �. K _ _. p r' / r i - ��_ - ' -- _. - ( ~, I � f g I 1 1 FP 3550 ; 1 .i I 1� �y - -; - _ _ — — __1 I � I i I �. h 1� FP 3552 f , ;; -r ----- --- --- I ;� ---- ,_ -- - pg tn' Ct` �h � --,, 5 l-.ZrtN I - =-- ----- )' r- �,) �p iI r.,>_ "i -_ I� J4�;-, (�� I - 71 411 I", I kw x , x �i , ,,5", ! ,\\, ,L) �' - If,(, [ TRACT x 4, �� I 1` %,t j ---- i +i I j Q N l� 1 ter ,—. /, -x r _,, I l 1 I i II t „iJc 11 `� ,, r�11'1-,.. 000* 1 I x� - _ .r...::' : q ; li ' 1 .;) # i I ' 7 `\ v v� ! ! , ! ; ti v 1 w� ,j, i % It\ f33 3 i ', ^\^ a �, , PRIVATE PARK J, ' , '. 1 1 `` Li , E v ! ,11 ; , " �"\1 LOT "D" : �/I ! `i ` ), �1 ' fes` �,` �`�, ,v .,� ! I , 1;,.-r, ! I ` .i �` i- C !. I I,- C` I - - f .f j P, 'ter.! � - - - j -i, r \ � ~``\� . 01 )I I` ( III` k f' i Ms's. #i 1;71# j SII? I j____-._ . 7- 1 10I,1 ,I iI 'ltlllllt�rf1 ' 1i I ! 1 i- i , ,� / \ � dyy .; a . / , SS€ 4 , I ��--•• (t�' 3 11-1 Y �: i I ✓' ,/ r` � r :' . _ i t ,* ,� {,, y,p i I F y� �'\\ �1'1 i * �' COMPACTION LIMITS 10'-15' 12' 60' RIGHT-OF-WAY 12' I- 10'-15' COMPACTION LIMITS 10' I 60' RIGHT-OF-WAY _ •� _ COMPACTION LIMITS LANDSCAPE LOT � COMPACTION LIMITS 12 _ 12 LANDSCAPE LOT o I 5' 7' 18' 18' 7' 5' = o T 18' 18' T 5' a IL �_ ►- a = w w w I Z a w Z r = w = ( Z w OVERIXCAVATION Uj o I z w = o w OVEREXCAVATION 0 o w o 0 z a LANDSCAPE LANDSCAPE I 0- z SEE GRADING NOTES ? ° I LANDSCAPE F � R. LANDSCAPE I o (SEE GRADING NOTES) SIDE- w = ( ) OVEREXCAVATION = w SIDE- o cn o AREA SIDE- w s OVEREXCAVATION = w SIDE- AREA o N o AREA o 0 AREA c� FINISHED PAD 00� MA1y , = 1 WALK 2.0' 2 12' `_4 12' 2.0' WALK I = 10% MMN FINISHED PAD (SEE GRADING NOTES) 2 0� = I W� 2.0' � � � 2.0' WAS I = 20. (SEE GRADING NOTES) 2%� % 2% �r- 1 2.0' 0'5% FINISHED PAD / MIN. I 2� _% 2%� �j� I 2% MIN• FINISHED PAD 2.0 ��I . ,77,777777777 47 i PROPOSED PROPOSED 1` rPROPOSED PROPOSED SIDEWALK (2% MAX) PROPOSED 6 -CURB JA.C. PAVING PROPOSED 6"CURB PROPOSED SIDEWALK (2% MAX) PROPOSED 6"CURB A.C. PAVING PROPOSED 6"CURB PROPOSED PROPOSED PARKING AREA ROUGH GRADE UNE AT PROPOSED PARKING AREA SIDEWALK (2% MAX) PROPOSED PARKING AREA ROUGH GRADE UNE AT PROPOSED PARKING AREA SIDEWALK (2% MAX) • SEE STREET PLANS 0.7' BELOW TOP OF CURB SEE STREET PLANS SEE STREET PLANS 0.7 BELOW TOP OF CURB SEE STREET PLANS A SECTION B SECTION 2 FRONT TO FRONT LOCAL STREET ROUGH GRADING2 SIDE TO SIDE LOCAL STREET ROUGH GRADING SCALE 1'=10' SCALE 1"=10' WMSP SECTION - 4.19 WMSP SECTION - 4.19 Know what's below. 0111 before you dig. SCALE: 1 " = 50' 50' 25' O' 50' 100' LEGEND EP EDGE OF PAVEMENT FS FINISH SURFACE TC TOP OF CONCRETE OE OVER -EXCAVATION FL FLOWLINE FF FINISH FLOOR CL CENTERLINE FC FINISH CONCRETE ELEV ELEVATION GB GRADE BREAK EXISTING GROUND CONTOUR FP 367 9 PROPOSED PAD ELEV. PROPOSED GUTTER FLOWLINE ELEV. t;. EXIST. TOP OF CURB ELEV. 164 EXIST. GUTTER FLOWLINE ELEV. PROPOSED LANDSCAPE ELEV. DIRECTION AND PERCENT OF SLOPE FOR DRAINAGE CURB AND GUTTER .................................-:.-.-.-:.-.-.-..-:::::.:.-.-....-............................... EXIST. CURB AND GUTTER - CENTERLINE OF STREET — - - - - - - — PROPERTY LINE / RIGHT-OF-WAY - - - - - - - - - - - PAD COMPACTION LIMITS - - D STORM DRAIN TYPE "A" CATCH BASIN WTH 3.5' WIDE OPENING UNLESS OTHERWISE NOTED -= - - —EXIST. STORM DRAIN TRACT BOUNDARY PHASE BOUNDARY .....«..«w..«..««..«......LIMITS OF GRADING OUTSIDE OF THE TRACT BOUNDARY MATCH LINE - - A SECTION LINE 1 NOTE: ALL STREETS ARE PRIVATE AND TO BE PRIVATELY MAINTAINED UNLESS OTHERWISE NOTED. LJ R/W �EJ5 �•3 s k, FUTURE= \\\UN'IT 3 4qT,7A PART x xGJ I < x x x T A P) ,G .J v .1• _ -.._ _.... _.....—..... _ ..— ._ ___.. .. __. ... ._... x _.. _...._._r\J,)L ........ .. _.. -y e' _ y_.. .. .. _._. UA _.._. , -i� is?tl�;. PJc>. 0:211•^{`F1... 4:: ._.�...._._.____......_______..... ______......._.. �.......__._____.. � �,__._._.._.._...—._.__._.._._.._.._._. !. _.....__..._ __. , ..._.a- _ _ _ ......u. . ..........-... �_. . GI, b �S ,ham .d a y � ...................->"15,6N_(.357) wi,.:Ji s . _____. W ' ' .._ . . ............. �,OAYUGHT LIKE OE�OF SLOPE- -�-�� .�...... tet _ _ _ .__..._ _ _ _ _..._....W - � _-- � <� 4, N. ING AVENUE _ Ja x `\\' } , 1y� •Sy µ1- �c ,• 1 i� 1' y'. ` A��d —i,i.i STREET) TOP OF SLOPE y 3W' `v,'l E C.O. .11-E J' E E..SEM PUBI�C PER DOC. N W 91 ? 5 0 0 ` U-)' l �3 > ' �� o F�JTURE MEDIAN CURB o 00 d I o !� 04 "4 ~' v "' - Nt v PROPOSED C)RB & GUTTER 4"'0,25%- 25� Q 2 _ _.... G, ` ,jam i � f ' �` `� `./ .. ' ✓6` v' i l !i 1x x I x 1 X i X I x 1 x 1 x i x Ixy x x I FP 351.6 I FP 3514 i I I FP 3517 FP 351.4 I R' 3515 � IFP 3517 i IFP 3m z 1 21 i i ' 1 2 I J25 °° I z, 26C 1 1 G x,22 23 I , , 1 J I ��- ,�. 27 v,l 28 c5 �D`�;5 � \ ^��. I ` x x x x x x? x x / x r x x 1 I I ' I FP 3521 / �29 \ 1 I i i ii / FP 3522 • �77" '•= — [.. fin. _ A _6 ,i,.. .i t ✓ y / `<.r J, V1/ JJVf' J, a:+.y... ��A ry ..:t tet:,' / ------ �, 0'29 •-• -•- - - �c� • -� .� -• nt' •-.-•-•- - - - nt' - Oj25 . ._ _ �,-•-•-•-•- .... _• _ _ _ \ / \ y°�` _ _ ?� _ _AMBRIDGE K_NOLLS_DRI 'S4 �, -- - - - 1 •_• 025%-- 2 ----- „G ,�6� .O - _x,-..^3— rf ..i— - = _•mac:=,= ''✓ '� G -.r 17 ^ h X x x. x x x �x ,, _ \ x 349,_ 49 Fl ------ -----i ------ — — — — ------- --- -- — --- �� '` \ FP 3524 r ,1 �- w Q 1 � I ` J I X• �+ x x x x 1 ` ' 42 1_ - 44 F 45 I I I i ; 13 ' 349.7J fZ 'h I ;' tl 1 46 1 47 I i z 31 110,1 FP 3517 s Fp351.6 4 I 48 I,.O � '° i ° P 351.4 :�` FL' 1.4 i '3515 i �� 1 I ,I 349.ss hF-P 3522 e1 FG iG ,G ..>' > ,� FP 3517 F,> f G j �r x >, x j x I ;� x x x x FP 35 o I x I Q I x x Lt !k 1 FG 1 G I I ��,1 �• i g16FG�.fl 1 065V io�rp0 ' •�R-- - - J g _ 1 , c",`�✓ r•�d 4�'' G-• ✓ \ 4 , I -, 4 ' x i x i x,c.J \'L \-J I x \Y, _� I�D\i N' I d' I ,�� B ISI II^— i l I I I i � J, � � , � � I� 41 I 40 1 39 1 38. 2 34 _ 1 ' I I' 1 , ;I; 4' , 3 b I '' 36 r 35 1t i o^� ; o Itri 6: y G; n�Gj �> :�J 4� 1Gj� ;j:, �G �G� �' I G,." 1, I Flo" r, x x x x t x x' x y 10'I x '30' 30' x x y x I I ! o I FP 351.4 I FP 351.0 I FP 3509 FP 3507 FP 3507 FP 35Q9 FP 3510 = I FP 3512 I 1 I 1 I' I x6 -� - - -► - - = -=�- - nc' 0'---• ^c' - — —. 1.—._._ —.—._. k I �k 0 _ _._ -e- _ 1�� —-- —'p"a� 01 Q 2s� =�COYLE 6FICLEoor )-to X.-•-•- - - •-•---•-•-5% •- - _ _ _ X - - -X _.X _._.�am- -•--- - - 110' TO 121' RIGHT OF WAY 55'-66' 7' 38'-52' a 10' iz z i� 0.95' 0 _ 2 f2z - - - - --- - EXIST. GROUND - - - - - - - - - - - - - - FUTURE MEDIAN ROUGH GRADE LINE PROPOSED CURB & GUTTER E SECTION 3 MING AVENUE SCALE 1 "=10' W.M.S.P. EXHIBIT 4-2 n T 7354 1 X-1 1 i x E I I i R/W PA 1 ±55' 1 7'-10' w` m 2x•_� 4:1 MAX - - - 27o MAX. SLOPE PROPOSED MEANDERING TRAIL Y 1 5' Y W LANDSCAPE LOT WITH m 10' MULTI-PURPOSE LU W TRAIL Ir o a m (PER SEPARATE < W a. 2� MAX � FIp 0.50 MIN. a 4:1 MAX m I C9 2 2x•_� 4:1 MAX - - - 27o MAX. SLOPE PROPOSED MEANDERING TRAIL 0.5% MIN. SLOPE PIPE AT POSITIVE GRADE TO DRAINAGE EMITTER. ANGLE PIPE TO I 3 SMOOTH WALL it In; SURFACE 1 PVC PIPE TYP. 001f= 1 �._.-._.�._._._._._.-&._._._._.._._._._._._._._._. _._.._._._._._._._._._._._._._. 1 GRADE TO DRAIN 1 / _- W 1lot I 42d 2% PROPOSED 5' MIN. I Z HOUSE ., I � � J 1 �7_ 2% .1 LU 0- 0 GRADE' --,TO DRAIN \ i._._._._._._._._.------------------------------ 10 ------------ ._. ._-Z) 0.5% MIN. SLOPE PIPE AT POSITIVE ANGLE PIPE TO 1 3" DRAIN GRATE GRADE TO DRAINAGE EMITTER. SURFACE i (EE DETAIL "A" TMP. SLOPE—T R /N 3" SMOOTH WAL� PVC PIPE A -MIM DETAIL "A" NO SCALE PVC MITERED DRAIN OUTLET DETAIL "B" NO SCALE TYPICAL FINISH LOT GRADING AND DRAIN CONFIGURATION NO SCALE ALL HOMES TO BE CONSTRUCTED WITH SUBSURFACE LOT DRAINAGE SYSTEM AS SHOWN ABOVE. SYSTEM SHALL BE INSPECTED BY CITY OF BAKERSFIELD BUILDING DEPARTMENT. INLET WITH S" DRAIN GRATE 3" SMOOTH WALL PVC PIPE - SCALE: 1 " = 50' 50' 25' 0' 50' 100' FINISH GRADE o IL W z Know what's below. Call before you dig. 1111111111 1 5' Y W LANDSCAPE LOT WITH m 10' MULTI-PURPOSE W TRAIL MIN. 6' HIGH o a BLOCK WALL (PER SEPARATE < PERMIT) a. 2� MAX FIp 0.50 MIN. 4:1 MAX 0.50 MIN. 4:1 MAX 0.5% MIN. SLOPE PIPE AT POSITIVE GRADE TO DRAINAGE EMITTER. ANGLE PIPE TO I 3 SMOOTH WALL it In; SURFACE 1 PVC PIPE TYP. 001f= 1 �._.-._.�._._._._._.-&._._._._.._._._._._._._._._. _._.._._._._._._._._._._._._._. 1 GRADE TO DRAIN 1 / _- W 1lot I 42d 2% PROPOSED 5' MIN. I Z HOUSE ., I � � J 1 �7_ 2% .1 LU 0- 0 GRADE' --,TO DRAIN \ i._._._._._._._._.------------------------------ 10 ------------ ._. ._-Z) 0.5% MIN. SLOPE PIPE AT POSITIVE ANGLE PIPE TO 1 3" DRAIN GRATE GRADE TO DRAINAGE EMITTER. SURFACE i (EE DETAIL "A" TMP. SLOPE—T R /N 3" SMOOTH WAL� PVC PIPE A -MIM DETAIL "A" NO SCALE PVC MITERED DRAIN OUTLET DETAIL "B" NO SCALE TYPICAL FINISH LOT GRADING AND DRAIN CONFIGURATION NO SCALE ALL HOMES TO BE CONSTRUCTED WITH SUBSURFACE LOT DRAINAGE SYSTEM AS SHOWN ABOVE. SYSTEM SHALL BE INSPECTED BY CITY OF BAKERSFIELD BUILDING DEPARTMENT. INLET WITH S" DRAIN GRATE 3" SMOOTH WALL PVC PIPE - SCALE: 1 " = 50' 50' 25' 0' 50' 100' FINISH GRADE o IL W z Know what's below. Call before you dig. 1111111111 - 11 11 11 11 11 . 11, - -11 ly . I v I -11- ,-,-) av/ 11 I � .1I 1 1W ___ ..... I I . ; ' \ ,5 \ ,I I i I � ,,,-�� " , __ 11 I _f � ,,,�, I ------ :ir ------- . 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I'll _= . . ........ �, I ...... . ....... ....... . ..... ---. c 11 I - ,. - " , " \ ,,\, \ I � � v PAD -1, -_ * * * * * 'k / , , , ',,-� , i- I / 3607, rc i i /0. X " T, -I , 1r- 'I � _ , , "'-'-,'/ , "m - IN � 1. 'y ___ 1$ ,*,�, .8, , � .::�/ "'. ,� I z r / . . 79 ,,,,, -1-e - >111r�� V) ;p_ �Q� - - e(;- 1;�?s " / 4�� I & -,��'? t/ ,�\ i 11 _t, I%- , - \"�\v �� G GOB "I W - I . I ,� 11 10 _� _v : �1_ - N 1 1 __ - I -1 \1 I _________. "I I L I I , I �, .-o ; I / 0 :lc- . , ,\ 1 56 11 , c __7 - " I , 1, , I \ , I " ! \ 11 - I% 1-i \ ,��;\ � _^ 1 % \ \ \ \�, "i, I ,� I 1 , " \ I -A I / /*_F� SECTION jj SIDE OF LOTS ROUGH GRADING/ BACK OF LOTS ROUGH GRADING MEN DIFFERENCE IS > O.S SCALE 1*=10' MIN. 6` WALL PER SEPARATE PLAN I 1,1-- \ \ \ * '��'k 1-* 41 . I I , * -11 ,,, iv \, ; \ i i / 11 ___ - I I I � � �, 1, ; I \ I I roll �11, \1 CD , - . 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I GEOTE01NICAL INVESTIGATION SE1 File No, 18-16%2 Ilighgate West 1rac(Developmem, Mazicht 14,2019, OVOTECWNICAL INVESTIGA TION SEIFIk No. 18-16962 GEOT&XIINICAL INVESTIGATION SEIFfle No, 18-16962 nighgate Wat Traci Development March 14,2019 Development offM1ugAve4;me,:EakerV7dd, Page 12 APN. 523-540-25 t Lft�ate Kern Comoi, CA SOILS ENGINEERING, INC, APM 1?3440-25 1 g&&ate.Development offMingAvenue, Bakersfleld, Kern County, CA Page 14 SOILS ENGINEERING, INC. GEOEVC11NICALINYMEMATION Smote No. Is -14,962 Highgate West 7)wci D.- peropluens M(PA4,141,20110 GEOTECMVICAL INVESTIGATION SEI File No. 18716962 Highgale West ZractDopelopmem! March 14,2 GEOTECHNICAL INVES2704TION SEI FOC No. 18-16962 Highgale West Zwel Development M=414_7019 GEOTECRNICAL INVESUGA ZION SM Me No, 18-46962 SOILS ENGINEERING, INC. and blotter material (if included)., The American Concrete Institute recommends a minimum I APM 523-540-25 �Llghgate Revehipment tff MIagAvelrue, La��sfteld, Kern County, CA: APM5,2344&251_:�aje� �velo me�#t!! "Mn A �wue,, �#keq gN A Kent IC�ftn% C APN.-523-S40-25lN&ateDe!La AV09 fikhgfue West Tract Development Mamh 14i 201# A PN. ?S I Highgale Development off Ming A venue, Bakersfield, K-9 Coun CA 10 SE1,19fle No. 18 GvoacowAt INvENTIOATION -16962 from damage. Punctures and tears should be repaired prior to concrete placement Equation 2. Equation 3 is for rectangular footings having dimens[ons.0 and MB, 144, is the modulus of suhgrade reaction from the source referenced above based on a I foot x I foot At -Rest Case, Atriest pressures should be used for subsurface walls restrained at their tops by If a blotter layer between the moisture vapor retarder/barrier and the concrete is, to be used, it !t, mghgak 1yest Traci Devetopment March 14,2019 GEOTECHNICAL INVESTIGATION EARTHWORK RECOMMENDATIONS Review.� Prior to any compaction or backfill activities, the bottom of the excavation shall be Compaction Requirements - where not otherwise specified In our plans or in these APIV. to be water -cured, the blotter layer, which would act as a reservoir, is not recommended. Equation (1) k,,F K,,, X reviewed by the geotechnical engineer or his representative. If indications of previous fill, recommendations, the following compaction requirements are applicable to all electrical, Furthermore, the soils proposed for import shall, be generally ho anous and shall not contain I mog passive lateral soil resistance may be combined without reduction, FOR HIGHGATE WEST TRACT DEVELOPMENT "Earthwork Speoificafions,� in Appendix A are provided for general guidance in preparing site, discoloration, loos -o or compressible material, buried improvements, structures, pipelines, gas or water conduits: cemented or clayey and/or sllty lumps larger than one inch. When such lumps are preserlL they shall not represent more than tan (10%) of thematerial by dry weight. Tree roots to 2 inches in diameter should be removed. Both fill and cut slopes will be subject to its use will be nullified.. grading plans, In addition, the following specific recommendations are provided and supersede debris, rubble, trash, or any other disturbance are observed: by the contractor, the gootec For further consideration, refer to the American Concrete. Institute Manual of Concrete Praoike percent ce erosion immediately after grading, and should be designed to redu, surficial sloughing by HIGHGATE DEVELOPMENT, OFF MING AVENUE the Earthwork Specifications In AppendIxA wherever discrepancies may exist. engineer shall be notified immediately, Excavation. of native soils shall continue in vertical TABLE A COMPACTION DEPTH Where -a proposed import source contains obviously variable soils, such as clay and/or slit implemenfing a permanent slope maintenance program as soon as practical after completion of slope construction. underlie slabs, but they should be. routed to exit by the shortest feasible paft COMEACTION & QeMAdUM M991219 increments of one toot until compaction tests at the bottom of the excavation equal or exce ed 80916, Fill placement In. excavations shall not proceed until the geotechnical engineer or his — Haunch to I ft' I ft. AboveTop of 26" Below layers, the soils which do not meet the above requirements shall be segregated and not used The highest Chloride (CI) concentratipri measured was 53 ppm, Generally, chloride BAKERSFIELD, KERN COUNTY, CA foundations against lateral movement and the active lateral forces againstreltainirig walls and representative on the site has reviewed, tested as described above and accepted malerials� Area Above Top Pipe to 216" Finished Grade to for this project or the vanous layers shall be thoroughly mixed prior to acceptance testing by the Geotechnical Engineer. Slope maintenance should include proper care. of erosion and drainage control devices, rodent An testing program. The laboratory test reports are provided as Figures 0-1 through D48. Unless otherwise specified herein, soil and other similar materials placed on this site shall be exposed at the bottom of the excavation. Of Pipe Below Finished Subgrade and level; and that no surcharge loads or sloping. backfills are present within a distance. from the- control, and Immediate planting with deep -roofing, lightweight, drought�resistsnt vegetation. HMA design should meet the requirements of the 2010 or newer, $late of C I alifornia, Standard compacted to not less than 90, percent of the laboratory maximum density: for each material as I The soil pH ronged from 7.80 to 8,04. Generally, a pH Jove[ less than 5.5 are considered to be Finlshed:Grade Structural 90% The contractor shall provide sufficient advance notice, prior to import operations, to allow testing erosionoontrol geotextile, may also be used in combination with vegetation to control erosion. Prepared for: determined in aqccrdanQe:WJthASTM TellitMothod D1667. Soils and similar materials sh ould be compacted at or near the 'optimum moisture' for each material, as determined in accordance PavementAreas: 90% 90% Pavements 90% 90% 90% and evaluation of the proposed import materials. Because of the time needed to perform the Experience has shown that -slope performance Is largely dependent upon proper slope Castle and Cooke Commercial California with AS.TM Test Method D1567. Potentially expansive materials should be compacte at a, 'optimum Ground surfaces to receive concrete driveway and bituminous pavements should be Non -Structural 9D% an above tests, the contractor shall provide a means by which the Geotechnical Engineer or others can verify that the soll(s) which was. sampled and tested is. the same soll(s) which Is being maintenance (i,e,, planting, proper watering, clearing of drainage devices, etc,). Slopes properly placed and conscientiously maintained are not expected to display excessive raveling or 10000 Stockdale Highway Suite 300 moisture content which is one to th percent higher than the laboratory determine , ree of soarifted and compacted to a minimum depth of 12 inches below the grading plane In cut imported to the project, sloughing, Bakersfield, CA 93311 moisture". areas or to 12 Inches in areas to receive fill. Engineered fill placed in proposed "Placing, D. ENGINEERED FIL additional tests should be performed after rough grading has been completed and prior to a carifled and compacted to a minimum dep of 12 inches below the grading pla . ne in cut areas B. STRIPPINg pavement areas should conform to the requirements of section 5.4, Spreading and Compacting Fill Materials," of Appendix A. F, DRAINAGE FOUNDATION RECOMMENDATIONS By: Earth materials obtained on site are acceptable for use as engineered fill provided that all aLABS.OWGROUND should conform to the requirements of section 5.4, "Placing, Spreading and Compacting Fill SOILS ENGINEERING, INC. Prior to site grading, existing ground swifacesshould be stripped of sut face vegetation and high Compaction in proposed pavement areas should be a minimum of 90 percent of the grasses, weeds and other deleterious debris are first removed. Engineered fill materials should Finished ground grades adjacent to the proposed structures should be sloped to provide positive free drainageaway from the foundations. No areas should be constructed that would Spread Foatitigs - The proposed foundation could be supported on continuous spread SEI File 18-16962 volums. root masses.: A stri pping depth of one to three Inches is generally, adequate. Stripped maximum density as obtained to ASTM Test Method D1557, arid should extend to a I be placed in thin layers (less than tan inches uncompacted thickness), brought to, near the allow drainage generated on the site, or water impinging upon the site from outside sources, to footings in accordance with the following Table B: March 14, 2019 material shall not be used. as engine ered fill or blended with or incorporated into any materials which Will underilean st I ructure's or otherimp I rovements on the pro'ect Re ova I of trees or y j m minimum of two, feet beyond the outside edges of pavements. optimum moisture content or to a moisture content commensurate with effective compaction and soil stability, and compacted I to a minimum of 90 percent of the maximum density pond near footings and slabs or behind curbs. Where ground surfaces adjacent to subsurface TABLE B standing retaining wafts, unrestrained at the tops. Active pressures should hot be used where tilting outward of the walls Is I greater than 002H would not be desirable. I 1 11 1 � , other largo planisshall include alf roots larger than: 5/4' diameter. If necessary, root remnants Utility Lines. obtainable byASTM Test Method D1557, "Placing, Spreading and Compacting Fill Materials,* In walls are to be landscaped, walls should be waterproofed. Installation of gravel -filled drains to FOUNDATION DESIGN CRITERIA Bowles, Joseph E; FOUNQATION ANALy%&8XQ2fM; M;:Graw�kill Book Company (1977); Table 9-1 P& 269 are to be removed by hand-picking. Re existing structures and improvements, including adequate tests and observations to verify conformance with these recommendations. Appendix A. route subsurface drainage away from walls will reduce the thickness of damp -proofing resulting Minimum Depth Maximum Allowable .move within the limits of grading or as depicted In thav project documents; vs Backfill for u ility lines tra rsing areas proposed for facilities, pavements, concrete In a Considerable savings. Footing Typo Minimurn Width Below Lowest Soil searing FES 01 F C. GROUND SURMCE PREP ARATION , slabs -on -grade, or areas to receive engineered fill for future construction should be E. IMPORTE ft) Adjacent Subgrade Pmssure compacted in accordance With the same requirements for adjacent andlor overlying fil I 1 2400 materials. The table shown below provides general guidelines for acceptance of import engineered fill. Both fill be 2:1 to in Continuous 1 No. 3954,9 Proposed Structure Areas: Ground surfaces in: the proposed building areas shall be compacted Materials of equal of better quality than on4ite material could be reviewed by the Geotechnical and cut slopes should constructed at (horizontal vertical) accordance with the 2013 Uniform Building Code. Finished slopes nearer than five feet from building foundations Isolated 2200 In accordance with the following procedures., Compaction should include haunch area, spring line and from top of pipe to finished subgrade. The haunch area up to one foot above the top of the pipe should be backfilled Engineer on a case by case basis. No soil materials shall be imported onto the project site without prior approval by the Geolechnical Engineer. A deviation from the specificatio ny ns given should be graded no steeper than five horizontal to one vertical (51). A slope ratio of two IW_ Tony M. Frangie, P.E. 1 . Excavate earth material to a minimum depth of two (2) foot below the lowest existing, with "cohesionlese material. below shall be approved by the Geotachnical Engineer prior to import operations. horizontal to one vertical 2:1) should provide adequate stability for slopes farther than five feet from footing lines. Bearing pressures given are for the minimum widths and depths shown above, Peering pressures given on Table B are for dead and sustained (loads acting most of the time) Vice President grade irr each of the proposed structure, areas. Cohesionless native materials may be used for trench and pipe or conduit backfill. The Maximum Percent Passing #200 Sieve......... .......... ....... 40 live loads; they may be increased by one-third for Wind and/or seismic loading conditions. 2. The bottom of the excavation shall be reviewed by the soil engineer or his- representative term "cohesionless," as used herein, is defined as material which, when dry, will flow Maximum Percent Retained 3" Sieve ........... ......... ......... ....... 0 The fill slopes shall be.compacted to a minimum of 90% of ASTM DI 557 and in accordance with the Guide Specifications for Earthwo Appendix A. This may be achieved by overfilling The proposed foundations shall be reinforced in accordance with the structural engineer's COPYRIGHT: prior to any backfill operations. The top twelve, inches of materials exposed'at. the bottom Of the excavation shall be soadfied and compacted to a minimum of 90 percent of ASTM readily in the haunch areas of the pipe trench, Maximum Percent Retained I Y2" Sieve for building areas. .............. ................. 15 , the constructed slope and trimming to a compacted finished surface, rolling the slope face with recommendations. All r*ots imod by tho owscItid - p,.Wdcd .,d. cop),iot. N.Wth�udmll thc fact dcst the CDpynight to tbis doomcat, and cach pottion watsined hcrein, is the solo P�.Ptty of soils E.8c.-tig ino., D1557. Pipe backfill materials should not contain rocks larger tban two inches in maximum Maximum Percent Retained 1/4" Sieve for landscape areas.. 5 a sheepefoot as the level of the fill Is raised, or any method that achieves the desired product settlement., and witcout mMmg or in acy way Uso0etring said Copyxi&t, Soils Follintcring, l.c. heoby g-% Citsdo and Coko Cocc.cl.] Calitb-i. th. weam-io.t to -py, mprcdooc, .A dimbm tbis repoit for Who, nort-co—cal, us.. 3. Moisten excavated and im I ported soils to ripar the optimum,moisture or to a Moisture dimension. Where adjacent native materials exposed on the trench bottoms contain protruding rock fragments larger than two inches In maximum dimension, conduits and Maximum Percent Retained YW Sieve for play fields ....... . ....... ........ .. ...... 0 The cut portion of the slope should be constructed first. Prior to construction of the fill slope, incompetent surface soils should be removed from the top of the out. Areas to receive fill or to Provided maximum allowable soil bearing pressures given above are not exceeded, total content consistent with effective compaction and soil statolity� pipelines should be laid on a bedding consisting of clean, cohesionless sand (SP), In the Maximum Liquid Limit ... _ ........ ....... ......... __ ....... 40 sup port structures, slabs or pavements should be removed of all vegetation, debris and settlement should not exceed one inch. A major portion ... two-thirds to one-half ... of total Compact moistened soils to a minimum of 90peroent of the maximum density obtained Unified Soils Classification System. Maximum Plasticity Index ......... ...... ............ __ ......... ........... ... 14 disturbed soils. All existing uncerfified fill soils should be excavated to expose competent native settlement should occur before the end of construction. Differential settlements should occur by ASTM Test Method D1557. soils. before the end of construction. Differential Settlements should, accordingly, be less than one- Minimum R -Value, for pavement areas_ . ......... ___ ........... ......... ... .......... 50 half of an inch for a horizontal span of twenty feet, 4. Work to lines at least five (5� feelfboyand the outside edges of exterior footings arid two Minimum R -Value for building areas .. .......... I ......... -1 ...... ......... 35 Existing underground pipelines, private sewage disposal systems and any water or oil wells, If encountered during grading, should be removed or capped in accordance with procedures feet beyond pavement edges. Maximum Expansion Index (per 2016 CBC) ............. ........ ..... .... __ 20, considered acceptable by the appropriate governing agency. 4400YEAGERWAY BAKERSFIELD, CALIFORNIA 93313 PHONE (661) 831-5100 FAX(S61)831-2111 0 200 SOIL&ENGINEEMG, INC 0 2019 SOILS ENGMERMG, INC, 0 2019 SOILS ENGINEERMIG, INC. 0 2019 SOILS UNGMERING, INC. 0 2019 SOILS ENGRINEERAING, INC. S,OILS: ENGINEERING, INC. SOILS ENGI NEERING, INC. SOILS ENGINEERING, INC. I GEOTE01NICAL INVESTIGATION SE1 File No, 18-16%2 Ilighgate West 1rac(Developmem, Mazicht 14,2019, OVOTECWNICAL INVESTIGA TION SEIFIk No. 18-16962 GEOT&XIINICAL INVESTIGATION SEIFfle No, 18-16962 nighgate Wat Traci Development March 14,2019 Development offM1ugAve4;me,:EakerV7dd, Page 12 APN. 523-540-25 t Lft�ate Kern Comoi, CA "Iffh9ale West TroctDleyd#Plitent March 14,2919 Aft 52344045 1 �&kgalepyflopm I qffMingAvanue, **f#W Aem County, CA -age 13 APM 1?3440-25 1 g&&ate.Development offMingAvenue, Bakersfleld, Kern County, CA Page 14 MODULUS OF SUBGRADE REACTION Passive Case, Passive lateral earth pressures should be used when computing the lateral The project designer should provide specific details regarding construction of the concrete slab - on -ground, including a moisture barrier or vapor retardertbarrier, capillary break (If included), Modulus of subgrade reaction for use in design of foundations is. based on ranges of values for Bowles.1 resistance provided by undisturbed or compacted native.solls against the movement of footing. When computing passive resistance, the upper one foot of embedment depth should be and blotter material (if included)., The American Concrete Institute recommends a minimum I soil types provided by Foundation Analysis and Design by Joseph, E discounted. moisture vapor retarder of 10 mil thick polyethylene. The vapor retarder should b e protected Equation I should be used for footings on sandy soils. Foundations on clay soils should employ from damage. Punctures and tears should be repaired prior to concrete placement Equation 2. Equation 3 is for rectangular footings having dimens[ons.0 and MB, 144, is the modulus of suhgrade reaction from the source referenced above based on a I foot x I foot At -Rest Case, Atriest pressures should be used for subsurface walls restrained at their tops by If a blotter layer between the moisture vapor retarder/barrier and the concrete is, to be used, it soloarepl4te, For general guidance Krl of 126 kct may be used for the subsurface sandy soils. floor dlaphrp gms o,r-tie-backs and for retaining walls Where tilting outward greater than .002 H should consist of crusher fines or sand with predominantly angular, inter -looking grains that would not bo� desirable. could be compacted With 100% of the material pass 1 1 1 ng the #4 sieve screen, For slabs which are Frictional Resistance: A friction coefficient of OAS may be used when computing the frictional to be water -cured, the blotter layer, which would act as a reservoir, is not recommended. Equation (1) k,,F K,,, X resistance to sliding of footings, grade beams, and slabs -on -grade. Frictional resistance and The material should, at the time of concrete placement, be dry to damp, compact and smooth. passive lateral soil resistance may be combined without reduction, Concrete should not be placed if the blotter layer is wet, or may become we! Ze to weather Equation (2) 4 SOIL CORROSIVITY es condition, as it will act as awater reservoir beneath the concrete arid all apparent Wvantag of its use will be nullified.. Equation (3) kf Ke, X Soluble Sufia!qa. "SO For further consideration, refer to the American Concrete. Institute Manual of Concrete Praoike Values given above. should be used for guidance. Local values may be higher or lower and The highest Sulfate (804) concentration measured was 450. Generally, sulfate concentrations 302. IR and 360. should be based on results of in-situ plate bearing tests performed in accordance with ASTM greater than 1 500plim, aire. considered to be corrosive to foundation elements. (Ref., ACI 31 a, Pressurized water fines should not be placed beneath slabs. Gravity flow sewer lines may Test Method DI 196, Section 4.3, Table 43.1) underlie slabs, but they should be. routed to exit by the shortest feasible paft LATERAL EARTHPRESSUREG gh1grId_es JQ PAVEMENT Lateral earth pressures and friction coefficients for determining the passive lateral resistance of The highest Chloride (CI) concentratipri measured was 53 ppm, Generally, chloride Hot Mix Asphalt (HMA) pavement shall be designed based on the Resistant R) Value test foundations against lateral movement and the active lateral forces againstreltainirig walls and concentrations greater than 500 ppm are considered to. be corrosive to foundation elements. results shown on Table I and Table 2, The results ranged from 43 through 78 according to our subsurface walls, expressed as equivalent fluid pressures, are given below In Table C. Lateral (Ref: Caltrans Corrosion Guidelines I Version 1,0) testing program. The laboratory test reports are provided as Figures 0-1 through D48. earth pressures were computed assuming that backfill materials are essentially free draining and level; and that no surcharge loads or sloping. backfills are present within a distance. from the- P_R_ HMA design should meet the requirements of the 2010 or newer, $late of C I alifornia, Standard wall equal to orless than the height (H)* oftho, Wall. The soil pH ronged from 7.80 to 8,04. Generally, a pH Jove[ less than 5.5 are considered to be Specifications Manual (SSM), Section 39. Aggregate Base should also meet the Class 2 (H)# the height of backfill above the towest adjacent ground surface. corro , sive, to foundation elements. (Ref Caltrans Corrosion Guidelines/ Version 1.0). requirements of the SSM, Section 26. Preliminary test results indioatethat existing surface soils at the locations and depths tested are PCG design should :meet the requirements of the American Concrete Insfitute,(ACI), 330R, Gu I ide for the Des ign and Construction of Concrete. TABLEC LATERAL EARTH PRESSURES corrosive based on the pH level test results. We anticipate that site grading operations will result Case Lateral Earth Pressures In a blend of native and/or imported materials at finished subgradeelevations. Accordingly, Ground surfaces to receive HMA or Portland Cement Concrete (PCC) pavements should be additional tests should be performed after rough grading has been completed and prior to a carifled and compacted to a minimum dep of 12 inches below the grading pla . ne in cut areas Active 35 KC.F. concrete design. � �Ih or to 12 inches in areasto receive fill. Engineered fill placed in proposed pavement areas aLABS.OWGROUND should conform to the requirements of section 5.4, "Placing, Spreading and Compacting Fill Passive 350 PIC.F. Materials,' of Appendix A. At -Rest 48, P.C. F_ Slabs -on -ground may be supported on earth materials prepared In accordance with the recommendations of.this report. if.expanii I lve so, Is are present, the stab and foundations may Compaction in proposed pavement areas should be a minimum of 90 percent of the maximum , , require sppolal design in order to reduce potential damage from solt volume changes; We density as obtained to ASTM Test Method D1557, and should extend to a minimum of two feet Active Case., Active lateral earth pressures should be used when computing forces against free recommend that moisture protection be provided for interior concrete slabs -on -ground that will beyond the outside edges of pavements, standing retaining wafts, unrestrained at the tops. Active pressures should hot be used where tilting outward of the walls Is I greater than 002H would not be desirable. receive moisture -sensitive floor coverings, or Where moisture, -sensitive equipment, products, or environments may be present. For exceptions to stab moisture protection, refer tothe 2016 These recommendations are valid only if the pavement Is properly drained and shoulder areas Ciallforn la Building Code, Section 1907.1. are graded to prevent water ponding at pavement edges. All construction should be subject to Bowles, Joseph E; FOUNQATION ANALy%&8XQ2fM; M;:Graw�kill Book Company (1977); Table 9-1 P& 269 adequate tests and observations to verify conformance with these recommendations. 0 2019 SOILS UNGINEEPMG, INC. a 2019 Solm Emr,"WiRmG, INC. 0 2019 SOILS ENGWWWClNQ SOILSENGINEERING, INC. July 15, 2019 SEI Fite No. 19-116962 Castle and Cooke Commercial California 10000 stockdale Highway, suite 300 Bakersfield, CA 93311 Aftentiom Mr, Ben Wageman Subject: Addendum #1 to the Geotechnical Investigation Project: Highgate Tract 7354 Location: APN: 523-540-251 Highgate Development SEo.fMing Avenue and S. Allen Road, Bakersfield, CA Dear Mr. Wageman: Soils Engineering Inc. (SEI) has prepared this Addendum to the Geotechnical Investigation for the Highgate Tract 7354 Units 1-7. located at APN: 523-540-25 at the Highgate Development fIoutheast of Ming Avenue and S. Allen Road, Bakersfield, CA. The following section has been modified - C. GROUND SURFACE PREPARATION Proposod Struoture Areas. After the clearing process of the existing trees on the northern portion of the building, ground surfaces in the proposed building areas shall be compacted in accordance With the following procedures:: 1. Excavate earth material to a minimum depth of two (2) feet below bottom of proposed foundations. 2. The bottom of the excavation shall be reviewed. by the soil engineer or his representative prior tip any backfill operations. After the. review, the exposed surface shall be proof - rolled with a minimum of two complete coveragas by a heavy Vibratory roller. The. vibratory roller should consist of a Caterpillar C864 roller or one With equal.drum-roller weight and drum -roller dimensions. One complete coverage is defined herein as multiple passes by a vibratory roller where each pass overlaps the preceding pass a distance of one-half the roller -drum -width, Where multiple-ppverages are specified, the direction of each successive coverage should be perpendicular to the previous coverage, 3. After the proof -rolling operation is completed, the earthwo* operation shall consist of constructing the engineered fill layer to the finished pad grade. Moisten excavated and Imported soils to near the optimum moisture or to a moisture content consistent with 4400YE,AQERWAY - BAKES�3RELRCALIFOANJA93313 -, PHONE (1361)831-15100 - FAX:(661)831-2111 I percent of the maximum density obtained by ASTM Test Method D1557, 4. Work to lines at least five (5) feet beyond the outside edges of exterior footings and two feet beyond pavement edges. We hope Of% provides the information you require. If you have any questions regarding the contents of our report, or if wecan be of further assistance, please contact us, Respectfully submitted, SOILS ENGINEERINGi INC., No. S9549 Vice President Attachmentw. Boring Location Map C&C Tract 7354 Units 1-7 Q IM SOILS INGM9VAING, INC, SOILS ENGINEERING, INC� GEOTECHNICAL INVESTIGAZION SEI File No. 18-16962 H1811gote Riest Tract Devdopmenl March 14.2019 APX-� $23-544-25 1 Higligate Development off MhfgAvenae, Bakerifleld, Aern County, A _____P _*_15 LIMITATIONS, OBSERVATION AND TESTING Conclusions and recommendations in this report are given for the Highgate West Tract Development, located on APN: 523-540-25, Highgate Development off Ming Avenue, Bakersfield, Kern County CA and are based on the following, a. The Information retrieved from twerity-seven (27) exploratory borings drilled at the subject site to a maximum depth of 164 feet below the existing ground surface; b� Our laboratory testing program results; C. Our engineering analysis based on the information defined in this report; d. Our experience in the Kern County area. Variations in soil type, strength and consistency may exist between specific boring locations. These variations may not become evident until after thestart of construction. If such variations appear, a le -evaluation of the soils test data and recommendations may be necessary. Unless a Geotechnical Engineer of this firm is afforded the opportunity to review plans and specifications, we accept no responsibility for compliance with design concepts or interpretations made by others with regard to foundation support, fill selection, fill placement or other recommendations presented in this report. Changes in conditions of the subject property can occur With time because of natural processes or the works of man on the subject site or on adjacent properties. Changes in applicable engineering and construction standards can also occur as the result of legislation or from the broadening of knowledge. Accordingly, the finding of this report may be invalidated, wholly or in part, by changes beyond our control. Therefore, this report is subject to review and should not be relied upon without review after a period of two years or after any modifications to the site, REVIEW OF EARTHWORK OPERATIONS Review of earthwork operations relating to site clearing, ground stabilization, placement and compaction of fill materials, and finished grading is critical to the structural integrity of building foundation and floor systems, White the preliminary Geotechnical investigation and report provide guidelines which are used by the design team, i.e., architects, grading engineers, structure( . engineers, landscape engineers, etc., In completing their respective tasks, review of plans and site review and testing.during earthwork operations are vital adjuncts to the completion of the, Geotechnical engineers tasks. The most prevalent cause of failure of a structure foundation system Is lack of adequate review and testing during the earthwork phase of the project. Projects rarely reach completion without some alteration being required such as may result from a change In subsurface conditions, an amendment in the size and scope of the project, a revision of the grading plans or a variation in structural details, Occasionally, even minor changes can significantly affect the performance of foundations. 0 2019 $OILS INGINEMING, INC. SOILS ENGINEERING, INC. GEOTECHNICAL INVESTIGA TION SE1 File No. 18-16962 Highgme weft Tract Development March 14,2019 APN; 523-540-251 Highgate Development offAfingAvenue, Bakersfteld, Kern Cou"o, CA Page 16 The most prevalent secondary cause for foundation failure is inadequate implementation of Geotechnical recommendations during the formulation of foundation designs and grading plans. The error in a foundation design or an omission of a key element from a grading plan occurs most often as a result of Inadequate communication between the various project consultants and -- when a change In consultants occurs — improper transfer of authority and responsibility.2 ft Is imperative, therefore, that any revisions to the project scope, any change in structural detail, or change In consultant, be brought to the attention of Soils Engineering, Inc, to allow for timely review and revision of recommendations and for an orderly transfer of responsibility and approval. It is the responsibility of the owner or his representative to ensure that a representative of our firm is present at all times during earthwork operations relating to site preparation and grading, so that relative compaction tests can be performed, earthwork operations can be observed and compliance with the recommendations provided herein can be established. This engineering report has been prepared within the limits prescribed to us by the client or his representative, in accordance with the generally accepted principles and practices of Geotechnical engineering. No other warranty, expressed or implied, Is included or intended in this report, Respectfully submitted, SOILS ENGINEERING, INC, 2 If the civil engineer, the soils engineer, the engineering geologist or the testing agency of record Is changed during the course of the work, the work shall be stopped until the replacement has agreed to accept the responsibility within the area of his technical competence for approval upon completion of the work, 0 2019 So" LWGMLNfttNG, INC. 1. EROSION CONTROL DEVICES SHOWN ON THIS PLAN MAY BE REMOVED WHEN APPROVED BY THE QUALIFIED SWPPP DEVELOPER (QSD) OR THE QUALIFIED SWPPP PRACTITIONER (QSP). 2. GRADED AREAS ADJACENT TO FILL SLOPES LOCATED AT THE SITE PERIMETER MUST DRAIN AWAY FROM THE TOP OF SLOPE AT THE COMPLETION OF EACH WORKING DAY OR EROSION CONTROL BMP'S MUST BE IN PLACE. (ECT-EC13) 3. THE USE OF A GRAVEL BLANKET AT CONSTRUCTION ENTRANCES WITH PUBLIC ROADS IS REQUIRED AT ALL TIMES DURING CONSTRUCTION. (TC -1) 4. THE CONTRACTOR SHALL RESTRICT TRAFFIC AND POST 15 MPH SPEED LIMITS ON THE SITE TO REDUCE DUST. (WE -1) 5. THE CONTRACTOR SHALL WATER THE SITE AS NEEDED TO ELIMINATE DUST. (MINIMUM OF 650 GALLONS/AC. AND ONCE DAILY, WE -1) 6. CONSTRUCTION EQUIPMENT SHALL BE PARKED, WHEN NOT IN USE AND FOR MAINTENANCE, IN DESIGNATED AREA (NS -8,10) . 7. SILT FENCING, STRAW BALES AND SANDBAGS WILL BE INSTALLED AS DIRECTED BY THE QSD/QSP, AS NEEDED. (SE-1,SE-5,SE-6,SE-8,SE-9) 8. EXCEPT AS OTHERWISE APPROVED BY THE QSD/QSP, ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY OR ON WEEKENDS WHEN THE 48-HOUR RAIN PROBABILITY FORECAST EXCEEDS 50%. 9. ALL LOOSE SOIL AND DEBRIS, WHICH MAY CREATE A POTENTIAL HAZARD TO OFFSITE PROPERTY, SHALL BE REMOVED FROM THE SITE AS DIRECTED BY THE QSP. 10. THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE WITHIN THE SITE IS AT THE DISCRETION OF THE QSP. 11. EROSION CONTROL DEVICES WILL BE MODIFIED AS NEEDED AS THE PROJECT PROGRESSES AND PLANS OF THESE CHANGES SUBMITTED FOR APPROVAL AS REQUIRED. 12. ALL SILT AND DEBRIS SHALL BE REMOVED FROM ALL DEVICES WITHIN 24 HOURS AFTER EACH RAINSTORM. 13. THIS PLAN HAS BEEN CREATED AS A BEGINNING CONCEPT ONLY. IF BMP'S SHOWN ARE DEEMED INEFFECTIVE OR UNNECESSARY, QSP IS TO REMOVE OR SELECT ALTERNATIVE BMP'S FROM CASQA'S HANDBOOK AND REDLINE THIS PLAN AS NEEDED. 14. WHILE NOT ALL THE LISTED BMP'S ARE NOT INCLUDED IN THE SPECIFIC TEXT OF THE EROSION CONTROL PLAN, MANY OF THESE ITEMS ARE STILL NECESSARY TO ADDRESS SPECIFIC CONSTRUCTION PROCEDURES THE CONTRACTOR PLANS TO IMPLEMENT. THESE ITEMS SUCH AS REFUELING STATIONS, BATCH PLANTS, WASTE FACILITIES AND THE LIKE ARE NOT SPECIFICALLY SITED ON THE PLAN BUT STILL ARE REQUIRED TO BE ADDRESSED BY THE CONTRACTOR BASED ON THE CONTRACTORS PLANNED LOCATIONS. 15. ALL BMP'S MAY NOT BE LISTED ON THIS EROSION CONTROL PLAN. THE CONTRACTOR IS REFERRED TO BE FAMILIAR WITH THE SWPPP DOCUMENT FOR THIS SITE, AS IT MAY INCLUDE ADDITIONAL NECESSARY BMP'S. DUST CONTROL NOTES: CONSTRUCTION OF THE PROJECT REQUIRES THE IMPLEMENTATION OF CONTROL. MEASURES RECOMMENDED BY THE SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT THAT CAN REDUCE FUGITIVE DUST EMISSIONS ASSOCIATED WITH THIS PROJECT: A. ALL DISTURBED AREAS, INCLUDING STORAGE PILES, WHICH ARE NOT BEING ACTIVELY UTILIZED FOR CONSTRUCTION PURPOSES, SHALL BE EFFECTIVELY STABILIZED OF DUST EMISSIONS USING WATER, COVERED WITH A TARP OR OTHER SUITABLE COVER, OR VEGETATIVE GROUND COVER. B. ALL ONSITE UNPAVED ROADS AND OFFSITE UNPAVED ACCESS ROADS SHALL BE EFFECTIVELY STABILIZED OF DUST EMISSIONS USING WATER. C. ALL LAND CLEARING, GRUBBING, SCRAPING, EXCAVATION, LAND LEVELING, GRADING, CUT & FILL, AND DEMOLITION ACTIVITIES SHALL BE EFFECTIVELY CONTROLLED OF FUGITIVE DUST EMISSIONS UTILIZING APPLICATION OF WATER OR BY PRESOAKING. D. WHEN MATERIALS ARE TRANSPORTED OFFSITE, ALL MATERIAL SHALL BE COVERED, OR EFFECTIVELY WETTED TO LIMIT VISIBLE DUST EMISSIONS, AND AT LEAST SIX INCHES OF FREEBOARD SPACE FROM TOP OF THE CONTAINER SHALL BE MAINTAINED. E. ALL OPERATIONS SHALL LIMIT OR EXPEDITIOUSLY REMOVE THE ACCUMULATION OF MUD OR TRACKOUT FROM ADJACENT PUBLIC STREETS AT THE END OF EACH WORKDAY. (USING A PMIO-EFFICIENT METHOD, SE -7). F. FOLLOWING THE ADDITION OF MATERIALS TO, OR THE REMOVAL OF MATERIALS FROM, THE SURFACE OF OUTDOOR STORAGE PILES, SAID PILES SHALL BE EFFECTIVELY STABILIZED OF FUGITIVE DUST EMISSIONS UTILIZING SUFFICIENT WATER AND COVERING. G. ASPHALT -CONCRETE PAVING SHALL COMPLY WITH BMP THAT PREVENT INFILTRATION OF PAVING MATERIALS AND RUNOFF INTO STORM DRAIN SYSTEMS (NS -3). H. CEASE GRADING ACTIVITIES DURING PERIODS OF HIGH WINDS (GREATER THAN 20 MPH OVER A ONE-HOUR PERIOD). I. LIMIT CONSTRUCTION RELATED VEHICLE SPEEDS TO 15 MPH ON ALL UNPAVED AREAS AT THE CONSTRUCTION SITE. J. ALL DUST CONTROL MEASURES ARE NOT NECESSARILY LISTED HERE ON THIS PLAN, THE CONTRACTOR IS REFERRED TO THE DUST CONTROL PLAN FOR THIS PROJECT AND/OR SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT RULES TO CHECK COMPLIANCE. DISTURBED AREA: AREA DISTURBED - 27.12 ACRES re1TT7TT =I =T CASTLE & COOKE CALIFORNIA, INC. 10000 STOCKDALE HIGHWAY BAKERSFIELD, CA 93311 CONTACT PERSON - SCOTT THAYER TEL.: (661) 664-6500 QSD/QSP: BLAINE S. NEPTUNE, PE, QSD/P QSD CERT.: 20178 MCINTOSH & ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 TEL.: (661) 834-4814 ENGINEER: MCINTOSH AND ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 TEL.: (661) 834-4814 CONTACT PERSON: BLAINE S. NEPTUNE GENERAL CONTRACTOR: VESTING DETAL A GRAVEL APRON AT CONSTRUCTION ENTRANCE NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL TC -1 IN SITE SWPPP & DUST CONTROL PLAN FOR SPECIFIC REQUIREMENTS 26 i SCALE: 1 " = 100' 100' 50' O' 100' 200' 2" MIN 4" MAX 12" MIN FOR TENT. TRACT 7355 PHASE 1 AND 2 WDID NUMBER: 5F15C377505 FIBER ROLLS 8" MIN x-3/4" x 3/4" WOOD STAKES (MAX 4' SPACING) SECTION A- A DETAIL C STOCKPILE WITH FIBER ROLLS NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL WM-3 & SE -5 SIDEWALK LATH °• FLAGGI ON A SID BI PLASTIC LINING PLAN VIEW NOT TO SCALE NOTES 1. CONCRETE WASH MUST BE 10' BY 10' MINIMUM 2. CONCRETE WASHOUT SIGN MUST BE INSTALLED WITHIN 30 FEET OF THE CONCRETE WASHOUT. 3. TO BE CONSTRUCTED BELOW GRADE. 4. A ROLL -OFF DUMPSTER WITH 10 MIL (MIN) PLASTIC LINING MAY BE USED UPON QSP APPROVAL. t'- TRACT 7A" E UNIT 6 DETAIL D CURB INLET PROTECTION NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL SE -10 �NDBAG 10 MIL PLASTIC 3' 6y_P.I1I icle3 _SECTION A-1 NOT TO SCALE HOLE FOR CONCRETE WASH. CONCRETE WASHOUT SIGN DETAIL OR EQUIVALENT DETAIL B CONCRETE WASHOUT NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL WM-8 LEVEL PLYWOOD 48" X 24" PAINTED NARK LETTERS 6" HEIGHT -0.5" LAG SCREWS -WOOD POST 3" X3"X 8' t CONSTRUCTION NOTES: OPOST "NO TRESPASSING" SIGN AT PROJECT ENTRANCE(S) POST "CONSTRUCTION TRAFFIC 15 MPH" SIGN AT PROJECT ENTRANCE(S) MATERIAL LAY -DOWN AND STOCKPILE AREA. (WM-1, WM-3) 44 EQUIPMENT PARKING WITH PROTECTIVE OIL PANS UNDER EQUIPMENT. (NS -9, NS -10) OGRAVEL PAD AT CONSTRUCTION ENTRANCE MIN. 50' LONG (SEE DETAIL A & TC -1) 06 INLET PROTECTION WITH GRAVEL BAGS. (SEE DETAIL D & SE -10) 0 STOCKPILE FOR ALL PHASES [PLACE FIBER ROLLS AT TOE OF SLOPE ALL THE WAY AROUND THE STOCKPILE] (SEE DETAIL C & WM-3) 08 CONSTRUCT CONCRETE WASHOUT (PER DETAIL B & WM-8) *N OTE: MOVE STAGING AREA AND GRAVEL ENTRANCE AS NEEDED TO ACCOMODATE CONSTRUCTION PHASING. ONLY ONE GRAVEL APRON IS REQUIRED AT A TIME DURING CONSTRUCTION. CONTRACTOR SHALL RESTRICT VEHICLE TRAFFIC TO USING DESIGNATED ENTRANCE WITH GRAVEL APRON. Know what's below. 0111 before you dig. } m z 0 N w LEGEND LAY -DOWN AND STOCKPILE AREA & EQUIPMENT PARKING ®MATERIAL WITH PROTECTIVE OIL PANS UNDER EQUIPMENT. (SEE DETAIL C & WM-3) WIM GRATE INLET (SEE DETAIL D & SE -10) a 0 ' ' r 50' LONG GRAVEL PAD AT CONSTRUCTION ENTRANCE (SEE DETAIL A & TC -1) CONSTRUCT CONCRETE WASHOUT (PER DETAIL E & WM-8) GRIZZLY/RUMBLE PLATE • SITE BOUNDARY t Z PHASE BOUNDARY Q cz _F — FIBER ROLLS (SE -5) OR EARTH DIKES (EC -9) - Ja — -- o PROPOSED STORM DRAIN LINE N FINISHED GROUND CONTOUR Z J - J „.,...._..-..-......_......_ ..R , .._ EXISTING GROUND CONTOUR .� CONSTRUCTION NOTES: OPOST "NO TRESPASSING" SIGN AT PROJECT ENTRANCE(S) POST "CONSTRUCTION TRAFFIC 15 MPH" SIGN AT PROJECT ENTRANCE(S) MATERIAL LAY -DOWN AND STOCKPILE AREA. (WM-1, WM-3) 44 EQUIPMENT PARKING WITH PROTECTIVE OIL PANS UNDER EQUIPMENT. (NS -9, NS -10) OGRAVEL PAD AT CONSTRUCTION ENTRANCE MIN. 50' LONG (SEE DETAIL A & TC -1) 06 INLET PROTECTION WITH GRAVEL BAGS. (SEE DETAIL D & SE -10) 0 STOCKPILE FOR ALL PHASES [PLACE FIBER ROLLS AT TOE OF SLOPE ALL THE WAY AROUND THE STOCKPILE] (SEE DETAIL C & WM-3) 08 CONSTRUCT CONCRETE WASHOUT (PER DETAIL B & WM-8) *N OTE: MOVE STAGING AREA AND GRAVEL ENTRANCE AS NEEDED TO ACCOMODATE CONSTRUCTION PHASING. ONLY ONE GRAVEL APRON IS REQUIRED AT A TIME DURING CONSTRUCTION. CONTRACTOR SHALL RESTRICT VEHICLE TRAFFIC TO USING DESIGNATED ENTRANCE WITH GRAVEL APRON. Know what's below. 0111 before you dig.