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HomeMy WebLinkAbout6.9-267GRADING NOTES 1. GRADING SHALL CONFORM TO STANDARDS, SPECIFICATIONS, AND REQUIREMENTS OF THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE APENDIX J GRADING, AS ADOPTED BY THE LOCAL GOVERNING AGENCY AND STANDARDS PERTAINING THEREOF AND TO THE REQUIREMENTS OF THE PRELIMINARY SOILS REPORT PREPARED FOR THIS PROJECT BY: KRAZAN & ASSOCIATES 2205 COY AVENUE BAKERSFIELD, CA 93307 (661)837-9200 RAYAN K PRIVETT, PE PROJECT NO. 022-18040, DATED MAY 9,2018 VEI-VINEYARD ENGINEERING, INC. 1324 CHESTER AVENUE SUITE #200 BAKERSFIELD, CA 93301 661-323-5402 ANTOINETTE V ALGARA, PE ALL GRADING WORK SHALL BE SUPERVISED AS ENGINEERED GRADING IN ACCORDANCE WITH APPENDIX J OF CALIFORNIA BUILDING CODE. NOTE: SHOULD A CONFLICT OCCUR BETWEEN THE FOLLOWING NOTES AND THE SOILS REPORT. THE MORE STRINGENT REQUIREMENTS SHALL PREVAIL. 2. THE CONTRACTOR SHALL REMOVE AND OR RELOCATE ALL OBSTRUCTIONS WI.HIN THE STREET RIGHT-OF-WAY AS DIRECTED BY THE LOCAL GOVERNING ROADS DEPARTMENT. 3. ALL EXISTING IMPROVEMENTS THAT ARE REMOVED, DAMAGED, OR UNDERCUT SHALL BE REPAIRED OR REPLACED AS DIRECTED BY CITY ENGINEER OF APPLICABLE AGENCY. 4. ALL CUT SLOPES SHALL BE NO STEEPER THAN (2) TWO HORIZONTAL TO (1) ONE VERTICAL. 5. ALL FILL SLOPES SHALL BE NO STEEPER THAN (2) TWO HORIZONTAL TO (1) ONE VERTICAL. 5A. BERMS OR DRAINAGE DEVICES ARE REQUIRED AT TOP OF ALL FILL SLOPES. 5B. DIVERTER TERRACES (SWALES) WITH THREE (3) FEET MINIMUM WIDTH AND ONE (1) FOOT DEPTH ARE REQUIRED AT TOP OF CUT AND FILL SLOPES WHEN EXISTING TERRAIN SLOPES TOWARD TOP OF CUT. 5C. FILL AREAS SLOPING STEEPER THAN FIVE TO ONE (5:1) SHALL BE KEYED AND BENCHED TO SUPPORT FILL. 5D. ALL FILL SLOPES SHALL NOT CUT WITHIN TWELVE (12) FEET HORIZONTALLY OF THE TOP OF EXISTING AND/OR PLANNED SLOPES. 5E. ALL SLOPES IN EXCESS OF 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. 6. ALL VEGETABLE MATTER SHALL BE REMOVED FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED, AND THE SURFACE SHALL BE PLOWED SCA.RiFIED TO A DEPTH OF AT LEAST TWELVE INCHES (12"), AND UNTIL THE SURFACE IS FREE FROM RUTS, HUMMOCKS OR OTHER UNEVEN FEATURES WHICH WOULD TEND TO PREVENT UNIFORM COMPACTION BY THE EQUIPMENT TO BE USED. 7. FILL MATERIALS: MATERIALS FOR FILL SHALL CONSIST OF MATERIAL SELECTED BY THE SOILS ENGINEER FROM SOURCES IDENTIFIED IN LABORATORY REPORTS WHICH HAVE PREVIOUSLY BEEN ACCEPTED BY THE ROADS DEPARTMENT. THE MATERIAL USED SHALL BE FREE FROM VEGETABLE MATTER AND OTHER DELETERIOUS SUBSTANCES AND SHALL NOT CONTAIN ROCKS OR LUMPS HAVING A DIAMETER OF OR MORE THAN SIX INCHES (6"). LOCAL ENGINEERING, BUILDING, AND OR SURVEYING DEPARTMENT SHALL BE NOTIFIED 24 HOURS IN ADVANCE OF THE PLACEMENT OF ANY FILL MATERIAL. 8. AMOUNT OF COMPACTION: AFTER EACH LAYER (LIFT) HAS BEEN PLACED, MIXED AND SPREAD EVENLY, IT SHALL BE THOROUGHLY COMPACTED TO THE SPECIFIED DENSITY. THE SPECIFIED DENSITY WILL BE STATED AS A PERCENTAGE OF THE MAXIMUM DENSITY ATTAINABLE USING CURRENT ASTM DENSITY TEST NO. D 1557 THE SPECIFIED DENISTY TYPICALLY WILL BE NINETY PERCENT (90%) OF THE MAXIMUM FOR MOST COHESIVE, NON -EXPANSIVE SOILS, HOWEVER IT WILL BE ESTABLISHED AS APPROPRIATE FOR THE MATERIALS AND ENVIRONMENT DEFINED. FILL COMPACTION SHALL CONFORM TO U.B.C. STANDARDS AND LOCAL GRADING STANDARDS. 9. DEPTH AND MIXING OF FILL LAYERS: THE SELECTED FILL MATERIAL SHALL BE PLACED IN LEVEL, UNIFORM LAYERS WHICH, WHEN COMPACTED, SHALL HAVE A DENSITY CONFORMING TO THAT STIPULATED IN THE SOILS REPORT SPECIFICATIONS. EACH LAYER SHALL BE THOROUGHLY BLADE MIXED DURING THE SPREADING TO INSURE UNIFORMITY OF MATERIALS IN EACH LAYER. COMPACTED LAYER THICKNESS NORMALLY WILL BE SIX (6"), HOWEVER, IT MAY BE SPECIFIED OTHERWISE IF COMPACTION EQUIPMENT OF DEMONSTRATED CAPABILITY WILL BE USED. THE SOILS ENGINEER AND THE INSPECTORS SHALL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO THE PLACING OF ANY FILL MATERIAL. 10. COMPACTING AREA TO BE FILLED: AFTER THE FOUNDATION FOR THE FILL HAS BEEN CLEARED AND PLOWED OR SCARIFIED, IT SHALL BE DISKED OR BLADED UNTIL IT IS UNIFORM AND FREE FROM LARGE CLODS, BROUGHT TO THE PROPER MOISTURE CONTENT, AND COMPACTED (TYPICALLY) TO NOT LESS THAN NINETY (90%) OF MAXIMUM DENSITY AS DETERMINED BY APPROVED METHOD PER APPENDIX J OF THE CURRENT CALIFORNIA BUILDING CODE AND CERTIFIED BY TESTS AND REPORT FROM SOILS ENGINEER, IN ACCORDANCE WITH CURRENT ASTM DENSITY TEST NO. D 1557, OR TO SUCH OTHER DENSITY AS MAY BE DETERMINED APPROPRIATE FOR THE MATERIALS AND CONDITIONS AND ACCEPTABLE TO THE ENGINEER AND OR INSPECTORS. 11. ROCK: WHEN FILL MATERIAL INCLUDES ROCK, THE MAXIMUM ROCK SIZE ACCEPTABLE SHALL BE SIX INCHES (6"). NO LARGE ROCKS SHALL BE ALLOWED TO NEST AND ALL VOIDS MUST BE CAREFULLY FILLED WITH SMALL STONES OR EARTH, PROPERLY COMPACTED. NO LARGE ROCKS WILL BE PERMITTED WITHIN TWELVE INCHES (12"), OF THE FINISHED GRADE. 12. MOISTURE CONTENT: THE FILL MATERIAL SHALL BE COMPACTED AT THE APPROPRIATE MOISTURE CONTENT SPECIFIED FOR THE SOILS BEING USED, AS IDENTIFIED IN LABORATORY AND SOILS REPORT. MOISTURE CONTENT TOLERANCES SHOULD BE CLEARLY DEFINED FOR PLACEMENT OF EACH MATERIAL PROPOSED FOR USE IN A FILL. APPROPRIATE MOISTURE CONTENT IS DEFINED TYPICALLY, AS OPTIMUM MOISTURE CONTENT, HOWEVER FOR EXPANSIVE SOILS IT MAY BE GREATER THAN OPTIMUM MOISTURE CONTENT, AND OTHER MOISTURE CONTENTS MAY BE NECESSARY TO PRODUCE THE DESIRED RESULTS WITH SPECIFIC SOILS. 13. DENSITY TESTS: FIELD DENSITY TEST SHALL BE MADE BY THE SOILS ENGINEER OF THE COMPACTION OF EACH LAYER OF FILL. DENSITY TEST SHALL BE TAKEN IN THE COMPACED MATERIAL BELOW THE DISTURBED SURFACE. WHEN THESE TESTS INDICATE THAT THE DENSITY OF ANY LAYER OF FILL OR PORTION THEREOF IS BELOW THE REQUIRED DENSITY, THE PARTICULAR LAYER OF PORTION SHALL BE REWORKED UNTIL THE REQUIRED DENSITY HAS BEEN OBTAINED. SUFFICIENT DENSITY TESTS SHALL BE MADE TO SUPPORT THE SOILS ENGINEER'S CERTIFICATION OF EACH FILL LAYER. KwwwhotOokm Call bd= you ft 14. REPRESENTATIVES OF THE SOILS ENGINEER WILL OBSERVE THE WORK IN PROGRESS, MAKE TESTS OF THE SOIL, AND REVIEW THE EXCAVATIONS AND TRENCHES. THE CIVIL ENGINEER WILL OBSERVE GRADING OPERATIONS TO FACILITATE SUBSTANTIAL COMPLIANCE WITH THE PLANS. SPECIFICATIONS AND CODES WITHIN HIS PURVIEW. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND TECHNIQUES, SEQUENCES AND PROCEDURES. THE CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY DURING THE PERFORMANCE OF THE WORK. INTERMITTENT VISITS BY THE SOILS ENGINEER OR THE CIVIL ENGINEER DO NOT INCLUDE REVIEW OF THE CONTRACTOR'S SAFETY MEASURES IN, ON, OR NEAR THE CONSTRUCTION SITE. 15. GRADING WORK SHALL BE DONE IN A MANNER TO PREVENT STORM DAMAGE TO PUBLIC OR PRIVATE PROPERTY OF OTHERS BY FLOODING, EROSION, DEPOSITION, DEBRIS, OR ANY OTHER DAMAGE RESULTING FROM THE GRADNG WORK. 16. SURFACE DRAINAGE ON DIRT SHALL HAVE A MINIMUM SLOPE OF 2% PERCENT AWAY FROM ALL STRUCTURES FOR A MINIMUM DISTANCE OF 5 FEET, 16A. SURFACE DRAINAGE TO BE ONE (1%) MINIMUM TO APPROVED DRAINAGE FACILITY, EXCEPT AS WAIVED BY BUILDING OFFICIAL. 17. CIVIL ENGINEER, GEOTECHNICAL ENGINEER, AND BUILDING OFFICAL WILL BE NOTIFIED FORTY EIGHT (48) HOURS TO PLACING ANY FILL. 17A. THE CIVIL ENGINEER, GEOTECHNICAL ENGINEER, BUILDING OFFICIAL AND ANY GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER THE PROJECT SHALL BE NOTIFIED BY THE CONTRACTOR OR THE OWNER A MINIMUM OF 48 HOURS PRIOR TO THE TIME THAT GRADING IS TO COMMENCE AND THE CONTRACTOR OR THE OWNER SHALL MAKE ALL NECESSARY ARRANGEMENTS FOR THEIR INSPECTIONS. 18. THE SOILS ENGINEER SHALL BE NOTIFIED SUFFICIENTLY IN ADVANCE TO PERMIT EXAMINATION OF SUBGRADE AND TESTING OF FILL AND FINAL GRADES. THE SOILS ENGINEER SHALL BE NOTIFIED OF ANY CONDITION THAT MAY EFFECT THE PROJECT. 19. THE CONTRACTOR SHALL OBTAIN ANY PERMITS NECESSARY FOR ANY CONSTRUCTION WITHIN STREET RIGHT-OF-WAY FROM THE LOCAL GOVERNING AGENCY. 20. AN OSHA PERMIT IS REQUIRED WHEN WORKERS MUST ENTER TRENCHES OR EXCAVATIONS FIVE (5) FEET OR DEEPER. 21. THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISOR CONTROL DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE WITH THE PLANS, SOILS REPORT, SPECIFICATIONS, AND CODE WITHIN HIS PURVIEW. 22. AN ENCROACHMENT PERMIT SHALL BE OBTAINED FROM THE GOVERNING PUBLIC WORKS DEPARTMENT PRIOR TO WORKING WITHIN THE STREET RIGHT-OF-WAY. 23. IMPROVEMENTS IN THE STREET RIGHT -OF WAY MADE IN REFERENCE TO APPROVED STREET PLANS. 24. CONTRACTOR IS RESPONSIBLE FOR THE GRADING OF LOT PAD AREAS TO WITHIN .01' OF THE DESIGN ELEVATION. 25. ALL AREAS IN THE SITE ON WHICH STRUCTURES ARE TO BE PLACED MUST BE COMPACTED TO 90% RELATIVE DENSITY, FOR A MINIMUM DISTANCE OF (5) FEET IN ALL DIRECTIONS FROM THE FOUNDATION OF THE STRUCTURE. 26. COMPACTION IN PROPOSED PAVEMENT AREAS SHOULD BE THE SAME AS FOR THE BUILDING PADS, AND SHALL EXTEND TO A MINIMUM DISTANCE OF (2) FEET BEYOND THE OUTSIDE EDGE OF PAVEMENTS. 27. DURING GRADNG, REASONABLE SEARCHING SHOULD BE PERFORMED FOR CANCELED SUBSURFACE OBSTRUCTIONS. ALL ABANDONED SUBSURFACE OBSTRUCTIONS SHOULD BE REMOVED. IF THE TERMINUS OF ANY ABANDONED PIPING IS OUTSIDE THE PROJECT LIMITS, THE PIPING SHOULD BE REMOVED WITHIN THE PROJECT AND PROPERLY CAPPED AT THE PROJECT BOUNDARY. 28. DUST CONTROL: SHALL MEET THE REQUIREMENTS OF THE CALIFORNIA CONSTRUCTION GENERAL PERMIT (SWRCB ORDER NO. 2009-0009-DWQ AS AMENDED BY ORDER 2010-0014-DWQ AND ORDER 2012-0006-DWQ.). AND IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO PREVENT A DUST NUISANCE ORIGINATING FROM THE SITE OF WORK AS A RESULT OF HIS OPERATIONS DURING THE EFFECTIVE PERIOD OF THIS CONTRACT. PREVENTATIVE MEASURES TO BE TAKEN BY THE CONTRACTOR SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING; A. WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT THE SURFACE FROM BECOMING DRY ENOUGH TO PERMIT DUST FORMATION. B. PAVED SURFACES OVER WHICH VEHICULAR TRAFFIC IS PERMITTED TO TRAVEL SHALL BE KEPT FREE OF DIRT. 29. CONTRACTOR TO COORDINATE WITH INSPECTOR AND DEVELOPER, THE LOCATION OF THE BORROW OR SPOILS PRIOR TO CONSTRUCTION. 30. THE LOCATION OF EXISTING UTILITIES AND UNDERGROUND PIPELINES SHOWN ON THESE PLANS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES AND UNDERGROUND PIPELINES BEFORE COMMENCING WORK, CONTRACTOR ASSUMES ALL LIABILITY FOR ANY AND ALL UNDERGROUND UTILITIES AND PIPELIES. 31. CONTRACTOR SHALL CALL UNDERGROUND SERVICE ALERT (USA) AND THE LOCAL PUBLIC WORKS DEPARTMENT AT LEAST TWO (2) WORKING DAYS PRIOR TO THE START OF CONSTRUCTION TO MARK THE LOCATIONS OF EXISTING UTILITY LINES. PHONE: USA 811 32. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN EXISTING, ACCEPTED STREET RIGHT-OF-WAY. UNLESS SECURED BY AN IMPROVEMENT AGREEMENT, APPROVED INSURANCE AND SECURITY BASED N AN APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT-OF-WAY SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT. 33. ANY WORK CONNECTION TO EXISTING PUBLIC FACILITIES FROM PRIVATE PROPERTY WILL REQUIRE AN ENGINEERS ESTIMATE FOR THE WORK IN EXISTING PUBLIC RIGHT-OF-WAY TO ESTABLISH THE NECESSARY DEPOSIT. 34. 24 HOUR NOTICE: PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY CONSTRUCTION INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOURS NOTICE. THE SECTION MAY BE NOTIFIED AT (661)326-3049. 35. COMPACTION TEST SHALL BE THE RESPONSIBILITY OF THE DEVELOPER /SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATIONS OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. 36. LANDSCAPE AREAS ARE TO BE DESIGNED AND GRADED TO MINIMIZE EXCESS LANDSCAPE DRAINAGE ACROSS THE SIDEWALK FOR THOSE AREAS OVER 2%. MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL OR STRUCTURE SHALL BE 4:1, EXCEPT FOR THE TWO FEET BEHIND THE SIDEWALK WHERE THE MAXIMUM SLOPE SHALL BE 2%. ALTERNATIVELY, THE CITY ENGINEER MAP APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK. 37. FACES OF ALL CUT AND FILL SLOPES SHALL SHALL BE PLANTED NTH GROUND COVER INDIGENOUS TO THE AREA AND MAINTAINED AGAINST EROSION. 38. ANY PUBLIC FACILITIES IN STREET RIGHT-OF-WAY WITHIN THE PROPERTY FRONTAGE WHICH ARE SUBSTANDARD OR DAMAGED WILL REQUIRE RECONSTRUCTION OR REPAIRS AS DETERMINED BY THE CITY ENGINEER. 'A) fii a r L'ONSULTING CIVIL ENGINEERS Established 1997 214 BERNARD STREET Q(tOFESS/ BAKERSFIELD, CA 93305 ��� ORTIZ, P(661)716-7443 FF(661)716-7443 m * No. 71320 Exp. 12-31-19 www.afinar.net 41FmV PARCEL 2 OF PARCEL MAP N0. 389 410 REAL ROAD BAKERSFIELD, CA 93309 APN 020-150-29 SITE PLAN REVIEW (PROJECT 17-0408) (WARD 2) GRADING PERMIT # 18-40000017 The GRADING PLAN a: shown on this drawing is hereby approved, subject to any indicated co.rections or additions. Approval by the Public Works Department and 13 jifding Department indicates approval only as to design criteria usec and conformance to City Standards, Codes and Ordinances. Engincer for the subdivider or developer shall be responsible for accuracy of calculations for this plan and shall submit a certified "as -graded" plein after completion of the grading. APPROVED BY: _ OFFSITE IMPROVEMENT QUANTITIES EARTHWORKS SAW CUT EXISTING PAVEMENT 77 LF TOTAL DISTURBANCE SURFACE AREA = 11,250 SF (0.258 DEMO AND REMOVE EXIS-ING PAVEMENT ' CU. YD. ACRES) GRADE, SCARIFY AND COMPACT STREET 22 CU. YC. AND SIDEWALK GROSS CUT 192 YARDS 6" CURB AND GUTTER 75 LF GROSS FILL 390 YARDS 5.5' WIDE SIDE WALK LF QUANTITIES ARE FOR GRADING PERMIT ONLY. THE 19' WIDE DRIVEWAY WITH SIDE WALK AND EACH ENGINEER MAKES NO WARRANTY OF THE ANTICIPATED TRUNCATED DOMES SHRINKAGE FACTOR. THE CONTRACTOR SHALL NOT USE THESE QUANTITIES TO BASE HIS BID ON. IMPORT MATERIAL MUST BE FROM APPROVED LOCATION VERIFIED BY SOILS ENGINEER. DUST CONTROL 1. PORTABLE WATER WILL BE APPLIED TO DIST-:RBE-- SOIL :AREAS OF THE PROJECT SITE TO CONTROL DUST AND MAINTAIN OPTIMUM MOISTURE LEVELS FOR COMPACTION. THE WATER WILL BE APPLIED USING WATER TRUCKS. ON THE PROJECT SCHEDULE, PROJECT SOILS WILL BE DISTURBED AND EXPOSE-- FROM .APPROXIMATELY MAY 1 THROUGH SEPTEMBER 15. WATER APPLICATIONS WILL BE C"NCENTRATED DURING THE LATE SUMMER AND EARLY FALL MONTHS. THE TOTAL WATER TC BE APPLIED IS EXPECTED TO BE BETWEEN 110,000 AND 180.000 FT. 2. BMP WE -1, WIND EROSION CONTROL, AND BMP NS -1, WATER CONSERVATION PRACTICES, WILL BE IMPLEMENTED TO PROVIDE DUST CONTROL AND PREVENT DISCHARGES FROM DUST CONTROL ACTIVITIES AND WATER SLPPLY EQUIPMENT. WATER APPLICAT'ON RATES WILL BE MINIMIZED AS NECESSAR" TC PREVENT RUNOFF AND PONDING AND WATER EQUIFMENT LEAKS WILL BE REPAIRS- '".4MEDIATELY. * MCST DUST CONTROL MEASURES REQUIRE FREC'JENT, DFTEN DAILY, OR MLLTIPLE TIMES PER DAY ATTENTION. 3. DURING WINDY CONDITICNS (FORECAST OR AC -JAL WIND CONDITIONS APPROXIMATELY 25 MPH OR GREATER), DUST CONTROL WILL BE A�PLED TO DISTURBED AREAS, INCLUDING HAUL ROADS, TO ADEQUATELY CONTROL WIND ERCEZION* 4. BMP 'NM -3, STOCKPILE MANAGEMENT, USING ELT =ECES AND PLASTIC COVERS WILL BE IMPLEMENTED TO PREVEI4T WIND DISPERSAL C= SE�,IMENT FROM STOCKPILES. NPDES - STORMWA TER F THE PROJECT IS SUBJECT TO THE PROV SIONS OF THE NATIONAL POLUTION DISCHARGE ELIMINATION SYSTEM (NPDES), A "NOTICE OF INTENT" (N01) TO COMPLY WITH THE TERMS OF THE GENERAL PERMI: TO DISC -TARGE STORM WATER ASSOCIATED WITH CDNSTRUCTION ACTIVITY S NRCB C RDER NO. 2009-009 _DWQ AS AMENDED BY ORDER 2010-0014 DWQ AND ORDER 2012 -006 -DW MUST BE =1LED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF -NY CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL DERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE P=EEPARE--, CONTINUOUSLY CARRIED CUT, AND ALWAYS BE AVAILABLE FOR PUB- \-, INSPECTION DURING NORMAL CONSTRUCTION HOURS. CALIFORNIA WATER CODE - NPDES PERMIT ACTIVITY CALIFORNIA BUILDING STANCARDS CODE WITH RESPECT TO THE STORMWATER AND NPDES RECJiREME vTS PER THE ABOVE REFERENCED CODES, REGULATIONS AND STAN -`ARDS: 1. CONSTRUCTION ACTIVITY WILL NOT RESULT IN T -E DISTURBANCE OF ONE ACRE OR MORE OF TO -AL LAND AREA 2. CONSTRUCTION ACTIVITY 'OIL & GAS' WILL NOT RESULT IN THE DISCHARGE TO A WATER OF THE STATE OF STORMWATER CONTAINING CONTt�MINANTS AND/OR SEDIMENTS THAT V. CONTRIBJTE TO A VIOLATION OF WATER QUALITY STANDARDS. 3. CONS -RUCTION ACTIVIT" WILL COMPLY WITH CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN) REQUIREMENTS. SEE APPROVED BUILDING PLANS SHEET A-1.2, BMD -1, AND BMP -2 FOR ADDITIONAL STORM WATER AND EROSION CONTROL REQUIRMENTS THESE PLANS WERE PREPARED BY ME OR UNDER MY DIRECTION BEVNAR: 0. SALGADO, PE DA TE BENCH MARK TB M 60d NAIL IN BACK OF WALK ON WEST SIDE OF REAL ROAD SHOWN ON PLANS ASSUMED ELEVATION -100.00' LEGAL DESCRIPTION PARCEL 2 OF PARCEL MAP NO. 389 BASIS OF BEARING CENTER LINE OF REAL ROAD PER PARCEL MAP NO. 389 TAKEN AS N 0° 09' 30" W UI TILL T Y COMPANIES 1. ELECTRICITY: PACIFIC GAS & ELECTRIC COMPANYS FF LES INGLE FP 4101 WIBLE RD. L. S. BAKERSFIELD, CA 93313 BC 1-661-398-5975 2. GAS: PACIFIC GAS & ELECTRIC COMPANYS BCR LES INGLE ECR 4101 WIBLE RD. FL BAKERSFIELD, CA 93313 TC 1-661-398-5975 3. CABLE: SPECTRUM 4. TELEPHONE SPECTRUM 5. WATER: CALIFORNIA WATER COMPANY TW BRIAN BENNETTE F 3725 SOUTH H STREET DL BAKERSFIELD, CA 93304 BVC (661)837-7241 6. SEWER: CITY OF BAKERSFIELD POVC PUBLIC WORKS DEPRTMENT CB 1501 TRUXTUN AVENUE SC BAKERSFIELD, CA 93301 T. 1. (661)326-3576 DATE: B": RE`. HE C 06-20-18 AF NAR BUILD PUBLIC WORKS PLAN CHECK COMMENTS 3-27-18 07-03-18 AFINAR BUILD', - �'. PUBLIC WORKS PLAN CHECK COMMENTS 7-2-18 I t ` 3 r c I � z c t P1a: r be ;zeal Apijrlmfr111 f Park Its S Parts JI. i_ U3 t018 il, G' BAt : SFIELD I N G DE= RTMF=MT Palms" palm St Pain 't u o :a � hf3ridz! VICINTIY MAP SHEET INDEX GD -1 COVER SHEET GD -1A SOILS REPORT GD -2 GRADING PLAN GD -3 DETAILS LEGEND r - IOP OF PAVEMENT FF - FINISHED FLOOR ELEVATION FP - FINISHED PAD ELEVATION L. S. - LANDSCAPE AREA BC - BEGIN CURVE EC - END CURVE BCR - BEGIN CURVE RETURN ECR - END CURVE RETURN FL - FLOW LNE TC - TOP OF CURB C - CONCRETE GB - GRADE BREAK TF - TOP OF FOOTING TW - TOP OF WALL F - FILL DL - DAYLIGHT BVC - BEGIN VERTICAL CURVE VPI - VERTICAL POINT OF INTERSECTION POVC - POINT OF VERTICAL CURVE CB - CATCH BASIN SC - SAWCUT T. 1. - TRAFFIC INDEX INV. - PIPE INVERT SSMH - SANITARY SEWER MANHOLE SDMH - STORM DRAIN MANHOLE SDDI - DRAIN INLET D. S. - DOWN SPOUT S - SWALE P - PAVEMENT G - GROUND S - SEWER W - WATER SD - STORM DRAIN ENGINEER'S STATEMENT C.O.R. - CITY OF RIDGECREST AC - ASPHALT CONCRETE °B - AGGREGATE BASE / F - CUT / FILL DAYLIGHT O - CONSTRUCTION N _ITE � - DIRECTION OF DRAINAGE (MIN. 2% IN LANDSCAPE AREA', -�- - EXISTING MANHCLE -- - PROPOSED MANHOLE - EXISTING FIRE HY--RANT - PROPOSED FIRE HYDRANT -syo 171) - EXISTING POWER POLE C -4u - PROPOSED POWER POLE WV N - EXISTING WATER VALVE - PROPOSED WATER VALVE •- - EXISTING STREET LIGHT •--( - PROPOSED STREE-- LIGHT - HANDICAP PARKIN �, -- - FINISH BUILDING PAD "--'- - NEW SITE BOUNDARY - EXISTING SITE BOL NDARY NMI - GENERAL PROPOSED DRIVE DIRECTION - PAVEMENT - BENCH MARK THESE PLANS AND SPECIFICATIONS WERE PREPARED BY ME OR UNDER MY DIRECTION AND -0 THE BEST OF MY KNOWLEDGE AND BELIEF COMPLY WITH CITY OF BAKERSFIELD ORDINANCES, STANDARDS AND INCLUDE ALL IMPROVEMENT REQUIREMENTS OF THE ADVISORY AGENCY OR OTHER REVIEW BOARD. ANY ERRORS, OMISSIONS OR DEVIATIONS FROM THOSE ORDINANCES OR STANDARDS ENCOUNTERED DURING CONSTRUCTION SHALL BE CORRECTED AND SUCH CORREC- ONS 4RFLE:'&TEDTHELANS AND SUBMITTED TO THE CITY ENGINEER. .,.-�. B l �. RD ORT IZ SALGADO, R.C.E. 71320 PARCEL 2 OF PM 389 GRADING AND DRAINAGE PLANS COVER SHEET DATE Cit Records No. DATE: 03-12-2018, DRAWN BY: AFINAR SCALE: AS NOTED JOB#: 201E. -ii UL) 1 OF 4 aA t Kimir whate below,43 C""111 U before youi. d� �Afi* ar CONSULTING CIVIL ENGINEERS Established 1997 214 BERNARD STREET BAKERSFIELD, CA 93305 Pt(661)716-7443 F(661)716-7443 www.afinar.net Q\0ESS/p�, ORT127s *� No. 71320 /* Exp. 12-31-19 / J zT OF�CAL\�% KA Project No. 022-18040 Page No. 4 Approximately 1 foot of fill material vas encountered within the soil borings drilled at the site. The fill material predominately consisted of silty sand. The thickness and extent of fill material was determined based on limited test borings and visual observation. Thicker fill me) be present at the site. Limited testing was performed on the fill soil during the time of our field and laboratory investigations. The limited testing indicates that the fill scils ranged from loosely placed to compacted. Below the loose surface soils and fill material, approximately 3 to 4 feet of loose silty sand was encountered. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance -angel from 7 to 15 blows per foot. Dry densities ranged from 91 to 99 pef. A representative soil samlle consolidated approximately 3 percent under a 2 ksf load when saturated. A representative soil sampla had an angle of internal friction of 33 degrees. Below 4 to 5 feel, alternating layers cf predominately loose to medium dense silty sand, sandy silt, and silty sand/sandy silt were encountered. Field and laboratory tests suggest that these soils are moderately strong and slightly compressible. Penetration resistance ranged from 14 to 31 blows per foot. Dry densities ranged from 98 to 106 pcf. These soils had similar strength characteristics as the upper soils and extended to the termination depth of our borings. For additional information about the coils encountered, please refer to the logs of botings in Appendix A. GROUNDWATER Test boring locations were checked for the presence of groundwater during and immediately following the drilling operations. Free groundwater was not encountered. Information obtained from the Department of Water Resources indicates that groundwater has historically been encountered at depths greater than 50 feet below existing site grade. Groundwater information was obtained from 3 walls located within 1 mile ofthe site. It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land.. use and climatic conditions as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. -- 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 In brief, the subject site and soil conditions, with the exception of the Dose surface soils, loosely placed fill, previous development, and existi ig development appear to be conducive to the development of the project. The surface soils have a loose consistency. These soils tare disturbed, have low strength Krazan & Associates, Inc. With Offices Serving The Western United States 02l Ii040 Rapon(t7uplex) du THESE PLANS WERE PREPARED DATE: BY: REVISION BY ME OR UNDER MY DIRECTION ARD 0. SALGADO, PE DATE KA Projeci No. 022-18040 Page No. ; characteristics and ere highly compressible when saturated. Accordingly, it is recommended that the surface soils be recompacted. This compaction effort should stabilize the surface soils and locate am - unsuitable or pliant areas not found during our field investigation. Approximately 1 foot of fill material was encountered within the soil borings drilled at the site_ The fil material predominately consisted of silty sand. The thickness and extent of fill material was determiner based on limited test borings and visual observation. 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 had varying strength characteristics ranging from loosely placed tc compacted. Therefore, it is recommended that these fill soils be excavated and recompacted. Prior tc backfilling, the bottom of the excavation should be observed by Krazan & Associates, Inc. to verify ii' any additional removal is required. Preliminary testing indicates the fill material will be suitable for re- use as Engineered Fill, provided it is cleansed of excessive organics and debris and fragments greater than 4 inches in maximum dimension, The fill material should be moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Prior to fill placement, Krazan & Associates, Inc. should inspect the bottom of the excavation to verify no additional excavation will be required, The site was previously occupied by a rural residence, garage and shop building. Associated with these developments are buried structures such as utility lines, irrigation lines, septic tanks, leach lines, and water wells that may still be present at the site. Demolition activities should include proper removal all buried structures. Water wells should be abandoned in accordance with county standards. The resulting excavations should be backfilled with Engineered Fill. It is suspected that demolition activities of the existing structures will disturbed the upper soils. Following demolition activities, it is recommended that the disturbed soils be removed and/or recompacted. Any buried structures or loosely backfilled excavations encountered during construction should be properly removed and the resulting excavations backfilled with Engineered Fill. Disturbed areas caused by demolition activities should be recompacted. Trees are presently located on the site. If not utilized for the proposed development, tree removal operations should include roots greater than 1 inch in diameter. The resulting excavations should be backfilled with L•.ngneered Fill compacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. Sandy soil conditions were encountered at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Shoring or sloping back trench sidewalls 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 may be designed utilizing an allowable bearing pressure of 2,000 psf for dead -plus -live loads. Footings should have a minimum embedment of 12 inches. Krazan & Associates, Inc. With Offices Serving The Western United States 02218040 Rq a (Dqk,, lac KA Project No. 022-1804) Page No. 5 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 the 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 densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with dryer materials; removing and replacing the soil with an approved fill material; or mixing the soil with an approved lime or cement product. Our firm should be consulted prior to implementing remedial measures to observe the unstabl.- subgrade conditions and provide appropriate recommendations. Site Preuaration General site clearing should include removal of vegetation; existing utilities; concrete structure 3 including foundations; basement walls and floors; existing stockpiled soil; trees and associated root systems; rubble; rubbish; and any loose and/or saturated materials. Site stripping should extend to i minimum depth of 2 to 4 inches, or until all organics in excess of 3 percent by volume arc remover. Deeper stripping may be required in localized areas. These materials will not be suitable for use a; Engineered Fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structura l areas. Approximately I foot of fill material was encountered within the soil borings drilled at the site. The fil I material predominately consisted of silty sand. The thickness and extent of fill material was determine( t based on limited test borings and visual observation. Thicker fill may be present at the site. Verification of the extent of fill should be determined during site grading. Limited testing way performed on the fill soils during the time of our field and laboratory investigations. The limited testing indicates that the fill soils had varying strength characteristics ranging from loosely placed to compacted. Therefore, it is recommended that the fill soils be excavated, worked until uniform from large clods, moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on Test Method D1557. Prior to backfilling, the bottom of the excavation should be verified by Krazan & Associates, Inc., to verify no additional removal is required. The fill material will be suitable for re -use as Engineered Fill, provided it is cleansed of excessive organics an( I debris and fragments greater than 4 inches in maximum dimension. The fill material should b moisture -conditioned as necessary, and recompacted to a minimum of 90 percent of maximum densit, based on ASTM Test Method D 1557. The site was previously occupied by a rural residence, garage and shop building. Associated with thes-: developments are buried structures, such as irrigation lines, septic tanks, leach lines, and water well; that may be located within the project site. Demolition activities should include proper removal of an; buried structures. Any buried structures or loosely backfilled excavations encountered durinl; construction should be properly removed and the resulting excavations backfilled. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to s firm undisturbed soil, and backfilled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. Existing concrete footings should b,: Krazan & Associates, Inc. With Offices Serving The Western United States 06-20-18 AFINAR BUILDING AND PUBLIC WCRKS PLAN CHECK COMMENTS 3-27-18 107-03-18IAFINARIBU{LDING AND PUBLIC WORKS PLAN CHECK COMMENTS 7-2-18 = MV Report (1).k,).s: KA Project No. 022-18040 Page No. 7 removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Soils Engineer. Water wells should be abandoned in acarrdance with county standards. Any other buried structures should be removed in accordance with the recommendations of the Soils Engineer. Resulting excavations should be backfilled with Engineered Fill. Following stripping, fill removal, debris removal, and demolition a.,tivitios, the exposed subgrade within proposed building, exterior flatwork, and pavement areas should to excavated to a depth of at least 12 inches, worked until uniform and free from large clods, moiAtue-conditioned as necessary, and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. In addition, structural elements should be supported by a minimum of 12 inches of Engineered Fill. Limits of recompaction should extend 5 feet beyond structural elements. Prior to backfilling, the bottom of the excavation should be proof -rolled and observed by Krazan & Associates, Inc. to verify stability. Trees are presently located on the site. If not utilized for the proposed development, tree removal operations should include roots greater than I inch in diameter. The resulting excavations should be backfilled with Engineered Fill compacted to a minimum of 90 30rcent of maximum density based on ASTM Test Method D 1557. The upper soils, during wet winter months, become very moist cue 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 fxutdation. Project site winterization consisting of placement of aggregate base and protecting exposec soils during the construction phase should be performed. A representative of our firm should be present during all site clea-i ag and grading operations to test and observe earthwork construction. This testing and observation ii an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Soils Engineer may reject any material that el" not meet compaction No stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set fat in this section and the Engineered. Fill section. Eneineered Fill The on-site, upper, native soils and fill material are predominately silty sand. These soils will be suitable for reuse as Engineered Fill, provided they are cleaawxi of excessive organics, debris, and fragments greater than 4 inches in maximum dimension. The preferred materials specified for Engineered Fill are suitaole for most applications with the exception of exposure to erosion. Project site winterization and protection of exposed soils during the conduction phase should be the sole responsibility of the Comm etor, since he has complete control of the project site at that time. Krazaa & Associates, Inc. With Offices Serving The Western United' adriro RssW(ngdn).d4s ICA Project No. 022-18040 Page No. 8 Imported Fill material should be predominately granular material with a plasticity index less than 10 and a UBC Expansion Index less than 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 placed in lifts approximately 6 inches thick, nioistum-conditioned as necessary, and compacted to achieve at least 90 percent maximum density hesed on ASTM Teat Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drafnaee and Landscamin The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. In accordance with lection 1804 of the 2016 California Building Code, it is recommended that the ground surface adjactrt to foundation be sloped a minimum of 5 percent for a minimum distance of 10 feet away from strictures, or to an approved alternative means of drainage conveyance. Swales used for conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impe:-ious surfaces, such as pavement and exterior concrete flatwork, within 10 feet of building foundations should be sloped a minimum of 1 percent away from the structure. Drainage gradients should be Taintained to carry all surface water to collection facilities and off-site. These grades should be maintainod for the life of the project. UtWty Trench Backfill Utility trenches should be excavated according to accepted xtgineering practice following OSHA (Occupational Safety and Health Administration) standards by a Contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the Contractor. Trafi'ic and vibration adjacent to trench walla should be reduced and cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and dep'i of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered at the site. These coheionleas soils have a tendency to cave in trench wall excavations. Shoring or sloping back tench sidewird s may be required within these sandy soils. Utility trench backfill placed in or adjacent to buildings and extzrior slabs should be compacted to at least 90 percent of maximum density based on ASTM Test Mehod D1557. The utility 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's recommendations. The Contractor is responsible 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 fil placement and compaction, Krazan & Associates, Inc. With Offices Serving The western Unt. ai States PARCEL 2 OF PM 389 GRADING AND DRAINAGE PLANS 0II:*%0R,-(D.p1.}du SOILS REPORT S UMM� FRY City Recorc's No. DATE: 03-12-21J18 DRAWN BY: AFIN/-'\R SCALE: fyS NOTED JOB#: 2D18_11 2OF4 TBM EXISTING CURB, GUTTER, & SIDEWALK - PROTECT d 1 L I II I II I II (TC30 . (FL299.9 MATCH i EXISTING POWER POLE PROTECT - -- -- �e I I EXISTING GUY WIRE - PROTECT - - - -� c I 1 I EXISTING STREET SIGN TO BE RELOCATED AS DIRECTED BY CITYi INSPECTOR 300.00 3 lb - I 1- - A 1 3 FL299.68 1 >R W I I 0 =i6 Z I I Z 1 i I Q I I m I II I FL299.45 I I I IL I I I 10 I I I 'Q 3D1 I I I m (TC299.66) it (FL299.21) EXISTING DRIVEWAY PROTECT - MATCHI �I :i i I I I I EXIS 90I1RB, GUTTER, & SIDEW LK - PROTECT - A 2 22' 22' I 30' 1 30' RW Krawmarsbdow, II %I , ore you dig. I FL299.89 \ 3 END C&G , I� - EXISTING POWER POLE - PROTECT b9.58 I I 8 IA G '0 I II I I I II I A)finar CONSULTING CIVIL ENGINEERS ---� Established 1997 --- EXISTING PAVED DRIVEWAY - PROTECT \-04 9 .x8 0Q EXISTING CONCRETE DRIVE UNE TYPES ------ RIGHT OF WAY PROPERTY LINES TC301.06 FL300.77 (XXX) X299.73 9 XX299.43 214 BERNARD STREET BAKERSFIELD, CA 93305 P:(661)716-7443 F:(661)716-7443 www.afinar.net PROPOSED GRADES EXISTING EXISTING TOPO GRADES POINTS O@FESS/p�, ���=P�� ORTIZsq cF�c � 9 y r b O Ir No. 71320 Exp. 12-31-19 \I 9jEOFCALIF \P TC300.34 FL300.05 -- - EXISTING PAVED DRIVEWAY - PROTECT r301.2`_, i �XIftNG 6" (:URB & GUTTER - P/OTECT EXISTING 6' TALL WOOD FENCE ON CONCRETE CURB - PROTECT OFFEEWTE DEMO L61 1 SAW CUT EDGE OF PAVEMENT AND REMOVE PAVEMENT, A MINIMUM OF 1 FOOT IN FRONT OF NEW GUTTER LIP OF' AS DIRECTED BY CITY ENGINEER. D2 OFFSITE IMPROVEMENT NOTES 1 NEW CURB AND GUTTER TYPE B. PER C.O.B. --- ST -1. 2_ NEW 5.5' WIDE SIDEWALK BEHIND PROPOSED CURB & GUTTER. PER C.O.B. ST -3. MATCH EX SIDEWALK WIDTH 3j NEIN ASPHALT PAVEMENT PATCH. PER C.O.B. ST -11. 4' NEW 19' WIDE RESIDENTIAL DRIVE APPROACH PER C.O B. ST -4 5 :`wc112 _01.2, TC301.60 X FL301.03 3 00. 46 r✓ai12 If ;9 01.10 0.14 e r gwall 9700' . _ i1$ 0. 3 4 I X wc112 B 300.99 EX13'TING PAVED cwc+'2 DRI VEWAY 78 % - PROTECT 299.94 all G300.77 G300.77 j 88 <rgj i 300.52 pwall2 EXISTING PROTECT' TALL BLOCK WALL e X300.53 =99.15 �wa112 M n 0 `pwall2 TC300.60 FL300.31 �w.._ `99..5 NORTH 0 20 5 5 SCALE: ONSITE DEMO 01 REMOVE EXISTING CHAIN LINK FENCE ONSITE IMPROVEMENT NOTES 1O CONSTRUCT NEW BUILDING PAD - 1 ENGINEERED FILL LIMITS 5 FOOT BEYOND (Gb- AFI N AF'. BUILDINGLIMITS. _ 22 4" CONCRETE SLAB ON GRADE (5 SACKS) _ W/ 1/2- EXPANSION JOINTS ® 30' O.C., 11 WEAKENED PLANE JOINTS IN ADJACENT (G6) CONCRETE SHALL MATCH. 6" CONCRETE SLAB ON GRADE W/ #4 REBAR AT 30" O.C.CLASS B CONCRETE (5 SACKS) W/ 1/2- EXPANSION JOINTS ® 30' O.C., WEAKENED PLANE JOINTS IN ADJACENT CONCRETE SHALL MATCH. 04 NEW 3 1/2" TALL CURB & GUTTER WITH MIN SLOPE OF 0.3% GD -3 �5J NEW CURB & GUTTER WITH MIN SLOPE OF 0.3X MIN 6" CURB HEIGHT TO MAX 18" GC' CURB HEIGHT. MATCH EXISTING TOP OF CURB AT NORTH PROPERTY LINE/ 6 STORM WATER FROM GUTTER AT SIDE YARDS TO DISSIPATE INTO LANDSCAPE. PROVIDE MIN OF 3'x3'x6" THICK RIVER COBBLE ENERGY DISSIPATER. ROCRS TO BE LEVEL WITH GRADED SURFACE. SIZE 2"MIN TO 4"MAX. THESE PLANS WERE PREPARED DATE: BY: REVISION BY ME OR UNDER MY DIRECTION 06-20-18 AFINAR BUILDING AND PUBLIC WORKS PLAN CHECK COMMENTS 3-27-18 07-03-18 AFINAR BUILDING AND PUBLIC WORKS PLAN CHECK COMMENTS 7-2-18 HARD 0. SALGADO, PE DATE 2% MINIMUM SLOPE - -- - z x NEW SLAB ON GRADE - CONSTRUCTION e � cc 00 r FF301.70 EXISTING GROUND - 5 NEW 6" MIN AND 18" MAX CURB AND GUTTER IPL EXISTING CURB AND GUTTER - PROTECT I - EXISTING PAVED DRIVE - PROTECT TOP OF PROPOSED CURB -0 MATCH EXISTING CURB TO THE NORTH ON ADJACENT PROPERTY SECTION A OWNERS SITE SCALE 1 "-2' 2X MINIMUM SLOPE - PL NEW SLAB ON GRADE - - EXISTING BLOCK WALI CONSTRUCTION EXISTING PAVED DRIVE FF301.70 EXISTING GROUND NEW SWALE MIN 1X SLOPE SECTION B z .01' SCALE 1'-2' 2X MINIMUM SLOPE - -- EXISTING 6' i, TALL WOOD NEW SLAB ON GRADE - i FENCE CONSTRUCTION EXISTING GROUND LEVEL FF301.70 EXISTING GROUND 4 NEV 3 1/2" TALL CURB AND GUTTER SECTION C SCALE 1'-2' PARCEL 2 of PM 389 GRADING AND DRAINAGE PLANS GRA SING PL.A N G- Gvl , 1 TT Cit Records No. DATE: 03-12-2018 DRAWN BY: AFI N AF'. SCALE: AS NOTED JOB#: 2018- 11 3 OF 4 Class 2 Portland Cement Concrete. Color and finish tomatch Sansert / adjacent pavement. Existing • . •., e : •, G . •• •; •a° ' •.. •' ! ! /- Portland Cement ' • . , ! Concrete 4: e n Select Material (ff required) PA TCH /N CONCRETE SURFACE Ashpoloxnt Salt Ashpaltic Paint 6.0' min. LO' Lo Binder N. . '- Existing Ashpalt N. Concrete Pavement Asphalt Concrete 0 0 12' Typical each side cpprooch curb & gutter. 0 NOTES: pons H Aggregate Base shall be sowcut at the limits of removal as directed by the City Engineer. 1• A# workmanship and materials shall conform The section being removed shall be o men. of 50' en length and sowcuts Q to the re pirements set forth in the Standard 2. A current Street Permit issued by the City of Oakomfleld Public in dimension and location to the adjacent existing improvements unless otherwise directed. Specifications, State of Califamia Department 3 Subgrade shall be constructed true to grade and cross section Of Transportation', cpproved current edition. and compacted to 95X of maximum dry density as determned by ASTM ASTM D-1557 to a depth of 60' below top of subgrade. it in good condition and with prior approval of the City Engineer. Otherwise, the existing pavement Mia# be sowcut a min. of 20' from 2. Sawcuts shall be made parallel or at right the edge of concrete or as diected. Pavement patch shall conform Borh1! angles to the centerline of the street. PATCH IN ASPHALT CONCRETE J. Depth of select material, if requires; shall be SURFACE not monolithically. 5 Timber forms shall be surfaced on the side placed next to the determined in the veld by the engineer. concrete and shall not be less than t5' thick after surfacing. Forms of commercial/multi-family property frontage Drive opproach dimension, 4. Potches less than 2.0' from existing patches, 0.4' Ashpol 6. Concrete shall be troweled smooth, edged and then given a light edges of payment, or gutter shall be extended Concrete Surfacing Asphaltic Paint Sirdar to include the intermedwte isolated strip of existing pavement Existing rood conforming to the Standard Specifications The concrete surface sho# mixed surfacing 15 A minimum of 22' of full heiht curb shall separate anise ipproochn 5. Minimum patch width shall be 20' at its except as noted on Standwd Detai T 20, or as approved by any Finow.. 7. Expansion pints shall be constructed at both ends of approach, Weakened plan pints~ 2.0' deep, shall be placed at center of approach smallest dimension, unless otherwise allowed by and at 10' max, intervals or as directed by the City Engineer. curb return. the city engineer. Select Material (If required) 0 0 6. Reference standards ST -13 and ST -14 for dura* resient compound that conform to the requirements of the Standard Specificotions 16 See Table 6.9.1 for use of tb;s itim approach standcsd. compaction requirements 45`typ• and gutter, the existing curb and gutter shall be completely removed 7. For patch in asphalt concrete unless otherwise andreplaced with rebar as shown above. No "curb cut' is mum allowed by the city engineer. `c construction. . A. local streets minknum 0.4' asphalt concrete Bacrlfil over 0.5' pass # aggregate base. Note 4 on Detail ST -10. rp; '• B. Arterial and collector streets minimum 0.7' PAT CH 1N ROAD M/XED SURFACE asphalt concrete over 1.0' Class /i aggregate base. FILENAME: Call before you dig. ar CONSULTING CIVIL ENGINEERS - Established 1997 2.0' 25" Q0' 24' �`• • R=0.5'-:57 N T O " 4 °• '� ._ TYPE "A„ R= Q5' b 10' Radar , 17 R=a5'-, I bCd 1 24' N TYPE "C" W021*1 1. Aja work shall conform to the applicable sections of the Standard Specifications State of California, Department of Transportation' approved current edition, and the following general notes: 2. Subgrade preparation for Type A; B; and C' curbs and gutters shall he constructed true to grade and cross section with compaction of 9OX to a depth of 6.0" below the subgrode. 3 Concrete for curb and gutter shall be Class 3 and shall be within 2.5' to 5.5' slump. 4. limber forms shad be surfaced on the on the side placed next to the concrete and shall not be less than 1.5' thick after being surfaced. 5. Top and face shall be troweled smooth, then given a final fine brush finish, 6. Where existing curb and gutters are to be replaced, new construction shall match existing construction unless otherwise directed by the City Engineer. 7. Concrete sho# contain no additives unless prior approval is obtained from the City Engineer. B Concrete shall be cured with a white pigmented curing compound complying to section 90-7.OIB of the state standard speeificotims. 9 Existing sections of curb and gutter sho# be sawcut at the limits of the area to be reconstructed. R = 0.5' R = 0.5' 6.0" �24- 4 a O ., 4' a, W TYPE "B" R=aS'I I \gym . a a=''. *GUTTER *Gutter only allowed where approved by City Engineer. 10. Weakened plane pints or cold pints shall be constructed at 15' intervals Expansion joints shall be at each side of structures and at ends of curb returns 11. T}pe 9' curb and gutter is required on ad types of streets unless another is expressly permitted by the City Engineer. 12 Type A' curb and gutter is permitted only where approved or required by the City Engineer. 1J Type G' curb may be permitted by the City Engineer only in Mobile Home Parks, and R -S -25A (Residential Suburban Two -And -One -Half Acre Minimum Lot Size) Tare. 14. Permit for curb and gutter construction shall accompany actual work. 15. then constructing new curb and gutter, the existing pavement shall be sawcut a minimum of 2.0' from the lip of the gutter or as directed by the City Engineer. FILENAME: ff necessory adust R/W or obtain 4.0' min. 10.0' easement to accommodate full depth of &Ave approach. 2.09 max, slope 6.0' min. LO' Lo la. . 6.0' min. 14 Reba - 24' QC, both ways full width of approach, 2 -14 Rebar, evemly with 20' clearance from bottom of concrete. L- 7777 SLCi1Cn� A -A spate full width of NOTES cpprooch curb & gutter. I. All workmanship and materials shall conform to the oppiimble 10. Sections of eristing drive approach being removed for replacement sections of the specifications entitled State of California,DeQt. of shall be sowcut at the limits of removal as directed by the City Engineer. Transportation, Standard Specifications, hereafter known os Stondord The section being removed shall be o men. of 50' en length and sowcuts Specifications" current City approved edition shaft align with existing prat or score lire. Replacement sho# conform 2. A current Street Permit issued by the City of Oakomfleld Public in dimension and location to the adjacent existing improvements unless otherwise directed. Warks Department must accompany all work within City right-of-way. 3 Subgrade shall be constructed true to grade and cross section 11. Sections being replaced may be poured against exist ng pavement and compacted to 95X of maximum dry density as determned by ASTM ASTM D-1557 to a depth of 60' below top of subgrade. it in good condition and with prior approval of the City Engineer. Otherwise, the existing pavement Mia# be sowcut a min. of 20' from the edge of concrete or as diected. Pavement patch shall conform 4. Concrete for drive cpproach shall conform to the requirements of the to the requbenents of Standard Detod ST -11. Standard Specificotions for minor concrete (min. cement content of 50516/cu )d). Concrete shall contain no additives unless prior approval 12. Cub and gutter and body of approach shall be poured separately, is obtaired frau the City Engineer. not monolithically. 5 Timber forms shall be surfaced on the side placed next to the 13. Total maximum allowable drive approach width shall not exceed 60.1 concrete and shall not be less than t5' thick after surfacing. Forms of commercial/multi-family property frontage Drive opproach dimension, and subgrode shall be wetted immediately prior to concrete placement. as shown on qap vved plan, shall be the basis of such determination. 6. Concrete shall be troweled smooth, edged and then given a light 14. With approval from the City Engineer, total approach width, incudrng broom finish. Immediately after finishing, all egosed surfaces shall wings may be increased to 50' maxinum for M-1 and M-2 uses, where receive a uniform gppiication of white pigmented curing compound high volumes of semi -truck and troller use warrant. conforming to the Standard Specifications The concrete surface sho# be kept moist unt# the curing compound is applied. 15 A minimum of 22' of full heiht curb shall separate anise ipproochn except as noted on Standwd Detai T 20, or as approved by any Finow.. 7. Expansion pints shall be constructed at both ends of approach, Weakened plan pints~ 2.0' deep, shall be placed at center of approach 16. No drive approach construction is permitted within a street or alley and at 10' max, intervals or as directed by the City Engineer. curb return. 17. No porton of the Oive approoch shill be carstmrcted on adjacmt B Expansion pint filer materiat shall consist of preformed strips of property tontoge unless specAkdy Wpivoved by the City Engineer dura* resient compound that conform to the requirements of the Standard Specificotions 16 See Table 6.9.1 for use of tb;s itim approach standcsd. 9. Where new approadt is being constructed adjacent to existing curb 45`typ• and gutter, the existing curb and gutter shall be completely removed andreplaced with rebar as shown above. No "curb cut' is o allowed far commercial/multi-fam#y drive approach A `c construction. . b�tod 3.0' x 4.0' Detectable Wammg Surface, tW. both sides. See Note 4 on Detail ST -10. rp; '• goo ftp" '�'' 00,�4v .• � �q �pke 194 ypa Qet4rfi�d�lon oAa env STANDARD MUMJw�/sw COMMERCIAL/MULTI-FAMILY o DRIVE APPROACH -TYPE "B" RAZE S, LESH N.T.S. APPROVED 9RFr oro. OF BAKEF09ELD CITYALPO ST -4 ally ommm PUBLIC NORKS oEPAR T 214 BERNARD STREET QRpFESS/0 BAKERSFIELD, CA 93305 ���=P�pORTIZSc P:(661)716-7443 F:(661)716-7443 iLm ? www.afinar.net 6" SOIL - 6" CLASS "B" CONC. CURB 2-#3 CONTINUOUS -� 12" NOTE: -CLASS "B" CONE (5 SACK) -INSTALL 1/2" EXPANSIOiJ JOINT © 30' O.C. -WEAKENED PLAN JOINTS @ 10' O.C. -JOINTS IN ADJACENT SIDEWALKS SHALL MATCH SOIL GRADE TO GUTTER o u 12" MIN. COMPACT NATIVE SOIL TO 90% RELATIVE DENSITY 6"'CO 18" CURB AND GUTTER ;4 THESE PLANS WERE PREPARED DATE: BY: EV'S ION BY ME OR UNDER MY DIRECTIO\I -- 06-20-18 AFINARR R", -DING AND PUBLIC WORKS PLAN CHECK COMMENTS 3-27-18 l 07-03-18 AFINAR„B_ _DING AND PUBLIC WORKS PLAN CHECK COMMENTS 7-2-18 No. 71320 �S Exp. 12-31-19 CIVL ST�rFOFCA 1EP B NARD 0. SALG PE DATE 5° ENGINEERED r^ILL LIMITS TOP OF 4" 'SLAB 2' SAND O'/ER VAPOR BraRRIEF� 12" ENGINEERED FILL COMPACTED TO 95% RE_ATIVE DENSITY 1 -J1 II-TI�-I � li�-ill - -- - I I- II9 I -III 1' TO 4' ENGINEERED FILL WATER VAPOR RETARDER COMPACTED TO 90% OVER MIN OF 3 INCHES CI_ RELATIVE DENSITY - z COMPACTED, CLEAN, GRAVEL OF 3/4' MAX S121= E.G. TI!9 i MIN 12" EXISTING GROU\D TO BE II�II_I= SCARIFIED AND C'OMPAC_-ED TO 90% RELATIVE DENS TY III -=1 I I -I I III -I I I- 1_1 I i=k =II_� � MI I� II EXISTING GROUND PAD IN FILL C VARIES SEE P -AN MIN 2 e G IIII I I VAX.I T WATER VAPOR RETARDER OVER MIN OF 3 NCHES OF COMPACTED, C-EAN, GRAVEL OF 3/4" MAX SIZE �- v'IN 12" SCARIFY & __OMPACT NATIVE SOIL TO 90% _7ELATIVE DENSITY 4" CONCRETE SLAB ON GRADE a, 1-#3 CONTINUOUS 6" _ NOTE: -CLASS "B" CONE (5 SACK) -INSTALL 1/2" EXPANSION JOINT @ 30' O.C. -WEAKENED PLAN JOINTS © 10' O.C. -JOINTS IN ADJACENT SIDEWALKS SHALL MATCH GRADE TO GU --TER MIN 12" SCARIFY ArID COMPACT rIATIVE SOL. 90% RELAT VE D?=NSI-Y 3 1/2" CONCRETE CURB GUTTER 3" C_ASS 1 A.B MIN 12" OF EXISTING GROUND TO BE SCARIFIED AND - COMPACTED TO 90% RELATIVE DENSITY. ALL FILL MATERIAL TO BE CCMPACTED TO 90% RELATIVE DENSITY � 6" CONIC. PARKING PARCEL 2 OF PM 389 GRADING AND DRAINAGE PLANS ®ETA ILS �a 6" CONC #4 BARS �D 30" 0. C. E.W. t 1 - _44 Cit Records No. DATE: C 3-12-2018 DRAWN 3Y: AFI N AR SCALE: [ac NOT --D --� JOB#: 018-11 GD -3