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HomeMy WebLinkAbout1.7-7335 Ph 1 - 3GRADING 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. 05-11191 DATED MAY 20, 2005, AND UPDATE LETTER DATED SEPT. 20, 2018, PROJECT NO. 18-16857 2 THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISOR CONTROL DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE WITH THE C PLANS SOILS REPORT, SPECIFICATIONS, AND CODE WITHIN THEIR PURVIEW. 1 CIVIL ENGINEER, GEOTECHNICAL ENGINEER, AND BUILDING OFFICIAL WILL BE NOTIFIED FORTY EIGHT (48) HOURS PRIOR TO PLACING ANY FALL MA IERIAL. 4. CONTRACTOR AGREES 774AT HE SHALL ASSUME SOLE AND COMPLE7E 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 UM17ED 70 NORMAL WORKING HOURS AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, ARCHITECT, AND THE ENGINEER HARMLESS FROM ANY UAWLITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ER ARCHITECT OR TH ARISING FROM THE SOLE NEGLIGENCE OF THE OWN , THE ENGINEER. 5 771E GRADING CONTRACTOR SHALL CONTACT ALL COMPANIES WITH UNDERGROUND FACILITIES PRIOR TO BEGINNING CONSTRUCTION AND VERIFY THE LOCATION AND DEPTH OF ALL UNDERGROUND FACILITIES INCLUDING TELEPHONE: ELECTRIC, WATER, SEWER, OIL AND GAS LINES THE ENGINEER ASSUMES NO RESPONSIBILITY FOR BURIED LINES NOT INDICATED DN THE PLAN OR FOR INFORMATION OBTAINED FROM OUTSIDE SOURCES 811 6. 774E GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING ALL AREAS 70 + OR - 0.10 FOOT. lF AN AREA SHOULD BE FOUND TO BE MORE THAN 0.10 FOOT OUT OF LEVEL AFTER COMPACTING AND ACCEPTANCE OF GRADING, THE CONTRACTOR SHALL RETURN AND CORRECT THE GRADING AT NO COST TO THE OWNER. 7. THE GRADING CONTRACTOR SHALL WATER AS REQUIRED DURING THE GRADING OPERATIONS 70 PREVENT THE OCCURRENCE OF A DUST NUISANCE AND SHALL PROTECT CURBS AND OTHER OBJECTS WHICH ARE TO REMAIN. 8. EXCAVATION - EXCAVATION SHALL CONSIST OF ALL EXCAVATION INVOLVED IN GRADING THE PROJECT AS SHOWN ON THE PLANS EXCEPT ANY EXCAVA77ON SEPARATELY DESIGNATED AND PAID FOR AS A SEPARATE ITEM. 9. THEWORK EMBRACED HERON SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA DEPARTMENT OF DN DATED JULY 1999, INSOFAR AS THE SAME MAY APPLYLYIN N ACCORDANCE WITH THE NOTES HEREON. IN CASE OF CONFLICT WITH 774E STANDARD SPECIFICATIONS AND ANY NOTES HEREON, THE NOTES HEREON SHALL TAKE PRECEDENCE OVER AND BE USED IN LIEU OF SUCH CONFUC77NG PORDONS SAID SPECIFICATIONS SHALL APPLY BUT NOT BE LIMITED TO THE FOLLOWING A) ALL CONCRETE SHALL BE CLASS B" AS IN ACCORDANCE WITH SECTION 90 AND SHALL HAVE AT LEAST 2500 PSI COMPRESSIVE STRENGTH AT 28 DAYS B) ASPHALTIC CONCRETE SHALL BE TYPE B", MEDIUM GRADED, 1/2" MAXIMUM AGGREGATE, AND INTIMATELY MIXED WITH 5-7% ASPHALT. 10. IN THE EVENT CONSTRUCTION STAKING BASED ON MCINTOSH & ASSOCIATES' PLANS DRAHINGS OR OTHER DOCUMENTS IS PERFORMED BY ANOTHER FARM, MCINTOSH & ASSOCIATES SHALL BE HELD HARMLESS AND RELEASED FROM ALL LIABILITY ARISING FROM THE USE OF SAID PLANS, DRAWINGS OR 07HER DOCUMENTS 11. McTVTOSH & ASSOCIATES SHALL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANCES TO, 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 TO THE RECYOMMENDA TIONS CONTAINED IN, AND MADE A PART HEREOF, THE PRELIMINARY SOILS REPORT (NOTE 1), AND ALL ADD£NDUMS THERETO. IN CASE OF A CONFLICT BETWEEN THE PLANS AND SPECIFICATIONS THE MORE STRINGENT REQUIREMENTS WILL TAKE PRECEDENCE. 13 UPON COMPLETION OF GRADING AND BEFORE THE START OF CONSTRUCTION, A FINAL SOILS REPORT SHALL BE PREPARED BY THE SOIL ENGINEER. lit THE SOIL ENGINEER SHALL REVIEW ALL EXCAVATIONS PRIOR TO BACKFILLING AND SHALL BE NOTIFIED OF ANY ITEM ENCOUNTERED DURING THE GRADING OPERATIONS 774AT MIGHT AFFECT FOUNDATION STABILITY SO RECOMMENDATIONS CAN BE MADE BY THE SOIL ENGINEER. 15. CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2: 1. 16. ALL SLOPES GREATER THAN THREE (3) FEET IN VERTICAL HEIGHT SHALL BE PREPARED AND MAINTAINED TO PREVENT EROSION. IMPORTED FILL MATERIAL: REFER TO SPECIFIC EARTHWORK RECOMMENDA DON FOR IMPORTED FALL MATERIALS REQUIREMENTS PER SOILS REPORT (NOTE 1) 17. CLEARING AND GRUBBING REFER TO SPECIFIC £ARTHNORK RECOMMENDATION FOR CLEARING AND GRUBBING REQUIREMENTS PER SOILS REPORT (NOTE 1) 18. AREAS TO RECEIVE FALL (EXCEPT BUILDING PADS): REFER 70 SPECIFIC EARTHWORK RECOMMENDATION FOR AREAS TO RECEIVE FALL REQUIREMENTS PER SOILS REPORT (NOTE 1) 19. FALL MATERIAL: REFER 70 SPECIFIC EARTHWORK RECOMMENDATION FOR FILL MATERIALS LAYERING AND REQUIREMENTS ON SHEET 2 HEREIN. 20. ALL FILL TO BE COMPACTED TO A MINIMUM OF NINETY (90%) PERCENT MAXIMUM DENSITY AS DETERMINED BY APPROVAL METHOD PER APPENDIX J OF THE CURRENT CALIFORNIA BUILDING CODE AND CERTIFIED BY TESTS AND REPORT FROM SOILS 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 SOIL STABILITY, AND COMPACTED TO 90% OF THE MAXIMUM DENSITY PER ASTM 01557-78, UNLESS SPECIFIED OTHERWISE. COMPACTION SHALL BE GERTIFAED BY TESTS AND REPORT FROM THE SOILS ENGINEER. 22. FACES OF ALL CUT AND FILL SLOPES SHALL BE PLANTED WITH A GROUND COVER INDIGENOUS TO THE AREA AND MAINTAINED AGAINST EROSION. 21 EARTHWORK QUANTITIES ARE BASED ON THE FREE FLOATING CONCRETE SLAB IN GRADE PER THE SOILS REPORT (NOTE 1). QUANTITIES FOR EARTHWORK CUT - CU. YD. 83,099 FILL - CU. YD. 57,890 SHRINKAGE FACTOR OF 25% WAS USED QUANTITIES ARE FOR GRADING PERMIT ONLY. THE ENGINEER MAKES NO WARRANTY OF THE ANTICIPATED SHRINKAGE FACTOR. IN CASE OF EXCESS OR SHORTAGE, THE CONTRACTOR SHALL CONTACT THE ENGINEER SO THAT AD.VS7MENT5 MAY BE MADE. THE CONTRACTOR SHALL NOT USE THESE QUANTITIES TO BASE HAS BID ON. 24. BUILDING PAD PREPARATION - REFER TO SOILS REPORT (NOTE 1) 25 PAVEMENT PREPARATION - REFER 70 SOILS 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 DIW90N OF GAS OLS AND GEOTHERMAL RESOURCES (DIVISION) TO INVESTIGATE THE CONDITION OF THE WELL HEADS AND CHECK FOR LEAKAGE. IF ANY R£ASANDONMENIS ARE REQUIRED, THE DIVISION SHALL FURNISH THE NECESSARY SPECIFICATIONS 70 THE PROPERTY OWNER. 28. AT THE INITIAL CONSTRUCTION MEETING PRIOR TO GRADING ACTIVITIES ALL CONS7RUC770N WORKERS MUST BE INFORMED AS TO TILE SYMPTOMS OF VALLEY FEVER. GRADING NOTES CONTINUED 29. THE CONTRACTOR SHALL COMPLY WITH THE GUIDE FOR ASSESSING AND MATIGADNG AIR QUALITY IMPACTS (GAMAOI), JANUARY 10, 2002 REVISION, GUIDANCE DOCUMENT WHICH LISTS THE FOLLOWING MEASURES AS APPROVED AND RECOMMENDED FOR CONSTRUCTION ACTIVITIES WITHIN THE SAN JOAQUIN VALLEY AS FOLLOWS' A. MAINTAIN ALL CONSTRUCTION EQUIPMENT AS RECOMMENDED BY MANUFACTURER MANUALS. B. SHUT DOWN EQUIPMENT WHEN NOT IN USE FOR EXTENDED PERIODS OF DME. C USE ELECTRIC EQUIPMENT FOR CONS7RUCTION WHENEVER POSSIBLE IN LIEU OF DIESEL OR GASOLINE POWERED EQUIPMENT. D. CURTAIL USE OF HIGH -EMITTING CONSTRUCTION EQUIPMENT DURING PERIODS OF HIGH OR EXCESSIVE AMBIENT POLLUTANT CONCENTRATIONS SUCH AS "SFARE-774£-AIR' DAYS AS DECLARED BY THE SJVAPGD. E. ENCOURAGE CONSTRUCTION EMPLOYEES TO CARPOOL OR USE SHUTTLE TO RETAIL ESTABLISHMENTS AT LUNCH. 30. PRIOR TO DIE GRAD/NG, SUBDIVIDER SHALL HAVE A PRECONSTRUCRON SURVEY CONDUCTED 70 SEARCH FOR NATIVE KIT FOX DENS SURVEY SHALL BE SUBMITTED 70 THE PLANNING DIRECTOR FOR REVIEW PRIOR 70 GRADING THE APPLICANT MAY BE SUBJECT 70 SPECIAL NOTIFICATION REQUIREMENTS 70 AGENCIES PRIOR TO GRADING LAND CONTAINING DENS 31. PRIOR TO THE APPROVAL OF A GRADING PLAN, SUBDIVIDER IS SUBJECT TO 774E MIGRATORY BIRD TREATY ACT. INCLUDING THE SWANSON HAWK DURING THE RAPTOR NESTING SEASON (FEBRUARY 771R000H SEPTEMBER). IF CONS7RUCTION IS TO OCCUR DURING RAPTOR NES71NG121REMNG SEASON (FEBRUARY THROUGH SEPTEMBER) NO CONSTRUCTION ACTIVITY SHALL TAKE PLACE WITHIN 500 FEET OF A ACTIVE NEST. TREES TO BE REMOVED THAT CONTAIN NESTS SHALL BE REMOVED ONLY DURING NON -BREEDING SEASON (OCTOBER THROUGH JANUARY) 32 THE PRESENCE OF ANY PREVIOUSLY UNIDENTIFIED PR07ECTED SPECIES WHICH ARE NOT ADDRESSED AN THE MBHC9 INCLUDING THOSE PROTECTED UNDER THE FEDERAL MIGRATORY BIRD TREATY ACT, SHOULD BE AVOIDED AND EVALUATED BY A QUALIFIED BIOLOGIST PRIOR TO CONSTRUCTION. THE F75 H & WILDLIFE SERVICE (USFNS) AND CALIFORNIA DEPARTMENT OF FISH & GAME (CDFG) SHOULD BE NOTIFIED OF PREVIOUSLY UNREPORTED PROTECTED SPECIES. ANY UNANTICIPATED TAKE OF PROTECTED WILDLIFE SHALL BE REPORTED IMMEDIATELY TO THE GDFG AND USFIS. 3.3. IF ARCHEOLOGICAL OR PALEONTOLOGICAL RESOURCES ARE DISCOVERED DURING EXCAVATION AND GRADING ACTIVITIES ON -97E, 774E CONTRACTOR SHALL STOP ALL WORK AND THE DEVELOPER SHALL THE SIGNIFICANCE OF A ANDA APPROPRIATE TO EVALUATE RETAIN OU 774£ FINDING AND APPROPRIATE COURSE OF ACTION. SALVAGE OPERATION TAL QUALITY /N APPENDIX K H THE CALIFORNIA ENVIRONMENTAL QUALITY ACT GUIDELINES SHALL B£MAISD AND THE TREATMENT AT DISCOVERED NATIVE AMERICAN REMAINS NS SHALL COMPLY N11FH STATE CODES REGULATIONS OF THE AMERICAN HERITAGE COMMISSION. 34. SHOULD HUMAN REMAINS BE DISCOVERED AT ANY TIME ON ANY PORTION OF THE PROJECT, WORK SHALL HALT AND THE CORONER BE NOTIFIED IMMEDIATELY (SECTION 7050.5 OF THE HEALTH AND SAFETY CODE). IN THE ABSENCE OF AN ARCHAEOLOGICAL MONITOR, A QUALIFIED ARCHAEOLOGIST AND THE LOCAL NATIVE AMERICAN COMMUNITY SHALL ALSO BE NOTIFIED. 35. THE CONTRACTOR SHALL COMPLY WITH SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT (SJVAPCD) REGULADON NII, DUST CONTROL MEASURES TO ENSURE COMPLIANCE SPECIFICALLY DURING GRADING AND CONSTRUCTION PHASES THE MITIGATION MEASURES TO BE TAKEN ARE AS FOLLOWS A. WATER EXPOSED SURFACES (SGL) THREE-71MESIDAY. B. WATER ALL HAUL ROADS AT A MINIMUM OF THREE TIMES PER DAY. C REDUCE SPEED ON UNPAVED ROADS TO LESS THAN 15 MILES PER HOUR. D. STABILIZE ALL DISTURBED AREAS INCLUDING STORAGE PILES, WH/CH ARE NOT BEING ACTIVELY U77UZED FOR CONSTRUCTION PURPOSES USING WATER OR BY COVERING WIN A TRAP, OTHER SUITABLE COVER OR VEGETATIVE GROUND COVER. E. CONTROL FUGITIVE DUST EMISSIONS DURING LAND CLEARING, GRUBBING, SCRAPING, EXCAVA77M LEVELANG GRADING, OR CUT & FILL OPERATIONS WITH APPLICATION OF WATER OR BY PRESOAKING F. WHEN 7RANSPOR77NG MATERIALS OFFSITE; MAINTAIN A FREEBOARD LIMIT OF AT LEAST SIX INCHES AND COVER OR EFFECTIVELY WET TO LIMIT VISIBLE DUST EMISSIONS C LIMIT AND REMOVE THE ACCUMULATION OF MUD AND/OR DIRT FROM ADJACENT PUBLIC ROADWAYS AT THE END OF EACH WORKDAY. (USE OF DRY ROTARY BRUSHES IS PROHIB17ED EXCEPT WHEN PRECEDED OR ACCOMPANIED BY SUFFICIENT NETTING 70 UNIT 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. A REMOVE TRACKOUT WHEN IT EXTENDS 50 OR MORE FEET FROM THE 577E 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 ENGINEERED GRADING IN ACCORDANCE WITH APPENDIX J OF THE CALIFORNIA BUILDING CODE. 37. IF THE PROECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), A N077CE OF INTENT (Na) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (SHRCB ORDER NO. 2009 -009 -DRO AS AMENDED BY ORDER 2010-0014-DWO AND ORDER 2012-0006-DWO) MUST BE FILLED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REWIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE PREPARED, CON77NUOUSLY CARRIED OUT AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS WASTE DISCHARGE IDENTIFICATION (HOLD) NUMBER 5"SC385597 HAS BEEN ISSUED BY THE STATE WATER RESOURCES BOARD FOR 774IS PROJECT. 38 AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPAR714£NT FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN APPROVED ENCANEER S ESTIMATE FOR THE WORK PERFORMED W 774IN THE RIGHT OF WAY AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT. 39. ALL ONSITE UNPAVED ROADS AND OFFSITE UNPAVED ACCESS ROADS SHALL BE EFFECTIVELY STABILIZED OF DUST EMISSIONS USING WATER OR CHEMICAL STABILIZER/SUPPRESANT. xt 40. PAD /S GRADED FLAT AT ROUGH GRADING FINISHED GRADES HILL INCORPORATE A 1% SWALE THAT WILL DIRECT DRAINAGE AWAY FROM THE STRUCTURE AND TO THE STREET. SEE TYPICAL LOT SWALE GRADING ON SHEET 1. 41. WASH OFF 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 77415 PROJECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON 97E AT ALL TIMES. FOR THE DURATION OF CONTRACTOR'S OCCUPANCY OF THE SITE; CONTRACTOR IS REQUIRED TO COMPLY WITH THE PROVISIONS OF SAID PLAN. 43. SWATER LI L/TIN TION CONTRACTORTORM SHAPOLL OBTAIDN APREVENCOPY OF THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) FOR THIS PROJECT FROM THE DEVELOPER, AND SHALL KEEP A COPY ON 577E AT ALL TIMES FOR THE DURATION OF CONTRACTORS OCCUPANCY OF THE 577E CONTRACTOR IS REQUIRED TO COMPLY WITH THE PROVISIONS OF SAID PUN. 44. PALEON70LOOCAL MONITORING SHALL TAKE PUCE DURING CONS7RUCTION EXCAVATION ACTIVITIES THAT RESULT IN EXCAVATIONS 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 WITH MINIMAL CONSTRUCTION DELAY, TO THE SITE FULL -DME DURING THE INTERVAL OF EARTH -DISTURBING ACTIVITIES B) SHOULD FOSSILS BE FOUND WITHIN AN AREA BEING CLEARED OR GRADED, DIVERT EARIH-DISTURBING ACTIVITIES ELSEWHERE UNTIL THE MONITOR HAS COMPLETED SALVAGE. IF 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 CURATE ALL RECOVERED FOSSILS FOR DOCUMENTATION IN THE SUMMARY REPORT AND TRANSFER TO AN APPROPRIATE DEP097ORY. 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 ACTIVITIES THAT INVOLVE EXCAVATION ACTIVITIES OF SIX FEET BELOW GROUND SURFACE OR GREATER ON THE PROJECT SITE WOULD REDUCE THE POTENTIAL 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 2% ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ON70 THE SIDEWALK. 46. ALL WORK WILL STOP IMMEDIATELY IF ANY UNKNOWN ODOROUS OR DISCOLORED SOIL 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 RESTRICTED TO LESS THAN THRESHOLD PLANNING OUANTIRES WITHIN 1,000 FEET OF SEN977VE UDE RESIDENTIAL AREAS SCHOOL RECEPTORS WHICH INCL S DAYCARE CENTERS, HOSPITAL, CONVALESCENT HOMES AND OILER LARGE IMMOBILE POPULATIONS SENSITIVE RECEPTORS SHALL NOT BE APPROVED WITHIN ZONES OF CANCER RISK IDENTIFIED BY A HEALTH RISK ASSESSMENT OF GREATER THAN 10 /N 1,000,000. 48. CONSTRUCTION ACTIVITIES ASSOCIATED WITH DEVELOPMENT OF THE PROJECT SITE WOULD BE REQUIRED TO BE IN CONFORMANCE WITH SECTION 9.22050 OF THE CITY OF BAKERSFIELD MUNICIPAL CODE WHICH UMI7S CONSTRUCTION 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 COIVSIRUC77ON OCCURS LESS THAN 1,000 FEET FROM RESIDENCES. 49. EQUIPMENT SHALL BE EQUIPPED WITH MUFFLERS AND MAINTAINED IN PROJECT ACCORDANCE 107H THE EQU/PM£N7S' FACTORY SPEORCA77ONS DURING �+1TE CONSTRUCTION ACTIVITIES THE CONSTRUCTION EQUIPMENT MUFFLER a711 AND MAINTENANCE RECORDS SHALL BE ON97E 50. PHASES 1 THROUGH 3 ARE OWNED BY THE SAME OWNER AND ARE TO BE GRADED SIMULTANEOUSLY. OWNER & SUBDIVIDER: SUMMIT CAPITAL VENTURES, INC. 8701 SWIGERT COURT BAKERSFIELD, CA 93311 CONTACT: GREG BALFANZ (661) 589-0717 GEOTECHNICAL ENGINEER: SOILS ENGINEERING INC. 4400 YEAGER WAY BAKERSFIELD, CA 93313 CONTACT PERSON - TONY FRANGIE 661 831-5100 PRELIMINARY SOILS REPORT: FILE NO. 05-11191 DATED: MAY 20, 2005 SOILS ENGINEERING, INC 4400 YEAGER WAY BAKERSFIELD, CA 93313 CONTACT PERSON - TONY FRANCE (661) 831-5100 UPDATED SOILS REPORT/LETTER: FILE NO. 18-16857 DATED: SEPTEMBER 20, 2018 SOILS ENGINEERING, INC 4400 YEAGER WAY BAKERSFIELD, CA 93313 CONTACT PERSON - TONY FRANGIE (661) 831-5100 L! CITY OF BAKERSFIELD KERN COUNTY CALIFORNIA NO SCALE CIVIL ENGINEER: MCINTOSH & ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 CONTACT PERSON - ROGER MCINTOSH (661) 834-4814 BENCHMARK: TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE CENTERUNE INTERSECTION OF BUENA VISTA AND CALICO STREET. ELEVATION = 348.89' (U.S.G.S. DATUM) PER TRACT NO. 6140 PHASE 5 BASIS OF BEARINGS: THE BEARING OF N 0'54'43" E SHOWN FOR THE EAST LINE OF THE SOUTHEAST 1/4 OF SECTION 24, 730 S., R.26 E., AS SHOWN ON SURVEY INVESTIGATION MAP NO. 7-1 BK. 6, PG. 34 WAS USED AS THE BASIS OF BEARING SHOWN HEREON. PROJECT AREA: 40.70 ACRES TOTAL NO. OF LOTS = 117 HCP AREA: 31.55 ACRES NOTE: NO ADDITIONAL AREA WILL BE DISTURBED FOR GRADING OPERATIONS OR STAGING EXCLUDES PORTIONS OF WINDERMERE STREET THAT ARE PREVIOUSLY PAVED GRADING PLAN FOR VESTING TENT. TRACT INDEX OF SHEETS SHEET 1171 F 1. COVER SHEET 2. GRADING PLAN 3. GRADING PLAN (CONT.) 4. SECTIONS & DETAILS 5. SUMP DETAIL 6. SOILS REPORT SHEET 7. EROSION CONTROL PLAN = EAST. GUTIER FLOWUNE ELEV. a PROPOSED LANDSCAPE ELEV. 5.00% DIRECTION AND PERCENT OF SLOPE m U ¢ a B Z u_ 1 < J W m moP© g W <O owl N W m NO SCALE CIVIL ENGINEER: MCINTOSH & ASSOCIATES 2001 WHEELAN COURT BAKERSFIELD, CA 93309 CONTACT PERSON - ROGER MCINTOSH (661) 834-4814 BENCHMARK: TOP OF CONCRETE MONUMENT IN LAMPHOLE AT THE CENTERUNE INTERSECTION OF BUENA VISTA AND CALICO STREET. ELEVATION = 348.89' (U.S.G.S. DATUM) PER TRACT NO. 6140 PHASE 5 BASIS OF BEARINGS: THE BEARING OF N 0'54'43" E SHOWN FOR THE EAST LINE OF THE SOUTHEAST 1/4 OF SECTION 24, 730 S., R.26 E., AS SHOWN ON SURVEY INVESTIGATION MAP NO. 7-1 BK. 6, PG. 34 WAS USED AS THE BASIS OF BEARING SHOWN HEREON. PROJECT AREA: 40.70 ACRES TOTAL NO. OF LOTS = 117 HCP AREA: 31.55 ACRES NOTE: NO ADDITIONAL AREA WILL BE DISTURBED FOR GRADING OPERATIONS OR STAGING EXCLUDES PORTIONS OF WINDERMERE STREET THAT ARE PREVIOUSLY PAVED GRADING PLAN FOR VESTING TENT. TRACT INDEX OF SHEETS SHEET 1171 F 1. COVER SHEET 2. GRADING PLAN 3. GRADING PLAN (CONT.) 4. SECTIONS & DETAILS 5. SUMP DETAIL 6. SOILS REPORT SHEET 7. EROSION CONTROL PLAN PHASES 1 TO 3 7335 A ASSESSORS PARCEL NUMBER: 535-010-40 GRADING PERMIT # 18-40000054 WDID # 5F15C385597 ALL PHASES SHALL BE GRADED SIMULTANEOUSLY PROPERTY LINE approved, The GRADING PLAN as shown on this tlrowin g is here by subject toany indicated corrections or additions. Approval by the Public Works Depanmenl and Building Depar tmenl indicates approval only r a6 t0 design Git&la used enmnie d Cenlnce 10 City `tn tl.wtl 6. Codes and OJdinaxes. E:Jgmeei for the subdivider of develeeor shall be responsible tar aecmecy or ralculations for this plan and mall submit e cendied "as-graoed" plan aver completion of the grading. LEGAL DESCRIPTION: L B BEING A SUBDIVSION OF LOT 1 OF LOT UNE ADJUSTMENT NO. 17-0459 PER CERTIFICATE OF COMPLIANCE RECORDED SEPTEMBER 14, 2018 AS DOCUMENT NO. 21821414 OF OFFICIAL RECORDS; ALSO BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 24, T.30.S, R.26.E, M.D.M. IN THE CITY OF BAKERSFIELD, COUNTY OF KERN, STATE OF CALIFORNIA. w W KEY MAP SCALE: 1"=200' EXISTING TRACT 6820 I 1% 1S I o I I f PROPOSED HOUSE O \ y� as I 2 Iw w z Es x I�- 0o Ig w 25 SIF IOL S,- I CURB & GUTTER TYPICAL LOT SWALE GRADING W NO SCALE a LEGEND ABBREVIATIONS EP EDGE OF PAVEMENT IS FINISH SURFACE TC TOP OF CONCRETE OE OVER-IXCAVATIGN FL FLOWUNE FF FINISH FLOOR CL CENTERUNE FC FINISH CONCRETE ELEV ELEVATION GB GRADE BREAK z cr EXISTING GROUND CONTOUR FP. 367.9 PROPOSED PAD ELEV. U PROPOSED GUTTER FLOWLNE ELEV. EAST. TOP OF CURB ELEV. = EAST. GUTIER FLOWUNE ELEV. a PROPOSED LANDSCAPE ELEV. 5.00% DIRECTION AND PERCENT OF SLOPE FOR DRAINAGE 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. CURB AND GUTTER -- - EKIST. CURB AND GUTTER CENTERUNE OF STREET ----------PROPERTY UNE / RIGHT-OF-WAY PAD COMPACTION UMITS -- o STORM DRAIN 3 TYPE 'A' CATCH BASIN PATH 3.5' VIDE OPENING UNLESS OTHERWISE NOTED - - - DIST. STORM DRAIN TRACT BOUNDARY . PHASE BOUNDARY ««.«.««m.«•«•••«w«..UMITS OF GRADING OUTSIDE OF THE TRACT BOUNDARY - - - MATCH UNE 1�--1SEC110N UNE 1 3Yd 7133 S fLl-3 i roKyA m w z cr Know what's below. U 0811 before you dig. 1 ?, 2 = _Z V a CITY RECORDS NO: 3Yd 7133 S fLl-3 i roKyA m w z cr U = _Z V a m U ¢ a B Z u_ 1 < J W m g W <O owl N W m v d� J I A U � �sH 'm 0 w o: v ci Z tll LU cc 7 ~ W Zw Mill aw t� [L _ co < MCC <Q LU f7 �0 < U F & i `n � W co 3 sc 8 2 W x F W � W r 3Yd 7133 S fLl-3 dt f �Y III ISr .0 girl TEI Er 01 I – S89.24'33•E 1460.00' T' K_EA F �� II VESTING TENTATIVE �T NO. 6575 _ x- 9 it o � –'IC _ ' I _ 9 h' O k _ _. K r Il i I i I iy - y r'G- fEiPOR,AR! ;: �K � �: �) O ( ( .as ,' IK- .--_ --_--_ y -_-- R - -Y 0 ,�'. __ / nki `iii'! .n; ^I e� 4L "> ,i ,,sa, 3.,.� i 7 r ,Ally -i NO E7 L Bgi6/ FP 3463 W ----Y ,. - sca .,o r•�j _ uan� .tis .��. �;Fi .v �>��>' I FP: _ x >� 6 rn \ y5 A »� b x pb 6 ��. IN : Irn''I II A3s,k.. ��0-_- _.__-__ 4`-_-__ -_.—_..__-. ^ I.... ,L 1asf, ---__ s>-,�:. _ -.x-- - njxr �i� x .u: r, •,: II M 41 '7°fy/x, ,ti..,> ,,arvs l� .;c s `^oP_' __ -- _-_ s.;'s .' _ __ -. __ __ _- �.. r >r .. ate"" ., >� .,,x"' ..a" _ "- .aa• -- - - — <O-_ — n �` _,_ --- tt 4t \ ''X't`I' >t e= - ___ _. __ __''_ _____J{k Fs a' � _ TRACT BOUNDARY NE``'` -- � � 589'0411 E 879.17-- ` IR A. I s Y Iry , I II 2 �. "� .n` r 11 2.00 > t5 `24 CO,0 x IDA,YDC%LI)it 1I 07 q \ 1 a y u� 36,6 ' II II i BURNHAM STREET 55' i 2 1 I Ma3'E '`�� 3fL5W iL/8P n,i '1811 pA� p- 1130'SCI D N, j E. 1PER� DocC R� � PIII C HASE 2�-- j j I G 6' BLOCK WALL _ z i- - -i®T np�a SEE WALL CONSTRUCTION PLANS I h o C tt r A .7F C A IF 4 +A LOT 'A" , oC �o D I), V 0 AND C EA_FPD, ' 1114, 1 it ®PI�� �, _ . 25 4 o� PARK SITE ' IC IX 4 (NOT A PART) Q (NOT A PART) ":CIL v �� Q j .. OAR 1 / FP 9462 I FP 345 (A SEPARATE GRADING PLAN SHALL BE SUBMITTED UPON �+//�I,vS14�r H"- K . �" `.k ;:3 DETAIL DESIGN OF PARK SITE) C rx ,, 1nA IrvL I�� i:,.) s y13.99m - --�-- � I o 6' BLOCK WALLE PHASE 3 SEE WALL CONSIRUCRON PLANS IL _ _ a :, .N S 1 4 z x - 20' 20, 20' 1 I ■ u� I Q o,.. ,. FP 944.9 FP 344.5 N 30' 1 30'h GX� ib z � � _��� e II j 30' ,6 �r 56 6'BLOCKWALL `� \ 61---i ----I I fr r,yG' SEE WALL CWSTRUCRW PLANS __ __ __ __ _____ _____ _____ __-- oznk"Si 3420 re\ I __ ___ _____ _______ 'L] _ 6 3y1.tZ I 1 I i 1 I I I i I I ---1 0.55 1 2— �� 5q� i 1 eI I PIANO DRIVE A– I -- = I I 1 ar p 1a• DkaN ° ��Ev `v.- 9 y7 I FP34ao I 3 I 4 I 5 I 6 ..n I 7 I 8 9 10 I 11 12 — �� -- Ji z d I < FP 340.7 s`s ..D6s d �, — —I — — —1— I FP 3443' I FP 944.6 I FP 344.9 I FP 345A I FP 3452 , 6 FP 3455 I FP 7 I FP 34U FP 3462 1 FP 348A I i / FL -� z TRACT BOUNDARY A,a L_---- --- -- --� --I — — — — — Y I 3 I o I E IIF — 24pORa LAUTNER DRIVE 43.76 ---------- _ _ D—p "n,en A —F"– p E\'-- ` ,Sit Nb b R 24• DRAIN se y. p .k E� m ^f rMENEM � 4 6 T+ -eMORI MENEM E II -- — —x — ---- ----- --- -- 1 — — FP 3461 �•� I tiKP,As I I ' SUMP WATER s i I Q I I I I 1 I I 1 1 ' I{ WELL SITE s,; P 1 5' II (SEE SHEET 6� �''6 ( I I F� ( I 1x - it I ( I A �� FP 344.1 1 i 1 1 I 1' I Ih�' � I PP 34x9 �� ^� I I I \ FP 3413 ' FP 344.5 I FP 344.7 1 PP 34" I FP 3r2 i i 1 1 I 1 15 28 27 - FP 4464 FP 3457 , PP 345.9 FP 3462 FP MA 1 Fr 3462 <v 1 I z,. i 25 I I I I I I I Y a II la n I 6' SEP WALL 1 I I 24 1 �3 I 22 1 19 1 g I ` II, A PER SEPARATE I 1 21 1 2 I 1 17 1LANS 6 b l 1 iA r �2�00 . n �Q3 �6'' BLOCK ATE `� �V - M P SEPARATE 1 I I d' ( I .r' i 6' HIGH BLOCK WALL \ \ W 1 x I . s3. _ B �/ PUNS\ 1 1 Y _. I a. Sms _ -_� 1 _ — _ T I I SEE WALL CONSTRUCTION PLANS I W L ,9 ,M m ;0 01 0 --- -- S-" _ ------*"'`'-- -- -- ------=`'---- I ---- —1---- —1 — —� I --� — ---- ----- 'r _. — —_ ---- -- e _-_ TEMPORARY SUMP,. X --_ - __ x" r ,+ j- y`tt--__ x _ ..,4 -... dz 7' �' (SEE DETAIL'A.. „i.>. s;i ka- F 8'HIGH BEDCK WALL __ bc' _ "a3 N ._ c '-_-_ '•-_- _-.:{ r: __- ,�.. - -. s=."" ,g __ - -- - - x SHEET4 i "__. .-SEE_WA1 CONSTRUCTION PLAN3Q> O,t„U ,i5"i` ,".. "ts� �'�--,S89'24'06'E 1987.51' ::.a`L,. __IY " ) 677E /z, _ _ --- ___. _. `6' HIGH BLOCK WALL q0� r �'n� ,sn''��"c Fc a:"I.yr� W SEE WALL CONSTRUCTION PLAT$. -TRACT BOUNDARY 55. VESTINGILTENTATIVE TRACT 73 I EXI TINCsr Af A CULTURE EXISTING LR/R\ x R I i i / b i i Srt., i i kt a ' . �. 0" 337 f " -: I I , a ; ,. s� EASEMENT FOR ROAD PURPOSES IN AN EASEMENT FOR PRIVATE ROAD LEGEND (CONTb) )AN FAVOR OF THE CITY OF BAKERSFIELD )PURPOSES RECORDED JUNE 23, 1998 ABBREVIATIONSLEGEND EP EDGE OF PAVEMENT FS FINISH SURFACE RECORDED APRIL 21, 2016 AS DOC No. AS DOC No. 019803293, O.R. TC TOP OF CONCRETE OE OVER -EXCAVATION CURB AND GUTTER 0206098312, O.R. FL FlAWLINE FF FINISH FLOOR ROAD EASEMENT PER SALES 25' 0' 50' 100' IE CL CENTERUNE `�PUBLIC MAP OF LANDS OF KERN COUNTY LAND COMPANY FILED AUGUST 27, 1892, O.R. CENTERLINE OF STREET ¢ ELEV ELEVA TON GB GRADE BREAK E 2' 48' 7 9' — PROPERTY UNE / RIGHT-OF-WAY 2' LANDSCAPE LOT EXISTING GROUND CONTOUR 2. FP J67..9 PROPOSED PAD ELEV. 6, I Y BLOCK WALL RADE 21 TO EXISTING 1650-11- PROPOSED GUTTER FLOWLINE ELEV. p STORM DRAIN 20R 2 I� 12—OS GRADE 2:1 TO EA TYPE * �" A• CATCH BASIN WTH 3.5' MADE EMSTING GROUND LL/ ROUGH GRADE LINE PROPOSED CURB t GUTTER EXIST. TOP OF CURB ELEV. 4', Mme' EXISTING GROUND PROPOSED 6' COMBINATION SIDEWALK PER C.O.B. STD. SUMP STWG SUMP .:- S-5 EXIST. GUTTER FLOWUNE ELEV. SECTION ------.-... 2 ALLEN ROAD ryX y�� SCALE P-10' PROPOSED LANDSCAPE ELEV TRACT BOUNDARY ROUGH GRADE LARE—J-'I PROPOSED CURB ! GUTTER-` G SECTION 2 ALLEN ROAD SCALE 1•-10' LOT call LEGEND (CONTb) , ABBREVIATIONSLEGEND EP EDGE OF PAVEMENT FS FINISH SURFACE N TC TOP OF CONCRETE OE OVER -EXCAVATION CURB AND GUTTER SCALE: 1" = 50' FL FlAWLINE FF FINISH FLOOR - - -- EXIST. CURB AND GUTTER 50' 25' 0' 50' 100' IE CL CENTERUNE FC FINISH CONCRETE CENTERLINE OF STREET i' ELEV ELEVA TON GB GRADE BREAK TAPE — PROPERTY UNE / RIGHT-OF-WAY 2' o,a F=s EXISTING GROUND CONTOUR DRILL ISLAND FP J67..9 PROPOSED PAD ELEV. PAD COMPACTION OMITS • 1650-11- PROPOSED GUTTER FLOWLINE ELEV. p STORM DRAIN BLOCK WALL . ' TYPE * �" A• CATCH BASIN WTH 3.5' MADE �e"Cs ".,, EXIST. TOP OF CURB ELEV. OPENING UNLESS OTHERWISE NOTED .:- '' EXIST. GUTTER FLOWUNE ELEV. EAST. STORM DRAIN ryX y�� PROPOSED LANDSCAPE ELEV TRACT BOUNDARY Know below. PHASE BOUNDARY. what's D 5y DIRECTION AND PERCENT OF SLOPE Call O D 8'' COMBINATION SIDEWALK PER C.QB. STD. S-5 FOR DRAINAGE •••«•«•••««••••«•«•«•«••.LIMITS OF GRADING OUTSIDE before you dig. OF 114E TRACT BOUNDARY miiiiiii iiiiiiis MATCH UNE @SECTION UNE E' f CITY RECORDS NO: lv 3�,°11I �I) �� `"?, n,. ii) -,I^• ,.'> t :4 ti II < TRACT 6K. 5�, PCs. 7 i I tt I i I i II � � i -i Rice. 6578 - UNIT 7 � � f I ��` _aaI , N {s`o l c H ,8pf a;� g630 f0 1,1880 fG vy,, 9•p6 f0 f., 10 FG .iue f 1pf �"ek,.c iyi^. .O fG fG fG „N40 fp G •jdlI�'�, -�i N 0'37'53° E -v I II r t� IN 8906'18" W - `- -«'- " _ >a" '3�' Fu -_: 4.. 1 .0 a 110 10 '{). pp f f O f0 �' °0 iryq° °° 5.00' JF • -._-.-"" --. - -.__ -. i yes, ._.. __. - _ S 89'1029° E 110.83 W x _- -_-- ' -._LLI -- - (648) 589.24'33°E ,c r ._-•tom __ _-- _ _- s ■ .; ., -- ,y - _ _..._ ), <e)�'TRACT BOUNDARY..__ ""...• N 053'52" E u rr, r .2 v -`LY ^�' Y^ -L+v - - - - - - - - - - - - - - - IL - - - •a ) 2.74 ar i dr •. I I .� eo' I �,'' I I U I ' , ;a&1 1 y- __. - i I I "'� 1 `.` '' a- FP 345.0 Q ., _ -.-sF' I I I 1; a p,, c W FP 3!16.0, . FP 345.7 f� .i4$.4 5 FP �� -� gq$,$ FP8 7 FP .946.0 PP 346.4 ,x l ��� � d � � � FP 3462,.;, R' �•9 � f� 345.5 8 � FP .145.2 � PP 344E � FP 344.4 � FP 344.5 � FP i44, B -._� � �� 7 g l� CURB � I�� hL FP 345.1 FP i ° 1 - I . hk I c r sSl :. x 3 _- ,< 4 I _ I 7 \ 10 I I > I I I N tJ 0 2r W % - ---- (. - - `' x' I 30'> 30' I 11 12 1 I 2 ,�" 3 4 5 6 to =- e3� _ o as n�i 34 11 I( 1 Z�... I --1. -. I - ::,.�, x._; i 1. - I I I , I. 2728 Q 1 II 1 . R� FF 344.9 ! �N OjSu _--_-_-'!�"., x s• nP Yt 11YVY•.��' 085X. - __ __SV -0.25X_N >' 8 x m �Tl :r �! ' o �- --. -- - t' _ _ 3 0.44X �ry 050X 18° DRAIN 1 pk ° ° \ o rypk g� ,�E•__ __ - - f _ ` \ _o 225�n1 > - 0.62% S _ n 3 _ -- - - _ p I 1 I c 1 PHASE 2 i --- -- --- ----- 6) 2 Y �Yi I I I I I x' I T - ----� i- - \ 20, og PHASE c t I i 1 124 I 23 ' 22 I 21 ' x'��20 i %`19 18 17 i 16 i 15 r'',y 14 13 »" I i A I -- I4-� 10 wv r�34a iI 1� \ -- Ap 345-9 I - FP 3457 i FP 945A I FP 345.1 I FP 345.7 I FP 345.4 I FP 345.7 I FP 346.0 I I I•.•\L FP 3462 I I 36 I 35`'1,, za I z0' 11 i �\ =� �y° ozy�' i� ■ 1 1 1 - - - I - - - I - - 1 1 I FP 346.9 I FP 3485 i I FP 34U I . - i FP 344,8 s ' 3(Y 30 i 5' FP 344.5 FP 3446 \ F° I 4 fG It�f i _�G- _ _ FO -- I_1 f I f-------- ----I Zp G I4° �f FP I AFP 345.0 ,,s>� 2D f0 G f f� If�ffG=i �i --- y 1 d -I II I I I I r'x I 1 1 I I i ■ I I I 1 I t W '2 S` 1 i � � 1- co 94 FP aui r� 3aa6 FP 34aa ( FP 34ao Fp 34a2 FP 344A FP 34a6 1, I' 1 1 I I 1 , 1 FP 3449 FP 345.0 FP 9452 ■■ FP 3459 FP 346.0 I FP 3462 1 1 Q I A I Ic ;._Fi' 346.1 28 29 1 1 1 I FP 34sA Fp a4se I ' FP 3nss FP 9a7s FP 3m.6 i 7 I 30 I 32 I 33 I 34 I 35 I 36 I I I - '112 ' ' 14 I 1 ",u l I I I I i 31 37 ' r I I , 111 13 L� 15- -- �� �` ( 31 32 33 1 34 I m I rp 1 3 I I �e 16az (� ' 00 (3 '30 of I ------- -- --- - ---- \� 4 ------ ----- ----- m it _ �.. I � Ntn.�_- R/WI O '�-- ..� o3eX ��IMI^.-_. o73X my �0 032X ,..^f �. _ _ -_ .. �0• M _ 1 -- �- k� ., p o *T 1 LLI 0 _ � m x :._ -� - t� --- PIANO DRIVE 0.639 \• os, S, \' 225X '4�' _ X _ S9� 0137X n ?1 \.' i- n BOX - 61 -_ -I I r - - - - FI- O - -J G 0.74X 11 9G FG- ---� 1.59 dl NE59 R x�„ I --_ a 4284 -_-- F--- -- - >� 91 fid_ _-w' _-__ `��3 xb 5. II f1 R Bl � -- ----1 �80 FG--"------� S Y FL/ 1.81 �- J- _ 42P Op ' _ � � 1 sp s F- 1 1 AT � 3g BO FI 11 s o s, 3, TIS ass�z 45 �I . FP 3467 s' m 16 1� w ; FP a49.8 / , I0 11.7;11-- Fp3aae jiix W348.0 44 J �0 Kyg3�1 _FP 345.7- 38_- Ii I,I,-29 1 43.95 Fl.� µ:D2 Fl.i 23 III 4 X226 ax5s �n g5i71 �! FP 347J7 I, il3\S 793%1� x 3r" 346;70 FG-------- FC l _c z e 1-1'h'_ FP 3452 0-------- ICBG Fc--------�---------zS �1 --- � 1 FP 34a9 ° � � I FP 3439 5 �'�� 1 f G`rR U G9 � 1 1 1 / .68 0 .78 F[ w OI z FP 3463 s' H 50 N 17 JI I 3 43 39 28 w m 4 I 5/ g b w 24 rP 9a7g b z� ar �� F FP 3452 FP 3462 1 1 ' ,, L 1 1 N FP 948.0 I y 1- 1 , � x -H-r � I r �, 1 seX III , I \ / k 5� - I R/W 146:10 FG'� \ / % 40 FG / / I \ / 51 �) 9•F," TRACT BOUNDARY N a \ 140 FP 344.1 FP 344.1 III FP m5A . ' F P 346A -- - - t i Il�� .,i mall u FP 134e) / A III J ,n 0 1 175,11 a / v / v .' FP 9482 1 1 1 FP 3442 v I I ; FP 346A 1 / v �-i",�1 A i W 49 48 v�v 4 7 42 FP 3455`� 40 27 \ , l� 26 w� FP 3aeo rrrr� 3e62 v� �I > r� Ili II o Fp 346.6 25 8 W - III , I,��a - - / 6 BLOCK WALL SEE ' \� 1 ,� c9 1 20 =F �'� 'M'45 FIil�� 1 \ N / Y o \ f f ". Y SEPARATE CONSTRUCTION .... -.-.-- J IF11 C1.•^ ii 46:18 FG- - - - - /-, -'�i- _ - - PIANS . _. ,. _.._ n 1 ,5 I • "- ,.i„aY „.. -.. ._ Mt .,-a .xa>�-?�� -�- r--'--_:. c ,.' W -W. / G , �- - 8 � � A G r W _.__ 4A 56924'06°E 1967.51'-" __-.. -'= 3A'`' -. _ .:_.- A4 ..��`� 6 _ _ __ - S, ,�,',I - _.._ • ._346 „:.� ;;-- F: �.*` „a- ,� >k .'.=x -.v :�G6f _ f _"Ff, .� f0 6�S 2�peX' .3G n .wh �`' �$'�'„ ah,cL :.';: �.s„. y0 ..�,. .G.� �..__ ,. x _ _ A . ° •, ,-_x _. _,.__- .� x: _ t, . , ., � I �c - _ _ _ __ _- `k_ ' S°' :3AA86 fL ) .. [; + l v�� _.__' r° ...,., -t` .,:.,. _.3 >-__ --.:J...s_- J`•"cu+._ ,.i� "- �c2 ., .•, e.t, a Fes,,. �,>'',= ,sAivi'�,3�4 F -t-�d,:' -y,: ' i� , N .... ah,tz ....._. ✓ h .,, { t � i r6 % - c,.. •� y. Fca - - S, � ,4a., . h , Fc ,44, „� ,:� j �'"�I � W #,`•, Q b z x- ° a BUENA VISTA ° 3, 4 zN. z E)(�S�IPVCm ACa�6CllL�l1RE/A-9 :a ; x„' W a I, SCALE: 1" = 50' (4j e L� i, •,J 1`v J 50' 25' O' 50' 100' < Z VES IN13 TENTATIVE TRACT 6320 LEGEND ABBREVIATIONS LEGEND (CON EXISTING LM -1 EP EDGE66 OF PAVEMENT FS FINISH SURFACE SIDEWALK PER C.O.B. STD. S-3 SECTION (H) WINDERMERE STREET 3 SCALE 1'-10' TC TOP OF CONCRETE OE OVER -EXCAVATION CURB AND GUTTER ti FL FLOWUNE FF FINISH FLOOR --- ---- --- EXIST. CURB AND GUTTER F R, CL CENTERLINE FC FINISH CONCRETE 'W C CENTERLINE OF STREET 31 11' 34' ELEV ELEVATION GB GRADE BREAK � n EXISTING GROUND CONTOUR - PROPERTY LINE / RIGHT-OF-WAY 2' PAD COMPACTION LIMITS p• B• FP_ 367.9 PROPOSED PAD ELE .. q 9 •+ PROPOSED GUTTER FLOWUNE ELEV. o STORM DRAIN , BLOCK WALLI -�„ TYPE °A" CATCH BASIN NTH 3.6 WIDE , ' EXIST. TOP OF CURB ELEV. OPENING UNLESS OTHERWISE NOTED _ « EXIST. GUTTER FLOWIJNE ELEV. ----. ----. ---_ EXIST. STORM DRAIN 2.OX I 1.BX-2.376 -, 7py TRACT BOUNDARY fD PROPOSED LANDSCAPE DUE. Lll-1 2pX yN Know what's below. DOSRNG PAVEMENT 4:1 MAX � 5.00% DIRECTION AND PERCENT OF SLOPE � � � � � � PHASE BOUNDARY PROPOSED CURB _& ROUGH GRADE LINE --� Call before you dig. _ 1„ EXISTING PAVEMENT FOR DRAINAGE ••«•«•••««•«•••••«•••••••«LIMITS OF GRADING OUTSIDE W PROPOSED 6' COMBINATION SN)EWMI( PER CAB. STD. S-3 J OF THE TRACT BOUNDARY M SECTION J ������ =MATCH LINE W M WINDERMERE STREET 3 A SCALE P-10' _ SECTION LINE U. 1 0CITY RECORDS NO 0 25' LIMITS 25' PAD COMPACTION LIMITS FILL PLACED /N FRONT YARD AFTER 1 ¢I SWALE CONS7RUCRON 1% MIN, 25% MAX FINISHED PAD 2' I FINISHED PAD 2 0% .. l 2 �%. 2.0% ..,, 12" OVEREXCAVA77ON 0.7 ROUGH GRADE LINE (SEE NOTE 24) 0.7' 0.2' BELOW 0.2' BELOW BOWLINE FLOWLINE ROUGH GRADELINE lS CONSTRUCT C & G PER COB S-1 (ST -1) AT 0.2' BELOW FLOWLINE CONSTRUCT SIDEWALK PER COB S-3 (ST -3) ELEVATION �A1 SECTION FRONT TO FRONT LOT ROUGH GRADING SCALE 1'-20' LIMITS � I I� 2% MIN, 4: 1 MAX FINISHED PAD I 2' 40' 2A$ 2.0% 1- 12" 0VEREXCA VA RON (SEE NOTE 24) 0.7• 0.2' BELOW FLOWLINE ROUGH GRADE LINE IS AT 0.2' BELOW FLOHIINE ELEVA 77ON 15' LIMITS 1 �1 2% ON, 4: 1 MAX 2• FINISHED PAD TROUGH GRADE LINE OJ 12" OVEREXCAVATION 0.2' BELOW (SEE NOTE 24) FLOWLINE CONSTRUCT SIDEWALK PER COB S =3 (57-3) C SECTION \,V SIDE TO SIDE LOTS.!2VGH OE 1 ROUgi GRADING 75' PARK SITE (NOT A PART) DRILL SITE zI PROPOSED BLOCK WALL 2 404OZ 2% MIN, 4: 1 MAX EXISTING GROUND 2 EXISTING GROUND 1 1 I I _____________ _______ Z= Z.0% 2�p% 42�:-0 FL 1 1 0T _j 02'BELOWBOW 0 M EXISTING S� INE PER SEPARATE AT ROUGH GRADE LINCONSTRUCT 0.2' BELOW FLOWLINE C & G PER COB S-1 (ST -7) a0 CONSTRUCT SIDEWALK PER COB S-3 (ST -3) o ELEVA 77ON E SECTION \.VDRILL SITE TO PARK S17E ROUGH GRADING SCALE 1'= m 0 I OAN EASEMENT FOR ROAD PURPOSES IN FAVOR OF THE CITY OF BAKERSFIELD RECORDED APRIL 21, 2016 AS DOC No. 0206098312, O.R. `EXIST GROUND 12" 0VEREXCA VA DON (SEE NOTE 24) OWNG AGRICULTURE/A-1 ,w m v + o OR O z � BUENA VISTA CANAL z� Z= m V BLOCK WALL 0 M EXISTING S� m PER SEPARATE GROUND � a0 O Z Gp o O z Q J O K SECTION 4 BACK OF LOT TO TRACT BOSTNDARY ROUGH GRADING SCALE i =1 EXI e N SECTION q BACK OF LOTS TO PARK SITE ROUGH GRADING WHEN DIFFERENCE IS > 0.3' SCALE 1'=10' LIMITS FINISHED PAD 12" 0VEREXCAVA 77ON (SEE NOTE 24) EXISTING GROUND e DUSTING TRACT 6578 25' �I ¢I 40' II-- 2� I LIMITS FILL PLACED IN FRONT YARD AFTER SWALE CONSTRUCTION 1% MIN, 25% MAX FINISHED PAD 414 0.71 12" OVEREXCAVA77ON 0.2' BELOW 0.2' BELOW (SEE NOTE 24) FLOWLINE BOWLINE ROUGH GRADE LINE lS ROUGH GRADE LINE AT 0.2' BELOW BOWLINE CONSTRUCT C & G PER COB S-1 (ST -1) CONSTRUCT SIDEWALK PER COB S-3 (ST -3) SECTION 4 FRONT TO SIDE LOT ROUGH GRADING SCALE 1'-20' I 20' 20' 2' OJ' L0.2 BELOW FLOWLINE ROUGH GRADE LINE IS AT 0.2' BELOW FLOWLINE ELEVA TION 15' LIMITS (t27 MIN, 4:1 MAX 2• FINISHED PAD TROUGH GRADE LINE 0.7 1 12" 0VEREXCA VA 77ON' 0.2' BELOW (SEE NOTE 24) FLOWLINE CONSTRUCT SIDEWALK PER COB S =3 (ST -3) �Ol SECTION \,VSIDE LOT TO PARK TE ROUGH GRADING AL1 SECTION 4 BACK OF LOT TO TRACT BOUNDARY ROUGH GRADING SCALE 1"=10' rP1 SECTION \�±j SIDE OF LOTS ROUGH GRADING WHEN DIFFEREtR� IS > 0.3' SCALE 1 =1d 3 42' 3' "'F 4 AA SUMP DETAIL 4 SCALE 1'=10' e M SECTION 4 BACK ODI FERSN�RWIS > GRADING INHENSCALE 1'=10 1 BLOCK WALL PER SEPARATE PERMIT FINISHED PAD EXISTING MOUND 'G 7 Ti U SECTION 4 BACK OF LOT TO TRACT BOUNDARY FjOUGH GRADING WHEN DIFfERF<NCE IS > 0.3 SCALE 1 =10' REQUIRED VOLUME: 0.050 AC -FT AREA: 0.30 AC & C=0.95 VOLUME REQUIRED: 0.15x0.95xO.30= 0.043 AC -FT VOLUME PROVIDED: 0.050 AC -FT 30x48=(1440/43560)x1.5'= 0.050 AC -FT SUMP DEPTH: 1.5' - NO FENCE REQUIRED a Know what's below. Cal before you dig. CITY RECORDS NO: ,w m v + o O z � Z= V 0 M � m M � a0 O Z Gp o O z Q J O W UMO 3 M J W [O E Y � o m ,moi } -> 7 e U ly z 0 rn a U J J C N J W Q Q I -- LU F oo G z W J J ~ W ILV Q V U — W N 8 N 8 co 3 6 ED i Lu V A U. O (I I I I I I Y 70 71 x4 -,- EG I I /I I i 10'X10' 050 RIP RAP AT 18" DEPTH 2-17 I DRILL SITE i P/L C� FC M i N89'24'06"W 209.02' 341.8 FG �j3A1kf03416FG k0 1 I N� 1 p0 Nl % L3 i 589'31'40"E 111.79' j� 2.07 0 z 588 31 58 E 73.26 � I of = p9/ j 3420 LS rn I I z Ii EXISTING RETENTION BASIN SUMP) VOLUME REQ'D: 3.00 AC. FT. 2:1 W nl VOLUME PROVIDED: 3.25 AC. FT. wl 0 I 1\ D.W.S.: 338.00 0 0 34 0 L z. BOTTOM ELEV.: 330.00 NI Z Q SUMP ONLY HANDLES TRIBUTARY AREA FROM TRACT 6578 (PHASES 6-9) zj I 1(i S892 3'1 184.66' 0'X70' 050 RIP RAP AT 18' DEPTH ____.. 1.57 PORTION OF BASIN Ate'' TO BE EXCAVATED `43.2 irTj 2- �— a 1 342. LS cg 343.5 FG GB REMOVE EXISTING TEMPORARY s It CHAIN LINK FENCE 2 BF 5 RETENTION BASIN (SUMP Q - 6' —PA VOLUME REQ D: 6.82 AC. FT. 2:1 VOLUME PROVIDED: 8.67 AC. FT. 2:1 D.W.S.: 338.00 W BOTTOM ELEV.: 330.00 N 3 M o (INCLUDES AREA REQUIRED AND PROVIDED FOR EXISTING SUMP) a z LO 29 z o 0 cn 15 0 to 0 L?o S89'04'11"E 183.33' ZO% N N I aiRal 43.8 FG -------- fp AA1 --- ----- ---589'04'11"E 209.12'----- r -- -- ----- Y Tr N FG -- --TRACT BOUNDARY as SUMP DETAIL ABBREVIATIONSLEGEND LEGEND (CONTD) SCALE: 1"=20' EP EDGE OF PAVEMENT FS FINISH SURFACE TC TOP OF CONCRETE OE OVER -EXCAVATION CURB AND GUTTER FL FLOWUNE FF FINISH FLOOR -.: EXIST. CURB AND GUTTER CL CENTERLINE FC FINISH CONCRETE ELEV ELEVATION GB GRADE BREAK - CENTERUNE OF STREET EXISTING GROUND CONTOUR ----------PROPERTY UNE / RIGHT-OF-WAY FP 367.9 PROPOSED PAD ELEV. — — — — — — — — — — — PAD COMPACTION UMTS PROPOSED GUTTER FLONJNE ELEV. --- o STORM DRAIN EXIST. TOP OF CURB ELEV. TYPE 'A' CATCH BASIN WITH 3.5' NDE OPENING UNLESS OTHERNSE NOTED EXIST. GUTTER FLOWUNE ELEV. --- - --- EXIST. STORM DRAIN PROPOSED LANDSCAPE ELEV. _ _ TRACT BOUNDARY SCALE: 1" = 20' M =PHASE BOUNDARY 5.00% DIRECTION AND PERCENT OF SLOPE 20' 10' O' 20' 40' —� FOR DRAINAGE.................................UNITS OF GRADING OUTSIDE OF THE TRACT BOUNDARY �t•�mMATCH LINE - - SECTION LINE 1 nL o.T: Q SECTION 5 SUMP DETAIL - ROUGH GRADING SCALE 1'=10' a — 6' BLOCK WALL PER SEPARATE PERMIT FINISHED PAD 5' tt =WILI1N 5 SUMP DETAIL - ROUGH GRADING SCALE 1'=10' CS) SECTION 5 SUMP DETAIL - ROUGH GRADING SCALE 1'=10' T SECTION 5 SUMP DETAIL - ROUGH GRADING SCALE 1'=10' IPORARY .T BLOCK WALL T 158 Know what's below. Call before you dig. 1L ! CITY RECORDS NO: m Cy7S'yW� n 0 M n m m 0aa N Z 0 o 0ir� o m N 0 : d Q j R U W � W t0 E � O N � W Y C 8 m S 6 U Cy7S'yW� n \? Q Z \ 2V N Z 0 o N Z 0 N K 0 U J J ai J W Q Ir W Z Q LU z > Q J gg� z F F. L CJ N CL N � 5 aA 3 c 6 x W I LID to 0 SOILS GBABISSERING, INC. September 20, 2018 Summit Capital Ventures, Inc. 8701 Swigert Court Bakersfield, CA 93311 Attention: Mr, Greg Saifanz SEI File No. 18-16857 Subject: Update of Geotechnical Investigation Project: Tract 7335 Location: East of Allen Road and South of Hawksmopr.Streop Bakersfield, CA Reference: Preliminary Soils Investigation for 140 -acre site located south of Bensinger Road and east of South Allen Read, Bakersfield, CA SEI File No, 05-11191, Dated May 20, 2005 Reference: Laboratory Test Results for 15 RKalues Samples Tracts 6578 & 6579 Pensinger Road and South Alien Road, Bakersfield, CA SEI File No. 06-11761, Dated July 20, 2006 Dear Mr. Balfanz: In accordance with your request we have reviewed the Geotechnical Investigation for tract 7335, East of Allen Road and South of Hawksmoor Street, Bakersfield, California. We also reviewed the subject site. There have been no material changes to the site or updates in technology that would invalidate any of the conclusions or recommendations in this report. Accordingly, the content of the "Geotechnical Investigation' remain wholly applicable to the subject site. A111=1,11101ff-83KT LQp[ml In our previous investigation referenced above we encountered isolated pockets of expansive materials during the field investigation of our Preliminary Investigation referenced some (File 11191, Table 1 B3 @j 04). This area should be reviewed during the earthwork operation to determine whether mese materials should W extxivated and replaced or otherwise irrigated in foundabon design, The following is an update of the Seismic Oinflopt Parameters in accordance, with the 2016 Cadforl Building Code, 44MYeAQIORW" BAKISPECIPILP, CALIFORNIA, MIA PHONEDIN)831-5100 FAx:(661)831-2111 SOILS ENGINEERING, INC. FRELIAIINAR YSOILS INNESTIGA PION FAe No. fig -11191 140 -ane sire, Pensinger Rd an So. Alter, Rd slay 20, 2005 Ba§ rL �. PoaeB igmmml! 7 ..r Finished ground grades adjacent to the proposed buildings should be sloped to provide positive free drainage away from the foundations. No areas should be constructed that would allow drainage generated on the site, or water impinging upon the site from outside sources, to pond near footings and slabs or behind curbs. Where ground surfaces adjacent to subsurface walls are to be landscaped, walls should be waterproofed. Installation of gravel -filled drains to route subsurface drainage awayfrom walls will reduce the thickness of damp -proofing resulting in a considerable savings. H. Slopes Finished slopes nearer man five feetfrom building foundations should be graded no steeper than five horizontal to one vertical (5:1). A slope ratio of two horizontal to one vertical (2:1) should provide adequate stability for slopes farther than five feet from footing lines. It. FOUNDATIONS The proposed structure can be adequately supported on either continuous or isolated reinforced concrete spread footings designed in accordance with the criteria given below in Table B. TABLEB Bearing pressures given are for the minimum widths and depths shown above. Bearing pressures given above are for dead and sustained (loads acting most of the time) live loads, they maybe increased by one-third for wind and/or seismic loading conditions. v In SOILG GY61n'fitAIN41PG • SOILS ENGINEERING, INC. PRELIMINARY SOILS INVESTIGATION FOR A 140 -ACRE SITE SOUTH OF PENSINGER ROAD AND EAST OF SOUTH ALLEN ROAD IN BAKERSFIELD, CALIFORNIA Prepared for: Centex Homes 5601 Truxtun Avenue, Suite 225 Bakersfield, Calitornia 93309-0624 May 20,2005 F$e No. 05-11191 aoIF ee iM FR'26 isa1`.w7)` rn. v. Tang Frangle, P& § Ell ,sa-as *.. I s GAOfe w 21.3 OuIll W1inespMQ Inv. 4400YEAGERWAY BAKERSFIELD, CALIFORNIA 03313 PHONE(5a1)831-5100 FAY'(661)831-2111 SOILS ENGINEERING, INC. PRELIMIN4RYSOILS EVVESTICA TION FRe No, AS-11191 140-acreslre, Bensinger Rd & So. Allen Rd May 20,205 AnWersReld, Cf Pals 9 Settlement Provided maximum allowable soil bearing pressures given above are notexceeded, total settlement should not exceed one inch. A major portion _ two-thirds to one-half of total settlement should occur before the end of construction. Differential settlements should occur before the end of construction. Differential settlements should, accordingly, be less than one-half of an inch for a span of twenty feet. LATERAL EARTH PRESSURES Lateral earth pressures and friction coefficients for determining the passive lateral resistance of foundations against lateral movement and the active lateral forces against retaining walls and subsurface walls, expressed as equivalent fluid pressures, are given below in Table C. Lateral 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 wall equal to or less than the height (H)" of the wall (H)" = The height of backfill above the lowest adjacent ground surface Active Case: Active lateral earth pressures should be used when computing forces against free standing retaining walls, unrestrained at their tops. Active pressures should not be used where tilting outward of the walls greater than .002H would not be desirable. Passive Case: Passive lateral earth pressures should be used when computing the lateral resistance provided by undisturbed or compacted native soils against the movement of footing. When computing passive resistance, the upper one foot of embedment depth should be discounted. At -Rest Case'. At -rest pressures should be used for subsurface walls restrained at their tops by floor diaphragms or tie -backs and for retaining walls where tilting outward greater than .002 H would not be desirable. V'n, SOILS INCilN¢EAMy INC SOILS ENGINEERING, INC. PRELLVINARYSORS INVESTIGATION File Aux 05-11191 Minimum Depth Maximum Allowable May 20, 2005 Minimum Below Lowest Sail Betrirrg Footing Type Width Adjacent Sublimate pressure ILL) IbsJ _===AL_ft. 1 20DD Continuous 1 Isolated 1 1 2000 Bearing pressures given are for the minimum widths and depths shown above. Bearing pressures given above are for dead and sustained (loads acting most of the time) live loads, they maybe increased by one-third for wind and/or seismic loading conditions. v In SOILG GY61n'fitAIN41PG • SOILS ENGINEERING, INC. PRELIMINARY SOILS INVESTIGATION FOR A 140 -ACRE SITE SOUTH OF PENSINGER ROAD AND EAST OF SOUTH ALLEN ROAD IN BAKERSFIELD, CALIFORNIA Prepared for: Centex Homes 5601 Truxtun Avenue, Suite 225 Bakersfield, Calitornia 93309-0624 May 20,2005 F$e No. 05-11191 aoIF ee iM FR'26 isa1`.w7)` rn. v. Tang Frangle, P& § Ell ,sa-as *.. I s GAOfe w 21.3 OuIll W1inespMQ Inv. 4400YEAGERWAY BAKERSFIELD, CALIFORNIA 03313 PHONE(5a1)831-5100 FAY'(661)831-2111 SOILS ENGINEERING, INC. PRELIMIN4RYSOILS EVVESTICA TION FRe No, AS-11191 140-acreslre, Bensinger Rd & So. Allen Rd May 20,205 AnWersReld, Cf Pals 9 Settlement Provided maximum allowable soil bearing pressures given above are notexceeded, total settlement should not exceed one inch. A major portion _ two-thirds to one-half of total settlement should occur before the end of construction. Differential settlements should occur before the end of construction. Differential settlements should, accordingly, be less than one-half of an inch for a span of twenty feet. LATERAL EARTH PRESSURES Lateral earth pressures and friction coefficients for determining the passive lateral resistance of foundations against lateral movement and the active lateral forces against retaining walls and subsurface walls, expressed as equivalent fluid pressures, are given below in Table C. Lateral 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 wall equal to or less than the height (H)" of the wall (H)" = The height of backfill above the lowest adjacent ground surface Active Case: Active lateral earth pressures should be used when computing forces against free standing retaining walls, unrestrained at their tops. Active pressures should not be used where tilting outward of the walls greater than .002H would not be desirable. Passive Case: Passive lateral earth pressures should be used when computing the lateral resistance provided by undisturbed or compacted native soils against the movement of footing. When computing passive resistance, the upper one foot of embedment depth should be discounted. At -Rest Case'. At -rest pressures should be used for subsurface walls restrained at their tops by floor diaphragms or tie -backs and for retaining walls where tilting outward greater than .002 H would not be desirable. V'n, SOILS INCilN¢EAMy INC SOILS ENGINEERING, INC. PRELLVINARYSORS INVESTIGATION File Aux 05-11191 140-a,,, sire, Perainger Rd & So. Allen Rd May 20, 2005 I k rid CA RECOMMENDATIONS 1. EARTHWORK "Earthwork Specifications." in Appendix A are provided for general guidance in preparing site grading plans. In addition, the following specific recommendations are provided and supersede the latter wherever discrepancies may exist. A. Compaction Unless otherwise specified herein, the terms, "Compaction," or "Compacted," wherever used or implied within this report should be interpreted as compaction to 90 percent of the maximum density obtainable by ASTM Test Method D1557-78, Method A. B. Optimum Moisture The term, "Optimum Moisture." wherever used or implied within this report, should be interpreted as that obtained by the above described test method. C. SAW" In to soil compaction, existing ground surfaces should be stripped of surface vegetation. A stripping depth of one inch should be adequate. In no instances should stripped material be used in engineered fill or blended with and compacted in original ground. D. G d Surface Preparafon Proposed Structure Argas: Ground surfaces in the proposed building area should be compacted in accordance with the following procedures: 1. Excavate earth material to a minimum depth of twelve (12) inches below the lowest existing grade in the proposed building areas. 2. The exposed surface soils shall be reviewed by the soils engineer or his representative prior to any backfill operations. The top twelve (12) inches of exposed materials shall be scarified, moisture conditioned and compacted to minimum of 90% of ASTM D-1557. 3. Moisten excavated and imported soils to near the optimum moisture or to a moisture content consistent with effective compaction and soli stability. Compact moistened soils to a minimum of 90 percent of the maximum densely obtained by ASTM Test Method D1557. vcan 5Gt o"arcrejue.1. SOILS ENGINEERING, INC. PRELLVINAR Y SOILS INNESTRAI TION File No. 05-12191 140 -cera site, PenanRaw,er RdSo. Afton Rd May 20, 2005 RaiLgAs Ct 1- 10 Frictional Resistance: A friction coefficient of 0.40 may be used when Computing the frictional resistance of footings, grade beams, and slabs -on -grade to sliding. Frictional resistance and passive lateral soil resistance may be combined without reduction. IV. SLABS -ON -GRADE Slabs -on -grade can he adequately supported on compacted native soils or imported materials of equal or superior quality. We recommend that a moisture protection be constructed for the proposed slabs They should be underlain by a vapor retarder 6 mils in thickness, or material with equivalent or better resistance to chemical and bacteriological attack. Priorta placing concrete, the membrane should be covered with a thin (approximately one to two inch thickness) layer of damp sand to absorb excess moisture Porosity is directly related to the amount of extra water added to the concrete mix of the slab when it was created. The extra water creates permanent space in the slab. Once it is evacuated, that space remains moist and easily passes vapor through it. Creating a slab with the lowest possible permeability starts with keeping the water/cement ratio, by weight, in accordance with the Portland Cement Association guidelines for slabs followed by a proper curing and drying period. Slabs should have a minimum thickness of four inches and be reinforced per the structural engineer's recommendations. Pressurized water lines should not be placed beneath slabs. Gravity flow seweriines may underlie slabs, but they should be exited by the shortest available route. V. SOIL -BORNE -SALTS Soluble sulfate testshall be performed after me grading of the proposed tract completedleted We recommend that, based on those results, a Concrete mix design to resist sulfate exposure be formulated based on Table 19 -A -4 -Requirement for concrete exposed to sulfate -containing solutions" of Volume 2 of the 1997 Uniform Building Code. We also recommend to provide protective coating for buried ferrous metal Conduits Vi. STRUCTURAL SECTION FOR PAVEMENTS The pavement designs shall be based on the design procedures of California Department of Transportation. Design recommendations for asphaltic Concrete pavements shall be provided for the R -Value test results obtainable our testing program. ZV e, mac lennu e1No.I,,, SOILS ENGINEERING, INC. PRELIMLYARYSOILS INVESTIGATION File No. 05-11191 140 - acre see, Peet ers, Rd & S. ARex Rd May 10, 2005 A -r�435.. Palati it, Work to lines at least five feet beyond the outside edges of exterior footings and two feet beyond pavement edges except where excavation may undermine or damage adjacent structures or utilities. Pavement Areas: Ground surfaces to receive concrete driveway and bituminous pavements should be scarified and compacted to a minimum depth of 12 inches below the grading plane in cut areas orto 12 inches in areas to receive fill. Engineered fill placed in proposed pavement areas should conform to the requirements of Section 5.4, "Placing, Spreading and Compacting Fill Materials," of Appendix A. Compaction in proposed pavement areas should be a minimum of 90 percent of the maximum density as obtained by ASTM Test Method D1557, and should extend to a minimum of two feet beyond the outside edges of pavements. Utility Lines Backfill for utility lines traversing areas proposed for facilities, pavements, concrete slabs - on -grade, or areas to receive engineered fill for future construction should be compacted in accordance with the same requirements for adjacent and/or overlying fill materials. Compaction should include haunch area, spring line and from top of pipe to finished subgrade. The haunch area up to one foot above the top of the pipe should be backfilled with "cohesionless" material. Cohesionless native materials may be used for trench and pipe or conduit backfill. The term "Cohesionless," as used herein, is defined as material which when dry, will flow readily in the haunch areas of the pipe trench. Pipe ba<kfBl materials should not Contain rocks larger than two inches in maximum dimension. Where adjacent native materials exposed on the trench bottoms contain protruding rock fragments larger than two inches in maximum dimension, conduits and pipelines should be laid on a bedding consisting of clean, cohesionless sand (SP), in the Unified Soils Classification System. Compaction Requirements - where not otherwise specified in our plans or in these recommendations. the following compaction requirements are applicable to all electrical, gas or water conduits. v.5 ¢ORS ENGIIYE£n N4 WC, SOILS ENGINEERING, It PRELIMINAR YSOILS INVESTIGATION Fit, No, 05-1 1191 140.acre sire, Pensager Rd & So. Alien Rd May 20, 2005 x.. n Asphalt concrete should be Type B according to Caffrans Section 29. Aggregate Base should be Class 2 according to Car -raps Section 26. The subgrade surface should be according to our recommendations in this report. These recommendations are valid only if the pavement is properly drained and shoulder areas are graded to prevent water ponding at pavement edges. All construction should be subject to adequate tests and observations to verify conformance with these recommendations. VII. LIMITATIONS, OBSERVATIONS AND TESTING Conclusions and recommendations in this report are given for property located on the south side of Pensinger Road east of South Allen Road in Bakersfield, California and are based on the following: a_ The information retrieved from thirteen N3) exploratory borings drilled at the subject site to a maximum depth of 15 feet below the existing ground surface. b. Our laboratory testing program results. C Our engineering analysis based on the information defined in this report. IS Our experience in the Kern County area. Variations in soil type, strength and consistency may exist between specific baring locations. r oon. If such variations rt of construction I r the start evident un may not become e 0 after These variations Y appear, a re-evaluation of the soils test data and recommendations may be necessary. Unless a Geotechnical Engineer of this firth 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 an 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 Orin H }COS 9.I'S rmillo PRELLVINAR Y SOILS LVVESTIG4 TION 140 -acre site. Perainger Rd & Se, After Rd SOILS ENGINEERING, INC, File Na. 05-11191 May 20, 2005 " me top 8 inches of the subgrade shall be compacted re a minimum of 95°8, of ASTM D-1557 E. Engineered Fill Earth materials obtained on site are acceptable for use as engineered fill provided that all grasses, weeds and other deleterious debris are first removed. Engineered fill materials should be placed in thin layers (less than ten inches uncompacted thickness), brought to near the optimum moisture content or to a moisture content commensurate with effective compaction and soil stability, and compacted to a minimum of 90 percent of the maximum density obtainable by ASTM Test Method D1557, "Placing, Spreading and Compacting Fill Materials," in Appendix A. F. Imported Fill If it becomes necessary to import materials from off-site to complete site grading, imported soils should consist of essentially granular, silty sands with lowexpanaion potential and free of grasses, weeds, debris, rocks larger than six inches in maximum dimension, and soluble sulfates In excess of 200 parte per million- Imported fill should contain sufficient silt and clay binder to render mem stable in footing trenches and capable of maintaining specified elevation tolerances during paving operations. Imported soils to be used as engineered fill should also meet the following gradation and quality criteria: Maximum Percent Passing #200 Sieve ... ..... ....... 50 Maximum Liquid Limit ........................... .......... ..40 Maximum Plasticity Index . .. ............ 14 Minimum R -Value (far pavement areas only) . ......... .......... 50 Maximum Expansion Index (per 1997 USC Standard 18-2) . 20 -0vv; t.,I, 1,1111inil, 111. SOILS ENGINEERING, INC. PRELIMINAR YSOILS INVESTIGATION File N'a 05-11191 lziumve site, Bensinger Rd & So. Allen Rd .Mey2B,1005 Ar ionifirld, CA F2 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 sileclearing, ground stabilization, placement and Compaction of fill materials, and finished grading is critical to the structural integrity of building foundation and floor systems. While the preliminary Geotechnical investigation and report provide guidelines which are used by the design team, i.e., architects, grading engineers, structural engineers, landscape engineers, etc., in completing theirrespe Leve tasks, review of plans and site review and testing during earthwork operations are vital adjuncts to the completion of the Geotechnical engineer's 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. 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'. It 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 foran ornery transfer of responsibility and approval. representative of our firm tative to ensure that a re It is the responsibility of the owner or his represen P is present at all times during earthwork operations relating to site preparation and grading, so that relative compaccontests can be performed, earthwork operations can be observed and compliance with the recommendations provided herein can be established. I Uniform Building Code, Chapter 70 Section, 7014, "Grading Inspection," paragraph (IF "Transfer of Responsibility add Approval;' as followsr civil n er the sails en is r, the en ennug eeologisr or the testing Irthe cl egine g as 3 envy ofc,f,d E chang<d during the course orthe work, Ne work shalt be snipped until the replacement has agreed In accepr the responsibility within the uea of his technical Competence for epprnval upon completion of the work." D cul 1.m5 elcrr IR41Nt • i Know whets below. CB�� before you dig. STORAAWATE'R POLLUTION PREVENTION NOTES: 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 BMPS MUST BE IN PLACE. (ECI-EC13) 3. THE USE OF A GRAVEL BLANKET AT CONSTRUCTION ENTRANCES WITH PUBUC 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. (WELT) 5. THE CONTRACTOR SHALL WATER THE SITE AS NEEDED TO ELIMINATE DUST. (MINIMUM OF 650 GALLONS/AC.. AND ONCE DAILY, WI 6. CONSTRUCTION EQUIPMENT SHALL BE PARKED, WEN 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-8I B. EXCEPT AS OTHERWISE APPROVED BY THE QSD/OSP, 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 5O. 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 OSP. 10. THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE WITHIN THE SITE IS AT THE DISCRETION OF THE OSP. 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 2 HOURS AFTER EACH RAINSTORM. I 13. THIS PLAN HAS BEEN CREATED AS A BEGINNING CONCEPT ONLY. IF II BMP'S SHOWN ARE DEEMED INEFFECTIVE OR UNNECESSARY, QSP IS TO REMOVE OR SELECT ALTERNATIVE BMP'S FROM CASQA'S HANDBOOK AND REDUNE 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 HEMS SUCH AS REFUELING I'I 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 SIMI DOCUMENT FOR THIS SITE, AS IT MAY INCLUDE ADDITIONAL NECESSARY BMP'S. I 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 1 WATER. 1 C. ALL LAND CLEARING, GRUBBING, SCRAPING, EXCAVATION, LAND LEVELING, GRADING, CUT & FILL, AND DEMOUTION ACTIVITIES SHALL BE EFFECTIVELY CONTROLLED OF FUGTIVE 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 HILI 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. DIBTUR9ED AREA: AREA DISTURBED - 33.40 ACRES OWNER: EROSION CONTROL PLAN FOR TRACT 7335 PHASE 1 THROUGH 3 WDID# 5F15C385597 �'SW i0�o���o������������AM DETAIL A T GRAVEL APRON AT CONSTRUCTION ENTRANCE 1� NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL TC -1 IN SITE SWPPP & DUST CONTROL PLAN FOR SPECIFIC REQUIREMENTS �.. `; TRACT No. 6x578 - UNI`(' 7 rM. BK. 58, PG. 70 a e a m I�IIII i Ozm o — - g i 1 - �IhII x __ n ' � ___/ I ', I �` I •.� _ ,;aso:.. .. ... 00� � -- �. ' _ - -. t � �'� W J 1 a {JI�IL."aU"�' _" j, L - --_-. �,,, �a •' _ .__. _� I I iIt I II '+� �n r —«u r_Y>s_Hi t —Irli ,_nF'-a, te—�,OTT2--" \ti a 4.i, l rt• �I€: __-._-. ,-' ' ;I-ax11 IrNri+I �. �noon •• -- O O-1 -- O -- O- --_---.-.._-. --1- . -- 81 2 3 I4 5 I6 7.�, 1.. 0 O 1-1- TiO -1-2- --�1 ��- 1 2I 1_1 -l 5 8 D - = o- It IIli�xirII mso-w�rwn IN P6 NIUN ol 6 P E- -O7;;s 9 25 24 23 22 21 1 20 19 1 18 17 16 15`14 13 11 10L N .+, , r36 35 g� I. I w l Iq IIIoI _I: PHASE 3 WIDE, 3"T �I6 �271 28 129 I30I 31 I32 33 I34 135 I36 I37 I31 32 33 3 2 15 � -- -- -- -- T T T 1 I v - .I 8.:: 3. 1 I �__O __ fi __ o T_ �_•___ ___-N-__ I 2 5 6 7 8 9 IU 11 12 -- -- - - -- -- -- -- - /', L PIANO DRIVE + 7 I I 6 6 ti L -L--J-J---1--1_ 45 29 I 23 1 13 1 22 � 16 I _ NI T - --- g u 14 50 1 T 6 9 24 O OXO: 174Oe 15 1 17 16 4047 4248 26 i `g I d N �7 1 26 125 124 123 1 22 21 20 19 49 27125 41 20 %.� 0 11! SUMMIT CAPITAL VENTURES, INC. 8701 SWIGERT COURT BAKERSFIELD, CA 93311 TEL.: (661) 589-0717 CONTACT PERSON: GREG BALFANZ QSD/OSP: BLAINE S. NEPTUNE, PE, QSD/P QSD CERT.: 20178 MCINTOSH & ASSOCIATES , 2001 WHEELAN COURT BAKERSFIELD, CA 93309 TEL.: (661) 834-4814 ENGINEER: Know what's below. MCINTOSH AND ASSOCIATES Call before you dig. 2001 WHEELAN COURT BAKERSFIELD, CA 93309 TEL.: (661) 834-4814 CONTACT PERSON: BLAINE S. NEPTUNE GENERAL CONTRACTOR: CONCRETE WASH. SECTION A-1 NOT TO SCALE PLYWOOD 48" X 24" PWHAIINTETED BLACK LETTERS 6" 5CALE NOTES CONCRETE WASHOUT SIGN DETAIL OR EQUIVALENT 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. DETAIL B CONCRETE WASHOUT NOT TO SCALE "CONTRACTOR SHALL REFERENCE CASQA DETAIL WM-8 WOOD WOOD POST 3" X3"X 8' � CONCRETE WASHOUT 5CALE NOTES CONCRETE WASHOUT SIGN DETAIL OR EQUIVALENT 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. DETAIL B CONCRETE WASHOUT NOT TO SCALE "CONTRACTOR SHALL REFERENCE CASQA DETAIL WM-8 WOOD WOOD POST 3" X3"X 8' MIN 12" MIN LER ROLLS MIN `3/4" x 3/4" WOOD STAKES (MAX 4' SPACING) SECTION A—A DETAL C STOCKPILE WITH FIBER ROLLS NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL WTM-3 & SE -5 SIDEWALK ' r O CURB CURB INLET CURB FLOC E GUTTER z I LEGEND y GRAVEL BAG DETAIL D_ CURB INLET PROTECTION NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL SE -10 LEGEND OMATERIAL LAY -DOWN AND STOCKPILE AREA & EQUIPMENT PARKING WTH PROTECTIVE OL PANS UNDER EQUIPMENT. (SEE DETAIL C & WM-3) GRATE INLET (SEE DETAIL D & SE -10) SO LONG GRAVEL PAD AT CONSTRUCTION ENTRANCE (SEE DETAIL A & TC -1) CONSTRUCT CONCRETE WASHOUT (PER DETAIL E & WM-8) ® GRIZZLY/RUMBLE PLATE - - - SITE BOUNDARY PHASE BOUNDARY m FIBER ROLLS (SE -5) --- o PROPOSED STORM DRAIN UNE FINISHED GROUND CONTOUR EXISTING GROUND CONTOUR CONSTRUCTION NOTES: 0 POST "NO TRESPASSING" SIGN AT PROJECT ENTRANCE(S) OPOST 'CONSTRUCTION TRAFFIC 15 MPH' SIGN AT PROJECT ENTRANCES) O3 MATERIAL LAY -DOWN AND STOCKPILE AREA (WM-1, WM-3) (F O4 EQUIPMENT PARKING WITH PROTECTIVE OIL PANS UNDER EQUIPMENT. (NS -9, NS -10) �5 GRAVEL PAD AT CONSTRUCTION ENTRANCE MIN. 50' LONG (SEE DETAIL A & TC -1) 0 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) OS CONSTRUCT CONCRETE WASHOUT (PER DETAIL B & WM-8) ON_. 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. 24 11119 MIN 12" MIN LER ROLLS MIN `3/4" x 3/4" WOOD STAKES (MAX 4' SPACING) SECTION A—A DETAL C STOCKPILE WITH FIBER ROLLS NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL WTM-3 & SE -5 SIDEWALK ' r O CURB CURB INLET CURB FLOC E GUTTER z I LEGEND y GRAVEL BAG DETAIL D_ CURB INLET PROTECTION NOT TO SCALE 'CONTRACTOR SHALL REFERENCE CASQA DETAIL SE -10 LEGEND OMATERIAL LAY -DOWN AND STOCKPILE AREA & EQUIPMENT PARKING WTH PROTECTIVE OL PANS UNDER EQUIPMENT. (SEE DETAIL C & WM-3) GRATE INLET (SEE DETAIL D & SE -10) SO LONG GRAVEL PAD AT CONSTRUCTION ENTRANCE (SEE DETAIL A & TC -1) CONSTRUCT CONCRETE WASHOUT (PER DETAIL E & WM-8) ® GRIZZLY/RUMBLE PLATE - - - SITE BOUNDARY PHASE BOUNDARY m FIBER ROLLS (SE -5) --- o PROPOSED STORM DRAIN UNE FINISHED GROUND CONTOUR EXISTING GROUND CONTOUR CONSTRUCTION NOTES: 0 POST "NO TRESPASSING" SIGN AT PROJECT ENTRANCE(S) OPOST 'CONSTRUCTION TRAFFIC 15 MPH' SIGN AT PROJECT ENTRANCES) O3 MATERIAL LAY -DOWN AND STOCKPILE AREA (WM-1, WM-3) (F O4 EQUIPMENT PARKING WITH PROTECTIVE OIL PANS UNDER EQUIPMENT. (NS -9, NS -10) �5 GRAVEL PAD AT CONSTRUCTION ENTRANCE MIN. 50' LONG (SEE DETAIL A & TC -1) 0 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) OS CONSTRUCT CONCRETE WASHOUT (PER DETAIL B & WM-8) ON_. 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.