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HomeMy WebLinkAbout1.7-715847- . ?''-? v C'.z On v'v.v. v. NO v 2:886856 R. I -C- : . 6252 - I ° BK. 55,?w. €43 0 o 0 BENCH MARK SET: CHISELED '0' ON TOP OF CURB 10' EAST OF EAST END OF CURB RETURN IN SOUTHEAST COR HAGEMAN do JENKINS ROADS. A' 'TRACT BOUIaARr \21 19 BENCH MARK USED: COPPER POINT IN 6" CONCRETE MONUMENT AT CL JENKINS AND MEACHAM ROADS WITH RCE 2777 TAG DATED 4-30-41 14' DEEP ELEV. 356.24 PER KCSFB 665-A PG. 44 ' R .=_ ..= 43 3.f . 6-s 0 Pik -R -CRE_ ....�s«J P'^j. -4 VACANT EXISTING R-1 LR S 89°19'26" E 1039.23 18 17 1 16 1 15 1 14 CITY 244.78 124'± i DOLE ENTERPRISES, NC. "ARCO" - 36 X DRILL ISLAND I' N n, 00 m M tRA�T eouut>NRr DOLE ENTERPRISES, NC. o "ARCO" - 35 X o U., i W 115'± 13 12CID 11 0 0 S 8919'26" E 244.74 z �,-- N 8919'26' W —132&71 —�— N 891j_26 —W1.323.71— 1 717— N 1791926• W 405.00N 89'1926 W 190.57 AUSTIN N 89'19'26' W 469.43 CREEK — /F 4T 5 6 2 3 , 7 8 9 10 11 12 13 �� ROCKINGHAM WAY FOUND CONC. MON. MRK'D. R.E. 2777 FOR S.W. COR., SEC. 14, 29/26 PER FILED MAP 7-1, BK. 6, PG. 44 REAR P.L. �aa �� VAR• �� I� o /'o �P BUILDING PAD g / Q _ V PAR /—FRONT P.L. TYPICAL L 0 T GRADING Drawing File: FSGRD7158 06/10/2017 Rik" NO. 15662 -UFJ.. I. BOOK -rb WDS3 .44 2650± HAGEMAN ROAD (CO. ROAD NO. 522) ADDITIONAL NOTES OWNER: James Bryan Batey Sr., Trustee of the PRIVATE ENGINEERS NOTICE TO CONTRACTORS Cumberland Legacy Trust THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN P.O. Box 20247 ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST BAKERSFIELD, CA 93390 of OUR KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THIS MAP. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE SUBDIVIDER: Rosedale Land and Development Inc. UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THIS P.O. Box 20247 DRAWING. INFORMATION OR NOTA.E RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH BAKERSFIELD, CA 93390 ENGINEER: SMITHTECH/USA, INC. UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO WORKING DAYS PRIOR TO CONST - 1424 17TH STREET RUCTION. 1-800-227-2600 BAKERSFIELD, CA 93301 ENGINEER'S STATEMENT; I HEREBY STATE THAT THESE PLANS AND SPECIFICATIONS COMPLY HATH CITY OF BAKERSFIELD ORDINANCES. STANDARDS, AND DESIGN CRITERIA, AND THAT THEY INCLUDE ALL IMPROVEMENT REQUIREMENTS OF THE ADVI- SORY AGENCY OR OTHER REVIEW BOARD. I AM RESPONSIBLE FOR ALL CALCULATIONS AND DRAWINGS ON THESE PLANS AND ANY ERRORS, OMISSIONS, OR VIOLATIONS OF THOSE ORDINANCES, STAN- DARDS, AND DESIGN CRITERIA SHALL BE CORRECTED DURING CONSTRUCTION. OBERT I– SMM RCE 35473 DATE EXP. 9-30-17 LIST OF COT STANDARDS USED HEREIN' 1, Is] 1*3 SIDEYARD SLOPE TO BE 2% FOR 10' OR TO -PROPERTY LINE AS SHOWN ALL LOTS TO BE GRADED ACCORDING TO THE TYPICAL DETAIL -UNLESS OTHERWISE INDICATED ON THESE PLANS FINISH GRADING & SWALES TO BE COMPLETED BY BUILDER AT TIME OF HOUSE CONSTRUCTION. PADS TO BE GRADED FROM FRONT TO BACK AT .5%J AT ROUGH GRADE ST -13 - MONUMENT ENCASEMENT - — - SEWER & STORM BRAIN MANHOLE TYPE 'A' SW -6 - SEWER CLEANOUT TYPE "A" SW -3 - SEWER MANHOLE TYPE 'A" INS WL &OUTSIDE DROP D-14 - CA TCH BASIN TYPE "A" 941-7 - SEWER PIPE CONNECTION D-10 - OUTLET STRUCTURE D- 9 BRA INA GE BASIN SW -1 _ SEWER LA TERAL MARKER S T-22 - TRENCH DETAIL NOTE: SEE SHEET TWO FOR ADDITIONAL NOTES TRACT No. 7158 GRADING PLAN AVENUE N 8919126• W 644.59 34 33 32 DrE s G E0 R :—D:--RDr ? EC"E= 4 u D z Ri.__ :A.0 2:43 3K . 66r "` P: RCEL _--IDS Pn 94 v u PORCEL ::•.r.: u . VACANT EXISTING R-1 LR 1010.09 S 89'19'26" E The GRADING PLAN as shown on this drawing is hereby approved, subjec, to any indicated corrections or additions. Approval by the Pjblic Works Department and Building Department indicates approval only as to design criteria used and confonrance to City St,indards. Codes and Ordinances. Engineer for the subdivider or developer shali 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 -a 117 Publi <s Department Data Buildin- _ a . ^-t C e -- T*Em p. SLL M p F�CSE M I N T "oma �D L • � 2l'l d, 4(002. 2 sr 54.25 79.15 R 359°19'26" R = 470 �— �— N 8919'26' W 1_124. 853.490' N 89'19'26' W 480.41 31 30 65 4 3 2 1 THE CITY AND COUNTY HAVE COME TO AN AGREEMENT CONCERNING THE DRAINAGE. WE WILL BE SUBMITTING AN APPLICATION TO LAFCO TO ANNEX PROPERTY INTO THE CSA. t—TRA 0 U_ z 529-012-37,38,39,40 TOTAL ACREAGE. TOTAL PROJECT AREA: 9.28 GROSS AC./6.83 NET AC. TOTAL LOTS: 21 BUILDABLE LOTS TOTAL NET DENSITY: 3.08 D.U./NET AC. REINA I ROAD CT 7158 0 0 01-1 s z o. 9y%9 0 Of Z �9� < ROSEDALE HIGHWAY W Z Q t NORTH SCALE: 1- : 100' INDEX SHT. NO. SHEET DESCRIPTION 1. TITLE SHEET 2. NOTE SHEET 3. AUSTIN CREEK AVENUE 4. SWPPP PLAN 5. DEV. FOOTPRINT LEGAL-D-ESGRIPTI{3N A PORTION OF PARCEL 4 OF PARCEL MAP NO. 12143, IN THE UNINCORPORATED AREA OF THE COUNTY OF KERN, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 60, PAGES 33 AND 34 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. 41ZOFESSIpN w No. 35473 M 9/30/17 �IVI16 $~� CAIu���4 Smith`fechA. LISA CITY RECORDS INCORPORATED HABERFELDE BUILDING 1 42417TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 LEGEND I.IECEIVE JUN a 2 1011 GIT1' OE V tiKEl' SFI1.D 3LE,L111ti x :,EPA,;gf -: u16 DRY - — - TYP. STNRM BRAIN PIPE AS NUTEB —�-- CREEK GB GRADE BREAK CB LANE CR CURB RETURN EP b PRC PT OF REVERSE CURVE PNC PT OF VERTICAL CURVE POVC PT ON VERTICAL CURVE K `14 iz 's FLOW LINE GO , . :41: THE CITY AND COUNTY HAVE COME TO AN AGREEMENT CONCERNING THE DRAINAGE. WE WILL BE SUBMITTING AN APPLICATION TO LAFCO TO ANNEX PROPERTY INTO THE CSA. t—TRA 0 U_ z 529-012-37,38,39,40 TOTAL ACREAGE. TOTAL PROJECT AREA: 9.28 GROSS AC./6.83 NET AC. TOTAL LOTS: 21 BUILDABLE LOTS TOTAL NET DENSITY: 3.08 D.U./NET AC. REINA I ROAD CT 7158 0 0 01-1 s z o. 9y%9 0 Of Z �9� < ROSEDALE HIGHWAY W Z Q t NORTH SCALE: 1- : 100' INDEX SHT. NO. SHEET DESCRIPTION 1. TITLE SHEET 2. NOTE SHEET 3. AUSTIN CREEK AVENUE 4. SWPPP PLAN 5. DEV. FOOTPRINT LEGAL-D-ESGRIPTI{3N A PORTION OF PARCEL 4 OF PARCEL MAP NO. 12143, IN THE UNINCORPORATED AREA OF THE COUNTY OF KERN, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 60, PAGES 33 AND 34 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. 41ZOFESSIpN w No. 35473 M 9/30/17 �IVI16 $~� CAIu���4 Smith`fechA. LISA CITY RECORDS INCORPORATED HABERFELDE BUILDING 1 42417TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 LEGEND I.IECEIVE JUN a 2 1011 GIT1' OE V tiKEl' SFI1.D 3LE,L111ti x :,EPA,;gf -: u16 TYP. TYPE 'A' CATCH BASIN - — - TYP. STNRM BRAIN PIPE AS NUTEB —�-- CENTER UNE GB GRADE BREAK CB CATCH BASIN CR CURB RETURN EP EXISTING PAYMENT PRC PT OF REVERSE CURVE PNC PT OF VERTICAL CURVE POVC PT ON VERTICAL CURVE HI/PT HIGH POINT EC FLOW LINE .00ov---0- SLOPE OF FLOW LINE PAD LOT PAD ELEVATIOII LOT SLOPE BLOCK WALL A A' SLOPE SECTION DETAIL 10 20 20 10 STREET WIDTH LOT GRADING i OIL WELL IL "A" FOUND CONC. MON. TAGGED RCE 17564 FOUND TAGGED SCE 6iCONC. KAON. FOR S. 1/4 COR. FOR L>OT .'OR. PER 40 SEC. 13, 29/26 PER [FILED MAP 7-1, TR. 5234 1 BK. 6, P :. 44 2.82' DETAIL_ 'A' N.T.S. PERMIT NUMBER B1-6--4000 O57 1 i • 5F15C377382 SOIL CALCULATI-01,11S: CUT 9,700 C.Y. -FILL 800 C.K SHRINKAGE 1,500 C.Y. SUBSIDENCE 1,500 C.Y. TRACT NO. 71 5 8477 GRADING PLAN r r'-- C� RQEERT E. SMITH RCE _5473 DATEn I JOB N0. - 15-105 SHEE- 1 OF 5 SHEETS EARTHWORK SPECIFICATIONS 1. SCOPE OF WORK: THESE SPECIFICATIONS AND APPLICABLE PLANS PERTAIN TO AND INCLUDE ALL EARTHWORK ASSOCIATED WITH THE SITE ROUGH GRADING, INCLUDING BUT NOT LIMITED TO THE FURNISHING OF ALL LABOR, TOOLS, AND EQUIPMENT NECESSRY FOR SITE CLEARING AND GRUBBING, STRIPPING, -PREPARATION OF FOUNDATION MATERIALS FOR RECEIVING FILL, EXCAVATION, PROCESSING, PLACEMENT AND COMPACTION OF FILL AND BACKFILL MATERIALS TO THE LINES AND GRADES SHOWN ON THE PROJECT GRADING PLANS, AND DISPOSAL OF EXCESS MATERIALS. 2- PEREORMANCE- THE CdIKFXTORR SHALL BE- RESPONSIBLE FOR THE SATISFACTORY COMPLETION OF ALL EARTHWORK IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THIS WORK SHALL BE INSPECTED AND TESTED BY A REPRESENTATIVE OF KRAZAN AND ASSOCIATES, INC., HEREINAFTER KNOWN AS THE SOILS ENGINEER AND/OR TESTING AGENCY. ATTAINMENT OF DESIGN GRADES WHEN ACHIEVED SHALL BE CERTIFIED TO BY THE PROJECT CIVIL ENGINEER. BOTH THE SOILS ENGINEER AND THE CIVIL ENGINEER ARE THE OWNER'S REPRESENTATIVES. IF THE CONTRACTOR SHOULD FAIL TO MEET THE TECHNICAL OR DESIGN REQUIREMENTS EMBODIED IN THIS DOCUMENT AND ON THE APPLICABLE PLANS, HE SHALL MAKE THE NECESSARY- READJUSRGI TS -UNTIL- ALL WORK lS DEEMED SA ISFACTORY AS DETERMINED BY BOTH THE SOILS ENGINEER AND THE CIVIL ENGINEER. NO DEVIATION FROM THESE SPECIFICATIONS SHALL BE MADE EXCEPT UPON WRITTEN APPROVAL OF THE SOILS ENGINEER, CIVIL ENGINEER OR PROJECT ARCHITECT. NO EARTHWORK SHALL BE PERFORMED WITHOUT THE PHYSICAL PRESENCE OR APPROVAL OF THE -SOILS ENGINEER. THE -CONTRACTOR "SHALL -NOTIFY THE SOILS ENGINEER AT LEAST TWO (2) WORKING DAYS PRIOR TO THE COMMENCE- MENT OF ANY ASPECT OF THE SITE EARTHWORK. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEERS HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR -UA&UTY ARISING FROM THE SOIL NEGLIGENCE OF THE OWNER OR THE ENGINEERS. THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS -REQUIREMENT SRALL APPLY CO)ntMOUSLY- AND NOT BE UMtTED­ TO - NORMAL NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEERS HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOIL NEGLIGENCE OF THE OWNER OR THE ENGINEERS. 3. TECHNICAL REQUIREMENTS: ALL COMPACTED MATERIALS SHALL BE DENSIFIED TO A DENSITY NOT LESS THAN 90 PERCENT RELATIVE COMPACTION BASED ON ASTM TEST METHOD D1557, UBC OR CAL -216, AS SPECIFIED IN THE TECHNICAL PORTION OF THE SOIL ENGINEER'S REPORT. THE LOCATION AND FREQUENCY OF FIELD- DENSITY TESTS SRALL BE AS DETERMINED- BY T14E SOILS ENGINEER. THE RESULTS OF THESE TESTS AND COMPLIANCE WITH THESE SPECIFICATIONS SHALL BE THE BASIS UPON WHICH SATISFACTORY COMPLETION OF WORK WILL BE JUDGED BY THE SOILS ENGINEER. 4. SOILS AND FOUNDATION CONDITIONS: THE CONTRACTOR IS PRESUMED TO -HAVE VISITED THE SITE AND TO -HAVE FAMILIARIZED HIMSELF WITH EXISTING SITE CONDITIONS AND THE CONTENTS OF THE DATA PRESENTED IN THE SOILS REPORT. THE CONTRACTOR SHALL MAKE HIS OWN INTERPRETATION OF THE DATA CONTAINED IN SAID REPORT, AND THE CONTRACTOR SHALL NOT BE RELIEVED OF ttABLITY UNDER --THE CON'TRACTOW FOR ANY LOSS SUSTAINED AS A RESULT OF ANY VARIANCE BETWEEN CONDITIONS INDICATED BY OR DEDUCED FROM SAID REPORT AND THE ACTUAL CONDITIONS ENCOUNTERED DURING THE PROGRESS OF THE WORK. 4. DUST CONTROL: THE WORK INCLUDES DUST CONTROL AS REQUIRED FOR THE -AUVIATION OR PREVENTION OF ANY DUST NUISANCE ON OR ABOUT THE SITE OR THE BORROW AREA, OR OFF-SITE IF CAUSED BY THE CONTRACTOR'S OPERATION EITHER DURING THE PERFORMANCE OF THE EARTHWORK OR RESULTING FROM THE CONDITIONS IN WHICH THE CONTRACTOR LEAVES THE SITE. THE CONTRACTOR SHALL ASSUME ALL LIABILITY, INCLUDING COURT COST OF OODEFEND TS; FOR- ALL CLAW RELATED TC} DUST OR- WINDBLOWN - MATERIALS ATTRIBUTABLE TO HIS WORK. SITE PREPARATION SITE PREPARATION SHALL CONSIST OF SITE CLEARING AND GRUBBING AND THE PREPARATIONS OF FOUNDATION MATERIALS FOR RECEIVING FILL 1. CLEARING AND GRUBBING: THE CONTRACTOR SHALL ACCEPT THE SITE IN THIS PRESENT CONDITION AND SHALL DEMOLISH AND/OR REMOVE FROM THE AREA_ OF DESIGNATE1-PROJEC_T.-EARTHWORK ALL -STRUCTURES, BOTH-- SURFACE LL STRUCTURES,BQTH-- SURFACE AND SUBSURFACE, TREES, BRUSH, ROOTS, DEBRIS, ORGANIC MATTER, AND ALL OTHER MATTER DETERMINED BY THE SOILS ENGINEER TO BE DELETERIOUS. SUCH MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE. TREE ROOT SYSTEMS IN PROPOSED BUILDING AREAS SHOULD BE REMOVED TO A MINIMUM DEPTH OF THREE (3) FEET AND TO SUCH A EXTENT WHICH WOULD PERMIT REMOVAL OF ALL ROOTS LARGER AND ONE (1) INCH. TREE ROOT REMOVED IN PARKING AREAS MAY BE LIMITED TO THE UPPER 1 1/2 FEET OF THE GROUND SURFACE. BACKFILL OR TREE ROOT EXCAVATION SHOULD NOT BE PERMITTED UNTIL ALL EXPOSED SURFACES HAVE BEEN INSPECTED AND THE SOILS ENGINEER IS PRESENT FOR THE PROPER CONTROL OF BACKFULL PLACEMENT AND COMPACTION. BURNING IN AREAS WHICH ARE TO RECEIVE FILL MATERIALS SHALL NOT BE PERMITTED. 2. SUBGRADE PREPARATION: SURFACES TO RECEIVE ENGINEERED FILL SHALL BE PREPARED AS OUTLINED ABOVE, EXCAVATED/SCARIFIED TO A DEPH OF TWELVE (12) INCHES, MOISTURE -CONDITIONED AS NECESSARY, AND COMPACTED TO NINETY PERCENT (90%) RELATIVE COMPACTION. LOOSE SOIL AREAS, AREAS OF UNCERTIFIED FILL, AND/OR AREAS OF DISTURBED SOILS SHALL BE MOISTURE -CONDITIONED AS NECESSARY AND RECOMPACTED TO NINETY PERCENT (90%) RELATIVE COMPACTION. ALL RUTS, HUMMOCKS, OR OTHER UNEVEN SURFACE FEATURES SHALL BE REMOVED BY SURFACE GRADING PRIOR TO PLACEMENT OF ANY FILL MATERIALS. ALL AREAS, WHICH ARE TO RECEIVE FILL MATERIALS, SHALL BE APPROVED BY THE SOILS ENGINEER PRIOR TO THE PLACEMENT OF ANY OF THE FILL MATERIAL 3. EXCAVATION: ALL EXCAVATION SHALL BE ACCOMPLISHED TO THE TOLERANCE NORMALLY DEFINED BY THE CIVIL ENGINEER AS SHOWN ON THE PROJECT GRADING PLANS. ALL OVER EXCAVATION BELOW THE GRADES SPECIFIED SHALL BE BACKFILLED AT THE CONTRACTORS EXPENSE AND SHALL BE COMPACTED IN ACCORDANCE WITH THE APPLICABLE TECHNICAL REQUIREMENTS. 4. FILL AND BACKFILL MATERIAL: NO MATERIAL SHALL BE MOVED OR COMPACTED WITHOUT THE PRESENCE OF THE SOIL ENGINEER. MATERIAL FROM THE REQUIRED SITE EXCAVATION MAY BE UTILIZED FOR CONSTRUCTION SITE FILLS PROVIDED PRIOR APPROVAL IS GIVEN BY THE SOILS ENGINEER. ALL MATERIALS UTILIZED FOR CONSTRUCTING SITE FILLS SHALL BE FREE FROM VEGETATION OR OTHER DELETERIOUS MATTER AS DETERMINED BY THE SOILS ENGINEER. 5. PLACEMENT SPREADING AND COMPACTION: THE PLACEMENT AND SPREADING OF APPROVED FILL MATERIALS AND THE PROCESSING AND COMPACTION OF APPROVED FILL AND NATIVE MATERIALS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. HOWEVER, COMPACTION OF FILL MATERIALS BY FLOODING, PONDING, OR JETTING SHALL NOT BE PERMITTED UNLESS SPECIFICALLY APPROVED BY LOCAL CODE, AS WELL AS THE SOLS ENGINEER. BOTH CUT AND FILL SHALL BE SURFACE COMPACTED TO THE SATISFACTION OF THE SOILS ENGINEER PRIOR TO FINAL ACCEPTANCE. 6. SEASONAL LIMITS: NO FILL MATERIAL SHALL BE PLACED, SPREAD, OR ROLLED WHILE IT IS FROZEN OR THAWING, OR DURING UNFAVORABLE WET WEATHER CONDITIONS. WHEN THE WORK IS INTERRUPTED BY HEAVY RAINS, FILL OPERATIONS SHALL NOT BE RESUMED UNTIL THE SOILS ENGINEER INDICATES THAT THE MOISTURE CONTENT AND DENSITY OF PREVIOUSLY PLACED FILL IS AS SPECIFIED. 7. DEFINITIONS: THE TERM "PAVEMENT' SHALL INCLUDE ASPHALTIC CONCRETE SURFACING, UNTREATED AGGREGATE BASE, AND AGGREGATE SUBBASE. THE TERM 'SUBGRADE' IS THE PORTION OF'THE AREA ON WHICH SURFACING, BASE, OR SUBBASE IS TO BE PLACI=D. 8. SCOPE OF WORK: THIS PORTION OF THE WORK SHALL INCLUDE ALL LABOR, MATERIALS, TOOLS, AND EQUIPMENT NECESSARY FOR, AND REASONABLY INCIDENTAL TO THE COMPLETION OF THE PAVEMENT SHOWN ON THE PLANS AND AS HEREIN SPECIFIED, EXCEPT WORK SPECIFICALLY NOTES AS 'WORK NOT INCLUDED.' 9. PREPARATION OF THE SUBGRADE: THE CONTRACTOR SHALL PREPARE THE SURFACE OF THE VARIOUS SUBCRADES RECEIVING SUBSEQUENT PAVEMENT COURSES TO THE LINES, GRADES, AND DIMENSIONS GIVEN ON THE PLANS. THE UPPER TWELVE (12) INCHES OF THE SOIL SUBGRADE BENEATH THE PAVEMENT SECTION SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF NINETY PERCENT (907.). THE FINISHED SUBGRADES SHALL BE TESTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO THE PLACEMENT OF ADDITIONAL PAVEMENT COURSES. Drawing File: FSGRD7158 06/10/2017 10. UNTREATED AGGREGATE BASE: THE AGGREGATE BASE MATERIAL SHALL BE SPREAD AND COMPACTED ON THE PREPARED SUBGRADE IN CONFORMITY WITH THE LINES, GRADES, AND DIMENSIONS SHOWN ON THE PLANS. THE AGGREGATE BASE MATERIAL SHALL -CONFORM TO -THE RE -QUIRE -ME -NTS -OF SECTION 26 OF THE STANDARD SPECIFICATIONS FOR CLASS II MATERIAL, 1 1/2 INCHES MAXIMUM SIZE. THE AGGREGATE BASE MATERIAL SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF NINETY FIVE PERCENT (95%). THE AGGREGATE BASE MATERIAL SHALL BE SPREAD AND COMPACTED IN ACCORDANCE WITH SECTION 26 OF THE STANDARD-SPECIRCARONS.. THE AGGREGATE- BASE MATERIAL- SHALL BE SPREAD IN LAYERS NOT EXCEEDING SIX (6) INCHES AND EACH LAYER OF AGGREGATE MATERIAL COURSE SHALL BE TESTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO THE PLACEMENT OF SUCCESSIVE LAYERS. 11. AGGREGATE SUBBASE: THE AGGREGATE SUBBASE SHALL BE SPREAD AND COMPACTED ON THE PREPARED SUBGRADE IN CONFORMITY WITH THE LINES, GRADES, AND DIMENSIONS SHOWN ON THE PLANS. THE AGGREGATE SUBBASE MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF SECTION 25 OF THE STANDARD SPECIFICATIONS FOR CLASS II MATERIAL THE AGGREGATE SUBBASE MATERIAL SHALL BE COMPACTED TO A MINIMUM RELATIVE COMPACTION OF NINETY FIVE PERCENT (95%� AND IT SHALL BE SPREAD AND COMPACTED IN ACCORDANCE WITH SECTION 25 OF THE STANDARD SPECIFICATIONS. EACH LAYER OF AGGREGATE SUBBASE SHALL BE TESTED AND APPROVED BY THE SOILS ENGINEER PRIOR TO THE PLACEMENT OF SUCCESSIVE LAYERS. 12. ASPHALTIC CONCRETE SURFACING: ASPHALTIC CONCRETE SURFACING SHALL CONSIST OF A MIXTURE OF MINERAL AGGREGATE AND PAVING GRADE ASPHALT, MIXED AT A CENTRAL MIXING PLANT AND SPREAD AND COMPACTED ON A PRE- PARED BASE IN CONFORMITY WITH THE LINES, GRADES AND DIMENSIONS SHOWN ON THE PLANS. THE VISCOSITY GRADE OF THE ASPHALT SHALL BE AR -4000. THE MINERAL AGGREGATE SHALL BE TYPE B, 1/2 INCH MAXIMUM SIZE, MEDIUM GRADING AND SHALL CONFORM TO THE REQUIREMENTS SET FORTH IN SECTION 39- OF TINE_ STANDARD" SPECTFICK11TONS THE DRYING; PROPORTIONING; AND" MIXING OF THE MATERIALS SHALL CONFORM TO SECTION 39. THE PRIME COAT, SPREADING AND COMPACTING EQUIPMENT AND SPREADING AND COMPACTING MIXTURE SHALL CONFORM TO THE APPLICABLE CHAPTERS OF SECTION 39, WITH THE EXCEPTION THAT NO SURFACE COURSE SHALL BE PLACED 1WHEN T14E ATMOSPHERIC TEMPERATURE tS -13ELbW 50 DEGREES f. THE SURFACING SHALL BE ROLLED WITH A COMBINATION STEEL WHEEL AND PNEUMATIC ROLLERS, AS DESCRIBED IN SECTION 39-6. THE SURFACE COURSE SHALL BE PLACED WITH AN APPROVED SELF-PROPELLED MECHANICAL SPREADING AND FINISHING MACHINE. 13: FOG SEAL COAT: THE FOG SEAL (MIXING TYPE ASPHALTIC EMULSI* SHALL CONFORM TO AND BE APPLIED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 37. GENERAL NOTES 1. ALL GRADING SHALL CONFORM WITH CHAPTER 33 - CALIFORNIA BUILDING CODE AND STANDARDS PERTAINING THERETO. ALSO REFER TO SOILS REPORT PREPARED BY KRAZAN AND ASSOCIATES FOR THIS TRACT. 2. ALL CUT AND/OR FILL SLOPES SHALL NOT BE STEEPER THAN TWO (2) HORIZONTAL TO- ONE- (1) VER -TICAL 3. ALL FILL SLOPES SHALL NOT CUT WITHIN TWELVE (12) FEET HORIZONTALLY OF THE TOP OF EXISTING AND/OR PLANNED SLOPES. 4. ALL FILL AREAS TO BE CLEARED OF ALL VEGETATION AND OTHER UNSUITABLE MATERIAL FOR A STRUCTURE FILL AND THE AREA SCARIFIED TO A DEPTH -OF SII( 0) INCIHES. 5. FILL AREAS SLOPING STEEPER THAN FIVE TO ONE (5:1) SHALL BE KEYED AND BENCHED TO SUPPORT FILL 6. FILL MATERIAL SHALL BE PLACED IN LAYERS NOT EXCEEDING SIX (6) INCHES IN COMPACTED THICKNESS AND COMPACTED AT OPTIMUM MOISTURE 7: Ott WAttS-TOI- BE APPROVED` BY` SEPA RITE PERMIT AND- ARE MEASURED FROM THE HIGHEST ADJACENT GRADE. 8. MECHANICAL DEVICE WILL BE INSTALLED PER CONDITIONS OF APPROVAL FOR VTTM 6874 9. ENGINEER/BUILDING OFFICIAL WILL BE NOTIFIED FORTY EIGHT (48) HOURS -PRIOR TO PLACING -OF ANY ffLL -MATERIAL 10. ALL FILL TO BE COMPACTED TO A MINIMUM OF NINETY (90%) PERCENT MAXIMUM DENSITY AS DETERMINED BY APPROVED METHOD PER CALIFORNIA BUILDING CODE SECTION 3305 AND SO CERTIFIED BY TESTS AND REPORTS FROM SOILS ENGINEER. Tr ALL SLOPESK EXCESS -OF -THREE (3} FEEL' IN VERTICAL HEIGHT SHALL BE PREPARED AND MAINTAINED TO CONTROL AGAINST EROSION. 12. DIVERTER TERRACES (SWALES) WITH THREE (3) FEET MINIMUM WIDTH AND ONE (1) FOOT MINIMUM DEPTH ARE REQUIRED AT TOP OF CUT SLOPES WHEN EXISTING TERRAIN SLOPES TOWARD TOP OF CUT. 13. BERMS OR DRAINAGE DEVICES ARE REWIRED AT TOP OF ALL FILL SLOPES. 14. SURFACE DRAINAGE TO BE ONE (17.) PERCENT MINIMUM, EXCEPT AS WAIVED BY THE BUILDING OFFICIAL 15. GRADING WORK WILL BE SUPERVISED AS ENGINEERED GRADING IN ACCORDANCE WITH CHAPTER 70 OF THE CALIFORNIA BUILDING CODE. 16. THE FACES- OF- ALL CUT- AND FILL SLOPES- SHALL BE PLANTED WITH A GROUND COVER INDIGENOUS TO THE AREA. 17. THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISOR CONTROL DURING GRADING AND CONSTRUCTION TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATION AND CODE WITHIN HIS PURVIEW. 18. -ALL CONSTRUCTION EQUIPMENT SHALL BE TUNED AND MAINTAINED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. 19. WORK CREWS SHALL SHUT OFF CONSTRUCTION EQUIPMENT WHEN NOT IN USE. 20, ANY WORK WITHIN EXISTING CITY RIGHT OF WAY WILL REQUIRE AN OPEN STREET PERMIT. 21. USA NOTE: USA UNDERGROUND SERVICES ALERT SHALL BE CONTACTED TWO WORKING DAYS PRIOR TO CONSTRUCTION. (1-800-227-2600). 22 AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORKS -PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN APPROVED ENGINEERE'S ESTIMATE FOR THE WORK PERFORMED WITHIN RIGHT OF WAY AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A PERMIT. 23. IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), A 'NOTICE OF INTENT' (N01) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (SWRCB ORDER NO. 2009-009-DWQ AS AMENDED BY ORDER 2010-0014-DWQ AND ORDER 2012-0006-DWQ)) MUST BE FILED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE PREPARED, CONTINUOSLY CARRIED OUT, AND ALWAYS BE AVAILABLE_ FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS. WASTE DISCHARGE IDENTIFICATION (WDID) NUMBER 5F15C377382 HAS BEEN ISSUED BY THE STATE WATER RESOURCES CONTROL BOARD FOR THIS PROJECT. 24. MAXIMUM SLOPE RATIO FROM 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 29'0. ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK. 25. 24 HOUR NOTICE' PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY GONSTRUCTIOC INSPECTION SECTION SHALL BE GIVEN AT LEAST 2f HOUR NOTICE THE- SECTION HESECTION MAY BE NOTIFIED AT (661) 326-3049. 26. 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. 27. 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. CONCLUSIONS AND RECOMMENDATIONS BASED ON THE FINDINGS OF OUR FIELD AND LABORATORY INVESTIGATIONS, ALONG WITH PREVIOUS GEOTECHNICAL EXPERIENCE IN THE PROJECT AREA, THE FOLLOWING IS A SUMMARY OF OUR EVALUATIONS, CONCLUSIONS, AND RECOMMENDATIONS. ADMINISTRATIVE SUMMARY K BRIEF, THE SUBJECT SITE AND SOIL CONDITIONS, WITH_ THE EXCEPTICJI+G OF THE LOOSE SURFACE SOILS, FILL MATERIAL AND PREVIOUS DEVELOPMENT APPEAR TO BE CONDUCIVE TO THE DEVELOPMENT OF THE PROJECT. THE SURFACE SOILS ARE DISTURBED, HAVE LOW STRENGTH CHARACTERISTICS, AND ARE HIGHLY COMPRESSIBLE WITH SATURATED. ACCORDINGLY, IT IS RECOMMENDED THAT THE SURFACE SOILS BE RECOMPACTED. THIS COMPACTION EFFORT SHOULD STABILIZE THE SURFACE SOILS AND LOCATE ANY UNSUITABLE OR PLIANT AREAS NOT FOUND DURING OUR FIELD INVESTIGATION. UP TO 5 FEET OF FILL MATERIAL WAS ENCOUNTERED WITHIN THE SOUTH PORTION OF THE SITE. IN ADDITION, END DUMP PILES OF FILL SOIL AND DEBRIS WERE LOCATED II J THE SOUTH PORTION OF THE SITE. THE FILL MATERIAL PREDOMINATELY CONSISTS OF SILTY SAND, SANDY SILT AND SAND SOIL -WITH -MINOR -DEBRIS CONSISTING OF CONCRETE, ASPHALTIC CONCRETE, AND WOOD PIECES. THE THICKNESS AND EXTENT OF ALL MATERIAL WAS DETERMINED BASED ON LIMITED TEST BORINGS. THICKER FILL MAY BE PRESENT AT THE SITE. VERIFICATION OF THE EXTENT OF FILL SHOULD BE DETERMINED DURING SITE GRADING. LIMITED TESTING WAS PERFORMED ON THE FILL SOILS DURING THE TIME OF OUR- FIELD- A*- LABORATORY- HdVES1TGAlIONS THE LIMITED- TESTING INDICATES THAT THE FILL SOILS HAVE VARYING STRENGTH CHARACTERISTICS RANGING FROM LOOSELY PLACED TO COMPACTED. THEREFORE, IT IS RECOMMENDED THAT THE FILL SOILS BE EXCAVATED AND STOCKPILED SO THAT THE NATIVE SOILS CAN BE PREPARE) PROPERLY. THE FILL MATERIAL PREDOMINATELY CONSISTS OF SILTY SAND, SANDY SILT, AND SAND SOILS THE fIIJ_ MATERNAL WILL BE SUITABLE FOR REUSE AS ENGINEERED FILL, PROVIDED IT IS CLEANSED OF EXCESSIVE ORGANICS AND DEBRIS. THE DEBRIS CONSISTING OF CONCRETE, ASPHALTIC CONCRETE AND WOOD PIECES SHOULD BE REMOVED FROM THE SITE. THE SITE IS- PRESENTLY U-ALIZE[T AS AGRICULTURAL LAND: ASSOCEATED- %TH THIS DEVELOPMENT ARE BURIED STRUCTURES SUCH AS WATER WELLS AND IRRIGATION LINES. BURIED UTILITY LINES ARE LOCATED ALONG THE EDGES OF THE SITE. AN OIL WELL I'; LOCATED IN THE SOUTH CENTRAL PORTION OF THE SITE. DEMOLITION ACTIVITIES SHCJLD INCLUDE PROPER REMOVAL OF THESE AND THEIR ASSOCIATED BURIED STRUCTURES. BURIED-UTILITYIINES.SHO]UW BE REMOVED AND/TIR RE-ROUTED, IF NOT UTILZED FOR THE PROPOSED DEVELOPMENT. ANY BURIED STRUCTURES ENCOUNTERED DURING CONSTRUCTION SHOULD BE PROPERLY REMOVED AND THE RESULTING EXCAVATIONS BACKFILLED WITH ENGINEERED FILL WATER WELLS AND OIL WELLS SHOULD BE ABANDONED IN ACCORDANCE WITH LOCAL AND STATE STANDARDS. DISTURBED AREA'; CAUSED BY DEMOLITION_ ACTIVITIES SHOULD BE RECOMPACTED. A DRAINAGE BASIN WAS LOCATED IN THE SOUTHEAST PORTION OF THE SITE. IF NOT UTILIZED FOR THE PROPOSED DEVELOPMENT, IT IS RECOMMENDED THAT THE DELETERIOUS MATERIALS AND LOOSE SOILS BE REMOVED FROM THE EXISTING BASIN PRIOR TO BACI;- FIWNG. THE RESULTING EXCAVATION SHOULD BE BACKFILLED WITH ENGINEERED FILL, COMPACTED TO A MINIMUM OF 90 PERCENT OF MAXIMUM DENSITY BASED ON ASTM T _ST METHOD D1557. SANDY SOIL CONDITIONS WERE ENCOUNTERED AT THE SITE. THESE COHESIONLESS SC ILS HAVE A TENDENCY TO CAVE IN TRENCH WALL EXCAVATIONS. SHORING OR SLOPING E'ACK TRENCH SIDEVYALLS_ MAY BE REQUIRED WITHIN THESE SANDY SOILS AFTER COMPLETION OF THE RECOMMENDED SITE PREPARATION, THE SITE SHOULD BE SUITABLE FOR SHALLOW FOOTING SUPPORT. THE PROPOSED STRUCTURE FOOTINGS MWY BE DESIGNED UTILIZING AN ALLOWABLE BEARING PRESSURE OF 2,000 PSF FOR DEAD - PLUS -LIVE LOADS. FOOTINGS SHOULD HAVE A -MINIMUM-EUBEDMENT OF 12 INCHES. GROUNDWATER INFLUENCE ON STRUCTURES /CONSTRUCTION BASED ON OUR FINDINGS AND HISTORICAL RECORDS, IT IS NOT ANTICIPATED THAT GROUNDWATER WILL RISE WITHIN THE ZONE OF STRUCTURAL INFLUENCE OR AFFECT 111E CONSTRUCTION OF FOUNDATIONS AND PAVEMENTS FOR THE PROJECT. HOWEVER, IF EARTHWORK IS PERFORMED DURING OR SOON AFTER PERIODS OF PRECIPITATION, THE SUBGRADE SOILS MAY BECOME SATURATED, "PUMP,` OR NOT RESPOND TO DENSIFICA' TON TECHNIQUES. TYPICAL REMEDIAL MEASURES INCLUDE: DISCING AND AERATING THE � OIL DURING DRY WEATHER; MIXING THE SOIL WITH DRYER MATERIALS, REMOVING AND REPLACING THE SOIL WITH AN APPROVED. FILL MATERIAL;_ OR MIXING THE SOIL WITH A N APPROVED LIME OR CEMENT PRODUCT. OUR FIRM SHOULD BE CONSULTED PRIOR TO IMPLEMENTING REMEDIAL MEASURES TO OBSERVE THE UNSTABLE SUBGRADE CONDMOIIS AND PROVIDE APPROPRIATE RECOMMENDATIONS. GENERAL SITE CLEARING SHOULD INCLUDE REMOVAL OF VEGETATION; EXISTING UTILITIES; STRUCTURES INCLUDING FOUNDATIONS; BASEMENT WALLS AND FLOORS, EXISTING STOCKPILED SOIL; TREES AND ASSOCIATED ROOT SYSTEMS; RUBBLE; RUBBISH; AND A NY LOOSE AND/OR SATURATED MATERIALS. SITE STRIPPING SHOULD EXTEND TO A MINIM UM DEPTH OF 2 TO 4 INCHES, OR UNTIL ALL ORGANICS IN EXCESS OF 3 PERCENT BY VOLUME ARE REMOVED. DEEPER STRIPPING MAY BE REQUIRED IN LOCALIZED AREAS. THESE MATERIALS WILL NOT BE SUITABLE FOR USE AS ENGINEERED FILL HOWEVER, STRIPPED TOPSOIL MAY BE STOCKPILED AND REUSED IN LANDSCAPE OR NON-STRUCTURAL AREAS. UP TO 5 FEET OF FILL MATERIAL WAS ENCOUNTERED WITHIN THE SOUTH PORTION OF THE SITE. IN ADDITION, END DUMP PILES OF FILL SOIL AND DEBRIS WERE LOCATED IN TH SOUTH PORTION OF THE SITE. THE FILL MATERIAL PREDOMINATELY CONSISTS OF SILTY SAND, SANDY SILT AND SAND SOIL WITH MINOR DEBRIS CONSISTING OF CONCRETE, ASPHALTIC CONCRETE, AND WOOD PIECES. THE THICKNESS AND EXTENT OF FILL MATERIAL WAS DETERMINED BASED ON LIMITED TEST BORINGS. THICKER FILL MAY BE PRESENT AT THE SITE. VERIFICATION OF THE EXTENT OF FILL SHOULD BE DETERMINED DURING SITE GRADING. LIMITED TESTING WAS PERFORMED ON THE FILL SOILS DURING THE TIME OF OUR FIELD AND LABORATORY INVESTIGATIONS. THE LIMITED TESTING INDICATES THAT THE FILL SOILS HAVE VARYING STRENGTH CHARACTERISTICS RANGING FROM LOOSELY PLACED TO COMPACTED. THEREFORE, IT IS RECOMMENDED THAT THE FILL SOIL BE EXCAVATED AND STOCKPILED SO THAT THE NATIVE SOILS CAN BE PREPARED PROPERLY. THE FILL MATERIAL PREDOMINATELY CONSISTS OF SILTY SAND, SANDY SILT, AND SAND SOILS. THE FILL MATERIAL WILL BE SUITABLE FOR REUSE AS ENGINEERED FILL, PROVIDED IT IS CLEANSED OF EXCESSIVE ORGANICS AND DEBRIS. THE DEBRIS CONSISTING OF CONCRETE, ASPHALTIC CONCRETE AND WOOD PIECES SHOULD BE REMOVED FROM THE SITE. PRIOR TO BACKFILLING, KRAZAN & ASSOCIATES, INC. SHOULD INSPECT THE BOTTOM OF THE EXCAVATION TO VERIFY NO ADDITIONAL EXCAVATION IS REQUIRED. THE SITE IS PRESENTLY UTILIZED AS AGRICULTURAL LAND. ASSOCIATED PATH THIS DEVELOPMENT ARE BURIED STRUCTURES SUCH AS WATER WELLS AND IRRIGATION UNE S. BURIED U11UTY LINES ARE LOCATED ALONG THE EDGES OF THE SITE. AN OIL WELL I'; LOCATED IN THE SOUTtF CENTRAL PORTION OF THE SITE. DEMOLITION- ACTIVITIES SHC ULD INCLUDE PROPER REMOVAL OF THESE AND THEIR ASSOCIATED BURIED STRUCTURES. EXCAVATIONS, DEPRESSIONS, OR SOFT AND PLIANT AREAS EXTENDING BELOW PLANNE ) FINISH SUBGRADE LEVEL SHOULD BE CLEANED TO FIRM UNDISTURBED SOIL, AND BACKFILLED WITH ENGINEERED FILL IN GENERAL, ANY SEPTIC TANKS, DEBRIS PITS, CESSPOOLS, OR SIMILAR STRUCTURES SHOULD BE ENTIRELY REMOVED. WATER V LLS SHOULD BE ABANDONED IN ACCORDANCE WITH COUNTY STANDARDS. CONCRETE FOOTINGS SHOULD BE REMOVED TO AN EQUIVALENT DEPTH OF AT LEAST 3 FEET BELOW PROPOSED FOOTING ELEVATIONS OR AS RECOMMENDED BY THE SOILS ENGINEER. AN" OTHER BURIED STRUCTURES SHOULD BE REMOVED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER. THE RESULTING EXCAVATIONS SHOULD BE BACKFILLED WITH ENGINEERED FILL WATER WELLS AND OIL WELLS SHOULD BE ABANDONED IN ACCORDANCE WITH LOCAL AND STATE STANDARDS. A DRAINAGE BASIN WAS LOCATED IN THE SOUTHEAST PORTION OF THE SITE. IF NOT UTILIZED FOR THE PROPOSED DEVELOPMENT, IT IS RECOMMENDED THAT All DELETERIOUS MATERIALS AND LOOSE SOILS BE REMOVED FROM THE EXISTING PONDING BASIN PRIOF TO BACKFILLING. THE RESULTING EXCAVATION SHOULD BE BACKFILLED WITH ENGINEERED FILL, COMPACTED TO A MINIMUM OF 90 PERCENT OF MAXIMUM DENSITY BASED ON A! TM TEST METHOD D1557. FOLLOWING STRIPPING, FILL REMOVAL OPERATIONS AND DEMOLITION ACTIVITIES, ALL DISTURBED AREAS SHOULD BE RECOMPACTED. AT A MINIMUM IT IS RECOMMENDED THAT THE EXPOSED SUBGRADE IN BUILDING PAD, EXTERIOR FLATWORK AND PAVEMENT AREAS, BE EXCAVATED/SCARIFIED TO A DEPTH OF AT LEAST 12 INCHES, WORKED UNTIL UNIFORM AND FREE FROM LARGE CLODS, MOISTURE -CONDITIONED AS NECESSARY, AND RECOMPACTED TO MINIMUM OF 90 PERCENT OF MAXIMUM DENSITY BASED ON ASTM "EST METHOD D1557. LIMITS OF RECOMPACTION SHOULD EXTEND 5 FEET BEYOND STRUCTURAL ELEMENTS. THIS COMPACTION EFFORT SHOULD STABILIZE THE SURFACE SOILS AND LOCATE ANY UNSUITABLE OR PLIANT AREAS NOT FOUND DURING OUR FIELD INVESTIGATION. THE UPPER SOILS, DURING WET WINTER MONTHS, BECOME VERY MOIST DUE TO THE ABSORPTIVE CHARACTERISTICS OF THE SOIL EARTHWORK OPERATIONS PERFORMED DURING WINTER MONTHS MAY ENCOUNTER VERY MOIST UNSTABLE SOILS, WHICH MAY REQUIRE REMOVAL TO GRADE A STABLE BUILDING FOUNDATION. PROJECT SITE WINTERIZATION CONSISTING OF PLACEMENT OF AGGREGATE BASE AND PROTECTING EXPOSED SOILS DURING THE CONSTRUCTION PHASE SHOULD BE PERFORMED. A REPRESENTATIVE OF OUR FIRM SHOULD BE PRESENT DURING ALL SITE CLEARING AND GRADING OPERATIONS TO TEST AND OBSERVE EARTHWORK CONSTRUCTION. THIS TESTING AND OBSERVATION- IS AN INTEGRAL PART OF OUR SERVICE AS ACCEPTANCE OF EARTHWORK CONSTRUCTION IS DEPENDENT UPON COMPACTION OF THE MATERIAL ANEW THE STABILITY OF THE MATERIAL THE SOILS ENGINEER MAY REJECT ANY MATERIAL THAT DOES NOT MEET COMPACTION AND STABILITY REQUIREMENTS. FURTHER RECOMMENDATIONS OF THIS REPORT ARE PREDICATED UPON THE ASSUMPTION THAT EARTHWORK CONSTRUCTION WILL CONFORM TO RECOMMENDATIONS SET FORTH IN THE; SECTION AND THE ENGINEERED FILL SECTION. (60/I TY OF B/kKERSF1E1,.D TRACT No. 7158 GRADING PLAN ENGINEERED FILL THE ON-SITE, NATIVE AND FILL SOILS ARE PREDOMINATELY SILTY SANDS, SANDY SILTS, AND SANDS. THESE SOILS- WILL BE W. TABL€ FOR RE -USE AS ENGINEEREED FILL, PROMDED THEY ARE CLEA14SED OF EXCESSIVE ORC ANICS, DEBRIS AND FRAGMENTS LARGER THAN 4 INCHES IN DIAMETER. THE PREFERRED MATERIALS SPECIFIED FOR ENGINEERED FILL ARE SUITABLE FOR MOST APIPIJCATIONS WITH THE -ECCEEPTION OF -EXPOSURE TO FROSM PROJECT -SITE WINTERIZATION AND PROTECTION OF EXPOSED SOILS DURING THE CONSTRUCTION PHASE SHOULD BE THE SOLE RESPONS81UTY OF 'HE CONTRACTOR, SINCE HE HAS COMPLETE CONTROL OF THE PROJECT SITE AT TH/.T TIME. IMPORTED FILL MATERIALS SHOULD BE PREDOMINA"ELY NON -EXPANSIVE GRANULAR MATERIAL WITH A PLASTICITY INDEX LESS THAN 1C AND A UBC EXPANSION INDEX LESS THAM 15. IMPORTED FILL SHOULD BE FREE FROM ROCKS AND LUMPS GREATER THAN 4 INCHES IN DIAMETER. ALL IMPORTED FILL MATERIAL SHOULD BE SUBMITTED FOR APPROVAL TO THE SOILS ENGINEER AT LEAST 48 HOURS PRIOR TO DELIVERY TO THE SITE. FILL SOILS SHOULD -BE f4JvC-ED IN TUFTS APPRONA1ELY-6 tNCHES THICK, MOISTURE - CONDITIONED AS NECESSARY, AND COMPACTED TO ACHIEVE AT LEAST 90 PERCENT OF MAXIMUM DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. ADDITIONAL LIFTS SHOULD NOT BE PLACED IF THE PREVIOUS UFT DIT) NOT MEET THE REQUIRED DRY DENSITY OR IF SOIL CONDITIONS ARE NOT STABLE. DRAINAGE AND LANDSCAPING THE GROUND SURFACE SHI)ULD SLOPE AWAY FROk BUILDING PAD AND PAVEMENT AREAS TOWARD APPROPRIATE DROP INLETS OR OTHER SURFACE DRAINAGE DEVICES. IT IS RECOMMENDED THAT ADJACENT EXTERIOR GRADES BE SLOPED A MINIMUM OF 2 PERCENT FOR A MINIMUM DISTANCE OF 5 FEET AWAY FROM STRUCTURES. SUBGRADE SOILS IN PAVEMENT AREAS SHOULD BE SLOPED A MINIMUM OF 1 PERCENT AND DRAINAGE GRADIENTS MAINTAINED TO CARRY ALL SURFACE WATER TO COLLECTION FACILITIES AND OFF-SITE. THESE GRADES SHOULD BE MAINTAINED FOR THE LIFE OF THE PROJECT. UTILITY TRENCH BACKFIL UTILITY TRENCHES SHOULD BE EXCAVATED ACCOREING TO ACCEPTED ENGINEERING PRACTICES FOLLOWING OSHA (OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION) STANDARDS BY A CONTRA'TOR EXPERIENCED IN S JCH WORK. THE RESPONSIBILITY FOR THE SAFETY OF OPEN TRENCHES SHOULD BE BORNE BY THE CONTRACTOR. TRAFFIC AND VIBRATION ADJACENT TO TRENCH WALLS SHO'.1LD BE MINIMIZED; CYCLIC WETTING AND DRYING OF EXCAVATION SIDE SLOPES SHOULC BE AVOIDED. DEPENDING UPON THE LOCATION AND DEPTH OF SOME UTILITY TRENCHES GROUNDWATER FLOW INTO OPEN EXCAVATIONS COULD BE EKPERIENCED, ESPECIALLI DURING OR SHORTLY FOLLOWING PERIODS OF PRECIPITATION. SANDY SOIL CONDITIONS WERE ENCOUNTERED AT 1HE SITE. THESE COHESIONLESS SOIU3 HAVE A TENDENCY TO CAVE IN TRENCH WAIL EXCAVATIONS. SHORING OR SLOPING BAC_; TRENCH SIDEWALLS NAY BE REQUIRED WITHIJ THESE SANDY SOILS. UTILITY TRENCH BACKFILL PLACED IN OR ADJACENT TO BUILDINGS AND EXTERIOR SLABS SHOULD BE COMPACTED TO AT LEAST 90 PERCENT OF MAXIMUM DENSITY BASED ON ASTM TEST METHOD D1557. UTIIJTY TRENCH BACKFILL PLACED IN PAVEMENT AREAS SHOULD BE COMPACTED TO AT LEAST 90 PERCENT OF MAXIMUM DENSITY BASED ON ASTM TEST METHOD D1557. PIPE BEDDING SHOULD BE IN ACCORDANCE WITH PIPE MANUFACTURER RECOMMENDATIONS. THE CONTRACTOR IS RESPDNSIBLE FOR REMOVING ALL WATER -SENSITIVE SOILS FROM THE TRENCH REGARDLESS OF THE BACKFILL LOCATION AND COMPACTION REQUIREMENTS. THE CONTRACTOR SHOULD USE APPROPRIATE EQUIPMENT AND METHODS TO AVOID DAMAGE TO THE UTILITIES AND/OR STRUCTURES DURING FILL PLACEMENT AND COMPACTION. NOTE: FOR PERMIT PURPOSES ONLY. THE SOIL CALCULATIONS ARE BASED ON GRADING LINES AND ELEVATIONS SHOWN ON THE DRAWINGS AND ARE FOR PERMIT PURPOSES ONLY. ACTUAL QUANTITIES OF EARTHWORK COULD VARY FROM THAT STATED DEPENDING UPON VARYING SOIL DENSITIES AND ON THE DEGREE OF SINE PREPA- RATION ACTUALLY PERFORMED IN THE FIELD. IT IS THE INTENT OF THE ENGINEER TIIAT COMPLETED GRADING LEAVES NO EXPORT OR IMPORT. TO ACCOMPLISH THIS, ADJUS'WENT OF PADS MAY BE IIECESSARY AND WILL BE DIRECTED BY THE ENGINi BR. IF IT APPEARS ADJUSTMENTS MAY BE NECESSARY, SUFFICIENT NOTICE MUST BE GIVEN TC THE ENGINEER SO THAT ADJUSTMENTS MAY BE MADE PRIOR TO COMPLETION OF GRADING WORK. _ 2' C PAD / I2:1 MAX. PAD TYPICAL STEP :SECTION @ SIDE YARD AND _BACKYARD E DR1L-L I SL:AI>NID E' 2:1 MAX. PAD PAD G NOTE' TYPICAL S i EP SECTION @ D-RIL!. ISLAND g vaR�Es F R TRACT 7158 6' TYPE 'B' CURB & GUTTER WITH 4.5' SIDEWALK EXISTING TRACT BOUNDARY A 2, _ A BE\C-H a ,4`,11 , i 7 EX. GROUND i) FAQ 2:1 MAX. X \� EX. GfZOtJf4D/ PAD TYPICAL STEP SECTION @TRA C -T g'-IVDAR-Y BR. 0. W. B 5' F - z O PAD a z VARIES - 2:1 MAX. TYPICAL STEP SECTION SIDE YARD @ R. 0. W. D l�8 rRACT BOUNDARY 2' BENCH - /6' WOOD SLAT FENCE PAD .�\2:1 MAX. TYPI CAS_ STEP SECTION (j) TR. BNi:) Y. & DRILL ISLAND F' EXISTING PER TRACT 5662 & TRACT 5606 R _ EXISTING TRA :,T 56:52 ,o aV 2W & TRACT 5606 �*TYPE 'B' CURB & GUTTER WITH 4.5' SIDEWALK _FASTING AUSTIN CREEK AVENUE - TYPICAL VENUE G' I F'iFNFRO ROAD ALL CONSTRUCTION ACTaVITY, INCLUDING STAGING, SHALL ESE )NITHIN THE UNITS SHOWN ON THIS PLAN. CONTRACTOR SHALL OBTAIN A COPY OF THE BIOLOGICAL CLEARANCE SURVEY FOR THIS PROJECT. CONTRACTOR SHALL BE SOLEY 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. CITY RECORDS , SmithTechA USA INCORPORATED HABERFELDE BUILDING 1424 "7TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 04-, No. 35478 ca 9/30/1-t OF CAI,l� Tb'ACT N-00 7`15.8 G]"L'.4DING PLMV ,'i� �= ROBERT E. SMITH RCE 3::473 DATE JOB N0. - 15-105 SHEET 2 !)F `� SHEET`S QgoF�sSr�\� � l E T , � � R s 9> C E 0 0L 45 TR. BNDY CURVE TABLE EX. FL 5� 1 X15 -°1 353.13���� 0 TRACTBOUNDARY 56 57.1177 56. 14' BIKE PATH56.87 AEASEMENT 19 -2' BLK WALL 20 EASEMENT PAD 6' BILK WALL PAD 54.8 54.9 21 56"5` PAD 6 EX. FL 353.47 ,S56 b 55.0 Ln s .463EX c1li 0 0 1W o tk 18 4 C PAD 54.4 O co of o VACANT EXISTING R-1 LR S 89°1926" E 1039.23 49s S6 0 - 17 C 356.13 PAD 54.2 TYP. LOT 6RADIN6 5EE FRONT SHEET FOR DETAIL 1 :56.36 PAD 54.0 N �� X56 . c5b zz _Q 5 z J o `S9 z A VD.- >k Y. T y y y ::yy ACT BOUNDARY 22 �`, �� � s A CD � DOLE ENTERPRISES INC. CD 0 Ln "ARCO" - 35 X 10 20 20 0 10 0), IILL NW 15 14 N 13 1 2 D w D1 t 57.6EE56 �5 356.15 356.28G � PAD 356.06 SS 115 ± PAD B B PAD PAD 54.7 55.1 CD 54.0 54•3 � (D-) 55.97 DRILL ISLAND EX. 0 • 16 r-0 Lo EX. FRIG FR � E L- (NON -BUILD AREA R/W L� E PL LcJ wm F�P`g4 F�P�p9cllR%� CN N 89°19'26" W 244.74 E FL 52.6 O 209 % -►- EX .200 E 3 -- - - X' 375 Ex. 1c) N N 89°19 26 W 1;523.71 F�Sg 375% R'Ge �_ _F1 9 �` p -�- 200%Ex. 5 cR c� 8 N N 89°19'26" W 1323.7P vc 68 - Ok�Onv N 89°19'26" W 405.00 i i 2 - �i3 - 1¢ -TRACT BOUNDA Y 6 X262 '� N EX. CSG F 5;.40 �0�00 N 89°19 26 W 190.57 9hh� » 18 N 89°19'26" W 469.43 1I9 20 I n DF�eo�c �x' a EX. S.D. �y. o \W -- EX. C&G D E F �e 248 %'-�-► l o F�51'4 _ 0 1 24 EI F}� ��� cry Ile, _ 280 -- �. .463% PRC �c�\�'� �� G' CD PAD PAD PAD r PAD PAD 2® �0 PAD PAD PAD,D:'` 55.4 55.1 54.8 54.6 54. ,3 10 10 54.4 54.6 54.8 2 1) 4 NUMBER DELTA ANGLE RADIUS ARC LENGTH TANGENT C1 09°38'54" 470.00 79.15 39.67 C2 105057'06" 20.00 36.98 26.52 SCALE: 1 " = 50' NOTE: ALL ELEVATIONS ARE +300' S67 TRACT BOUNDARY 11< �o9 PAD k 55.6 Ln N Ln U - 20Y -65 0021 PAD 56.3 35 >- .. • _ v O 0 0 Ln CD o J E J 2065.00 00 ox PAD wpm J � z 13 1� �� D'U D o - -a LLn F- I -0 °,g . J w .95 W CD� I Q CD CDCD CD o rli Ln SCALE: 1 " = 50' NOTE: ALL ELEVATIONS ARE +300' S67 TRACT BOUNDARY 11< �o9 PAD k 55.6 Ln N Ln U - 20Y -65 0021 PAD 56.3 35 >- .. • _ v O 0 0 Ln CD o J E J 2065.00 00 Z Wim PAD wpm J � 9 13 1� SCALE: 1 " = 50' NOTE: ALL ELEVATIONS ARE +300' S67 TRACT BOUNDARY 11< �o9 PAD k 55.6 Ln N Ln U - 20Y -65 0021 PAD 56.3 35 >- .. • _ v O 0 0 Ln CD o J E J 2065.00 VACANT EXISTING TEMP. SUMP rTALCS.. N R-1 LR �� INSTALL TWO 7' REQ. 1.0 AC. FT BO-ITOM 32?5. sf 6 h�� ��. �� ,5 a_ VACANT WIDE GATES PER PPOV. 1.5 AC. FT. MIC 4268.2 ,.f l6 1010.09 S 89°19'26" E ` ' � A �� �;© r Y� O.B. STD. D 13 1 WATER DEPTH TOP 5074.11 sf A Y J EXISTING S o, ��.,� ����,' TOP OF SUMP EL. _54.00 A R-1 z BOTTOM SUMP EL. 352.50 � FFRRONT J' �� bb �c, �� 8� q, FOR DETAIL LR �. 10 6 �: _ = r, �, INSTALL 6' CHAIN LINK �;� ��' �!,.�� s FENCE A#ZOttND SUMP 8 7 5 4 3 -�- 1 ��,F �� -- 1� PER C.O.B. STD. D-12 PAD PAD cp PAD o --=<:. PAD PAD PAD PAD c c T:.�\`\ . _ ° ��� S' 57.2 L PAD PAD PAD �0 4:1 SLOPE `�� \; - X50000 ��jy>mIx-i l 56.s 56.2 56.65 �2 56.8 57.5 57.8 G Y� `� , 70 14& DZ 6 7 01 3 35 .07 356.80 � 357.3• 57 57.5 P. d, N��� ��, 19i3 SjSt� ✓ , _h ' y 5 ��ON r� N S� > < g PP�ycRE= Ln oo c:) d Ln O� o Lin �E1X. L'.n Lc) to Ln O � i Lj cP cis, �1 �cS � J R/W tJi tJi - Ln L_ J EX. Ln cr- 54.2 `\ R/w `` rn C� S 89°19'26" E RC1 470' C2 �.301 BOUNDARY N 89°19'26' _W1 124,91 p pN - -- G.��;---J` 565%_�, 190%��-� %''''�� 1 26 v N 89°19 26 W 1124.91 -ACT HQUINVAH 22 23 24 N 25 » -0959 _ 2s N 89°19'26" W 480.41 30 , 31 p0 32 153 g0'�6 EX. C&G N 89°19 26 W 644.59 27 Z� 2s -�- 33 � .301% �-� 301 % EX. C8. 90. R _ 4 .200 % ---►- .200 % PAD PAD PAD PAD F PAD 56.7 57.0 57.5 57.6 57.9 SAD PAD PAD PAD ,�r; PAID 1012 20 1®5�� 4 58.3 58.2 58.1 58.0 .� 33 32 �1 30 5 4 SEE SHEET 29 b 3 T. LLJ ... � w v o�Q R0 J A� EX. GROUND 57.00 BB D' Op OF S�Mp S4 0� FL DETAIL B 4.1 HIGH WATER 353.50 54.07 71.0' All EX. GROUND 57.60 DETAIL A 10 c' cn' 6.0'1, 18.55 FL 54.07 SUMP BOTTOM 52.50 49.7' EX. GROUND 57.40 A CITY RECORDS Q�e � k 'N`0.35473 * EV. 9-30-17 Civi �P 9rF()F CAl % 7 SmithTech*- [SSA INCORPORATED HABERFELDE BUILDING 1424 17TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 TRACT N0. 715 8 GRADING .PLAN ROBEH T E. SMITH RCE 35473 E, ATE: JOB NO - 15-105 SHEET 3 OF 3 :HEFTS 00 z PAD wpm J � 0.0 13 VACANT EXISTING TEMP. SUMP rTALCS.. N R-1 LR �� INSTALL TWO 7' REQ. 1.0 AC. FT BO-ITOM 32?5. sf 6 h�� ��. �� ,5 a_ VACANT WIDE GATES PER PPOV. 1.5 AC. FT. MIC 4268.2 ,.f l6 1010.09 S 89°19'26" E ` ' � A �� �;© r Y� O.B. STD. D 13 1 WATER DEPTH TOP 5074.11 sf A Y J EXISTING S o, ��.,� ����,' TOP OF SUMP EL. _54.00 A R-1 z BOTTOM SUMP EL. 352.50 � FFRRONT J' �� bb �c, �� 8� q, FOR DETAIL LR �. 10 6 �: _ = r, �, INSTALL 6' CHAIN LINK �;� ��' �!,.�� s FENCE A#ZOttND SUMP 8 7 5 4 3 -�- 1 ��,F �� -- 1� PER C.O.B. STD. D-12 PAD PAD cp PAD o --=<:. PAD PAD PAD PAD c c T:.�\`\ . _ ° ��� S' 57.2 L PAD PAD PAD �0 4:1 SLOPE `�� \; - X50000 ��jy>mIx-i l 56.s 56.2 56.65 �2 56.8 57.5 57.8 G Y� `� , 70 14& DZ 6 7 01 3 35 .07 356.80 � 357.3• 57 57.5 P. d, N��� ��, 19i3 SjSt� ✓ , _h ' y 5 ��ON r� N S� > < g PP�ycRE= Ln oo c:) d Ln O� o Lin �E1X. L'.n Lc) to Ln O � i Lj cP cis, �1 �cS � J R/W tJi tJi - Ln L_ J EX. Ln cr- 54.2 `\ R/w `` rn C� S 89°19'26" E RC1 470' C2 �.301 BOUNDARY N 89°19'26' _W1 124,91 p pN - -- G.��;---J` 565%_�, 190%��-� %''''�� 1 26 v N 89°19 26 W 1124.91 -ACT HQUINVAH 22 23 24 N 25 » -0959 _ 2s N 89°19'26" W 480.41 30 , 31 p0 32 153 g0'�6 EX. C&G N 89°19 26 W 644.59 27 Z� 2s -�- 33 � .301% �-� 301 % EX. C8. 90. R _ 4 .200 % ---►- .200 % PAD PAD PAD PAD F PAD 56.7 57.0 57.5 57.6 57.9 SAD PAD PAD PAD ,�r; PAID 1012 20 1®5�� 4 58.3 58.2 58.1 58.0 .� 33 32 �1 30 5 4 SEE SHEET 29 b 3 T. LLJ ... � w v o�Q R0 J A� EX. GROUND 57.00 BB D' Op OF S�Mp S4 0� FL DETAIL B 4.1 HIGH WATER 353.50 54.07 71.0' All EX. GROUND 57.60 DETAIL A 10 c' cn' 6.0'1, 18.55 FL 54.07 SUMP BOTTOM 52.50 49.7' EX. GROUND 57.40 A CITY RECORDS Q�e � k 'N`0.35473 * EV. 9-30-17 Civi �P 9rF()F CAl % 7 SmithTech*- [SSA INCORPORATED HABERFELDE BUILDING 1424 17TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 TRACT N0. 715 8 GRADING .PLAN ROBEH T E. SMITH RCE 35473 E, ATE: JOB NO - 15-105 SHEET 3 OF 3 :HEFTS GENERAL EROSION CONTROL NOTES: 1. LAND DISTURBING ACTIVITIES SHAD. NOT COMMENCE UNTIL APPROVAL TO DO SO HAS BEEN RECEIVED BY GOVERNING AUTHORITIES. 2. THE GENERAL CONTRACTOR SHALL STRICTLY ADHERE TO THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) DURING CONSTRUCTION OPERATIONS. IF FIELD CONDITIONS WARRANT IT, THE SWPPP MAY BE MODIFIED AS LONG AS THE CONSTRUCTION GENERAL PERMIT CONDITIONS ARE MET. ANY ALTERATIONS TO THE SWPPP MUST BE NOTED IN THE SWPPP BINDER KEPT ON STIE. 3. NO LAND CLEARING OR GRADING SHALL BEGIN UNTIL ALL PERIMETER EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN INSTALLED. 4. THIS PLAN SHALL NOT BE CONSIDERED ALL INCLUSIVE AS THE GENERAL CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PREVENT SOIL SEDIMENT FROM LEAVING THE SITE AND BE IN COMPLIANCE WITH THE CONSTRUCTION GENERAL PERMIT. 5. GENERAL CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL ORDINANCES THAT APPLY. 6. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY BY ON SITE INSPECTION. 7. DRAIN INLET PROTECTION SHALL BE PROVIDED THROUGHOUT THE DURATION OF THE PROJECT. EXISTING DRAIN INLETS SHALL BE PROTECTED UNTIL FINAL REMOVAL AND THE CONNECTING PIPE SHALL BE PROPERLY CAPPED TO PREVENT SEDIMENT FROM ENTERING THE STORM DRAIN SYSTEM. 8. GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO TAKE WHATEVER MEANS NECESSARY TO ESTABLISH PERMANENT SOIL STABIUZA11ON ON ANY EXPOSED AREAS WHEN THE PROJECT IS COMPLETE. rowing File: SWPPP7158 THIS SHEET IS TO BE USED FOR EROSION CONTROL PURPOSES ONLY. 11 ( ROCKINGHAM WAY STRAW WATTLE DETAIL N.T.S. WILL NOT BE USED FUR GRADING PURPOSES. DRILL ISLAND 22 NO. 5662% c1A1nnn nun i CnE'Kin F12 V GRADING DRYS V 2650± HAGEMAN ROADCO. ROAD D NO. 522) 0 TC -1 _ STABILIZED CONSTRUCTION ENTRANCE 02 WM-1 - MATERIAL DELIVEF'Y AND STORAGE ASE -3 - FIBER ROLL FENCE= OSTORM DRAIN AND CATH BASIN PROTECTION PER SE -10 - FIBER ROLL FENCE PER SE -1 ® PORTABLE TOILETS © CONCRETE WASHOUT SITE `fit! `, ,. KEEP SEDIMENT FROM ENTERING CATCH BASIN GRAVEL 13AG DETAIL N.T.S. THIS SHEET �6 5 F ---4T 3---T DRY CREEK LANE NORTH SCALE: 1 " 100' EX. SLA I i=) CHAIN LENGTH FENCE X X --- —x x CD EX. BRO WALL co SITE SPECT FI (:: NOTES: 1. CONSTRUCT WORK EQUIFMENT STORAGE AREAS AS NEEDED FOR CONSTRUCTION PER THE CAUFORNIA SNIP HANDBOOK. 2. PROVIDE STANDARD STORM DRAIN INLET PROTECTION PER BMP STANDARD SE -10 OF THE CAUFOVIIIA BMP HANDBOOK. PROVIDE INLET PROTECTION FOR EXISTING INLETS AT START OF CONSTRUCTION. AS PROPOSED INLETS ARE CONSTRUCTED INLET PROTECTION SHALL BE INSTALLED. 3. THE CONSTRUCTION ENTRANCE IS DESIGNED TO REDUCE SOIL TRACK OFF INTO THE STREET. ONCE T1117 INTERIOR ROADS AND PARK LOTS ARE COMPLETE, IT MAY BE POSSIBLE TO REPLACE THE CONSTRUCTION ENTRANCES WITH REGULAR STREET SWEEPING. TI -6 IS UP TO THE CONTRACTOR'S DISCRETION. r �OFESSIONg C -f w IN c). 35473 S/30/17 4 ��CIVIV CALZY���~� TOTAL ACREAGE TOTAL PROJECT AREA: 9.28 GROSS AC./3.83 NET AG. TOTAL LOTS: 21 BUILDABLE LOTS TOTAL NET DENSITY: 3.08 D.U./NET AC. LEGEND + 01L WELL WDID # - SF15C377382 SmithTech).k VSA INCORPORATED HABERFELDE BUILDING 1424 17TH STREET BAKERSFIELD, CALIFORNIA 93301 (661) 327-8492 FAX 327-8493 ERO SION & SFDIM:I.ri'7' CONTROL 1"LiVil" TRACT No. 7158 ROBE=RT E. SMITH RCE 3'-;1473 Dr,TE JOB I\ 0. - 15-105 SHEET 4 OF 5 SHEETS 70 Drawing Fite: DEV FP 12/27/2016 TOTAL ACREAGE TOTAL PROJECT AREA: 21.50 DISTURBED GROSS AC. TOTAL LOTS: 21 BUILDABLE LOTS TOTAL NET DENSITY: 3.08 D.U./NET AC. I I I ROCK iA Y HAM ^- .?6 is : P n D 1c, 2650± HAGEMAN ROAD (CO. ROAD NO. 522) MBHCP STATEMENT ALL "UNDEVELOPED LANDS" THAT WILL BE USED TO GRUBBED, ALTERED, DRIVEN -OVER, OR USED TO DEVELOP THE IMPROVEMENS ON THIS GRADING PLAN TO USE AND/OR DEVELOP THE PROPOSAL DEPICTED IN THIS GRADING PLAN, IS SHOWN WITHIN THE DELINEATED DASH -DOT -DOT BOUNDARY LINE. (NOTE: REFER TO PAGES 3-5, AND 25 OF THE AUGUST 2014 CALIFORNIA INCIDENTAL TAKE PERMIT (ITP) ISSUED TO THE CITY OF BAKERSFIELD AND THE COUNTY OF KERN.) HCP STATEMENT "UNDEVELOPED LANDS" NOT SHOWN ON THIS GRADING PLAN - WILL ALTERED, DRIVEN -OVER, OR USED TO DEVELOP THE IMPROVEMENS ON THIS GRADING PLAN TO USE AND/OR DEVELOP THE PROPOSAL e PROPOSED DEVELOPMENT FOOTPRINT � TOTAL:21.50 ACRES -/ AUSTIN CREEK PARK OS -P M / / NOR PARK � N.O.P. UK — ~— —0 �• ,. CREEK • n Y • LANE B'DrOX 414 OF :47' NORTH SCALE: 1 " — 100' LEGEND OIL WELL REINA I ROAD 59� . o �9y HAGEMAN ROA[ BRACT 7158 0 Lu S,9 l9 Z 9�� 199p ROSEDALE HIGHWAY 4g,OF5SSIpN lei o w No. 35473 � x � 9/30/17 1 1 , j -- -) CITY RECORDS #• 0 Q 0 ce PERMIT # - B16-40000057