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Home My WebLink About6.9-301VICINITY MAP NO SCALE �T7_�i 11111: THE QUANTITIES SHOWN BELOW ARE FOR GRADING PERMIT PURPOSES ONLY, AND SHALL NOT BE USED FOR PROJECT BIDDING. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN ESTIMATE OF QUANTITIES FOR PROJECT BIDDING. ALL QUANTITIES WERE CALCULATED BASED ON THE REMOVAL OF THE TOP 0.20 FEET OF MATERIAL DUE TO CLEARING AND GRUBBING. ENGINEER MAKES NO WARRANTY AS TO THE ANTICIPATED SHRINKAGE FACTOR. CUT: 14,858 C.Y. FILL: 14,858 C.Y. COMPACTION FACTOR: 120% PROJECT ACREAGE: 9.70 AC *ALL QUANTITIES ARE "COMPACTED IN-PLACE" VOLUMES Parking Summary Square Footage/Unit Count Parking Ratio Required Parking Provided Parking Proposed Use: F•,n•Y 'IR4L`'1J1 F N One -Bedroom 54 Units 1SP/Unit 54Spaces 54 Spaces T 90 Units - 1805paces 1805paces 1 I _ subtotal 234 Spaces 234Spaces m �T 23 Spaces 46 Spaces Office/Rec. Area 800 SF 1SP/250 sf 3Spaces 17 Spaces m Ino spaces 1297 spaces CAMPUS PARK ti %Coverage 9Total Accessible Spaces 1 3.03% m 0 SP.R.R. PACHEC PROJECTROAD LOCATION Z2 I HARRIS ROAD rc VICINITY MAP NO SCALE �T7_�i 11111: THE QUANTITIES SHOWN BELOW ARE FOR GRADING PERMIT PURPOSES ONLY, AND SHALL NOT BE USED FOR PROJECT BIDDING. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN ESTIMATE OF QUANTITIES FOR PROJECT BIDDING. ALL QUANTITIES WERE CALCULATED BASED ON THE REMOVAL OF THE TOP 0.20 FEET OF MATERIAL DUE TO CLEARING AND GRUBBING. ENGINEER MAKES NO WARRANTY AS TO THE ANTICIPATED SHRINKAGE FACTOR. CUT: 14,858 C.Y. FILL: 14,858 C.Y. COMPACTION FACTOR: 120% PROJECT ACREAGE: 9.70 AC *ALL QUANTITIES ARE "COMPACTED IN-PLACE" VOLUMES Parking Summary Square Footage/Unit Count Parking Ratio Required Parking Provided Parking Proposed Use: F•,n•Y 'IR4L`'1J1 F N One -Bedroom 54 Units 1SP/Unit 54Spaces 54 Spaces Two or more bedrooms 90 Units 2SP/Unit 1805paces 1805paces subtotal 234 Spaces 234Spaces Guest Parking 10% 23 Spaces 46 Spaces Office/Rec. Area 800 SF 1SP/250 sf 3Spaces 17 Spaces Total Ino spaces 1297 spaces %Coverage 9Total Accessible Spaces 1 3.03% GRADING AND SITE IMPROVEMENT PLANS HARRIS ROAD PROPERTIES, LLC 11200 HARRIS ROAD BAKERSFIELD, CALIFORNIA 93311 The GRADING PLAN as shown on this drawing is f.ereby approved, subimtoanyindicatedconectionsoraddit m, Approvalbythe Public Works Department and Building Department indicates approval only a s to design criteria used and contormance to City Standards, Codes and Ordinances. Engineer for the subdivider ordeveloper shall be respon. sibleforaccuracyof wiculabonsforthia plan and shallsuM,Macenified "as -graded" plan after wmplehon of the grading. APPROVED BY: AaroiYa9 4A Date RECEIVED u; JUN 26 2019 CITY OF BAKERSFIELD LOT 74 LE-Qj� DEBCFMq1M BUILDING DEPARTMENT I LAT 75, TRACT 6156-1 8K. 50. Pc 174. ox / LYING WITHIN A PORTION OF THE NORTHWEST QUARTER OF SECTION 19, TOWNSHIP 30 SOUTH, RANGE 27 EAST, � MAP BOOK 52 ATOPAB � B29ETHROUGHND 1MERIDIAN, IN BEING THE OFFICE OF THE KERN COUNTY RECORDER, FILED IN S8920'03'E _ 778.39' Ir 59.7^? 7f.67 / \ / 11.92 GROSS ACRES / A.P.N. 497-340-01 I� F I 015.7 KERNDELTA WATER DIST. EASEMENT \ I 15.7 - �— BUENA VISTA CANAL LOT 71 NGS DESIGNATION -SS1p111/57- rr(��FL�122,2 ) ELEVATION 328.2 FEET NAVD88 Q owxaaw I I PID 33 STATION RECOVERY (2004) a . RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2004 (JAW) 7.2 KM WESTERLY ALONG STATE HIGHWAY 119 FROM THE POST OFFICE IN � iLd ;. % \ PUMPKIN CENTER, THENCE 3.2 KM SOUTHERLY ALONG OLD RIVER ROAD, SET .. ..... .... .-. ..#NEAR SCALE, 23.0 M NORTH OF THE CENTER OF HOUGHTON ROADE SOUTHWEST CORNER OF THE CONCRETE , 2-1 OTRUCKF A M EAST OF THE ROAD CENTERLINE, 3.1 M NORTHWEST OF THE NORTHWEST CORNER OF THE SCALE — — — — — FP -3b3 26 m FF -353.2 FF=354 2 \ Z -, - — �." ocs OFFICE, 0.2 M SOUTHWEST OF THE SOUTHWEST CORNER OF A PLATFORM, AND THE _ j FF 353. 9' FP -353,24 FP 35 4 MARK IS LEVEL WA1H THE GROUND SURFACE. NOTE --THE MARK IS ON PROPERTY OWNED BY HANK 1 N 3 o PEe I e e �s a oc n \ TUEY, 12856 OLD RIVER ROAD, BAKERSFIELD, CA 93311 Q 1 .; TYPE TYYEC i - w LOT 70 �I rnPvv 0 \ c ir � .. 1 l .,•. EQUIP ® I r. 3RE BENC:HMAPoG < _ L ,I / WEST QUARTER CORNER OF SECTION 19, BEING A CONCRETE MONUMENT WITH NAIL IN LAMPHOLE '' - I x' FF 3438' AT THE INTERSECTION OF HARRIS ROAD AND BUENA VISTA ROAD. o wy i Pa353 80 OT 69 ELEVATION = 352.22 (NGS DATUM) L r W ila'asLT i * r Tom' V F=354. L OT 68 THE BEARING OF NORTH 00'45'10" EAST. AS SHOWN FOR THE CENTERUNE OF BUENA VISTA ROAD PER 7YPEA _ _ :._ � J FP=354.06 m L TRACT NO. 6196, UNIT 1, RECORDED IN BOOK 52 OF MAPS, PAGES 129-131, IN THE OFFICE OF THE M--1 LFP=35CLOB Fr= 6 KERN COUNTY RECORDER WAS USED AS THE BASIS OF BEARINGS SHOWN ON THIS MAP. 2 I W v"i i'1 FF=353 87 MAIL RM FP 35�r P�F —J l T17 FP 35329 1 ... ' P�20POo DS �II UM 111 LOT 67 1Lr1' rc W I V GWL SHEET No. INDEX p ® — 1 a I gl � b i1. COVER SHEET &GRADING PLAN SHEET INDEX B l\ J 1 F.I IA F L1J � � OTHRUO4 GEOTECHNICAL REPORT ,��.- IIF V-1 1 V, 'U -I /� !� ./1 1 t I f -fl ft'1 F fl fl -1 I L. V 5 GENERAL NOTES & SPECIFICATIONS W I 1 1� JWC- ISIl' n I;: O FZ Lar ss \ vAl JJ I �\ ©THRU® DETAILS & TYPICAL SECTIONS (n �Q ryq �a E%ISrING SUMP CONSTRUCTION NOTES AND LEGEND cc 10 THRU 13 GRADING PLAN Z 14 SITE DIMENSION PLAN 15 EROSION PREVENTION CONTROL PLAN 16 STORM WATER POLLUTION PREVENTION DETAILS O Z 17 FIRE DEPARTMENT CONFORMANCE EXHIBIT Q�y.. (TEMP FIRE ACCESS, FIRE WATER LINE AND HYDRANTS) V GRADING PERMIT NO. 2019-40000010 zi S.P.R. # 18-0378 WDID # 5F15C386025 q -3DB CITY RECORDS NO. T NO. 1 w s N y OF 17 � N M 01 F•,n•Y 'IR4L`'1J1 F N v.o � N� U5 os� RECEIVED u; JUN 26 2019 CITY OF BAKERSFIELD LOT 74 LE-Qj� DEBCFMq1M BUILDING DEPARTMENT I LAT 75, TRACT 6156-1 8K. 50. Pc 174. ox / LYING WITHIN A PORTION OF THE NORTHWEST QUARTER OF SECTION 19, TOWNSHIP 30 SOUTH, RANGE 27 EAST, � MAP BOOK 52 ATOPAB � B29ETHROUGHND 1MERIDIAN, IN BEING THE OFFICE OF THE KERN COUNTY RECORDER, FILED IN S8920'03'E _ 778.39' Ir 59.7^? 7f.67 / \ / 11.92 GROSS ACRES / A.P.N. 497-340-01 I� F I 015.7 KERNDELTA WATER DIST. EASEMENT \ I 15.7 - �— BUENA VISTA CANAL LOT 71 NGS DESIGNATION -SS1p111/57- rr(��FL�122,2 ) ELEVATION 328.2 FEET NAVD88 Q owxaaw I I PID 33 STATION RECOVERY (2004) a . RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2004 (JAW) 7.2 KM WESTERLY ALONG STATE HIGHWAY 119 FROM THE POST OFFICE IN � iLd ;. % \ PUMPKIN CENTER, THENCE 3.2 KM SOUTHERLY ALONG OLD RIVER ROAD, SET .. ..... .... .-. ..#NEAR SCALE, 23.0 M NORTH OF THE CENTER OF HOUGHTON ROADE SOUTHWEST CORNER OF THE CONCRETE , 2-1 OTRUCKF A M EAST OF THE ROAD CENTERLINE, 3.1 M NORTHWEST OF THE NORTHWEST CORNER OF THE SCALE — — — — — FP -3b3 26 m FF -353.2 FF=354 2 \ Z -, - — �." ocs OFFICE, 0.2 M SOUTHWEST OF THE SOUTHWEST CORNER OF A PLATFORM, AND THE _ j FF 353. 9' FP -353,24 FP 35 4 MARK IS LEVEL WA1H THE GROUND SURFACE. NOTE --THE MARK IS ON PROPERTY OWNED BY HANK 1 N 3 o PEe I e e �s a oc n \ TUEY, 12856 OLD RIVER ROAD, BAKERSFIELD, CA 93311 Q 1 .; TYPE TYYEC i - w LOT 70 �I rnPvv 0 \ c ir � .. 1 l .,•. EQUIP ® I r. 3RE BENC:HMAPoG < _ L ,I / WEST QUARTER CORNER OF SECTION 19, BEING A CONCRETE MONUMENT WITH NAIL IN LAMPHOLE '' - I x' FF 3438' AT THE INTERSECTION OF HARRIS ROAD AND BUENA VISTA ROAD. o wy i Pa353 80 OT 69 ELEVATION = 352.22 (NGS DATUM) L r W ila'asLT i * r Tom' V F=354. L OT 68 THE BEARING OF NORTH 00'45'10" EAST. AS SHOWN FOR THE CENTERUNE OF BUENA VISTA ROAD PER 7YPEA _ _ :._ � J FP=354.06 m L TRACT NO. 6196, UNIT 1, RECORDED IN BOOK 52 OF MAPS, PAGES 129-131, IN THE OFFICE OF THE M--1 LFP=35CLOB Fr= 6 KERN COUNTY RECORDER WAS USED AS THE BASIS OF BEARINGS SHOWN ON THIS MAP. 2 I W v"i i'1 FF=353 87 MAIL RM FP 35�r P�F —J l T17 FP 35329 1 ... ' P�20POo DS �II UM 111 LOT 67 1Lr1' rc W I V GWL SHEET No. INDEX p ® — 1 a I gl � b i1. COVER SHEET &GRADING PLAN SHEET INDEX B l\ J 1 F.I IA F L1J � � OTHRUO4 GEOTECHNICAL REPORT ,��.- IIF V-1 1 V, 'U -I /� !� ./1 1 t I f -fl ft'1 F fl fl -1 I L. V 5 GENERAL NOTES & SPECIFICATIONS W I 1 1� JWC- ISIl' n I;: O FZ Lar ss \ vAl JJ I �\ ©THRU® DETAILS & TYPICAL SECTIONS (n �Q ryq �a E%ISrING SUMP CONSTRUCTION NOTES AND LEGEND cc 10 THRU 13 GRADING PLAN Z 14 SITE DIMENSION PLAN 15 EROSION PREVENTION CONTROL PLAN 16 STORM WATER POLLUTION PREVENTION DETAILS O Z 17 FIRE DEPARTMENT CONFORMANCE EXHIBIT Q�y.. (TEMP FIRE ACCESS, FIRE WATER LINE AND HYDRANTS) V GRADING PERMIT NO. 2019-40000010 zi S.P.R. # 18-0378 WDID # 5F15C386025 q -3DB CITY RECORDS NO. T NO. 1 w s N y OF 17 N O r_ylfiy�j�"in M P4 to O 3 1-� Z N'c Hoz ° HxW o WUa NU I «err O OY t0 U,, —CD' i}lR * b y 094 i rn re m H•, LL U I U b �0' Z x 63 1038 it S�P� rn O N O n_ � m UJ Z J U Cr w m w C7 S d 0 O 2 �U J rJn LU IQ) W�1�'W\ 0 W J W Q O U�QO 2`W`�r r O U�Q� W 0 (� O 2 in LU Q zQ 4 Q 0 m c 0 a [7 I N � ti C � - .p +�-- p` W � ii > VY SHEET NO, 2 CITY RECORDS NO. OF 17 -� Pmlen Na. 022-1)147 y Rge No. 2 t�1 &ASSOCIATES, INC. ��Z &ASSOCIATES, INC. aLalZ &ASSOCIATES, INC. f,EOTF CHNICAL ENGINEERING •ENVIRONMENTAL ENGINEERING GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING • Evaluation at line data obtained fmm We investigation and an engineering enalyslY t9 provide GEOTECHNICAL ENGINEERING •ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING 81N$PECTION CONSTRUCTION TESTING 8 INSPECTION CONSTRUCTION TESTING 8 INSPECTION rewmnsndalimrs for use in the pmjat design and prepamlion of constmdion specifications. February 7, 2018 TABLE OP CORTENI'S February 7, 20]8 • Preparation ufthis report summedzing We results, conclusions, rccmmmendations, and findings Project No. 022-17147 Project No. 022-17147 nfmu investigation related to development ofthe site. INTRODUCflON........._._..._.„._.».__......_.__._.__.............«_...._�_.._....«„„.....,......„..........»._t Prcperation of a separate Soil Absorption Evaluation report pertaining rn expansion of We GEOTECHNfCAL ENGINEERING INVESTIGATION Mc Tom Dee PURPOSE AND SCOPE.......».«„_....._......__..._._.�.»._..«_......._._._....»«._._.«,.,«..__..._..__.I PROPOSED MULTI-FA.MIY AESIUEN'I'IAL DEVELOPMENT adjacent drainage basin to the southeast, and on-site subsurface storm water detention. ROT Progenies, LLC PROPOSED CONSTRUCTION......._._...„._ NEC HARRIS AND BUENA VISTA ROADS PROPOSED CONSTRUCTION 9i 00 Ming Avenue, Suite 120«"""""'”'�”"�""'•"""'"'""""""""""'"'-'""'"'«»" 1 BAKER$FIELD, CALIFORNIA BakemField, California 93311 SITE LOCATION, SITE HISTORY AND SITE DESCRU7ION.„..„._...........�.„...._...._._«_....2 We understand that design of We pmlxrseri development is currently underway: structural lend INTRODUCTION inlormatimr and attrer fine! details pertaining t0 the atrucmres are unavailable. On a preliminary basis, GEOLOGIC SETTING._..__..«.._„.»....„...._......._....._..__._.„..»..„...._.......„_._..__...._._._._.......3 it is understood that the proposed development will include We consimdion of nine (9) multi -family This report presents the results of our GeWechnival L'n narin Investigation residential buildings old one (I) community building. It is anticipated that [M buildings will be single- : eatechnical Engineering Investigation FIELD AND LABORATORY INYfiSTTGATIDNS......._.......�__. .....».-»_«_..3 !7 K rgeth+n flu Ihv proposed Multi. Or two-story mucmres utilizing concrete slaban- Proposed Multi -Family Residential Development ”""'""'•"""""" Family Residential Development to be located a1 the northeast comer of Hams Road and Buena Vista B grade. Footing loads are anticipated to Ix light t9 NEC Harris and Buena Vista !toads SOD- PROFILE AND SUBSURFACE CONDITIORS..._...._.__...__.._. modemle. CM -site roadways, a swimming pool and landscaping ore also planned w be associated with Bakersfield, California -.�__,,,,,.„..__.....q Road in Bakersfield, California, Discussions regarding site conditions ere pmaented herein, together the duvelopmem. Tire mining Buena Vista Canal is to be re -muted to Flow wester) stun We Irorthcm with conclusions and recommendations pertaining to site preparation, Engineered Fill, utility tremh Y S GROUNDWATER.........„ ..............»..._._. ......._.».„....g backfill, dmirmge and landscaping, foundaziens, concrete Boor slabs and exterior Bmwork, retaining site boundary nM soudhedy smog the western site boundary, ruconnecting to the current alignment at walls, pavement design and wit cement reactivity. the existing Buena Vista Ruud wrdercrossing. ear Mr.Dce: CONCLUSIONS AND RECOMMENDATIONS_._.__....,_....«.._....._.,._,_...„....„....__..»...._.._..5 In accordance with your request, we haw completed a GcorechWcal Engineering Enwsligaiion for We Administrative Summary ................. ................,..5 ! A site plan showing We appmximaze boring locations u presents! Following the text of his In IIx event, Wese smxtuml or grading derails am inconsistent with We final deli miteria the Soils above -refinanced site. The resulm afoot investigation are presented us We attached reVort. Groundwater Infiuerlce on Slmmrrrea/Canamtetfon.........._._.___..._«................._..... 6 deserigiou of We field investigation, boring loge, and the boon to I �n� A 1::ngineer should be milified m Char we may update this writing as applicable. ...•...•••.'............. g g egend are presented in Appendix Site Preparation..................................................„................_.._.....,...»,............»......__.........................7 A. Appendix A also contains a description of the Laboratory If you have any questions or if we may he of further assistance, please do not hesitate to tonin(! our Engineered Fill ................................................... APIA ory teshng phase of Wis study; along with the»........._...„_..........._.._............................................_.. 9 ]abomfo test results. A SITE LOCATION. SITE HISTORY AND SITE DESCRIPTILd ON office at (661) 877-9200. Dmum coil Caudata m ry PPendiccs B and C contain guiles to earthwork and pavement apa:ificerions. UDrainage P g•..-.•..•..••.•-•... .......--.. ... ............... ......_...................................................... 10 When conflicts in the text of the report occur with the general , ecifiuntions in We a audit the ' tility Trench Backfill ................. ....................... ..„........................................-................................ _ ID vF PP cs, The project site is rumanBn(nr in shape and encompasses approximately 12 acres. The site is located at recommendations in the text oflhe report haw precedence. the northeast mrrsr of Hams Reed and queue Vista Road in Bakersfield, California. Residential ReQremtilly submhted, Foundatious.......................... ......... _.._........................... _.„........................... ............................... _.... _ 10 Floor Slabs end Exterior FletwaY.......... .._................................................_................_..............„.._., l l PURPOSE AND SCOPE developments are locoed Imtth. wmh and case of the site. Drainage basins assceieted with sdjacrnt K1eENo.59372 �ZANA ASS IAT K P � Latero! Earth Pressures and Retaining Walla ...................._ .... _......................__................................. 12 residential developments are located m the north and cast of the site. A thumb, vacant lend and meal w�� R -Value Test Results and Pavement Drsfgn..............__..._._.............................................................. 12 residential properties um located were of the site. � Q' � This investigation was wnductd to evaluate We soil and rPE oundweler sp seats � Seismic Paramelero -2016 CBC.._..................................._.........................................................._..... 13 B conWtlons a[ the site, to make PxP elaalmta ,k Soil Cement Reactivity 14 Krnicehnical engineering remmmendationa for use in design of specifim construction Clements, and 10 Prisma, �e Co provide criteria for site Site history was obtained by reviewing historical aerial photographs token in 1994. 2(103 and 21x1R. vmpadedMaterialAlseptaace...............................„.................................................,...................14PPreparolinnandEnineacdPillconstnx;tion.Reviewofthe1994aortaltomhindicatesthatWeTestingandInspectiW................................................._..............«................................::....„.........._14PiBmPProjectsiteprcdrminamlyconsisrcdofvacam �Op CA1•zv Our scope of services was outlined in our dated 5 lend. A coin! residential slmdure occupied the central portion of the she. wurh of tlx existing canal LIMITATIONS ........ »._..»__„..„..„.„.._.,...IS Proposal September 20, 2017 (KA Proposal No, P054 - i lit and Change (hderNo. 1, dated November 29, 2017 and included We following: Review of the 2003 aerial photograph indicates that the projdta she conditions appeared to be relatively SITE PLAN ....... »_„_„.„.......... „„....... ..._...._._....„...„._..........___».„.„...,....,„„,„,,,„,..,-„_„«„« 17 • A site reconnaissance by a member' ofour enghleering scoff [o evaluate the surface conditions at similar m that rrored in the 1994 aerial photograph except that the previamly noted structure, had been RKPWI LOGS OF BORINGS (1 TO 13)..„„.».... LAB �®� �p�,pF ply WT the project site. removed. AppeBrRaB • Afield investigation consisting of drilling 15 borings m depths ranging Cmm a Review, of the 2IXIR aerial photograph indicates that the project site cwditinns appeared to be similar t9 GENERAL EARTHWORK SPECO�7CATIONS..__..„«..„.__..�...._._._».„_. _._.._ _ g Approximately IO That noted in Ibe 2001 aerial exec that concrete curb and l0 55 feel for evaluation of the subsurface conditions at the project site. phonograph, PI goiter had been constructed GENERAL PAVING SPECIE7CATION6..._.......„.�_.....___........... „....... ._...«......__AppaBdk C along the southern and woman edges of the site. ' • Performing laboratory tette' an repracnm[ivre wit samples obtained from the borings to evaluate WC physical and index properties of the subsurface soils With Offices Serving The Watero United Sfal® With Ofge<s Serving The Western Uahed SmN With (]R a Serving The Watem United Smtex Kruaa 6 AayMale;lee 2205 Coy Ancone • Baamflem CA 9110) •{6fi1) 837-9200 • Fha: (mij D7-9201 22113 Coy Avewv • pYmfi<N CA 93307 • (661) D7-9200 • Fex: (bel) DiA201 YIO) Coy Avrnce • Ba:�<H Ca V33m.16b118)7-920e • Pox:laal l xl)921N wim Officer Saving The Wes[cm Vn11W Slues m,r,ar am.+ae•w.ges4r Gm•raPnrn+}rs.•r <•ra. wanufaw>•Iln»srtane. wnlnp.nlxwr „u•rA< R'oicct No. 022-1)147 Partial No. 022-17147 N%ea Nw 022.17147 Pmjca Nn. 022-17147 Pagetin_l Page No,4 PWW.5 Pane No. rt Presently, the site predominately consists of vacant land Buena Vista Canal Ircuda xnrthiwestedy encountered were continuously examined and visually classified W accordance with the Unified Sail GROUNDWATER The Buerm Vism C'anW trends through the site and will be re -n uteri as pan ofthe planned development. ...as the site fmm We northeast comer, crossing Buena Vista Road approximately 275 Yeel north of Classification System. Amore Mailed description of the field investigation k presented in Appendix know Test boring locations were checked for the resence of oundwater Burin and immediate) following should All deleterious materials to Fair native msfl,Ilard backfilled with Ethe canal ngineered Fill oil the resulting excavations P Br B y gi ttimtkd to a wrd¢wm of Harris Road The calml is surrounded by thein -lurk fencing. Sharon to moderate weed growth is A. the drilling operations- Free groundwater was nal encountered, 90 percent of maximum density (rased an ASTM Test Method Of 557. peasant along the existing tints! embankments. The auNace wile were recently dined and hew a kwse cons Laboratory tests w mlwcy. Buried utility lutes we located along the edges of the site associated with the surrounding were performed on selected soil samples to evaluate then physical characteristics and fl should be recognized that wince table elevations may fluctuate with Uma, nein possibility exisb engineering properties. The laboratory testing program was Formulated with emphasis on the evaluation B dependent upon Relativity clean sands were encountered at various locations throughout the site. This developments. [be site is relatively level with rt0 major changes in grade. seamnal Precipitation, irrigation, land use, and chronic conditions, as will as algae Factors. Timreforc, that site grading operations mold expose Iheae mils in area of the proposed building, The Contractor of natural mvismm, damity, gradation, shear strength, consolidation Amential, R -value coil moisture-. GEOLOGIC SETTING density relationships of We materiels encountered. In addition, chemical tests were perfmmcd to water level observations at dre time of the Field investigation vmy vary from Won =countered dining should nom that these soils lack the cohesion necessary to stead vertinlly, awn in shallow excavations evaluate We wifcemem rearXivily. Derails of (fie Iabomtorytest program and results of the lalromtory the construction phase of the proja;l. The evelumitm of such fa;lvss is beyond the scope order, h[apart. such as footing irenclxs. If them conditions are enwmteled. it may be necessary to owr�xcavate thQ. e Geologically- the propcny is situated on the eastern Flank. near We stmlh rod of Cls Grein Valley leets arc summarized in Appendix A. This inPorrrmtiov, along with the field observations, was used in affected area(s) to a minimum of 12 inches below the proposed bearing surface. These areas may be .Geomorphic Province- This province is s large northwesterly [rending geosyndine or strucmml trou prepare We final boring logs in Appendix A. CONCLUSIONS AND RECOMMENDATION backfilled nein a mix of the silty send and send sails that contains at least 20 g percent Ones and meeting �8 the requirements for Engineered Fill. 'Chis meteriW may be obtained from elaewhem at the site. between the Coast Ranges and the Sierra Nevada MouWains. Erosion from bold of these mountain Based on the findings of our field and laboratory investigations, along with previous geotecludul imponcd to the site from an approved offsite source, or manufaetumi through blending of We systems hes resulted in We deposition of immense thickness ofsedfrrsnls in the Valley Boor. [{cantly- SOIL PROFILE AND SUBSURFACE CONDITIONS experience in the pmjecl area, the following is a suwrery of our evaluations, conclusions, and g percmuege of tices to result in Inner, sneanm front We Siena Nevada have built very prnmiswmt alluvial fees along WC margins ofthe rewmmendarimrs. excavated clean sand with with other suitable material containing a higher San Joaquin V Based on our findings, !h e alley. This Inas rcmllcd in a mtAer Bat topography m the Vicinity of the site. The e subsurface conditions elxounlered appear typical if Won found in We material meeting We • Project requirements for Engineered Fill. Alternatively. We contractor may elect to site is composed of alluvial deposits whic}I ere mwrly cohesionleas sands and silts. gmlogic I'egion ofrhe site. Approximately 2 [0 2'h of fill material was encountered within wine arrive AdmlBklmFlvi Simua constmti foram for We foundations as needed. veil boon s drilled at Cls site. In addition fill g material is associated with We existing (anal The south end of rhe San Joaquin Valley is surrounded on all sides, excluding the north, by active fault embankments. The fill materia( predominamly consisted of silly sand and sandy silt. The thickness and m brief, the subject site and veil conditions, with rix exrer¢ion of We loose surface mitr, fill melena!, The site is surrounded by existing dewlopmenm. Associated with Wese developments arc buried systems (ban Andreas, White Wolf -Breckenridge -Kam Canyon, and Garlock Paints). Numerous extent of fill material was determined based on limited rest borings and visual observation. Thicker fill and surrounding develo went, a sWcirues that may extrnd into the project site. Any buried structures, including utilities or loosely smaller Faults exist within the valley Boor, p ppeaz m be conducive m the development of We pmjecl. ma besent n[ the she. Limit t' w y preed lasting was performed on the fill soils during the time ofour field Approximately 2 to 2'h feet of fig material was encountered within some of the wB bon¢gs drilled at backfilled excavations, rncountered during co¢atrucliom should be properly removed and/or relocated. and laboratory investigations. The IhWlad tasting indicates that the fill materials had varying siren It is suspected IMC demolition activities of the existing structures will disturb the upper mils- Ager Strength the site- In addition, fill material is associated with the existing tenet ambankmenls. The fig material dsrnolitfon activities, it is reconmlended That these disturbed its be removed erd/or rccorrryamed. This There is on- gol¢g seismic activity in ds Kam Courcy area, with the most noticeable earthquake being characteristics ranging from loosely placed to compacted. predominately consisted of silty sand and study silt. Ttta thickness and extent of fill material ores the July 21, 1952 Rem County Earthquake. The initial shock was 7.7 magnitude shake with the determined based w limited test borings compaction effort should stabilize We upper wile and locate any unscramble or pliant areas nm forint rings and visual uf3scrvazion. Thicktr fill may be present al the site. during our field investigation. epicenter mm Wheeler Ridge, about 22 miles from Bakersfield. Veriest displacements of as much as 3 Within areas not covered by fill, the upper its consisted of aRProximalely 12 to l8 irxtces of very Limited testing was performed co the fill mile during the time ofour Field and Inbommryinvesdgations. feet occurred at the fault line. Estimated average value critic maximum bedrock accelerations from the loose silly send and sandy sill These mils are disturbed, have low slrengW characteristics, and ere The limited testing fndiwlss that the fill materiel had varying strength characteristics ranging fmm Sandy mil cmditions were wcrmntmed at We site. These cohesionless soils have a tendency to cave in 1952 even) are about 0.25 gravity at the project site, highly compressible when selumted. loosely laced to cram ted ThtTeforc if 's P pat I recommended that the fill soils be ezcawted and trench oral! excavations. Shoring or sloping back trench sidewalk may he inquired within these sandy stockpiled w Wm the native soil can Be properly prepared, Prior to Backfilling Kmzan & Associates. wits. The closes! known faults to the property are Subsurface faults located at We Fmitvale Oil Field. These Below the loose surface roils and fill material, approximately 2 to 4 feel of loose to medium derma silty Inc., should inspect the bottom of the excavation ro verify m additional removal is inquired. faWts cul the older sediments edtments cod, although numerous, are not though to be amine in the !tint 2 million sand mrd sandy silt were encountered Field and labommry costs suggest That [Bele soils are motiemlely After completion of the recommended site pteparorioq the site xhould be suitable for shallow foxing years. strong and slightly compressible. Pendmlion resistance ranged from 10 l0 36 blows per foul Dry It is recommended that following stripping, demolition activities, debris remould and fill ruinousl densities ran from 9610 113 E Re enlalive soil sem Its c gad pc pees p onmlidnled approximately 2 and 2'h cottons, the upper support. The proposed ttmetlue footings rmy, be designed utilizing an allowable bearing pressure of No evidence was observed that indicated surface fautlin has occurred across the %rC I S inches of native mfrs within the proposed building areas Be excavated worked B du ' uMer a 2 ksf load when ssnuWcd. Are en aziw it Property ung the parent pees t w sample had as angle of internal friction 2,000 paf fardcad-pitra-live loads. Footings should gave a minimum emhedmenl oC l2 indss. Holocene time. Faults nor yet identified. however, may exist The site is not rotated within an of 32 degrees. until uniform and Ecce from large clods, tmislurccondifioned as necessary, and recompacted to a Earthquake Fault Zone (special studies zone). minimum of 90 percent of maximum density based en ASTM Test Method DI557. to addition, in order Groundwater Influence on StrvemreslConslruetlov Below approximately 4 to s (eat, altercating layers of predominately lease m dense silly sand, study to reduce the Amential for dilTeremial smticlrmnU it is rewtnrtrevded that the proposed aweture FIELD AND LABORATORY INVESTIGATIONS sib, silly sandlsmmd, clayey sand or sold and firm to hard silty clay or sandy clay were encountered. foundations be supported by a minimum of 12 inches of Engiruered Fill. Excavation should extend to a Based on ma findings and historical accords, it is not anticipated that groundwater will rise within the minimum of S F Subsurface veil conditions Field end laboratory tests suggest that [hues soils am moilrxately slmng and slightly compressible, at beyond swetural elements. The onsim, native mils aril fill material will be suilablC zone o(sWetuml influence or affect the construction of foundations aril pavements far the project. vdlnons were explored by drilling 75 timings to depths ranging from approzimerely Penetration resistance ranged from 7 to 56 blows per foot. Dry densities ranged tram 82 l0 116 pet, for reuse as Engineered Fill, provided they as cleansed of excessive organics, debris, and fragments However, iFcerthwark is performed during or soon after periods of prccipimtfon. the subgmde soils may 10 to 55 tee[ below existing site grade, using a (cock -connoted dttifl rig. In addition, 3 bulk wbgrado These wile have similar strength chamctenslics as the upper wits and extended to rix termination depth greater than 4 incBes in maximum dimension. Prior to backfilling, the bottom of the excavation should become saturated, "pump•” or not respond to drnsifiatfon techniques. Typical remedial measures samples were obtained from We site Ibe laboratory R- be prrmf-rolled and observed by I(razao & Associates, Inc. to verify stability. This wmpamfnn etion include; dieting and aerating the soil riming dry weather', mixing We soft with dryer materials; removing ry value testing. The approximate Bluing and bulk ofour borings. should stabilize We surface mils and locate any unsuitable or pliant arena not found dtlrin our field and replacing the mil with an roved fill material; or mixing the soil with an sample locations are shown on the site plan. During drilling operations, penetration teats were g app approved time or cement performed at regular intervals to evahmte We mil consistency and to obtain inComration regarding the For edditluuef infiltration about [he mils encountered, please refer m the logs ofhorings in Appendix inveatigelion. Fill melenad shook! be compacted to a minimum of 90 percent of maximum density product. Our Firm should be consulted prior to implementing remedial measures to observe, the unstable engineering properties of the subsoils. Soil samples urem retained for laboratory seating. The wits A. hawed on ASTM Test Method D1537. subgmde conditions and provide appropriate recommendmious. Kraren eM AuceiahA lac. Knaa & AevaelaaA Inc. Kraxaa 8 Aswcfata, Inc Krexw & AswciaNN fat. With Offices Suring The Weumn United Slatev With Offices Suring The Western Uphetl Stites With Offices Serving The Wenun. United Slnca With Offices Serving The Wenem Mored Stares tlID 9,rpynlMtlRrWbn^)4s m0flala•,m,IAALLY mbneLp eiIIICRgmnla•Iwai p«I4e a..l.urppmpu•muw4nbo Pmjact No.022-7147 rage Nil, 7 Site Preparation General site clearing should include removal of vegetation; debris; existing utilities; structures including foundations; basomem walls and Odor; existing stockpiled soil; trees and associated root systems; rabble; rubbish; and any loose as or saturated materials. Site stripping should extend to a minimum depth of 2 to 4 inches, or until all crowns in excess of 3 percent by volume are removed. ]yoeper stripping may be requited in localized mem. These materials win not be suitable for use as Engineered Fill. However, gripped topsoil may be stockpiled and mused in landscape or non-structural areas. Approximately 2 to 2'A feet of fill material was encountered within some of the and herrings drilled at the site. In addition, fill material is associated with the existing canal embaakmnts. The fill material predominately consisted of silty sand and sandy silt, The thickness and extent of fill material was determined based on limited lest borings and visual observation, Thicker fin may be present at the site. Limited testing was performed on the fill wits dining the time of oar field and laboratory investigations. The limited toting indicates that the fill material had varying strength characteristics ranging from IOOSCdY placed to compacted. Therefore, it is recommended that the fill roils be excavated and studkidled so that the native and can be properly prepared. Prior he backfilling Kramn & Aswctiates, Inc., should inspect the baton of the excavation to verify an additional removal is required. The Buena Vista Canal trends through the site and will be re-routed as part of me planned development. All deleterious materials and loose soils should be removed fiats the canal and the resulting excavations Should be cleaned to firm native Soil, and backfilled with Engineered Fill compacted to a minimum of 90 percent of maximum density based on ASTM Test Method 11115ST A canal is presently located on the site. In addition one or more structural were previously located al me site Concrete curb and gutter have also been constructed along portions of the site. Furthermore, the site is surrounded by residential developments. Associated with these developments am buried structures, such as utility lines. Any buried suuctures, including utilities or loosely backfilled "cavations, encountered during construction should be properly removed and/or relocated. It is Suspected demolition activities will disturb the upper soils. Disturbed areas caused by demolition activities should be remmpacmd. Excavations, depressions, or soft and pliant areas extending below planned finish sublimate level, including "cavarion of the existing canal bottom, should be cleaned to firm undisturbed and, and bwlifrlled with Engineered Fill. In general, any septic tanks, debris pits, cesspools, or similar structures should be entirely removed. 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. Any other buried structures should be removed in accordance with the recommendations of the Sons Engineer. The resulting exnvations should he backfilled with Engineered Fill. It is recommended that following stripping, demolition activities, debna removal and fill removal Operations, the upper 18 inches of native soils within the proposed building areas be excavated, worked until uniform and free Nom large clods, moisture -conditioned as necessary, and recompacled to a minimum of 90 percent of maximum density based on ASTM Test Method Di 557. in addition, in oder to reduce the potential for differential maharani. it is. anoramuaded mm the profused strumae foundations be supported by a minimum of 12 inches of Engineered Fill. Fxcavanion shouldextend to a Koss. & Arantfahr, Ise. Wim Office Srnhg The Woman Unind Shams asrr.rsa�ova.ryuark "w at No W-17147 Rge No. It Load Allowa6k LoalHk Dead Lod Only 1,500 Psf Dead -Plus -Live Load 2,000 psi Total Load, Including Wind in 3aiamk Loads 2,650 par Footings should have a minimum depth of 12 inches meewred from rough grade or exterior grade, whichever is lower. Footings should have a minimum width of 12 inches, regardless of load. The final settlement is not expected to "cued I inch. Differential Settlement unsecured across a horizontal distance of 40 feet should be Ins than 'A inch. Most of the saticar nt is "peered to otter during Constmction, as the loads arc applied. However, additional post-constmmion s "Ifenc l may occur if the foundation sails are Hooded Or saturated. Resistance to lateral fruiting displacement can be computed using an allowable friction factor of 0.39 acting betwen the base of foundations and the supporting subgrade. lateral Teshow" for footings, ran alternatively be developed using an allowable equivalent fluid passive pressure of 325 pounds Iter cubic fmt acting against the appropriate vertical forcing focus. The fictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A He increase in the value above may be used for short duration, wood, or seismic loads. All of tine above earth ptowres are unf ictored and are. (herefore. not inclusive of factors of safety. Floor Stabs and Exterior FTatwork 1" areas that will include moisture-smtsitive flour Coverings or where moisture-senaitive materials will be stared, concrete slabon-grede flmm should be underlain by a water vapor retarder. The water vapor retarder should be installed in accurdatuc with accepted cogmening practice. The water vapor retarder should consist of a vapor retarder shading underlain by s minimum of 3 inches of compacted, clean, vel of %-ia yet h nnadmum size. To aid in concrete curing an optiouai 2 on 4 inches of granula rill may be placed on top of the vapor reorder. The granular fill should Consist of damp clean sand with at least IO to 30 percent of the sand passing the 100 sieve. The sand should be free of clay, silt, or organic material. Rock dug which is manufactured and from rock crashing operations is typically suitable for the granular fill. This granular fill material should be compacted. The exterior floors should be poured separately in order to act independently of the walls and foundation system. All fills required to bring the building pads to grade should be Engineered Fills. Moisture within the structure may be derived from water vapors, which were hi nsforened from the moisture within the soils. Phis rrmisture vapor cen trivial through the vapor membrane and penetrate the slab -m -grade. This moisture vapor limitation can mTect door coverings and produce mold and mildew in The structure. To reduce Tantalum vapor intrusimt, it is meosnmmded that a vapor retarder be installed. It is recommended that the utility trenches within the structure be compacted, as Specified in Our report, to reduce the transmission of moSture through the utility trench backfill. Special attention in the immediate drainage and irrigation erose d the building is recommended. Positive drainage should be Kruse & Axmctawa, lac. With Oflloa SdvhrgThe Wesal Unirod Sham wnway.rtwxrm.q mlev Project Na 022 17147 Page No S mrmmum of5 feel beyond 111111,11 11111111 The on -Silt, native soilsould fill material will be suitable for reuse as Enginceted Fill, provided they arc cleansed of excessive organics, debris. and fragments gtcalear than 4 inches in maximum dimension. Prior to backfilling, the bottom oFthe excavation should be proof=rolled and observed by IGazan & Associates, Inc. to verify, stability. This constriction effort should stabilize the surface soils and boom any unsuitable or pliant areas not found daring our field investigation. Fill material should he compacted to a minimum of 90 percent of maximum density based an ASTM Test Method D1557. Relatively clean sands wile encountered at various locations throughout the site. The poadhidexists mathese l site grading operations Could expose soils in area of the prepared building. The Connector Should note that these soils lack the cohesion necessary to stand vertically, even in shallow excavations such as footing trenches. If these conditions are encountered, it may be necessary to overcx"vale the affected ares(s) to a minimum of 12 inches below the proposed bearing surface. Tbese areas may be backfilled using a mix of the silty and and sand soils that contains at hurt 20 percent fines and mesion the nXimmmeats for Engineered Fill. This material may be obtained fora elsewhere at the site, imported to the site from an approved off-site source, or manufactured through blending of the excavated cleat a" with other suitable material Continuing a higher percentage of fines to result in material mcetbtg the requirements for Engineered Fill. Alt m tively, the Contractor may elect to construct fonts for the !foundations as needed. Following stripping, debris removal, BB removal operations mid demolition activities, the exposed subgradc in exterior Ilatwork and pavement arm should be excavmud to a depth of at final 12 inches, worked until uniform and (me, fimn large clods, moislumconditioned as necessary, and a;compacted to R minimum of 90 percent of maximum density based on ASTM Test Method DI 557. This Compaction effort should Stabilize the Surface sails and locate any unsuitable or pliant meas not found during our field investigation. As indicated previously, fill material is lasted throughout The site. It is recommended that any uncertified fill material encountered within pavemrnl areas he removed mil/or recomputed. The fill material should be moisture-coaditiorad to near Manual moist= and recompacled to a minimums of 90 percent of maximum density based on ASTM 'feta Method D1557. As an alterative, the Owner MY elect not to recompact the existing fill within paved meas. However, the Owner should be aware that the paved am= may settle which may require annual maintenance. At a minimum, it is 7xommended thin the upper 12 itches of subgrade soil be noisture-conditiotxd as necessary and recompacted to a minimum of 90 percent of maximum density based on ASTM Test Method DI557. The upper wits, during wet winter months- become very moist due to the absorptive characteristics of the Soil. Farthwork operations performed during winter months may encer mer very twist unstable soils, which MY 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. Krezm & Aetelme, for. With Offices Sawing The Weslen Uniled Som, wrmar e,p. pua.roq. u,n,y Pmjad Ni 022-17147 P gs Na 12 established away from the stmcture and should be maintained throughout the life of the stmcture. Ponding of water should min be allowed adjacent to the structure. Over -Irrigation within landscaped areas adjacent to the strclure should trot be perforated. In addition, ventilation of the stricture (i.e. ventilation fans) is recommended to reduce the accumulation of interior moistum. strut Earth Pressures and Reminins Wall Walls retaining horizontal backfill and capable of deflecting a minimum of 0.1 percent of its height at the top may be designed using an equivalcnt fluid active pressure of 40 Pounds per square foot per feel of dcpm. Walls that are incapable of this deflection or walls that ate fully constrained against deflection maybe designed for an equivalent fluid at -rest pressure of 60 pounds per square foot per foot per depth. Expansive Soils shmid not be used for backfill against walls. The wedge of non -expansive backfill material should mtend from the bottom of each remising wail outward and upward at a slope of 2:1 (horizontal to vertical) of flatter. The stated lateral earth pressures do not include the effects of hydrostatic water pressure generated by infiltrating Surface water that may accumulate behind the retaining walls; or lards imposed by construction equipocent, foundations, or roadways. All Of the above earth pressures are unfadored and are., therefore, not inclusive of factom of safety. During grading and backfilling operation, adjacent to any walls, heavy equipment should not be allowed to operate within a lateral distance of 5 feet from the wall m within a lateal distance equal to the wan height, whichever is greater, to avoid developing excessive lateral pressures. Within [ids roue, only hand operated equipment ("whackers." vibratory plain, or pneumatic Compactors) should be used to compactthe backfill veils. R -Value Tat BeaWts and Pavenent Doisu Three subgrade soil samples were churned from the project site for R -value testing at the locations shown on the attached site plan The samples were rated in accordance with the State of Califomia Materials Manual Test Designation301. Rewltsofthetestsmicasfollows: r Sample DeviOestri thou R -Valve atE uilibrium 1 12-24" Sihy Sand (SM) 55 2. 12-24" Silty Sand(SM) 58 3 12-24" Silty Sand (SM) 56 The fes[ results am high and indicate good subgrade support chamc[eristin under dynamic traffic loads. The following table shows the recommended pawarou sections for various traffic indices. Thornlike laden Aa haltie Conerme Clan IIto Base' Complactol Sub rade* d.0 2.0" 4.0" 12.0- 2.0"2,5" 6.5 25.. 4.0" 12.0' 5.0 23" 4.0" 12.0" Rana & Mardi Ise With Off. Serving The Western United Slates ,m i riot rqa rx"I+-talo al a. Ptosed Nt. 172:.7147 Page Ns.9 A represemmiw of our firm should be present during all site clearing and grading operations In test and observe earthwork construction. This testing and observation is an integral pan of our sereiec as acceptance of earthwork congmction is dependent upon Compaction of the material and the stability of the material. The Soils Engineer may reject any material that does rid meet compaction and stability requirements. Further recomLnrendation5 of this report arc predicated upon me assumption that earthwork construction will conform to mo mmandatk"s set forth in this section and the Engineered Fill section. Eusineered FBI Tile on-site, all native soils and fill material are predominately silty sands, sandy silts and sands. These soils will be soluble for reuse a6 Engittcered Pal, provided they are cleansed of excessive Organics, debris and fragments larger than 4 inches in maximum dimension. Relatively clean sands were encountered at various locations throughout the site. The possibility ass is that site grading operations could "pose these soils in area of the proposed building, The Coarmaxor should note that these soils lack the cohesion necessary, in stand vertically, even in shallow excavations such as footing trenclo . If these conditions we encountered, it may be necessary mover -excavate the affected areas) to a m)nimurn of 12 inches below the proposed bearing Surface. These areas may he backfilled using a mix of the silty sand end sand soils that Contains at least 20 percent fines and mewing the requirements for Engineered Fill. This material may be obtained from elsewhere an the she, imported to the site from an approved o(f-site source, or manufactured through bleuding of the excavated clean sand with other suitable material Containing a higher percentage of than to result in material meeting the requirements for Engineered Fill. Alternatively, the commdur may elect to Construct forms for the foundations as needed. The preferred mnnerials specified for Engineered Fill Sure Soluble Por most applications with the exception of exposure to erosion. Pmjw site winterization and protection of exposed wits during the construction phase should he the sale responsibility of the Contractor, since he has complete control of the project site at that time. Imported Fill material should be predominately granular unsocial with a plasticity index less than 10 and an expansion index less than 15. Imported Fill should be Flee from rocks and lumps greater than 4 inches in maximum dimension. All imported Fill material should be submitted for approval In the Soils Engineer at lost 48 hews prior to delivery to the site. Fill soils should he placed in lifts approximately b harks thick, 1lVaMtue-conditioned ax necessary, and compacted to achieve at least 90 Percent of maximum density as determined by ASTM Test Method D1557. Additional )ills should not be placed ifilue previous lift did not meal the required dry density Or it Son conditions arc tot stable. Krauss & urachae, tot. With Offices Suring The Waren United Sats annl.> Wpn aJirrWyunlJq Pmjed No. 022-17147 Page No, Il 5.5 3.0" 4.0" 12.0" 6.0 3.0" 4.0" 12.0" 6.5 3.5" 4.0"12.0" Section 1613.3.1 7.0 4.0• 4.0" 12.0" 73 4.0" 4.0" 12.0" w tee see "• a9%romgrdan buMws AJTMTaaMMed DIJJ7w CAa 716 H traffic indices are non available, an estimated (typical value) index of 4.5 may be used for light automobile traffic, and an index of 7.0 may be used fin light Cock traffic. The following recommendations are for light-duty and heavy-duty Portland Cement Con ars, Pavement Sections based on the design procedures developed by the Portland Cement Association. PORTLAND CEMENT PAVEMENT IA _. 6.5" I - •' an%erparton hraeaa AS7M Tat McNsd DIJSJor CAL Irb +Min Arum euniPrexr6a rrrrngm afmmi of It is recommended that my uncertified fill maternal encountered within pavement athas be removed and/or recompacted. The fill materials should be mrromre-coadilioned to cean optimum rmismre and recompmed to a minimum of 90 percent ofmaximom density based an ASTM Test Method D1557. As an alternative, the Owner rang elect not to recompea the existing fill within paved areas. However, the Owner should be aware that the paved areas may Seale which may require annul maintenance. At a minimum, it is recommended that The upper 12 inches of sabgmde wit be moisture-Ocndidoned as necessary and mcompacted to a minimum of 9a Percents of maximum density based on ASTM Tal Method D1557. Seismic Parameter - 2016 CaBiormia.HWldim'Code The Site Class per Section 1613 of the 2016 California Building Code (2016 CBC) and Table 20.3-1 of ASCE 7.1 O is based upon the site soil conditions. Itis our Opooim tlmt a Site Class D is most consistent with the Subject site Soil conditions. For seismic design Of the stmduros based on the seismic provisionsof me 2016 CBC• we meommend the following parameters, lerazas & Amudaler, Ice. With Oram Saving The Wends United Slate 0a n,<t nqw Ixaa4etlb nv4a" Pmjcd Na 022-17147 Page No. 10 Drainage and L dsc ' The ground surl'ace should slope away from building pad and pavement areas toward appropriate drop inlets or all surtax drainage devices. In accordance with Section 1804 of the 2016 California Building Code, it is recommended that the ground surface adjacent in foundations he sloped a minimtun of 5 percent for a minimum distance of 10 tea away from shucmrn, or to an approved alternative means of drainage conveyance. SwMes used for Conveyance of drainage and located within 10 feet of foundations should be sloped a minimum of 2 percent. Impervious Surfaces. such as pavement and exterior Concrete flatwork, within 10 feet of building foundations should be sloped a minimum of I percent away from the gmadi um. Drainage graents should be maintained to carry all surface water to collation facilities and ofRsre. These grades should be maoommed for the life ofthe project. Ufli Trench Sackful Utility trenches should be excavated according to accepted engineering practices following OSHA Wer"pational Safety and Heuhh Adminigmtion) standards by a Commctor experienced in such work. The responsibility for the safely of open [remakes should be home by the r'antm iar. Tmf c and "bmtion adjacent to trench walls should be reduced: cyclic waiting and drying of"ovation sidcsiopn should be avoided. Depending upon the location and depth of were utility wenches, 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 cohesionless wits have a tendency to cave in trench wall excavations. Shoring or sloping back vetch sidewails may be requited within mese sandy snits. Utility tench backfill placed in or adjacent to buildings and "lerior slabs should be compacted to in least 90 Penxnt of maximum density based on ASTM Test Method DI557. "fire utility trench backfill placed in pavement meas should be compacted tom least 90 Percent of maximum density based on ASTM "real Method 131557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. The Contractor is responsible for removing all water -sensitive soils from the trench mgardless of the backfill location and compaction requirements. The Contractor should ase appropriate cquipmenr aid methods to avoid damage to the utilities and/or structures during fill placement and Compaction. Foundation After completion of the necomncnded site preparation. the site should be Suitable for shallow tooting support. The proposed stricture may be supported On a shallow foundation system bearing on a minimum of l2 inches of Fnginscr d Fill. Spread and Continuous footings can be designed for the following maramoum allowable and bearing pmarsms: Kates & Associate, Inc. With Offices Serving The Was. United State wmMrWpn Uwtl.MppyA Rojcet ria. e.I 147 Pan. 6r In Seismic Item vglu CRC Rderertce Site Class D Sxtioa 1613.3.2 site Cocmcimt F. 1.047 Table 1613.3.3 (i ) Si 1.132 Section 1613.3.1 Sus 1.186 Section 1613.3.3 Sm 0.790 Section 1613.3.4 She CoetRcient F, 1.573 Table 1613.3.3 Q' Sr 0.427 Section 16133.1 SNI 0.672 Section 1613.3.3 SDI 0.448 Section 1613.3.4 meat Rossi Excessive sulfate in either the soil or native Water may mull in an adverse reaction between the cement in camrde (or stucco) and the Soil. HIED/FHA and CHC have developed criteria for evaluation of sulfate levels and how they reale m cement reactivity with Soil snd/or. water. Soil samples were Obtained from the site and tested in accordance with State of CaliforniaMaterials Manual Test Designation 417. The sulfate concenvations defected from these soil sampin worn less than 150 ppm and ere below the maximum allowable values established by HUD/FHA and CBC. However, it is reComent. H cenw a Type ml be used within the concrete to mirensme for wlfine roaivity, with the ceement. Camnaeted Material Acee m, Compaction specifications are not me only criteria for acceptance of the site grading or other such activities. Howover, the companiion testis the mag universally recognized nest method fai sssessing the performance of the Grading Carlin m. The numerical test results from the compaction tem cannot be used to predict the engineering performance of the Compacted material. Therefore, the acceptance of compacted materials will aim he dependent on the stability ormat maerinl. The Soils Engincer has the option of rejecling any compacted ma(enal regardless of the degree of compaction if that material is considered to be untmble, or if future instability is suspected A specific example of mjedion of fill material Passing the required percent compaction is a 011 which has been compacted with an in Sim moisture roman significantly less Ihull optimum moisture. This type of dry fill (bristle fill) is susceptible to future settlement if it becomes saturated or flooded. ion and Ins A represcmadve of Kranm & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions am consistent with the exploratory fieldwork. This activity is an integral part of our service, as acceptance of earthwork construction is dependent Open Compaction testing and stability of the material. This reprewntative Con aim verify that the intent Kraw,s & AaawWe, Ise. Wide Oram Saving The Wanam United Sures Wrin.ixpn(li,yi r�rya"'IM CITY RECORDS NO. 3 0 -to M « O1 w c ..J o Qm to w o N U �' v O N M O or O m O Y O CO 3 N O 1;N`JI M y M N C � O � m u N�� m ; O s r0 WM v �lytREER + S m LL Z W O /038 Is i S n o aN r o W w Z 2 W U a w W w R 0 0 O 2 Q �U J w W� O W COI11 l 'CO W O Q O U�Qp 4 U�QLL W�O�¢ WQ� 2 It O x 0 cl O W Csi fi 'i O SHEET NO. -11 4 CITY RECORDS NO. OF 17 Projaq No. 033-I1rJ] appendix n Yagc Nin I S age _ if you have soy questrons nr if we may be of Ica APPENDIX B of these rw:ommendations is inwrporated into [he pmjad design amd Cllrtslm<(lefr. IGazan & I � aD o6'meal (661)837-9200. REALIGNED WATER CRNA en EARTHWOWC SPECIFICATIONS Associates, Inc, wdI not be responsibk for grades ar staking, since this is the responsibility of the Prime Contmclor' taYrel,t r41CAt CaerORl GMAaF _ LN1ITATIONS GENERAL Sails F,ngineering is one of the newest divisions of Civil Engitreeting, Thio Manch of Civil Enginadag ' es When the text of the sport contlims with the general ap«ificatiom in this appendix, the is wnsmntly improving as nyw tcehnologies and urdarslanding of earth aeirnces advance. Althwgh Q � recommendetiona in the report have precedence. your sire was analyzed using the most appropriate and moat current techniques• ant melhals. ± � I �► x undoubtedly there will be subsmnlial furore hnprovements in this brooch of engineering. m addition to SCOPE OF WORK: These sp«ifmadcros and applicable pleas pertain m amd include all earthwork advanrwnrenu M the field of So0a Engineering, physical changes in the site, eiMer Jae m excatation ar fill placement, new a$e«y regulatiotrs, or poasihla a�laanges in the prnpoaerl stmcmre after [he soils roT xi R ro' ass«iatM wiW Ilte sil< mupp grading, includitrg but not limited m the famishing o(all labor, tools, an71 d „(5 equipmemt neeeasery for site clearing eM gabbing, stripping, prepesahon of foundation materiels foQo r n is com teed ma recore the soi3s receiving fiE, excavation, pr«easing, placement and compaction of Cdl end backfill materials to the reW P Y q � report Im be professionally reviewed. M light of This, the � lines and grades shown on the project grading plans, ami disposal of excess materials. lhvner should be aware Mat Mere is o pmctiml limit to the usefuMess of this neon without critical o review. Although the time limit for this review is stric0 asbil � ' a�.¢,Pa-_ a y mry. h is suggested Mat 2 years be a PRRi'ORMANCE: T'he Contm<lor shaE be respomible for the satisfactory completion of all considered a reaumable time for Me awfulness of Ihis report �. earthwork in accordance wiW Ma project plans acrd sp«ifications. Thu work shall be imp«ted and GlW tasted by a represrntativa of ICrrvan and Associates, Ivc., hereinafla known as the Soils Emgincer Foundation and earthwork wnswetioa is charv;t<rizW by the presence ofa <akulated risk that soil and and/or Testing Agetxry. Anainmrnt of design grades when achieved shell be certified by the proj«t growdwatm conditions love bees full revealed h the ori Civil Engineer. BotB the Smlr Eagi«er apd Me Civil Engineer arc Me Owner's representatives, tithe Y Y girml foundation investigation. 'Ihis risk is � I 3 u derived from the pr«tical nccessdy of basing imerpMatiana and design conclusions on )inured � ] Contractor should fail to mal the [«hnical ar design requirmcnts etnbodiul in this documrn! and con � the applicable plans, he shalt make the n«essery readjusmrenls until all work is deemed suisfamory as camp mg o e cants. The recommendations made ip this report are based e0 the assumption Ilett soil conditions do not vary significantly from those disclosed during our field investigmion. If any c.ns r � eAaa i determined by both the Soils Engimeer and the Civil Engineer. No deletion from these spceificetionor s variations or undesirable conditions are encoumcred during <onslmclion, the Soils Engineer should be shall be made except upon written approval of the Sola Enginar. Civil Engin«r or project ArchitectiX . nmificd w that supplemrntal recommendatiom may be made. 1 a em No eenhwoda shall be performed without Ute physiral pmsence m approval of the Soils Engineer. The RKP/DRd:hr am � Commcmr shall notify the Soils Engineer at tarot 2 working days prior to the wmmencement of any The wnclusions of this report arc based nn the informalioo provided regarding the proposed N a_ aspcel of the site earthwork constmcuon. !F the proposed wmlrumiaa is relocated or redesigned, the conclusions in this report may w, not be valid. The Sails Engineer should be notified oY any changes so Me raomnxnda[iom maybe .f TM Cmtrsetor a s that he shall assume sole and caro tete reviewed and ce-evaluzled. gree P responsibility for job site conditions ... \ 2 ro a 9 _ a during Me course of conslnMion of Ihis proj«I, including sefmy of all persons and property; that Mis This report is a Geofwhnical Fnginttring Investigation with the purpose of evaluating Ila soil •s as w requiromrnt shall apply continuously std not be limited m nomul working M1oura; and Thal the ----�,— _.. Contmcmr shall defend, iudemrtify and hold Me Owna and the Engineers harmless from my and all condiliom in corms of foundation design, The scope of aur services did sol indole any FnvironmeMal liability, real m alleged, in comm«fion with the parformanca of woh on this projcet, ex<etu for liability Site Asxssment for the pr«encs or absence of hazardous andlar toxic mmerials in the soil, M/.k ("111 �;t3 fl/ialtk.R arising from the sok cegligena ofUre Owner or the Engineers. Ipnnndwater. or amrosphere; m' the presence of wetlands. AnY sm[emrnta, m absence of statemems. in - W GJ 1.11 US 4'7 I.s.3.V W LJ this report or un any boring log regarding odes, unusual or suspicioux items, nr conditions observed, TECHNICAL REQUIREMENTS: All compamed materials she0 be drnsitied [o a density not fess are strictly for descriptiae purpoxs and are nm intended m ennv en in«tin ud rent a� `1�a percent relative eompention beard on AS7M Tess Method D155'7 or CAL•216, as ilial in eY 8 81 gn regarding EiR�Le�d �t � Mas 90 spce pmentul Imrardous andlor costa assessmem. Me technical portion of the Soil Engirtar's report. The location and fiequrncy of field density tads shell be as datormined by the Soils Engineer. The results of then teals emd compliance with Mex sy«ifications shall be Me basis upon which astisfactory completion oEworlc will be judged by the Soils e awl« teal engineering infomration presented herein is based upon professional interpremlinn Engincer. utilizing standard enginaring peacti<es and a degas of conservatism deemed proper fm this proj«t. II is nm warranted that such information and intmpremlion cannot he supersedM by furore 8eotechnial engineering developments. We ensphesize that this rgwn is valid for [he project unlined above and should ma he used Yor mty otlu+sites. I ICraaenG AsaeWks,ln, �e�° � With ()Bas Scm'ng lie Wuam l/niad gterm Krezea&Axrme4tts law With O(fan Saving ! anmsauarraoeaman<.gsper raw..-rwe-�� With OBcn Serving The Westmt Cnered Stan ♦ AtatmarAraexatm arCArpN 4ar ehllM MarIMLLr,ee 4M1M SItC MA► °QKramn — Nle ranw"mU Faw✓p�yraatt�aataraxtegrea M pa ApperNu 8 Appeod'aB AppeMu C Appendix C Page B.2 Page B.3 Page Ql Page C'.l SOILS AND FOUNDATION CONDITfONS: The C'antmctor u presumed to have visited the site FH.L AND BACKFILL MA1'EWAL: No material shall he moved or eompaGed without the APPENDIX C Q ASPHAL'I'!C CONCRETE SURP'ACDVC -Asphaltic cm<re[e swfncmg stroll waist ofa mixmrc and to have familiarized lumxlf wiM exuung site conditions and the conlenla of the dela presrnted in prexna of lbs Soils Engineer. Material Som the requirrd site excavatioh may be utilized for of mineml agt'.egam amd paving grade asphalt, mixed at a cental mixing plant nod spread std the wit repos, consttmtimt site LEa provided prior approval is given by the Soils Engineer All materials milized far PAVEMENT SPECIFICATIONS compnmeJ on a prepared bast in conformity with the lines, grades and dimensions shown nn the plans. constnacdng site fills shalt be free froth vegetation ar ahc deleterious natter m determined by the Soils The viscosity Cmade of the asphalt shell he PG 64-10. '@e mineml aggregate shall be Type B, '/x irkla 'The Connect shall e o or mak has can imerpretmian o(rhe dam conmined in said report, and the Contactor Engineer. coatroom size, medium grading and shall wnfomt Ira the requirements se I'onh M Section 19 of the shall not be relieved of liabilil m t e Co t c y der h n re t documents for any loss suateirrrd as a result ofany Standard Sp«iFinations. The drying, praportienin$ and mixing of the materials shall conform to variance between condiumrs Mdirated by or deduced Cmm sold repos and the actual wndilions PLACEMENT, SPREADING AND COMPACTION: The placement pod spreading ofapproved fill L DEFINITIONS - 'Phe .term "pavement° shalt include asplmllic catwmte surfacing, untreated S«lion 39. a ate base end a m tc su ' "t t emwuntrxed during the progress ofthe work. materials end the processing and compaction of approved E11 cad native met«ials shall be the 88re8 88 ga hoose. 11 a arm "subgrade" is that prution of Me area on which responsibility of the Crnhaetor. However, comyaectien oC fill materials by Flooding, ponding, or jetting wrf«ing, base, or subbase is lobe P�. The prilue coal, spreading and compaeling equipmept and spreading and compacting mizture shall DUST CONTROL: The work includes dust wntrol as required For Mc alleviation a prevw[ion ofany shaE not be permitted edeas spaificelty approved by Inca) code, as well as [be Soils Enginar. conform to the applicable chapters of Suction 39, with the exception that nn surras course shall be The tear `Scotland S <ifi<alinns^: hareinefter refs to 's Just nuisance oro or about Me sire or the honnw area, or off-site if <aarxd by [he ConlmcHork aperation pe rad r the 2010 Slendmd Specifaalions of Me placed when [he atmospheric temperature is below 50" F. The surfacing shall be roIIM with a Slate of Celifomia artmrnt of T either during the perFormmce of the earthwork or ramping from the conditions in which Me Contactor Both cut aad fill areas shall ba surfsacompected to the smisf«tron of Me Soils Ergiceer prior [o fetal . D<p mnsportation, and the "Meta�ixls Mununl" is the Materials Maaunl wmbinatlom of st«t what and pneumatic roEers, as desrn'bed in 5«lion 39-6. The surfea comae leaves the site. The Contactor shall assume ell liability, including coutt costs ofeadefendants, for all acceptaerce. of Testing and Conwl Procedures, State o}' California, Departptent of Public Works, Division of shall be placed with an approved self-propelled mechanical spreading and finishing machine. claims reJmed to dust or windblown materials allnbumbk to his work. Highways. The term "relative compaction" roles to Me field density expressed as a percentage of the SEASONAL LDrIiTS: No fill material shall he placed, spread, or rolled while it is frozen or tlmwing maximum laboratory demity as defirxd in the applicable testa outEned M the Matariau Manual. 7. FOG SEAL COAT -The fog seal (mixing type asphaltic emulsion) shall conform la and be applied SITE PREPARATION or during unfavorable wet weather wrditiom. Whet the work is immnµaaed by heavy aim, fill in accordance wiUa the requiremrnts of Section 37. operations shall not be rearmed until Me Soiu F-nginar irdicales that Me moisture comenl and demity 2• SCOPE OF WORK -This portion of Me work shall include ell labor, materials, tools, and Site preparation shall consist of site clearing nmd grubbing and the prepaatimns of foundation materials ofpreviously placed fill ere as utxeified. equipment necessary fw, and reasonably incideaml to Me wmplmion of lire pavrntrnt shown on Me For receiving till plans andaz herein spceilied, exegat work sp«ilically nmcd as "Work Na included." CLEARING AND GRUBBING: The Contra 3. PREPARATION OF TH SUB Z UJ mor shall accept the site in this present wnditinn and E GRADE -The Contractor shall prepare the surface of the various shall demolish and/or remove from the arca of designated pmjem earthwork all atmctures, both surface subgades receiving subsequent pavemem courses to rhe lines, gm(ks, and dimemions given un the plans. The upper 12 inches o(the wit subgade beneath [he pavement section shall be compamed to a an s su ee, teas, boob, roots, debris, organic matter, end all other matter delannined try Om Soils minimum relative wmpamian of 90 percent. The 5nished wbgrades eball be festal end approval by Engim« to be deleterious or otherwise unsuitable. Such materiels shall become the property of the Contractor end shall be removed firm the site. rte Soils Engineer prior to Mc placemml of additional pavement courses. Tree cont s stems in o i 4. UNTREATED A T y prop sed bu Idmg areas sircmld b¢ removed to a minimum depth of 3 Cees and to GGREGA E BASE -The aggregate box material shall be spread antl compacted such an extent which would permit removal of ell owls larger IMa 1 inch. Tr« roots removed in nn the prepared subgade in wnfomtity wiM the lines, grades, and dimomians shown on the plans Tiw rkin areas ma be Ihnit<d tc the u r I Y e k base Inxleria pe g y ppe s Leet of the ground surFace. Backtil I of tra tom agar ger l shall conform to Me requirements o(Swtian 26 of the Standard Sp«ifications exenvatioms should not be permitted until all exposed wrfaas have bwn inspected and the Soils for Class 2 material, Ih inches maximum size. '(Ire aggregeta base material shall be spreml and Engineer is presort for Me proper control of backfill placement and compaction. Bumin$ in areas compacted in accordance with S«tion 26 of the Standard Specifieanons. The aggregate base material whkh are to r«sive ftE nwterials shell nM be pemiltted, shall he spreaJ in leyms sol exrwW ing 6 inches and each layer of nggregnte malarial course shell be tested and approved bf' the Soils Etrginecr prior [o the pI«ememt of auccessiv< layers. The aggregate SUBGRADE PREPARATION: Surfaces In receive F.ngincered Fill, building or slab loads shall be Imx material shall he compacted to a minimum relative compamion of 95 percent prepared 88 OLLtEned above, exC¢Vate[piepa'lEed to a depth OF 12 inches, mOisWR-Carldirinned as necessary, std compacted l0 90 percent relative competition. 5. AGGREGATE SUBBASE -The aggregate subbaseahall be spread and compacted on the prepared subgmde in conformity with Mc lines, gredes, and dinrensiom shown op the plans. The aggregate Loax veil areas, areas of uncertified fill, and/or areas of disturbed its shall be moistureconditirmed subbase material shall conform m the requirements of Section 35 of the Standard Specifications for as necessary and recomiaamed l0 90 percent relative eomlmdion. All cols, hummocks, or other uneven Class 2 material. The aggregate subbase material shall be compacted to m minimum relative compaction wrf«c fcnmres skull be removed by surface grading prior to placement of my fill materials. All areas of 95 percent, and it shall be spread and comparted in accordance with Section 25 of the Standard which are to r«eine fill materials shall be approved by the Soils Engineer prior to the placemen) of ally Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils Enginar of the till material. prior to the placement of successive layer. EXCAVATION: All excavation shalt be accomplished to the tolerance normally defined by the Civil Enginar as shown an the project grading plans, All aver -excavation below the grades specified shall be back011ed at the Contacror's expense and shall be compacted in accordance with she applicable technical requirements. Wuem & Aasoekta, tae. K. & Asemetaru, Int. Wena & Aeaedaka, Ir e. [Geaae & Avxletn, lee. WiM �cn Saving The Wurnm !iniad Stas Wirh Office $aNna Ttw lVesnm Unir d Sruat Wirt mitts gers4„g The Watma United Sten With OIReu Serving The Warn Ihiwd San n)111if)vyv, npµys"yrbl Re U`}1)tl)Pynfwnr#epll MJx 011)Irr pyy CnrM agmlMa. Nlrf„i aWn(MiLINp A•aye GENERAL NOTES: 1. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS BEFORE START OF CONSTRUCTION. A PERMIT SHALL BE OBTAINED FROM CITY PUBLIC WORKS DEPARTMENT FOR WORK TO BE DONE IN THE CITY STREET RICHT-OF-WAY. 2. ANY TRENCHING TO BE CONDUCTED WITHIN THIS PROJECT SHALL BE BACKFILLED AND COMPACTED PER SOILS REPORT PREPARED BY KRAZAN AND ASSOCIATES, DATED FEB. 07, 2018. 3. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL OBSTRUCTIONS AS DIRECTED BY CITY ENGINEER. 4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY: THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOU) THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WTH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR UABIUTY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER. 5. IF A PROBLEM SHOULD ARISE DURING THE COURSE OF CONSTRUCTION, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE ENGINEER IMMEDIATELY PRIOR TO ANY FURTHER WORK. 6. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CITY OF BAKERSFIELD STANDARDS AND STATE OF CAUFORNIA, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, LATEST ADDITION. 7. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION, THE CITY CONSTRUCTION INSPECTION DEPARTMENT SHALL BE GIVEN 24 HOURS NOTICE (661) 326-3049. 8. ALL EXISTING IMPROVEMENTS (CURB, GUTTER, SIDEWALK, CROSS GUTTER, FENCING, ETC.) THAT ARE REMOVED, DAMAGED, OR UNDERCUT SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE INSPECTOR OF RECORD. 9. THE LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND PIPEUNES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND DEPTH OF ALL EXISTING UTILITIES AND UNDERGROUND PIPELINES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE, PRESERVE AND PROTECT ANY AND ALL UNDERGROUND UTILITIES AND PIPELINES. THE CONTRACTOR SHALL CALL U.S.A. (UNDERGROUND SERVICE ALERT) 1-800-227-2600 AT LEAST TWO WORKING DAYS PRIOR TO ANY CONSTRUCTION OR EXCAVATION. 10. IF THE CONTRACTOR IS IN DOUBT AS TO THE MEANING OF ANY PART OF THE PLAN AND SPECIFICATIONS OR FINDS DISCREPANCIES IN OR OMISSIONS FROM THE DRAWINGS, HE SHALL SUBMIT A WRITTEN REQUEST FOR AN INTERPRETATION OR A CORRECTION THEREOF, PRIOR TO FILING HIS BID PRICE FOR THE PROJECT. 11. IN THE EVENT CONSTRUCTION STAKING BASED ON CONSULTANTS PLANS, DRAWINGS OR OTHER DOCUMENTS IS ACCOMPLISHED BY OTHER THAN THE CONSULTANT, CUENT AGREES TO HOLO CONSULTANT HARMLESS AND RELEASE CONSULTANT FROM ALL LIABILITY ARISING FROM THE USE OF SAID PLANS, DRAWINGS OR OTHER DOCUMENTS. 12. ALL EXISTING PAVING AND SURFACING REMOVED, DAMAGED OR UNDERCUT SHALL BE REPLACED IN ACCORDANCE WTH THE CITY OF BAKERSFIELD DRAWING ST -27. 13. COMPACTION TESTS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. THE COST OF RETESTING DUE TO FAILED COMPACTION TESTS WILL BE THE RESPONSIBILITY OF THE CONTRACTOR. 14. RUETTGERS & SCHULER CIVIL ENGINEERS SHALL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANGES TO, OR USES OF, THESE PLANS. ALL CHANGES TO THESE PLANS MUST BE APPROVED IN WRITING BY RUETTGERS & SCHULER CIVIL ENGINEERS 15. SE WATER AND STREET IMPROVEMENT PLANS FOR OTHER IMPROVEMENTS THAT ARE PART OF THIS PROJECT. 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DEWATERING ALL TRENCHES. IF TRENCHES OR PIPING BECOME DAMAGED DUE TO WATER INFILTRATION, IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR THE TRENCH AND PIPING TO THE SATISFACTION OF THE ENGINEER AT THE CONTRACTORS EXPENSE. 17. FLOODING OR WATER JETTING SHALL NOT BE USED FOR BACKFILL COMPACTION. 18. DRAWINGS SHOWN ON THIS SHEET ARE FOR REFERENCE ONLY. CONTRACTOR SHALL OBTAIN A COPY OF "CITY OF BAKERSFIELD SUBDIVISION STANDARDS" AND DRAWINGS FOR HIS USE. THESE STANDARD DRAWINGS SHALL BE CONSIDERED A PART OF THESE PLANS. 19. NORMAL CONSTRUCTION STAKING WILL BE THE RESPONSIBILITY OF THE CONTRACTOR. 20. AS A FIRST ORDER OF WORK, CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF EXISTING SEWER LINES THAT THE NEW SYSTEM TIES INTO. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER SO THAT ANY NECESSARY ADJUSTMENTS CAN BE MADE TO THE PLANS. 21. PRIOR TO FINAL ACCEPTANCE, ALL SEWER LINES SHALL BE INSPECTED WITH VIDEO EQUIPMENT DESIGNED FOR THIS PURPOSE. THE TELEVISION CAMERA SHALL HAVE THE CAPABILITY TO ROTATE 360, IN ORDER TO MEW AND RECORD THE TOP AND SIDES OF THE PIPE, AS REQUIRED. THE VIDEO INSPECTION SHALL BE WITNESSED BY THE CONSTRUCTION INSPECTOR, WHO WILL ALSO INITIAL AND DATE THE "CHAIN OF CUSTODY" FORM. THE SUBDIVIDER SHALL IMMEDIATELY NOTIFY THE CITY OF ANY PIPE LOCATIONS REVEALED TO BE NOT IN COMPLIANCE WITH THE SPECIFICATIONS. A RECORDED VIDEO CASSETTE, THE COMPLETED "CHAIN OF CUSTODY" FORM AND A WRITTEN LOG (WHICH INCLUDES THE STATIONING, BASED ON THE STATIONING OF THE APPROVED PLANS, OF ALL CONNECTED LATERALS) OF THE INSPECTION SHALL BE PROVIDED FOR MEWING, AND SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO ACCEPTANCE. AFTER ACCEPTANCE, THE VIDEO CASSETTE SHALL BECOME THE PROPERTY OF THE CITY. 22. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBUC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT-OF-WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON AN APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT-OF-WAY AND INSURANCE AS REQUIRED SHALL BE PROVIDED PRIOR TO ISSUANCE OF A BUILDING PERMIT. 23. CLASS I BEDDING AND EMBANKMENT IS REQUIRED FOR ALL PLASTIC SEWER PIPE WITHIN THE PIPE ZONE. 24. CONTRACTOR TO VERIFY POSITIVE SLOPE FROM MANHOLE PRIOR TO CONNECTING STUBS, IF POSITIVE SLOPE DOES NOT EXIST, CONTRACTOR SHALL REPLACE STUB TO MANHOLE. GRADING NOTES: 1. ALL GRADING AND SITE PREPARATION SHALL CONFORM TO THIS PLAN AND SHALL CONFORM WTH APPENDIX "J" OF CALIFORNIA BUILDING CODE (CURRENT EDITION) AND STANDARDS PERTAINING THERETO. 2. THE SOILS REPORT PREPARED BY KRAZAN AND ASSOCIATES, DATED FEBRUARY 7, 2018 SHALL BE CONSIDERED A PART OF THESE PLANS, AND ALL PROVISIONS THEREIN SHALL BE ADHERED TO. IN THE EVENT OF A CONFUCT BETWEEN THESE PLANS, SPECIFICATIONS, SOILS REPORT, AND AGENCY STANDARDS, THE MORE RESTRICTIVE SPECIFICATION SHALL APPLY. 3. ALL DESIGN ELEVATIONS SHOWN ARE TO FINISH GRADE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR GRADING THE PAD AND PAVING AREAS TO WITHIN 0.1 FOOT OF SUBGRADE. IF SUCH AREAS SHOULD BE FOUND TO BE MORE THAN 0.1 FOOT FROM THE DESIGN SUBGRADE ELEVATION AFTER COMPLETION OF GRADING, THE CONTRACTOR SHALL RETURN AND CORRECT THE GRADING AT NO COST TO THE OWNER. 5. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS BEFORE START OF CONSTRUCTION. A PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD FOR ANY WORK TO BE PERFORMED IN THE CITY RIGHT-OF-WAY. 6. UPON COMPLETION OF GRADING AND BEFORE THE START OF CONSTRUCTION, A FINAL SOILS REPORT COVERING THE SITE PREPARATION AND GRADING SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING DEPARTMENT BY THE SOILS ENGINEER. 7. IF A PROBLEM OR CONFLICT SHOULD ARISE DURING THE COURSE OF THIS PROJECT, IT IS THE RESPONSIBILITY OF THE GRADING CONTRACTOR TO NOTIFY THE ENGINEER IMMEDIATELY PRIOR TO ANY FURTHER WORK. 8. ALL GRADING WORK SHALL BE SUPERVISED AS "ENGINEERED GRADING" IN ACCORDANCE WITH APPENDIX "J" OF CALIFORNIA BUILDING CODE. THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISORY CONTROL DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE WITH THE PLANS, SOILS REPORT, SPECIFICATIONS AND CODE WITHIN HIS PURVIEW. 9. DUST CONTROL IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO PREVENT A DUST NUISANCE FROM ORIGINATING FROM THE SITE OF WORK AS A RESULT OF HIS OPERATIONS DURING THE EFFECTIVE PERIOD OF THIS CONTRACT. PREVENTATIVE MEASURES TO BE TAKEN BY THE CONTRACTOR SHALL INCLUDE, BUT NOT BE UMITED TO THE FOLLOWING: A. WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT THE SURFACES 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. 10. THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF THE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO BEGINNING OF ANY WORK. CALL U.S.A. UNDERGROUND ALERT (800) 227-2600 PRIOR TO ANY CONSTRUCTION OR EXCAVATION. 11. THE GEOTECHNICAL ENGINEER SHALL PROVIDE SUFFICIENT INSPECTIONS DURING THE PREPARATION OF THE NATURAL GROUND AND THE PLACEMENT AND COMPACTION OF THE ALL TO BE SATISFIED THAT THE WORK IS BEING PERFORMED IN ACCORDANCE WITH THE PLAN AND APPLICABLE CODE REQUIREMENTS. 12. EXISTING UNDERGROUND LINES HAVE BEEN SHOWN ON THIS PLAN ACCORDING TO AVAILABLE RECORDS. THE ENGINEER IS NOT RESPONSIBLE FOR POSSIBLE ERRORS OR OMISSIONS AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION. 13. DURING GRADING, REASONABLE SEARCHING SHOULD BE PERFORMED FOR CONCEALED SUBSURFACE OBSTRUCTIONS ALL ABANDONED SUBSURFACE OBSTRUCTIONS SHOULD BE REMOVED. IF THE TERMINUS OF ANY ABANDONED PIPING IS OUTSIDE THE PROJECT UMITS, THE PIPING SHOULD BE REMOVED WITHIN THE PROJECT AND PROPERLY CAPPED AT THE PROJECT BOUNDARY. 14. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT; INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR UABIUTY ARISING FROM THE SOLE NEGUGENCE OF THE OWNER OR THE ENGINEER. 15. INTENTIONALLY LEFT BLANK. 16. ALL ONSITE OR OFFSITE OBSTRUCTIONS SHALL BE REMOVED BY CONTRACTOR AT CONTRACTOR'S EXPENSE 17. ANY EXISTING IMPROVEMENT OR UTIUTY REMOVED, DAMAGED OR UNDERCUT BY CONTRACTORS OPERATIONS SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE CITY ENGINEER ATE 1H CONTRACTOR'S EXPENSE. 18. ALL CUT AND FILL SLOPES SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL. 19. SITE PREPARATION AND GRADING SHALL BE DONE UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER. THE GEOTECHNICAL ENGINEER, DESIGN ENGINEER, AND BUILDING OFFICIAL SHALL BE NOTIFIED AT LEAST 48 HOURS PRIOR TO PLACING OF ANY FILL MATERIAL 20. THE SITE SHALL BE CLEARED AND GRUBBED OF ALL VEGETATION, INCLUDING ROOTS, LOOSE ALL, TRASH AND OTHER DELETERIOUS MATERIALS. ANY HOLE OR VOIDS LEFT AFTER THE REMOVAL OF TREES, ROOTS, SEPTIC TANKS, ABANDONED FOUNDATIONS, PIPELINES OR THE LIKE, SHALL BE FILLED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. 21. ALL MATERIAL SHALL BE SUBJECT TO THE SOLS ENGINEER'S APPROVAL 22. ALL FILL SLOPES SHALL NOT TOE OUT WITHIN 12 FEET HORIZONTALLY OF THE TOP OF EXISTING OR PLANNED CUT SLOPES. 23. THE CUT AND FILLUANTITIES ARE CALCULATED USING A COMPACTION FACTOR ACTOR OF 20x THE ENGINEER MAKES NO WARRANTEE EITHER DIRECT OR IMPLIED THAT THIS WILL BE THE ACTUAL COMPACTION FACTOR. IF A DEFICIENCY OR AN EXCESS OF SOIL ARISES, THE GRADING CONTRACTOR SHALL IMMEDIATELY CONTACT THE ENGINEER, WHO SHALL DETERMINE IF ADJUSTMENTS CAN BE MADE TO IMPROVE THE BALANCE BETWEEN CUT AND FILL 24. THE CUT AND ALL QUANTITIES SHOWN ON THIS PLAN ARE FOR PERMIT PURPOSES ONLY. THE CONTRACTOR SHALL, AFTER EXAMINING THE PLAN, SOILS REPORT AND THE SITE TERRAIN, PREPARE HIS BID PRICE FOR THE PROJECT, BASED ON HIS OWN EARTHWORK CALCULATIONS 25. EXPORT MATERIAL SHALL BE DISPOSED OF AT AN APPROVED SITE COORDINATED WITH THE INSPECTOR AT THE TIME OF GRADING. 28. THE CONTRACTOR SHALL COORDINATE WITH THE SUBDIVIDER AND THE ENGINEER THE LOCATION OF THE BORROW AREAS (IF REQUIRED) PRIOR TO BEGINNING CONSTRUCTION. 29. SEE ARCHITECTS DETAIL SHEET FOR DETAILS NOT SHOWN ON THIS SHEET. ALSO SE ARCHITECTS SITE PLAN FOR DIMENSIONS NOT SHOWN ON THIS PLAN. 30. IF THE CONTRACTOR IS IN DOUBT AS TO THE MEANING OF ANY PART OF THE PLAN AND SPECIFICATIONS OR FINDS DISCREPANCIES IN OR OMISSIONS FROM THE DRAWINGS, HE SHALL SUBMIT A WRITTEN REQUEST FOR AN INTERPRETATION OR A CORRECTION THEREOF, PRIOR TO FILING HIS BID PRICE FOR THE PROJECT. 31. IN THE EVENT CONSTRUCTION STAKING BASED ON CONSULTANTS PLANS, DRAWINGS OR OTHER DOCUMENTS IS ACCOMPLISHED BY OTHER THAN THE CONSULTANT, CUENT AGREES TO HOLD CONSULTANT HARMLESS AND RELEASE CONSULTANT FROM ALL UABIUTY ARISING FROM THE USE OF SAID PLANS, DRAWINGS OR OTHER DOCUMENTS. GRADING NOTES (CONT'D): 30. ANY TRENCHING TO BE DONE WITHIN THE PROJECT SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE SOILS REPORT. 31. SURFACE DRAINAGE SHALL BE 1% MINIMUM, EXCEPT AS WAVED BY THE BUILDING OFFICIAL. 32. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO (A) FAMILIARIZE THEMSELVES WITH THE FOREGOING RECOMMENDATIONS, (B) NOTIFY THE ENGINEER WHEN SITE PREPARATION BEGINS AND BEFORE THE PLACEMENT OF FILLS, AND (C) INFORM THE ENGINEER IF ITEMS WHICH MIGHT EFFECT FOUNDATION STABILITY ARE ENCOUNTERED DURING EARTHWORK OPERATIONS SO THAT THEY MAY BE TREATED UNDER HIS DIRECTION (THESE MIGHT INCLUDE BURIED TRASH OR VEGETATION, PIPELINES, ABANDONED WELLS, OLA FILLS, ETC.) 33. FLOODING, JETTING, OR SIMILAR CONSOLIDATION METHODS OF COMPACTION SHALL NOT BE PERMITTED. 34. ANY ABANDONED WELLS ON THE PROPERTY DISCOVERED DURING GRADING SHALL BE ADEQUATELY CAPPED IN ACCORDANCE WITH ALL APPLICABLE CITY, COUNTY AND STATE ORDINANCES. 35. A BERM OR DRAINAGE SWALE SHALL BE CONSTRUCTED ALONG THE TOP OF ALL CUT AND FILL SLOPES TO PREVENT RUNOFF FROM GOING OVER THE SLOPE. THE FACE OF ALL CUT AND FILL SLOPES SHALL BE PLANTED WITH A GROUND COVER INDIGENOUS TO THE AREA. 36. UNLESS OTHERWISE SPECIFIED IN THE GEOTECHNICAL ENGINEERING INVESTIGATION, GROUND SURFACES TO RECEIVE CONCRETE DRIVEWAYS AND BITUMINOUS PAVEMENTS SHOULD BE SCARIFIED AND COMPACTED TO A MINIMUM DEPTH OF TWELVE INCHES (12") BELOW THE EXISTING GROUND SURFACE IN AREAS TO BE FILLED. COMPACTION IN PROPOSED PAVEMENT AREAS SHOULD BE TO A MINIMUM OF NINETY-FIVE PERCENT (95%) OF THE MAXIMUM DENSITY AS OBTAINED BY ASTM TEST METHOD 01557-78, METHOD A, AND SHOULD EXTEND TO A MINIMUM DISTANCE OF TWO FEET (2') BEYOND THE OUTSIDE EDGES OF PAVEMENTS. 37. ALL AREAS ON THE SITE ON WHICH STRUCTURES ARE TO BE PLACED MUST BE COMPACTED TO NINETY PERCENT (90%) DENSITY FOR A MINIMUM DISTANCE OF FIVE FEET (5') BEYOND THE OUTSIDE EDGES OF THE FOUNDATIONS OF THE STRUCTURES. THE DEPTH OF OVEREXCAVA11ON AND COMPACTION IN PAD AREAS SHALL BE ONE FOOT BELOW EXISTING GROUND ELEVATION. RECOMPACTION OF OVER -EXCAVATED MATERIAL SHALL BE TO AT LEAST NINETY PERCENT (90%) OF MAXIMUM DRY DENSITY. 38. ALL FILL AREAS TO BE CLEARED OF ALL VEGETATION AND OTHER UNSUITABLE MATERIAL FOR A STRUCTURAL FILL AND THE AREA SCARIFIED TO A DEPTH OF 6". 39. FILL AREAS SLOPING STEEPER THAN 5:1 SHALL BE KEYED AND BENCHED TO SUPPORT ALL. 40. FILL MATERIAL SHALL BE PLACED IN LAYERS NOT EXCEEDING 6" IN COMPACTED THICKNESS AND COMPACTED AT OPTIMUM MOISTURE CONTENT BY APPROVED METHOD. 41. ALL FILL TO BE COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSITY AS DETERMINED BY C.B.C. APPENDIX CHAPTER 33 AND SO CERTIFIED BY TESTS AND REPORTS FROM SOILS ENGINEER. 42. UNAUTHORIZED CHANGES AND USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ANY AND ALL CHANGES TO THESE PLANS MUST BE APPROVED BY RUETTGERS & SCHULER CIVIL ENGINEERS 43. PURSUANT TO SECTION 3317.8 OF THE CALIFORNIA BUILDING CODE, IF THE CIVIL ENGINEER, THE SOILS ENGINEER, OR THE ENGINEERING GEOLOGIST OF RECORD IS CHANGED DURING GRADING, THE WORK SHALL BE STOPPED UNTIL THE REPLACEMENT HAS AGREED IN WRITING TO ACCEPT THEIR RESPONSIBILITY WITHIN THEIR AREA OF TECHNICAL COMPETENCE FOR APPROVAL UPON COMPLETION OF THE WORK. IT SHALL BE THE DUTY OF THE PERMITTEE TO NOTIFY THE BUILDING OFFICIAL IN WRITING OF SUCH CHANGE PRIOR TO THE RECOMMENCEMENT OF SUCH GRADING. 44. IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE EIAMINATON SYSTEM (NPDES), A "NOTICE OF INTENT (NOT) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (SWRCB ORDER NO. 2009-009-DWO AS AMENDED BY ORDER 2010-0014-DWO AND ORDER 2012-0006-DWQ) MUST BE FILED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPUANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE PREPARED, CONTINUOUSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS. WASTE DISCHARGE IDENTIFICATION (WDID) NUMBER 5F15C386025 HAS BEEN ISSUED BY THE STATE WATER RESOURCES BOARD FOR THIS PROJECT. 45. MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL OR STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO FET BEHIND SIDEWALK WHERE THE MAXIMUMSLOPE SHALL BE 2% ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ON THE SIDEWALK. 46. COMPACTION TEST NOTE: COMPACTION TESTS SHALL BE THE RESPONS181UTY OF THE DEVELOPER / SUBDIVIDER / CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED TESTS SHALL BE DETERMINED BY THE CITY ENGINEER. 47. ANY ITEMS IN PUBLIC RIGHT OF WAY THAT ARE DAMAGED OR DO NOT MEET THE CURRENT STANDARDS SET BY PUBLIC WORKS WILL REWIRE REPAIRING AND OR UPGRADING AS PER THE CITY ENGINEER. DEMOLITION NOTES: 1. CONTRACTOR SHALL PERFORM ALL NECESSARY DEMOLITION WITHIN THE LIMITS OF WORK AS REQUIRED TO COMPLETE CONSTRUCTION INDICATED ON THE PLANS. 2. EXCEPT AS OTHERWISE INDICATED, ALL UTIUTIES ARE TO BE PROTECTED IN-PLACE. 3. ALL MATERIAL GENERATED FROM DEMOJTION, INCLUDING PIPING, PLANTS, ORGANIC MATERIAL, A.C. PAVEMENT, CONCRETE, AND MISCELLANEOUS DEBRIS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF IN ACCORDANCE WITH ALL LAWS AND ORDINANCES. 4. CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER IN THE EVENT UNANTICIPATED HAZARDOUS MATERIAL IS ENCOUNTERED. 5. CONTRACTOR SHALL LOCATE, IDENTIFY, DISCONNECT, SEAL AND CAP ALL UTILITIES THAT PREVIOUSLY SERVED BUILDINGS. ASPHALT CONCRETE PAVING: SE SHEETS 3 THROUGH 5 SUBGRADE PREPARATION AND PAVEMENTS SECTIONS PER THE SOILS REPORT. PORTLAND CEMENT CONCRETE. CURBS & SIDEWALK: SEE SHEETS 3 THROUGH 5 SUBGRADE PREPARATION AND PORTLAND CEMENT CONCRETE SECTIONS PER THE SOLS REPORT. -3DB CITY RECORDS NO. N r 2 0 0 oo 0o N � RPS' ti N N lam/ Z E W0 NCP W J u ow^ oma m N r 2 0 0 N0. 5 OF 17 RPS' ti N i N0. 5 OF 17 ASPHALT CONCRETE PAVEMENT CLASS 2 AGGREGATE BASE FINISHED GRADE- NEW ASPHALT CONCRETE PAVEMENT, OR NEW CONCRETE TYP. 12 INCHES NATIVE SOIL COMPACTED PER SOILS REPORT RECOMMENDATIONS. 3" CLR.�I I L _ - B" THICK - CLASS "B" A TYPICAL PAVING SECTION CONCRETE *DIMENSION INCREASES FOR ADA �_ COMPACT 12" DEPTH OF NATIVE MATERIAL TO 6 N.T.S. ROUTES -SEE PLAN. 95% RELATIVE COMPACTION PER ASTM D-1557. (3) #4 REBAR LONGITUDINAL AND #4 AT 18" O.C. TRANSVERSE 1.67" TO 2.35" CENTER TO® CENTER SPACING (CURRENT REGULATIONS APPLY) YELLOW RAISED TRUNCATED DOME PATTERN (IN UNEI NOTE: ALL ACCESSIBLE SURFACES INCLUDING RAMPS, SIDEWALKS, AND LOADING/UNLOADING ZONES SHALL COMPLY WITH ALL CURRENT CBC REGULATIONS. DETECTABLE WARNING SURFACE VARIES - SEE PLAN F CONCRETE "V" GUTTER 6 N.T.S. 2% MAX I -II -SID 5" PORTLAND III_IiIli l VIII II IIIA Ilillll-' I DINNING CEMENT CONCRETE 8'-0" X T -O" NOTE: COMPACTION PER SOILS REPORT RECOMMENDATIONS. DINNING IW.I.C.11 9'-7" X T-9" A I v B SIDEWALK SECTION 1 T- 3' PRE -CAST CONCRETE PARKING 6 N.T.S. Q -J LceJ LCBJ PAINT 4" NIDE BLUE PARKING � BUMPER W/REBAR PINS (WHERE 00 FF KITCHEN STRIPE IF NOT AGAINST CURB L. SHOWN) 3' REF. P. ICOAENTRY ENTRY" a; $ ENTRY — GRADE ENTRY REF. P� _ ® 9 o 4.58' BREAK "f PAINT 4" WIDE BLUE � 24" 2"j- 6" a00 FF Who STRIPED BORDER 0 LOADING AND UNLOADING ACCESS AISLE T KITCHEN PAINT 4" WIDE BLUE PAINT "NO PARKING" ;uy PARKING STRIPES °, - , • - . _ IN WHITE 12" LETTERS WHERE SHOWN ON PLAN C IB • m M.BATH I (2 LOCATIONS) I 8'- X 0" C TYPE B CURB —C.O.B. STD. S-1 I DINNINGF911 6 N.T.S. I — I — I I it 111-0"X111-10" 1 11 s Xs s STRIPING NOTES M.BDRM --- LIVING 1O PAINT TRAFFIC STRIPES AS SHOWN ON PLAN L INSTALL 3.0' PRECAST BUMPER BLOCKS BY APPROVED METHOD DESIGN GRADE - 6" PC PATTERNED CONCRETE ------ n ` c 10 + �� 3O REFER TO CAL -TRANS STANDARD DRAWING A90A FOR SPECIFICATIONS NOT COVERED BY THIS PLAN. CONCRETE OR COORDINATE PATTERN AND COLOR WITH LANDSCAPE LANDSCAPE ARCHITECTS PLANS. '`® INSTALL ADA PARKING SIGNS AS SHOWN. SEE DETAIL 6 HEREON. TYPICAL06 rs PARKING STALL 8 COMPACT 12" DEPTH OF NATIVE MATERIAL PER SOILS REPORT RECOMMENDATIONS. STAMPED P.C. CONCRETE R-1-1/2" 1-1/2"_ 6-, �R=1 1/2" " o SEE PLAN SEEPLAN ADA ROUTE ADA ROUTE 4.0 0 4.25% 4.0 0 4.25% 2 E TYP. 12 INCHES NATIVE SOIL COMPACTED PER SOILS REPORT RECOMMENDATIONS. 3" CLR.�I I L _ - B" THICK - CLASS "B" A TYPICAL PAVING SECTION CONCRETE *DIMENSION INCREASES FOR ADA �_ COMPACT 12" DEPTH OF NATIVE MATERIAL TO 6 N.T.S. ROUTES -SEE PLAN. 95% RELATIVE COMPACTION PER ASTM D-1557. (3) #4 REBAR LONGITUDINAL AND #4 AT 18" O.C. TRANSVERSE 1.67" TO 2.35" CENTER TO® CENTER SPACING (CURRENT REGULATIONS APPLY) YELLOW RAISED TRUNCATED DOME PATTERN (IN UNEI NOTE: ALL ACCESSIBLE SURFACES INCLUDING RAMPS, SIDEWALKS, AND LOADING/UNLOADING ZONES SHALL COMPLY WITH ALL CURRENT CBC REGULATIONS. DETECTABLE WARNING SURFACE VARIES - SEE PLAN F CONCRETE "V" GUTTER 6 N.T.S. 2% MAX I -II -SID 5" PORTLAND III_IiIli l VIII II IIIA Ilillll-' I DINNING CEMENT CONCRETE 8'-0" X T -O" NOTE: COMPACTION PER SOILS REPORT RECOMMENDATIONS. DINNING IW.I.C.11 9'-7" X T-9" A I v B SIDEWALK SECTION 1 T- 3' PRE -CAST CONCRETE PARKING 6 N.T.S. Q -J LceJ LCBJ PAINT 4" NIDE BLUE PARKING � BUMPER W/REBAR PINS (WHERE 00 FF KITCHEN STRIPE IF NOT AGAINST CURB L. SHOWN) 3' REF. P. ICOAENTRY ENTRY" a; $ ENTRY — GRADE ENTRY REF. P� _ ® 9 o 4.58' BREAK "f PAINT 4" WIDE BLUE � 24" 2"j- 6" a00 FF Who STRIPED BORDER 0 LOADING AND UNLOADING ACCESS AISLE T KITCHEN PAINT 4" WIDE BLUE PAINT "NO PARKING" ;uy PARKING STRIPES °, - , • - . _ IN WHITE 12" LETTERS WHERE SHOWN ON PLAN C IB • m M.BATH I (2 LOCATIONS) I 8'- X 0" C TYPE B CURB —C.O.B. STD. S-1 I DINNINGF911 6 N.T.S. I — I — I I it 111-0"X111-10" 1 11 s Xs s STRIPING NOTES M.BDRM --- LIVING 1O PAINT TRAFFIC STRIPES AS SHOWN ON PLAN L INSTALL 3.0' PRECAST BUMPER BLOCKS BY APPROVED METHOD DESIGN GRADE - 6" PC PATTERNED CONCRETE ------ n ` c 10 + �� 3O REFER TO CAL -TRANS STANDARD DRAWING A90A FOR SPECIFICATIONS NOT COVERED BY THIS PLAN. CONCRETE OR COORDINATE PATTERN AND COLOR WITH LANDSCAPE LANDSCAPE ARCHITECTS PLANS. '`® INSTALL ADA PARKING SIGNS AS SHOWN. SEE DETAIL 6 HEREON. TYPICAL06 rs PARKING STALL 8 COMPACT 12" DEPTH OF NATIVE MATERIAL PER SOILS REPORT RECOMMENDATIONS. STAMPED P.C. CONCRETE R-1-1/2" 1-1/2"_ 6-, �R=1 1/2" E 6" CONCRETE CURB 6 N.T.S. PLAN VIEW SEE SECTION VIEW BELOW JG\.. IIVIN VIGYV M—M SEE PLAN NEW ABOVE SETTING FINISH FLOOR — TYPICAL STAIR WELL GRADING N.T.S. sw NEW SIGN Required in CA as of July 2ODB Pon Accawble Plaque R -99C CA ADA 12' s 6• EG D'iedded Parking Camho Sgn 211 12" x 24' EG PARKING LOT SIGNS UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT THE OWNER'S EXPENSE TOWED VEHICLES MAY BE RECLAIMED AT OR BY TELEPHONING NEW SIGN Required in CA as of My 2006 R -100B CA ADA Tow—Away Sign 24" x 24" EC " o "n W � T 144 W I_i I z p h --a I 2 III �WW v�rn In U' > : ID nH n O N E 6" CONCRETE CURB 6 N.T.S. PLAN VIEW SEE SECTION VIEW BELOW JG\.. IIVIN VIGYV M—M SEE PLAN NEW ABOVE SETTING FINISH FLOOR — TYPICAL STAIR WELL GRADING N.T.S. sw NEW SIGN Required in CA as of July 2ODB Pon Accawble Plaque R -99C CA ADA 12' s 6• EG D'iedded Parking Camho Sgn 211 12" x 24' EG PARKING LOT SIGNS UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT THE OWNER'S EXPENSE TOWED VEHICLES MAY BE RECLAIMED AT OR BY TELEPHONING NEW SIGN Required in CA as of My 2006 R -100B CA ADA Tow—Away Sign 24" x 24" EC m O WTH CITY WITH CITY SHEET NO. 6 CITY RECORDS NO. OF 17 " o "n W � T 144 W w 7 z ^'E h --a I 2 �WW v�rn In U' > : 0wN nH n O N O s 1 p m O WTH CITY WITH CITY SHEET NO. 6 CITY RECORDS NO. OF 17 CL 60' EXISTING CURB AND GUTTER---,,, — EXISTING PAVED STREET I I I I 1=1 T1=T I =1 I=1 I =1t: Tl N.T.S. N.T.S. R/W BACK OF WALK 9' LANDSCAPE (LLMD NORTH SIDE OF CANAL) 14' LANDSCAPE (SOUTH SIDE OF CANAL) 8.5' 5.5' 2.0' SEE PLAN FOR SIDEWALK MIN. TO BE CONSTRUCTED ALONG BUENA VISTA ROAD. MAX. 2% 2% — TYPICAL SECTION VARIES 1 6.50' BUILDING FACE H I I — — — — — — — — — — — — J GRADE BREAK AS REQUIRED 18.00' P/L REAR YARD — PROJECT SITE EXIST. RESINCE n 40 + FEET TO DWELLINGS 1 OR SUMP LE 0T I (SEE PLAN) DETAIL NOTES: 1. EXISTING WOOD PRIVACY FENCE TO REMAIN EXCEPT WHERE OTHERWISE NOTED ON PLAN. TYPICAL SECTION — EAST PROPERTY LINE N.T.S. G E 100' KERN DELTA EASEMENT w w z JJ I� �I w w � g I� �I a ¢ iw wi �6' CMU WALL SEE LANDSCAPE ARCHITECTS PLAN 47.26' TO 61.06' I EXISTING CURB AND GUT EXISTING PAVED STREET I I I I I�I----I IT 26.00' DOMESTIC & FIRE WATER LINES 18' SANITARY SEWER 0 LV ' MIN. BACK OF WALK 10 15' LANDSCAPE FINISH GRADE 5.0' SEE PLAN SEE PLAN FOR SIDEWALK 2.0' TO BE CONSTRUCTED ALONG MIN.— — HARRIS ROAD. 12%M\N 0 4" X MAX. _I— HARRIS ROAD — TYPICAL SECTION N.T.S. DRAN BREAK AS REQUIRED 6.50' 1 VARIES JOINT UTILITY TRENCH (DRY UTUTIES) �6' CMU WALL SEE LANDSCAPE ARCHITECTS PLAN BUILDING FACE I u I L------------ v a 0 LEGEND: (D STEEL 6" X 6" X 3/16- GATE POSTS. FILL Q WITH GROUT. (� 2 0 O2" DIA. STEEL GATE FRAME ` 2/18 GA. CORRUGATED SECTION NOTES: O J METAL INFILL OR APPROVED EQUAL. EXCEPT AS OTHERNISE NOTED, REFUSE CONTAINER PAD TO BE 2 O4" STEEL GATE HINGES CONSTRUCTED PER CITY OF BAKERSFIELD STANDARD ST -27. WELDED TO POST. 4 PER GATE. PEDESTRIAN ACCESS RAMP TO BE A MAXIMUM OF 12:1 SLOPE OR PER BUILDING INSPECTOR. W W O LOCKING HASP OR BOLT (0 COLOR AND FINISH OF ALL SURFACES TO MATCH OR COMPLIMENT ` OWROUGHT IRON MAN GATE THEME FOR THE PROJECT. COORDINATE NTH OWNER. J "optional" (SELF CLOSING)O w UCpCC k U Lu 0 k QZ uj LL co O cr. Z J Q c Q � � Lu Z Q ooz V FOOTING PLAN VIEW SECTION VIEW A—A N � 2 TRASH ENCLOSURE DETAIL N. T. S. SHEET N0. --3 c) 7 CITY RECORDS NO. OF 77 � o N 'c z N U a25 O s a �9 C \NEER * bi � N i yNj LL Vn J U �03 H`i i z �lSia3a SPIV S • rn aQ Na v a 0 LEGEND: (D STEEL 6" X 6" X 3/16- GATE POSTS. FILL Q WITH GROUT. (� 2 0 O2" DIA. STEEL GATE FRAME ` 2/18 GA. CORRUGATED SECTION NOTES: O J METAL INFILL OR APPROVED EQUAL. EXCEPT AS OTHERNISE NOTED, REFUSE CONTAINER PAD TO BE 2 O4" STEEL GATE HINGES CONSTRUCTED PER CITY OF BAKERSFIELD STANDARD ST -27. WELDED TO POST. 4 PER GATE. PEDESTRIAN ACCESS RAMP TO BE A MAXIMUM OF 12:1 SLOPE OR PER BUILDING INSPECTOR. W W O LOCKING HASP OR BOLT (0 COLOR AND FINISH OF ALL SURFACES TO MATCH OR COMPLIMENT ` OWROUGHT IRON MAN GATE THEME FOR THE PROJECT. COORDINATE NTH OWNER. J "optional" (SELF CLOSING)O w UCpCC k U Lu 0 k QZ uj LL co O cr. Z J Q c Q � � Lu Z Q ooz V FOOTING PLAN VIEW SECTION VIEW A—A N � 2 TRASH ENCLOSURE DETAIL N. T. S. SHEET N0. --3 c) 7 CITY RECORDS NO. OF 77 F F F F F EXIT LO P F F 50' BACK GATE F F F F F � N co Z F F U F ASPHALT F ZF \F F J F F F LAFETY 3' MIN. FROM GAT LOOP —�— N F F SAFETY LOOP E TRIPFU ACCFSSIBL-E-PA — 4 � ASPHALT \\\ F E 4 CONCRETE �ANDING AND STAMPED C`� RETE ENTRANCE GATES WITH GATE OPERATOR N.T.S F F ' N OPERATOR ARM v F OPERATOR ARM =III= 27 ¢� \F 24.75" vi 15.20" o 24.75" T NO. Mqk 11.63 O rF— F 4 II F Y tT 77 J � J IA..I LI..I F L 7 Q > 0 H a H a F El m � U 3 W Q ❑ N *OMM ; -4 _0 F N w Z EXITOOOP Co O N V_H L F SLAB 18" THICK PCC SLAB M r � 3' MIN. FROM GAT LOOP —�— N F F SAFETY LOOP E TRIPFU ACCFSSIBL-E-PA — 4 � ASPHALT \\\ F E 4 CONCRETE �ANDING AND STAMPED C`� RETE ENTRANCE GATES WITH GATE OPERATOR N.T.S F N I ' N OPERATOR ARM v IU- m OPERATOR ARM =III= 27 ¢� \F 24.75" vi 15.20" U 24.75" T NO. Mqk 11.63 O rF— 8 II II Z Y tT 77 J � J IA..I LI..I U U 7 Q > H a H a El •� Q ❑ 0 *OMM ; o _0 rn N w Z EXITOOOP Co O N V_H 18" THICK PCC SLAB 18" THICK PCC SLAB M r � F F N W M O Z Q x o w ¢ Naz oa m W U Z Of AFETY LOOP F K a Z 30 F E VI N 6� WW Q U > W In O w "SAND LENSE'. SEE SOILS REPORT. BORINGS 3' MIN. FROM GAT LOOP —�— N F F SAFETY LOOP E TRIPFU ACCFSSIBL-E-PA — 4 � ASPHALT \\\ F E 4 CONCRETE �ANDING AND STAMPED C`� RETE ENTRANCE GATES WITH GATE OPERATOR N.T.S LEFT VIEW FRONT VIEW RIGHT VIEW 21.20" PCC PAD 12.20" OUTSIDE CASE OF GATE OPERATOR 0 o CONCRETE PAD TO BE 3' CLEAR OF OUTSIDE CASE, ALL SIDES n- O d mC5 U BOLT POSITION FOR STATED MODEL (SUBMIT SHOP DRAWINGS) M U a PLAN VIEW - PCC PAD ANCHOR BOLT PATTERN SPR FIRE DEPARTMENT CONDITION N0.7: Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. All new construction of access gates shall be equipped with an automatic opening device which is activated through the wireless activation system utilized on City of Bakersfield owned vehicles for traffic preemption. installation and maintenance of the wireless activation system on access gate s shall be completed by the gate owner. The gate opening device shall have a disconnect feature for manual operation of the gate when the power fails. [ B ] SWING GATE OPERATOR (LIFTMASTER CSW2000L OR EQUIVALENT) N.T.S. THIS DETAIL IS SHOWN FOR REFERENCE ONLY 7' 8' 78.66' 11.61 69 28' 22.66' 28' in, - LANDSCAPE AREA 3ORIGINAL GROUND _ 47._. wSEL N I ' N OPERATOR ARM v IU- m OPERATOR ARM =III= 27 ¢� 24.75" vi 15.20" U 24.75" T NO. Mqk 11.63 O rF— 8 II II Z Y tT 77 J � J IA..I LI..I U U 7 Q > H a H a El •� Q ❑ 0 L- ; o _0 rn N w Z r N Co O N V_H 18" THICK PCC SLAB 18" THICK PCC SLAB LEFT VIEW FRONT VIEW RIGHT VIEW 21.20" PCC PAD 12.20" OUTSIDE CASE OF GATE OPERATOR 0 o CONCRETE PAD TO BE 3' CLEAR OF OUTSIDE CASE, ALL SIDES n- O d mC5 U BOLT POSITION FOR STATED MODEL (SUBMIT SHOP DRAWINGS) M U a PLAN VIEW - PCC PAD ANCHOR BOLT PATTERN SPR FIRE DEPARTMENT CONDITION N0.7: Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. All new construction of access gates shall be equipped with an automatic opening device which is activated through the wireless activation system utilized on City of Bakersfield owned vehicles for traffic preemption. installation and maintenance of the wireless activation system on access gate s shall be completed by the gate owner. The gate opening device shall have a disconnect feature for manual operation of the gate when the power fails. [ B ] SWING GATE OPERATOR (LIFTMASTER CSW2000L OR EQUIVALENT) N.T.S. THIS DETAIL IS SHOWN FOR REFERENCE ONLY 7' 8' 78.66' 11.61 69 28' 22.66' 28' in, - LANDSCAPE AREA 3ORIGINAL GROUND _ 47._. wSEL ON—SITE SUMP OVER—EX TO SAND LENSE MITIGATION — SEE PLAN VIEW ON SHEET 13 N.T.S. P /L APARTMENT SITE 2" BLOCK CAP #4 CONT. @ 32" O.C. #5 @ 40" O.C. I 8"x8"x16" BLOCK OMIT HEAD JOINTS AT I ? I FINISHED GRADE 1 I 1d �— ''- #4 @ 40" O.C. °#4 CONT. 30" z 6' MASONRY WALL — CITY STD. DWG. L-14 \,8J N.T.S. SEE LANDSCAPE ARCHITECTS PLAN POUR AGAINST EXISTING WALLS, BACK OF WALK OR CURBS, WHERE APPLICABLE. 6" THICK 3" CONCRETE 12" O.C. MAX. 3- 14 REBAR 0 12" O.C. (MAX.) BUENA VISTA ROAD NTT P /L CANAL ACCESS DRIVE P /L 2" BLOCK CAP #4 CONT @ 32" O.C. #5 @ 40" O.C. I Z � 8"x8"x16" BLOCK I OMIT HEAD JOINTS AT EG #4 @ 40" O.C. ,ONCRETE SECTION Z Q CANAL `+ EASEMENT O J UW�i �w�U' W Q. Uj Q X Q rrvJ~Q � Q ^^ LL O V Q vJ JOIN CANAL LINING BY KERNCa DELTA WATER STORAGE DISTRICT J Q Ca BY APPROVED METHODS. CONCRETE CANAL LINING BY KERN DELTA WATER STORAGE DISTRICT. 2 I � �QI 1-5 #4 CONT. N04 CONT . V LJ L V 12,E M 30" r 6' MASONRY WALL — CITY STD. DWG. L-14 — MODIFIED FOOTING N.T.S. CONDITION ALONG CANAL ENTRANCE ROAD CITY RECORDS NO. N I ' N m� v N b =III= 27 tp O vi ri P� T NO. Mqk r a 8 II II Y tT 77 J � J 2 7 Q > H a H a o w w w w w o 0 w S a a M r � N W M O Z Q x o w ¢ Naz oa W U Z Of w 0 K a Z 30 S. VI N 6� WW Q U > W In O w "SAND LENSE'. SEE SOILS REPORT. BORINGS ON—SITE SUMP OVER—EX TO SAND LENSE MITIGATION — SEE PLAN VIEW ON SHEET 13 N.T.S. P /L APARTMENT SITE 2" BLOCK CAP #4 CONT. @ 32" O.C. #5 @ 40" O.C. I 8"x8"x16" BLOCK OMIT HEAD JOINTS AT I ? I FINISHED GRADE 1 I 1d �— ''- #4 @ 40" O.C. °#4 CONT. 30" z 6' MASONRY WALL — CITY STD. DWG. L-14 \,8J N.T.S. SEE LANDSCAPE ARCHITECTS PLAN POUR AGAINST EXISTING WALLS, BACK OF WALK OR CURBS, WHERE APPLICABLE. 6" THICK 3" CONCRETE 12" O.C. MAX. 3- 14 REBAR 0 12" O.C. (MAX.) BUENA VISTA ROAD NTT P /L CANAL ACCESS DRIVE P /L 2" BLOCK CAP #4 CONT @ 32" O.C. #5 @ 40" O.C. I Z � 8"x8"x16" BLOCK I OMIT HEAD JOINTS AT EG #4 @ 40" O.C. ,ONCRETE SECTION Z Q CANAL `+ EASEMENT O J UW�i �w�U' W Q. Uj Q X Q rrvJ~Q � Q ^^ LL O V Q vJ JOIN CANAL LINING BY KERNCa DELTA WATER STORAGE DISTRICT J Q Ca BY APPROVED METHODS. CONCRETE CANAL LINING BY KERN DELTA WATER STORAGE DISTRICT. 2 I � �QI 1-5 #4 CONT. N04 CONT . V LJ L V 12,E M 30" r 6' MASONRY WALL — CITY STD. DWG. L-14 — MODIFIED FOOTING N.T.S. CONDITION ALONG CANAL ENTRANCE ROAD CITY RECORDS NO. N I ' N m� v N b c T NO. 8 OF 77 CONSTRUCTION LEGEND - GRADING PLAN J53. 95 Fc ,MATCH O CONSTRUCTION NOTE - SEE THIS SHEET AC ASPHALT CONCRETE 40223x CROWN BW or BOW BACK OF SIDEWALK -- PROPOSED PORTLAND CEMENT CONCRETE SIDEWALK (EV) FUTURE ELECTRIC VEHICLE STATION EXISTING WOOD FENCE x (CONDUIT INFRASTRUCTURE TO BE INSTALLED, PROPOSED PORTLAND CEMENT CONCRETE PAVEMENT - EXISTING WATER VALVE COORDINATE WITH ELECTRICAL PLANS.) i STAMPED PATTERN (SEE ARCHITECT'S PLANS) FF FINISHED FLOOR EXISTING UTILITY POLE PROPOSED LANDSCAPING (SEE LANDSCAPE PLANS) FL FS FE FINISHED SURFACE rr CANAL EASEMENT F FIRE WATER 0000ao PROPOSED ADA COMPLIANT "TRUNCATED DOMES" GB GRADE BREAK 000000° PER CALTRANS STANDARDS HP HIGH POINT ° PROPOSED FENCE (SEE ARCHITECT'S PLANS) LP LIP OF GUTTER LS LANDSCAPE ---- CONCRETE MASONRY UNIT WALL - TYPE AS NOTED PCC PORTLAND CEMENT CONCRETE F— PROPOSED FIRE WATER UNE -SEE ALSO UTILITY PLAN PVC POLYVINYL CHLORIDE w PROPOSED DOMESTIC WATER LINE -SEE ALSO UTILITY PLAN SO STORM DRAIN SEE PLAN < GRADE PER PLAN SS SANITARY SEWER s PROPOSED SANITARY SEWER -SEE ALSO UTILITY PLAN SW SIDEWALK -- - SD- -- PROPOSED STORM DRAIN -SEE ALSO UTILITY PLAN TC TOP OF CURB - —s— - EXISTING SANITARY SEWER -SEE ALSO UTILITY PLAN TF TOP OF WALL FOOTING TOC TOP OF CONCRETE - —so— - EXISTING STORM DRAIN -SEE ALSO UTILITY PLAN TOG TOP OF GRATE - — GRADE DRAINGE SWALE TO GRADES SHOWN W WATER [❑ STORM DRAIN INLET, TYPE AS NOTED -SEE ALSO UTILITY PLAN ❑ LANDSCAPE DRAIN INLET (TYPE AS NOTED) OS PROPOSED SEWER MANHOLE -SEE ALSO UTILITY PLAN OD PROPOSED STORM DRAIN MANHOLE -SEE ALSO UTILITY PLAN CHRISTY J23 CATCH BASIN WITH CHRISTY WELDED STEEL GRATE, H-20 TRAFFIC LOADING OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED ON PLAN. GRATE AND FRAME SHALL BE GALVANIZED AFTER FABRICATION. 1 8" 24" --CLASS '3' CONCRETE 1 I CONTINUOUS RUBBER WATERSTOP (TYP.)---- FRONT INLET OPTION N.T.S. CONSTRUCT CONCRETE APRON ALL AROUND WHERE C.B. IS WITHIN A -C. PAVING, OR AS SHOWN ON PLAN _- ---- - ENGINEERED FILL COMPACTED TO 90% --CLASS '3' CONCRETE INLET - CHRISTY "U23" CATCH BASIN GROUT PIPE WITH CLASS '3' CONCRETE-' (12" MIN. THICKNESS) -CHRISTY U23 CATCH BASIN WITH CHRISTY WELDED STEEL GRATE, H-20 TRAFFIC LOADING OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED ON PLAN. GRATE AND FRAME SHALL BE GALVANIZED AFTER FABRICATION. I � 24" I CONSTRUCT CONCRETE APRON ALL AROUND WHERE C.B. IS WITHIN A.C. PAVING, OR AS SHOWN ON PLAN ------- ENGINEERED FILL COMPACTED TO 90% ---CONTINUOUS RUBBER WATERSTOP (TYP.) SIDE INLET OPTION ii"131 "1310141147L GRADING, SITEWORK AND PAVING 10 CLEAR AND GRUB SITE WITHIN LIMITS OF WORK. ALL DELETERIOUS MATERIAL SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF IN ACCORDANCE WITH ALL LAWS AND ORDINANCES. O2 EXCEPT FOR UTILITIES AND PIPELINES THAT ARE TO REMAIN PROTECTED IN-PLACE, DEMOLISH, REMOVE AND DISPOSE OF EXISTING IMPROVEMENTS WITHIN LIMITS OF WORK, INCLUDING EXISTING LANDSCAPING, TREES, SHRUBS, CONCRETE FLATWORK, AND IRRIGATION. IRRIGATION LINES SHALL BE CUT AND CAPPED AT THE LIMITS OF WORK, AND THE EXACT LOCATION OF CAPPING SHALL BE DOCUMENTED (TIED OUT), AND REPORTED TO THE ENGINEER. EXISTING UTILITIES THAT ARE TO REMAIN IN PLACE SHALL BE POTHOLED AS NECESSARY TO DETERMINE EXACT LOCATION. TWO ABANDONED OIL WELLS EXIST ON THE SITE. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT SAID ABANDONED WELLS FROM DAMAGE. O3 ALL CONCRETE, PAVEMENT, OR PIPELINES TO BE REMOVED, SHALL BE SAWCUT. ® GRADE SITE TO THE DESIGN ELEVATIONS INDICATED ON THE PLANS. THIS WORK SHALL INCLUDE MOISTURE CONDITIONING, OVEREXCAVATION AND RECOMPACTION, BUILDING PAD PREPARATION, AND OTHER WORK REQUIRED BY THE SPECIFICATIONS, PLANS AND SOILS REPORT. THE CONTRACTOR'S ATTENTION IS DIRECTED TO SPECIFIC REQUIREMENTS OF THE SOILS REPORT WHICH REQUIRES REMOVAL AND RECOMPACTION OF PREVIOUSLY IMPORTED UN-CONSOUDATED FILL MATERIAL. O LIMITS OF BUILDING PAD PREPARATION THAT EXTENDS INTO ROADWAY SECTIONS SHALL BE COMPLETED AND CERTIFIED BY THE ENGINEER AND SOILS ENGINEER PRIOR TO CONSTRUCTION OF CURBS AND GUTTER, AFFECTED CONCRETE FLATWORK, OR STREET STRUCTURAL SECTIONS. OVER -EX LIMIT = 5 FEET MINIMUM PER SOILS REPORT. © CONSTRUCT 6 -INCH CONCRETE CURB AND GUTTER PER DETAIL e 6 ' O7 CONSTRUCT 6 -INCH PC CONCRETE CURB PER DETAIL E 6 ® CONSTRUCT PC CONCRETE VEE GUTTER PER DETAIL 6 HEREIN. PER SAID DETAIL, VEE GUTTER SHALL BE WIDENED AT INTERSECTIONS WITH ADA ROUTES. O9 CONSTRUCT PC STAMPED AND PIGMENTED CONCRETE OVER AGGREGATE BASE OVER COMPACTED SUBGRADE PER DETAILIM HEREIN. COORDINATE INSTALLATION OF DETECTOR LOOPS, AND GATE CONTROLLER CONDUIT WITH GATE CONTRACTOR. 6 10 INSTALL EXPANSION JOINT MATERIAL AT ALL PC CONCRETE ABUTTING STRUCTURES, INCLUDING FOUNDATIONS, CATCH BASINS, AND CMU OR CONCRETE WALLS. 11 CONSTRUCT ASPHALT CONCRETE PAVEMENT OVER AGGREGATE BASE OVER COMPACTED SUBGRADE PER DETAIL e HEREIN. ASPHALT CONCRETE SHALL BE FOG -SEALED PRIOR TO STRIPING. 6 i© CONSTRUCT PC SIDEWALK OVER COMPACTED SU13GRADE PER DETAIL 6 HEREIN. 13 CONSTRUCT A.D.A. RAMP PER CALTRANS STANDARD PLAN A88A. ® CONSTRUCT A.D.A. RAMP WITH YELLOW COLORED TRUNCATED DOMES WHERE INDICATED ON THE PLANS. 15 INSTALL 24" x 24" CONCRETE CATCH BASIN WITH H2O, ADA APPROVED GRATE PER9 (Old Castle Precast - Model CB-2424CB) OR APPROVED EQUAL. 15A INSTALL 18" x 18" CONCRETE CATCH BASIN WITH H2O, ADA APPROVED GRATE. (Old Cast Precast - Model CB -181830) OR APPROVED EQUAL. 16 FURNISH AND INSTALL 3 -FOOT CONCRETE PARKING BUMPER AS MANUFACTURED BY MID STATE CONCRETE PRODUCTS, SANTA MARIA, CALIFORNIA, OR APPROVED EQUAL. 1© CONSTRUCT 6 -FOOT CONCRETE MASONRY UNIT FENCE PER DETAIL gC HEREIN. B 18 CONCRETE PC CONCRETE PEDESTAL FOR SLIDING GATE MOTOR MOUNT PER DETAIL K17 HEREIN. 19 RELOCATE TRAFFIC BOXES OUT OF PROPOSED COMMERCIAL DRIVEWAY. ALL JUNCTION/URUTY BOXES TO BE ADJUSTED TO FINISH SURFACE. F ® FURNISH AND CONSTRUCT CMU TRASH ENCLOSURE WITH CONCRETE RAMPS PER DETAIL 7 HEREIN. L ©1 PAINT PARKING STALL PER DETAIL g HEREIN. M ® FURNISH & INSTALL ADA SIGNING AS SHOWN ON DETAIIL 6 ® INSTALL NDS "SPEE-DEE" DRAINS (OR APPROVED EQUAL) IN APPROXIMATE LOCATIONS SHOWN ON PLAN. COORDINATE FINAL DRAIN LOCATIONS AND INLET ELEVATIONS WITH APPROVED LANDSCAPE PLANS BY OTHERS. MAINTAIN 2% SLOPE AWAY FROM BUILDINGS FOR MINIMUM DISTANCE OF 5 FEET OR AS RECOMMENDED IN THE SOILS REPORT. THE MORE STRINGENT RECOMMENDATION SHALL APPLY. ® INSTALL 6" LANDSCAPE DRAINAGE PIPE. MAINTAIN 0.25% MINIMUM SLOPE TO PERMANENT ONSITE STORM DRAIN SYSTEM. EXACT PIPE LOCATION MAY VARY WITH FINAL LANDSCAPE PLANS. SEE NOTE 34 ABOVE. ® CONSTRUCT COMMERCIAL DRIVE APPROACH PER CITY OF BAKERSFIELD STANDARD ST -3. SAWCUT 1.0' FROM EXISTING UP OF GUTTER OR AS DIRECTED BY THE CITY ENGINEER/INSPECTOR. A PEDESTRIAN ACCESS EASEMENT IS REQUIRED BEHIND THE DRIVE APPROACH AND IS RECORDED AS INSTRUMENT NO. 219088854, O.R. ® CONSTRUCT COMMERCIAL/MULTI-FAMILY DRIVE APPROACH PER CITY OF BAKERSFIELD STANDARD ST -4. (PER KERN DELTA WATER STORAGE DISTRICT CANAL RE-AUGNMENT PLANS.) SAWCUT 1.0' FROM EXISTING UP OF GUTTER OR AS DIRECTED BY THE OTY ENGNEER/INSPECTOR. A PEDESTRIAN ACCESS EASEMENT AND PUE IS REWIRED BEHIND THE DRIVE APPROACH AND IS RECORDED AS INSTRUMENT NO. 219088854, O.R. ® SEE LANDSCAPE ARCHITECTS PLANS FOR BOCCI COURT, POOL DOG PARK AND PLAY AREA PLANS. ® RECYCLE AND RELOCATE MISC. TRAFFIC SIGN PER CITY OF BAKERSFIELD STANDARD T-2 ® CONSTRUCT SIDEWALK PER CITY OF BAKERSFIELD STANDARD ST -5 AT EXISTING CURB AND GUTTER ALONG HARRIS AND BUENA VISTA ROADS ® CONSTRUCT ON-SITE SUMP TO GRADES SHOWN ON PLAN 31 CONSTRUCT DRAINAGE BASIN OUTLET STRUCTURE PER CITY OF 13AKERSFIELD STANDARD D-10. ® FUTURE COVERED PARKING STALLS - SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ® FUTURE ENCLOSED GARAGE - SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ® CONSTRUCT STANDARD STORM DRAIN JUNCTION BOX PER CITY OF BAKERSFIELD STANDARD D-16. q _3bl CITY RECORDS NO. o� W Ferry.., n m^ om� O s <p °m ° O Q 2 � � J W O1 QOu- 0 0�R0 0�0LL Q� �0Q� Q 0� U� DESIGN ELEVATION (ITALICS) J53. 95 Fc ,MATCH DESIGN ELEVATION (ITALICS) 200s DESIGN SLOPE (ITALICS) 40223x CROWN EXISTING "TORO" SHOT WITH SURVEYOR'S DESCRIPTION -- EXISTING GROUND CONTOUR s a ❑ EXISTING WOOD FENCE x EXISTING CHAIN LINE FENCE pd EXISTING WATER VALVE m EXISTING GAS VALVE `4 EXISTING UTILITY POLE I 00' W DE - I� rr CANAL EASEMENT Iw CMU WALL SEE LANDSCAPE ARCHITECTS PLAN Im a ¢II a FINISH GRADE SEE PLAN TOP OF CURB �I SEE PLAN < GRADE PER PLAN 2% FINISH SURFACE Z% 2q 2�MIN�� 2% MIN — -- �L- CONCRETE GARAGE FLOOR LACE 0.5' OF GRAVEL BETWEEN BACK OF GARAGE AND CMU WALL. GRADE TO DRAIN EAST AND WEST OF BUILDING CORNERS BEYOND ROOF DRIP LINE. DETAIL NOTES: 1. SEE STRUCTURAL/ARCHITECTURAL DETAILS FOR GARAGE CONSTRUCTION Q TYPICAL SECTION - NORTH & WEST PROPERTY LINE ® GARAGES 9 N.T.S. CHRISTY J23 CATCH BASIN WITH CHRISTY WELDED STEEL GRATE, H-20 TRAFFIC LOADING OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED ON PLAN. GRATE AND FRAME SHALL BE GALVANIZED AFTER FABRICATION. 1 8" 24" --CLASS '3' CONCRETE 1 I CONTINUOUS RUBBER WATERSTOP (TYP.)---- FRONT INLET OPTION N.T.S. CONSTRUCT CONCRETE APRON ALL AROUND WHERE C.B. IS WITHIN A -C. PAVING, OR AS SHOWN ON PLAN _- ---- - ENGINEERED FILL COMPACTED TO 90% --CLASS '3' CONCRETE INLET - CHRISTY "U23" CATCH BASIN GROUT PIPE WITH CLASS '3' CONCRETE-' (12" MIN. THICKNESS) -CHRISTY U23 CATCH BASIN WITH CHRISTY WELDED STEEL GRATE, H-20 TRAFFIC LOADING OR APPROVED EQUAL, UNLESS OTHERWISE INDICATED ON PLAN. GRATE AND FRAME SHALL BE GALVANIZED AFTER FABRICATION. I � 24" I CONSTRUCT CONCRETE APRON ALL AROUND WHERE C.B. IS WITHIN A.C. PAVING, OR AS SHOWN ON PLAN ------- ENGINEERED FILL COMPACTED TO 90% ---CONTINUOUS RUBBER WATERSTOP (TYP.) SIDE INLET OPTION ii"131 "1310141147L GRADING, SITEWORK AND PAVING 10 CLEAR AND GRUB SITE WITHIN LIMITS OF WORK. ALL DELETERIOUS MATERIAL SHALL BE REMOVED FROM THE SITE AND PROPERLY DISPOSED OF IN ACCORDANCE WITH ALL LAWS AND ORDINANCES. O2 EXCEPT FOR UTILITIES AND PIPELINES THAT ARE TO REMAIN PROTECTED IN-PLACE, DEMOLISH, REMOVE AND DISPOSE OF EXISTING IMPROVEMENTS WITHIN LIMITS OF WORK, INCLUDING EXISTING LANDSCAPING, TREES, SHRUBS, CONCRETE FLATWORK, AND IRRIGATION. IRRIGATION LINES SHALL BE CUT AND CAPPED AT THE LIMITS OF WORK, AND THE EXACT LOCATION OF CAPPING SHALL BE DOCUMENTED (TIED OUT), AND REPORTED TO THE ENGINEER. EXISTING UTILITIES THAT ARE TO REMAIN IN PLACE SHALL BE POTHOLED AS NECESSARY TO DETERMINE EXACT LOCATION. TWO ABANDONED OIL WELLS EXIST ON THE SITE. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO PROTECT SAID ABANDONED WELLS FROM DAMAGE. O3 ALL CONCRETE, PAVEMENT, OR PIPELINES TO BE REMOVED, SHALL BE SAWCUT. ® GRADE SITE TO THE DESIGN ELEVATIONS INDICATED ON THE PLANS. THIS WORK SHALL INCLUDE MOISTURE CONDITIONING, OVEREXCAVATION AND RECOMPACTION, BUILDING PAD PREPARATION, AND OTHER WORK REQUIRED BY THE SPECIFICATIONS, PLANS AND SOILS REPORT. THE CONTRACTOR'S ATTENTION IS DIRECTED TO SPECIFIC REQUIREMENTS OF THE SOILS REPORT WHICH REQUIRES REMOVAL AND RECOMPACTION OF PREVIOUSLY IMPORTED UN-CONSOUDATED FILL MATERIAL. O LIMITS OF BUILDING PAD PREPARATION THAT EXTENDS INTO ROADWAY SECTIONS SHALL BE COMPLETED AND CERTIFIED BY THE ENGINEER AND SOILS ENGINEER PRIOR TO CONSTRUCTION OF CURBS AND GUTTER, AFFECTED CONCRETE FLATWORK, OR STREET STRUCTURAL SECTIONS. OVER -EX LIMIT = 5 FEET MINIMUM PER SOILS REPORT. © CONSTRUCT 6 -INCH CONCRETE CURB AND GUTTER PER DETAIL e 6 ' O7 CONSTRUCT 6 -INCH PC CONCRETE CURB PER DETAIL E 6 ® CONSTRUCT PC CONCRETE VEE GUTTER PER DETAIL 6 HEREIN. PER SAID DETAIL, VEE GUTTER SHALL BE WIDENED AT INTERSECTIONS WITH ADA ROUTES. O9 CONSTRUCT PC STAMPED AND PIGMENTED CONCRETE OVER AGGREGATE BASE OVER COMPACTED SUBGRADE PER DETAILIM HEREIN. COORDINATE INSTALLATION OF DETECTOR LOOPS, AND GATE CONTROLLER CONDUIT WITH GATE CONTRACTOR. 6 10 INSTALL EXPANSION JOINT MATERIAL AT ALL PC CONCRETE ABUTTING STRUCTURES, INCLUDING FOUNDATIONS, CATCH BASINS, AND CMU OR CONCRETE WALLS. 11 CONSTRUCT ASPHALT CONCRETE PAVEMENT OVER AGGREGATE BASE OVER COMPACTED SUBGRADE PER DETAIL e HEREIN. ASPHALT CONCRETE SHALL BE FOG -SEALED PRIOR TO STRIPING. 6 i© CONSTRUCT PC SIDEWALK OVER COMPACTED SU13GRADE PER DETAIL 6 HEREIN. 13 CONSTRUCT A.D.A. RAMP PER CALTRANS STANDARD PLAN A88A. ® CONSTRUCT A.D.A. RAMP WITH YELLOW COLORED TRUNCATED DOMES WHERE INDICATED ON THE PLANS. 15 INSTALL 24" x 24" CONCRETE CATCH BASIN WITH H2O, ADA APPROVED GRATE PER9 (Old Castle Precast - Model CB-2424CB) OR APPROVED EQUAL. 15A INSTALL 18" x 18" CONCRETE CATCH BASIN WITH H2O, ADA APPROVED GRATE. (Old Cast Precast - Model CB -181830) OR APPROVED EQUAL. 16 FURNISH AND INSTALL 3 -FOOT CONCRETE PARKING BUMPER AS MANUFACTURED BY MID STATE CONCRETE PRODUCTS, SANTA MARIA, CALIFORNIA, OR APPROVED EQUAL. 1© CONSTRUCT 6 -FOOT CONCRETE MASONRY UNIT FENCE PER DETAIL gC HEREIN. B 18 CONCRETE PC CONCRETE PEDESTAL FOR SLIDING GATE MOTOR MOUNT PER DETAIL K17 HEREIN. 19 RELOCATE TRAFFIC BOXES OUT OF PROPOSED COMMERCIAL DRIVEWAY. ALL JUNCTION/URUTY BOXES TO BE ADJUSTED TO FINISH SURFACE. F ® FURNISH AND CONSTRUCT CMU TRASH ENCLOSURE WITH CONCRETE RAMPS PER DETAIL 7 HEREIN. L ©1 PAINT PARKING STALL PER DETAIL g HEREIN. M ® FURNISH & INSTALL ADA SIGNING AS SHOWN ON DETAIIL 6 ® INSTALL NDS "SPEE-DEE" DRAINS (OR APPROVED EQUAL) IN APPROXIMATE LOCATIONS SHOWN ON PLAN. COORDINATE FINAL DRAIN LOCATIONS AND INLET ELEVATIONS WITH APPROVED LANDSCAPE PLANS BY OTHERS. MAINTAIN 2% SLOPE AWAY FROM BUILDINGS FOR MINIMUM DISTANCE OF 5 FEET OR AS RECOMMENDED IN THE SOILS REPORT. THE MORE STRINGENT RECOMMENDATION SHALL APPLY. ® INSTALL 6" LANDSCAPE DRAINAGE PIPE. MAINTAIN 0.25% MINIMUM SLOPE TO PERMANENT ONSITE STORM DRAIN SYSTEM. EXACT PIPE LOCATION MAY VARY WITH FINAL LANDSCAPE PLANS. SEE NOTE 34 ABOVE. ® CONSTRUCT COMMERCIAL DRIVE APPROACH PER CITY OF BAKERSFIELD STANDARD ST -3. SAWCUT 1.0' FROM EXISTING UP OF GUTTER OR AS DIRECTED BY THE CITY ENGINEER/INSPECTOR. A PEDESTRIAN ACCESS EASEMENT IS REQUIRED BEHIND THE DRIVE APPROACH AND IS RECORDED AS INSTRUMENT NO. 219088854, O.R. ® CONSTRUCT COMMERCIAL/MULTI-FAMILY DRIVE APPROACH PER CITY OF BAKERSFIELD STANDARD ST -4. (PER KERN DELTA WATER STORAGE DISTRICT CANAL RE-AUGNMENT PLANS.) SAWCUT 1.0' FROM EXISTING UP OF GUTTER OR AS DIRECTED BY THE OTY ENGNEER/INSPECTOR. A PEDESTRIAN ACCESS EASEMENT AND PUE IS REWIRED BEHIND THE DRIVE APPROACH AND IS RECORDED AS INSTRUMENT NO. 219088854, O.R. ® SEE LANDSCAPE ARCHITECTS PLANS FOR BOCCI COURT, POOL DOG PARK AND PLAY AREA PLANS. ® RECYCLE AND RELOCATE MISC. TRAFFIC SIGN PER CITY OF BAKERSFIELD STANDARD T-2 ® CONSTRUCT SIDEWALK PER CITY OF BAKERSFIELD STANDARD ST -5 AT EXISTING CURB AND GUTTER ALONG HARRIS AND BUENA VISTA ROADS ® CONSTRUCT ON-SITE SUMP TO GRADES SHOWN ON PLAN 31 CONSTRUCT DRAINAGE BASIN OUTLET STRUCTURE PER CITY OF 13AKERSFIELD STANDARD D-10. ® FUTURE COVERED PARKING STALLS - SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ® FUTURE ENCLOSED GARAGE - SEE ARCHITECTURAL AND STRUCTURAL DRAWINGS. ® CONSTRUCT STANDARD STORM DRAIN JUNCTION BOX PER CITY OF BAKERSFIELD STANDARD D-16. q _3bl CITY RECORDS NO. o� W Ferry.., n m^ om� O s <p °m ° O Q 2 � � J W O1 QOu- 0 0�R0 0�0LL Q� �0Q� Q 0� U� T NO. 9 OF 17 z s a � T NO. 9 OF 17 00 EASEMENT NO. 2 TERMINATES AT NORTH LOT BOUNDARY SEE SHEET 11 v m /b " .' - y s pua ND AND E • E SEE S ` d cf' 4 I V s $0 " -%E L3 ARA'7t PLANS .T 1 O( J N rn I B s� fc \I x Boa -5D SHEET 9 FOR LEGE m J .®.oJ`f _ oaf, oM1a -mss " CONSTRUCTION NOTES fc� CI7i 5k,,. , � - I iG� 33g310 3y393kf `'u? � 9...'2� -C 1 s 3 0.I• � 9 ' `'� l 2 J 2 �° ( x ° I • r T =w s� T Tc ��>9f I BLDG 3 . k . �' : `�` • ,�5 A I • J I I s" s 3�y5 EYP. yl. ` f fG ` ` 20X 20y 2.0X r sem. :,, o .t \ / I 1° 9�. a W C 5 _ _ U _ - TYPE FF -354.565 � w . . I I I e3• I °y, 353y9G�a' oma^" I \\ !/ I.�� 7 63Sf5 `I.� s ``S �,"" - S •2. d 5 P 3 _ EP -354.06 f � �. ,9 g 9 8y LEASING/ CLUB x. 3y3. t o n -" $ .o" " - S " " OX r E • ..J , .. a ` cs v �y3'°° per= I / c J �• F Sp' v ® I • Ali F.=353-81 MAIL ISM. sLL all I • • 59G I / 20X \ I . " - ,j ""• xy,� . W ;c, z AEG, - \ , - - FP (5-3.29 W ,x" j I • ° 'R �9G�� 955G5_1 20x Typ' n �`-bg�OV'�" -`"Q ..sig " 5 �. N` <,•;. `4� " a 5 - f5. ` " W " . 3?1 9e5 S ..+�,9 :- u k Sr,G •A Db E Wpl IP" s .1^ e 9 . • h . 0. ,2 I I I •, v > � . "/y0 ' ...o . " . .3 " ---••� '0 dT z�9hli .> , AFR R W .0 p .•G• 'G. � 3 d 9 ss -mss%, 3jhy- _ � ylyil - C',s6s ° e w E po�• � ��oW 7 "�i 10pi `�.?'.-'o • YOBS 3�"" � f5 t~i� L not NL FG'Q x 3 5 - 8. °} iBIX ,�00f d �•'��" '� " n `s VAN .3�53� o Sn x ,Kn $3�y3�0 `>c. ` )h361.�f5 • w x ^ •rr . 5 K I s 9l \ s `C•' ` ff�i 1 a �� 5 '� E USPS 3' s 6.00'. n "S• < SD`$W �w� ® W W •7 ° " " . " \ `�o O 353.35 FSw as $OX -B-•'L1•' •i' d''.s s`7 os _ `�s • gG i5� 5a ` �' ` •\ .. °.j \ w c °G "� ..�,.� 1S."!w,r�'C�t,. sc'• •9 w s �,e �y 3y 'S. ^�b'S SG i'Y ,� °e• ° <. e . < a x " " y W y y " y ,fie I90 f5 N Ty�fS d66f� awz 7 ey 3F �sl s e ° o •. 'sy %y 3y bf5 1 -SD 9 3 1y yd 12 -w a a T 3y 3 �0 ° e ?y SD�y r�iVn vIMG � 7F � • . � s�-a, h' �-"' I _353477Z' -_ �„_ - e .. ... .. s 32.0' O Q 35297 FS - 9 ° e ° • � e a M S g 1G5 t S, @" pYC SEMER c p� .rK-� . 1 PG hO'� 600E 1f k 1 f5 .rte wc, 6 2340 0 7. f�-S �,'c rc Y` a -*-S •• ° Se $. °a+ $ o ! 2 y3.'�61 •1•A,\ g5 yti\ y19+yh y�9 �b 0.63X �� ' . a 353 ,,1 \F� y3 , ° �I v •'1� �s�' .�s�. f " �orsss 7 :t� "�.y%ti y "'�fF y3 - .ySM1 •,.s, 3y "�ti61i y9 03 °(G a oll I ®� 5o'•I "� o •"• �-�'�.�n• .a T' a a•o c{ ____ 4 I I n �y. '?Sv 'I! a ss .ro.-, .r "vim 6 f x 4G ` "�' " .r .. � . . �.� � .---•-• -I•- moi.' •° e � o- :-a. ° � _ •39.g� ` ` ` "' 77.8' Pic 5v- 0' Q50X 7 sF. mF . ~ 3h 1 0 5�9� \\ '/ \ _ �'� rr�`r 4 Ya'P W .3191 �' •e M1�pA 9 3d 1' ;,� �s9rl y . W W •" 20X b s ° M9 `}-rs/ �. p OX 3 '"�' `'.�. 5 bi•--y5 k0 8•L �,. 19 f5 9 �-90 s - GRADE Bax 1% . i ., r • 3 + . " W y >a l iSP I" 1? "� 1' fl\ f. ` 1 r.soz r.50Z f5 \2a0 /'I �� \ ,:g7z 1.97X ObgfS S d 500 s �20X _ 20% c 5.00 I I p I`" >J"�-a �"��', 5y y��y I-�, 7 ti)gy W �/.1 F•'c' 1001 1 / ,�. / yy ytiy N .,�"W � y TYP..`+y+ .�`M110 "x Li ZaTc 1sc; 35 Q.1 v EEI W -' - W V I k \V}I �t`1 /\ ®I 71 7 I}' ,y3�d� f $P I .a>n LTJ. 611E 5' T o s: " S :M 1 \ 3hy1. ` I w . .00 w c 33y1 661E FQ" W bt litI / <�w) i l $ - I l 22X / ,-rz l I 1• m. c �y11 y0 a y . f c��; 5 0 c �o1G 6 " @-jm." 3 Ac 1 � J y3a9,P y1g9b9f 5 f 136 5 N�- / g$f`� yf zoz z I I,. .' ,.' z.fx 9,�y1 27z G 27X y\ r.sX y�y�. LSX \,I 2OX ..��y�6 7.5X 1351 r.70X 1.70% Bm. a` ❑C CIC ") •5Y 1, I `�, V W I I ( +; q +' " • W GRADE BREAKdifS y . GRADE� 9�f _~ s`s; �- W Vj ® � i �� . .sem / y .>"`',.,• 35g�9d �� .+-. m .assTs 3 }y� 1F5 TAX�> )y �;\3@1f5 0.35X .s 6 `r6, a `n \•,9r iy _. � .. Jf � " � y W 1 /'/� 9 TP. "i W o 5 G y1 �1 iso pF` yy 13 � �s �Q s s � '\ �7 �• I `" .F.. BLDG �. ` ( e 'b 3 5ti � 3 1 �• n s s f I° ` of esf5 3 I^ ` �� 0 6�' zzaX I I ` W PEDESTRIAN ACCESS AND PUE NOTES: W y3166 .�y, 't,n 7.SX so niYP.` $�. 4* PW LAT. I --eJ1f �6 1• G .� 11 ,n `t,• ",r ��" .n " 7,X0 ® 1.OIO,T S OA EASEMENT NO. 1 (HARRIS ROAD) Z t� . I' d' 6$ ° k 3y q0 t f5 7 "`'>`'o `�`s, 0 7 �`'_'; �'o �_ " ' 4 7-�� " i PEDESTRIAN ACCESS EASEMENT 7.00 FEET WIDE AND ADJACENT TO EXISTING W I I- 53 0.- 53" 10 5- - o - O TYPE A - 'l F^^w _ 53 333 9AffG " - 5 - �' -oro ` ` C y I w I STREET RIGHT OF WAY IS RECORDED AS INSTRUMENT NO. 219088854, O.R. 35 1 I. s J ° oa . " J n PL n l�1 8 1 I ` 'l1 fry. I�' • "` Sdt " 03 -ir3 • N S " UB EASEMENT NO. 2 (BUENA VISTA ROAD) ` W 0 W " . 5 PEDESTRIAN ACCESS EASEMENT AND PUE 7.00 FEET WIDE ADJACENT TO c .,+ .r PEDES S I 3 S 2 f r" b.®�. 5 .a 5_ �� 1 f � 6 4 ° • •i " ' " •' EXISTING STREET RIGHT OF WAY, IS RECORDED AS INSTRUMENT N0. `J � 3 90. h •5;. ' S 1�5 72' P✓C 50 I~ FF=353.70 p� X11 s mh G TT F 219088854, D.R. < � EL ❑C f' a • t 5' se' o o.2ss F I +� t fG .. ., -r-� �>. n ',_'. -:-:.•-., " 35 � f P- f"� s ._ �� 2.OX 35 f �`'u, 20X d1� r� 5°°3 ` I` . `� - u BLDG 9 ° FF=353.44- F - - 71G �z , 35 a5 �� 3y3p 1b 7 i" ... J 35312 - � W 15 " 5 " ... s -' 22* r 00 . r � y. i 1 15 ES s .� 1.2 �` a �� FP v M1y oc Y� z 5 1••� I =352:9 ;n OZ 5y, 1G „ t �� r c� 9 l ". l" 3s-1 TYPE n u ' y,3f �35 2 . 550 �1 - J x n C LL y 3 fe• (1- I"•IW"') `'o cs•. I 1.Oz .. z'W 9�' W �oy�- yy0d,." W� � �l jp . I" I. \ .yfG" " .nil" ., m ` .. x. " kl�. W"".gI W.".W" lJ.r�.a°" �w, "� ®. 900f� '`'� 'I` 19 f�"s :so Y " - N1W-fG JI a �o� .ri�" J.OXo?n. 1-2 67 "_ _ yl Ei 321 d+ " 352" 0 . - ?" - -"-�--•°y1110 l , ROW +'�oW " • W \ JBL ... ,n .4UI, 1. °' - . " < a • ° r� l�i W AQN/ST PG&E YA[KT -- - ---------------- Eust 2i.�--5 .foo ��`_ �- ��•�_ I�� °". N o I 70 MA 7M -gWWALK 9 F## -W SWALE 9 3y 51�y ^moi hR .4 G� w -,a - s�� a� 51 _ h so Evs.. mi 2 - m $ 0 10 20 40 g h ^ ti c I 4 H� �� 3 $�'• x o a I I _ HARRIS ROAD® o , inert - 20 «. � `� `�- `� > �a - - - ` SHEET N0. -- M1 10 I CITY RECORDS NO. OF 17 i �I g" I l it rBLOCK WA ' r � I I 550 1 I I I I I I I�, I II I I M1q? II I I I I I 5.56' 17 WL 90 aw I 0 rlI� O I I 9I� v c I I e I g1 � I 1 I I i II° o -r al Q z w I I ITF 1'C !'- 5.50 I � ni 51 I I I I I •J I 1 I I I � I I I I � 1 I 11; I I 5.50 I 9 rrP. y9 1 > t30.,, EG/ BK. 50 PG 174, O.R. 9 • J. J�� ° tr p 7 KERN DELTA WATER DIST!EASEMENTBUENA VISTA CANAL Ia— 1E' Alf,�J-aPti— EG 0.1St ry G ��.`T - .-'oo»-Y" •fes �>. fV E — EG- s9� EG — —x. _ s`� G _ _r tE- 98S6, V55h36y'h- yR, y9 x 5 G ry13 ,�yB SE— 0.1xt ".� iG pG r�� 3R pSf 3cf�31 rl 5R30 yR. 8 r��++ App. ��jjN3�.T Sp ` .,� • . . . w • UkAz F1I�f�- 3yGAp, .I � � ,yR X"') E "c GFp ev` yR3v .� W WANT. 3y W ' )RP, 5 7 Ix -++ "'1 t - 11 z I. "s" tGV 8 1y3y3. x n c, o..mx ffr 49� 1ry p1 a.wz " - -- .ra o � 8 �)5 ry. 0.30x ,t5 I� � 35°365 99�3y33� L -` y30y 0y 3�y53 � ..: c. W 5 yy9. 1 y3. G9 O ..'o y36 �g r x 3ygg 7 r ��• 35: 35 —�. � `y3y1 ^�- f e oma- � - �\\ 33a'S ...� LL " ,5y'� 3y 53 `V _". ° °. x .y e 12 ° in (k3S oo.... a a ,�^� RFs X14 I 353 M131E y1�,E s00' y5? — .z . sm�SE NL T — . W `. W N Z FF=353.84 — .I W FP 353.26 . f" L ;ky 7 ❑ W • - BLDG S ❑l =353.$ W �. . . FF Z� 8 BLDG 4 } � �'• TYPE F P ; 353.31x ' co �W .+,j. 600 A. ( � n CI7 A o 1 ''71 f — ��oy r 18E TYPE B ��' : i . u 9 yy. I c❑ 1j.LL I - r I" zosn n so -z-a yy! 01 EG . y,�ry r� . • ; = — , o_ q,_ iG G 5 '1 u u r• 353 o a 12 �• a I o �y {y PLAY 12'rAt EQUIP. cil. : .a,`� y W ". ' . ✓ve . W .�? J G 52E LANDSCAPE G @° PRL SD` y E81.85i s " . g•.PVC y . �� ry ARCHITEC75 PLANS FOR 31 t7.5 O 50X` .�y9�y 2 x 3y3 FINAL GRADING AND .753.44 FS' yy yy 6 g 5 A@/LCHINC REQU/RENENTS� SR J G fepp s S y , `G 1`J,'. '� t 2 2. 0S - f 7xLi POOL e I. x1 + x , gLLs SWIM STEP 35 .97 fS -� .SFE LS ARSH PUNS L T ° 2 y , 3374 •I S IIx z`� .. 6.00' � I y . W 2 W - - ogri-z'P" Pba _.. so 00 -^�0- "6w Y�Plts s� E . a. / 3531 RtipGEB R f5 yA s s9 ->=w. LLle . x0:1 CI7 W—yp,GJ� dW g • yRO�f. _ 9' Rpl: ,-'?sivoe + y fG 5 3. 3s.�R •,,.� .� W •� . J -%_ 'S 5.. • 5y FS Y .mss ` ih10 40 BLDG k 6.00 � s y h ! I 3y Yr. .IY W 1EfG . I z.es 7 c�5y9 TYPE �LL� FF=354.56 SEE SHEET 10 NOTE: SEE SHEET 9 FOR LEGEND AND CONSTRUCTION NOTES 4 N 0 10 20 40 1 inch = 20 ft. 1�-3oi CITY RECORDS NO. V) SIC-) N I+I m yR�00 .yy .o )RP, 5 7 Ix -++ "'1 t - 11 z I. "s" tGV 8 1y3y3. x n c, o..mx ffr 49� 1ry p1 a.wz " - -- .ra o � 8 �)5 ry. 0.30x ,t5 I� � 35°365 99�3y33� L -` y30y 0y 3�y53 � ..: c. W 5 yy9. 1 y3. G9 O ..'o y36 �g r x 3ygg 7 r ��• 35: 35 —�. � `y3y1 ^�- f e oma- � - �\\ 33a'S ...� LL " ,5y'� 3y 53 `V _". ° °. x .y e 12 ° in (k3S oo.... a a ,�^� RFs X14 I 353 M131E y1�,E s00' y5? — .z . sm�SE NL T — . W `. W N Z FF=353.84 — .I W FP 353.26 . f" L ;ky 7 ❑ W • - BLDG S ❑l =353.$ W �. . . FF Z� 8 BLDG 4 } � �'• TYPE F P ; 353.31x ' co �W .+,j. 600 A. ( � n CI7 A o 1 ''71 f — ��oy r 18E TYPE B ��' : i . u 9 yy. I c❑ 1j.LL I - r I" zosn n so -z-a yy! 01 EG . y,�ry r� . • ; = — , o_ q,_ iG G 5 '1 u u r• 353 o a 12 �• a I o �y {y PLAY 12'rAt EQUIP. cil. : .a,`� y W ". ' . ✓ve . W .�? J G 52E LANDSCAPE G @° PRL SD` y E81.85i s " . g•.PVC y . �� ry ARCHITEC75 PLANS FOR 31 t7.5 O 50X` .�y9�y 2 x 3y3 FINAL GRADING AND .753.44 FS' yy yy 6 g 5 A@/LCHINC REQU/RENENTS� SR J G fepp s S y , `G 1`J,'. '� t 2 2. 0S - f 7xLi POOL e I. x1 + x , gLLs SWIM STEP 35 .97 fS -� .SFE LS ARSH PUNS L T ° 2 y , 3374 •I S IIx z`� .. 6.00' � I y . W 2 W - - ogri-z'P" Pba _.. so 00 -^�0- "6w Y�Plts s� E . a. / 3531 RtipGEB R f5 yA s s9 ->=w. LLle . x0:1 CI7 W—yp,GJ� dW g • yRO�f. _ 9' Rpl: ,-'?sivoe + y fG 5 3. 3s.�R •,,.� .� W •� . J -%_ 'S 5.. • 5y FS Y .mss ` ih10 40 BLDG k 6.00 � s y h ! I 3y Yr. .IY W 1EfG . I z.es 7 c�5y9 TYPE �LL� FF=354.56 SEE SHEET 10 NOTE: SEE SHEET 9 FOR LEGEND AND CONSTRUCTION NOTES 4 N 0 10 20 40 1 inch = 20 ft. 1�-3oi CITY RECORDS NO. V) SIC-) N I+I m .o N 0 us U r-1 U1 W > rOh O m zr- O m � m � n 4 p � O n. M w' A�' a T NO. 11 OF 17 174, - 0.R. I h""' -IIOH P co ticE i Ir 14 xk / 3 5 G' •P ,a •T f lP �.-- ,t° � •� -.. 'Toa �,+ � s� 6Gpr`P/ / �6M1- 'SyfG�GP� _ Yff(Go.. `tr }5,,.'LbGpdP` b'FGps`3kP�' .y9Gt1' Q 01 kry �P' . 000, 50 5GtE1� }ybhy34P� . }y�GPTGA \� �g al[! `Z,r _� C_ o.'•,m �' 'S'fG_ o }'fG---�` E a .ry00 ptE_ y - �9 ryfOtf fSF . OfG }yb 0k y�, , b k T •(f w .. `Tp d. �� l�` � 5 5k l 5+.5•y }'Oh0 N' o`-' i+_o c+�. .95d7JW _ _'� W '�� LOT 71 so . 'e wW �. .. . _�; �.r • � � }. ti sky �• k - '�rnl` �. �4 �° 0 W�1 4".r.,�,`£�'tG }09g.rc' }80•yb "' `'•.' f5 'L f5 `�•{;,:,a ,�G� .r,�,ea F0_1U7pI 1 �'1y}. :� 'S5y}.:; � �,`+ }}ti} c'�o 'S°ry � o� 7 W }yk�9ti �.`�T y�Gy�' ��• • a �aT ,�(/ x x 8 IN S h V ^] G • � N eJ niy 'r \ N t 8 tG SG "i h 0 z 7s 1 1!.I -- •''moo y59gf ___ aJO,E k� 5- h0� 11 c�--. ' e• Pl2' SD x.. .r, ei Dass "�'� •,, "l� \ --ry --ry d1 .44.6' B O.SOX '�.r y B 6 0 0.JO.i ry. h ry 0..7aT } } 1 '. , �' 35310 TC � 4} � � `�'`�irT 1 � •' � _.. G `SJ �p k 352.60 FS P S s C\ 7 ygtf5 ,1 �� "a• 'o . 4 0gtf �� OtfS � �1 �`r� fS� N5 �e I `" �-�'�� H �� y G � tG � �� . 7 - X Y �J" 8tf\' at y \ �' "u`� �"• N. (UX - •.% •`sr •� a • a• al . �w' - 4.4 . 5106 20.E . y'y`•-'-. I , j� 1x Re,•WT J.�. �fi yam. • W... •. a" y G y .N a I. 6 . 'n " W • . +' W ."' .}y -s- .� T�}---.s•y. 6 e e•T.�� y}01,fy� 1'\ _'.tea; kry9 .�� .. 2 `yea•• 6.00 _ d= 4 - TYP. 2.0.E .12.OR El s � -�= `° � 4 � 4 FF=353.82 4 - � _ � FF- 32 BLDG 5 CI� FF=353 2�- �- , I 8 W w : _354. w •�,.....:. 89� i. _. - w - 53.74 FP 3 53.24% i. FP=353.31 ••I' -1 .... _ TYPE .�` ,��--•�� I n Ell C❑j ;. BLDG 6 yaryf t --i t _k p 77 W �� TYPE C }y�y}sG ,- � „ -yy�; ry 5 16. ' TYPE C '� � p" F �` LOT 70 U.Lu . . } . . . SO. lEI4 Sb G .c .�0 �. =4 . _ Ell- Ell k}f ..2 W E1.1 0_1 o .. r, 5 i .� uz 4 fi.00' XE}�0 . r R�.fh +t()b } , • . �� avt So o • 7R .$� k0� N x � h f 4.4. . __ 4 . , 6 r- 4 �. `. �. •• G4.4 9.� f` •.; } . •. Gy -dam g• P ��` - - - h ' `\ 7S ,. . �. .. I:� b a � • • �, 4 , • �, � �, • �> 'n . 4 . 4 PVC kA7 5 g • 014 4pC Sb' `` 411 TYR X �,F� � W a • 1 W 54 � � � td "� a/ y N� J }y}. F 4 . 4 f5 • . .. o � . 0 SPA ell f S 4 4g}_Y ?7 �J 4 • J V.. __ 4oi�Y `�'o s�,./� �'9 \C` �y yh }hy\k\f 7 k\ryf5 M15 2 104 --• . 6.04 20X - . - . 2 POOL • 1.5%' FF 354.38 �5ky, �.S�P H n E ' 1r �4w ❑ [ 7 6. - i j(� SWIM STEP -4 . . Imo. . 4 k x -' . � . V O. . . Ja ms's S 353.91 FS 8 T • s LOT 69 �t co L • yl. 4 J,4 ♦ a. a /.. q a. . ![ J / a I.e s % 1 -� BLDG 70 _ ° - '�- • • --.. �• •- - EQUIP `� . . . J-. � } 6,y0•. � TYP. _�/ PVy..__- _ • • • P00[ Ff _ 50 -^�0. . . . - \Lj7 J50 ®.00TS • , Y Cfl ^ . 4 L kOJ Oryf Ory A ... .. 4 2.OR 2� 6:ao' 4 O 14 B N11 a g '� -�' �,�yb� 44s 44•• y4i�4 C❑ CI7 - Tt -.,• 4.1y II_ 4 "T56� (.0 , _�. '-. nk J ��J kk '�. 2- 2aE� - _ } ` .�. k. ,� • 1f'3• ..... . __� - TLS I. y }: ,0 fy a� sn 4 5. `•y �'� C f- D_ N� 4$ -1 00 . b 0 4 s. 1.2 4 4 h }f 7 O 4 . I BLDG 7 A. . In J4 ss }y} 1 f f r za: -� 5 I- . y . 1 I o4 f 6 4 4 . n h h 4w - t F F-354.56 k o : t . . 4 . 2> 4 ... .. 4 4.4 .'jy. ay _ W0� 4.44 4 . TYPEA I4 1 ox 1 �j 4f m LL. FP=354.06: 2 4 ..1. - _ 1 LOT 68 gyp. � OfG -. 4 * . I . . 4 .. . . w i J x n n L2 S'W 7 SEE SHEET 13 4 N 0- �j M I'I y LTJ NOTE: W 4 N E SEE SHEET 9 FOR LEGEND AND z ° M CONSTRUCTION NOTES `-4 V) 5 w 1 1 (i- D w M �I M- v6 0 10 20 40 o Q W 6 w m o l 31SISM • S m w SHEET NO. 1 12 OF 17 CITY RECORDS NO. 4 N �I 0 10 20 40 o Q W .• m o 1 Inch - 20 ft. SHEET NO. 1 12 OF 17 CITY RECORDS NO. SEE SHEET 12 4y EQUIP S - _ 1a' POOL r r rl r� EQUIP r . T'2 0 r • L T . r SEE L3 ARBN. PLANS r r . . W TYPE B y7 .4' r Qi �0% ao' fi r r r ] W V '\ yyyyefy',.1G 04 s`''�;�� Q �r 5•{i"3` •fG rL B®O'ss • I f ... S: r+.r .`.�. A BLDG? ` - s ymw5y•: 1E�, 1r O.0pg5>6/ I" ..r� �r�r o�.o S fxFF=354.56 TYPE 20T 1 2 _fP=354.06 :yryr... � oXF=353.84LEASING/ CLUB mr M1r'10� 'Syr��y y1M1°�O 1 hddE 9 1 r ��. 353.26 MAIL f5 MAIL RM. .W.r-r r.x ,y X ..... N. . . . r r r W "s L7f6—u4 � d ay s 7—sem rr i v's Its `s' VAN iy . y + ++ h W I• o r 2* 39G G �EVI ® I x I (USPS r r 3 . . . r �Ga- . a r. .r .° 7 2' E J. .�ss�`r`�."an '•' a a -e i .,�,ss7 as a9 �.�AS�9A ,�• h^�h�� "".r.W .rr r3�A��so�+ E5S 'W 135771 F.5' yGry�yp > H05 b. i gn ®, 353.48 TC fs r r igiy ,raa'�s a n � ea yy g.� 6f5 1y f5 S I I 4 .� N� 35298 FS ®0 92 ,� ,hA- Qs ^11•P_.�_' >, • 6 's �hy�3�,� 1,�y �.�`l3 y Gyy Fy 01sT 0.45T y fh r ',7 f "Y.YtADE BRE N 224.4 0 9.25X 50 'S— i h' 1 12' P{ SD sA� 1 S f7A8 N O. 5�%—'�2;—m hh 1SD a9 SO f2' PVC' - �.° a. - i. . A •'-_: 35J.47 TC x 3 9 ° --35297 FS O CD 0) W '�— I— a_ 0 Q cV �Ln m LOT 68 PRI VA7E SUMP 8 VOL REO. 1.01 AF VOL PRONDED 1.06 AF TOP = 3525 VSEL = 350.5 BOT = 33Z5 LOT 67 i� nu. F i rG«S . 58 So.� 5 �s� "PVC' S.s 1G5 S -mss f5 �-,EG al n 5 G® yyS OAE 101 sc' 5 ,>�' I E ( 5 y h .s�.o 6 '9 t.eT Oyti10 ,ly`4ry1 ss, �, yti. 15 yj. a°' 7 7 1.5T 'S,�yti 'S yti yy.�y11 .a e:o_ 15 x352.98 .352 48 FS ke ��. G O 9ySEti e gO�P" 9 ".. G . . ".r•-' .rsa .i r oi. r . . . .�(5 iSFa LL-B6dh Sf51 W 1� '1G� x I.ST x `'sr'Q g1F5x 1.5•.7-r '•lG x 1:95T x �,y 9Ef x y 1 y�ab 1 /I.� s h5 ryg Ili 1 0yE 1 11 V,� r yy?ae r . �" w �-hy � 20T. � 520X IrxO�a 1� �- J �� L .. yG' wT x. r. s d 4 j x 1g�yy r { ypP N IJ y1k X v I y1 S �� 1. ! `•t 20t� ±., .. ` yy"55,�9 . . a s'.i7yy`k. W r • 4 /; j l v 1/,��/ 0� I 6 a5 ggl �' r�.x m 2»3` m ��I I Gy .� I r J. x r x. .� tG x x r r r r r 800: I/ _ /i>yayf Cf I. � Ir >� TYRLu yyyry. y� �A '� r �� 7 ayti1t ry 9y 5 1 I I R° 1 X I I a I� I.r Lu s o0 y3y1 E FZ .yti•. yyhlf �� a ! 1 �pI / \ I r; va; r TYP. 1I -yl ai 1- 20T PP �S 20T .. / I• I I A\ r I J I r h 7 CI I`` • �s�s I ` yy SGS E❑ ' �— E rl �w rl/ a3 2n 7 I �yf t , r s o s teT tTT yy. 4' P T.. ! f1' PIC SD - y 1 PtL' G yy 1• ' x NPa 77' o a25X x s' o a25X 1 Zr� BLDG ' A9 ksy7 AS 73.0 O 1. 009 S 01 SGy. ySQ- r r r r Ik pi�f5— 8 r . w . . TYPE "n y+p1y y3 (EV) yy�S T EA r }}tt � ,.: . r L. = _-y,Sy1�t r . . �.: _- . w r r r yy5 y. yy •''o.� _...? 7 .-,'o " ®o r r �. . .� `r .eyya m FF=353.43 12' PIC SD SS -• . _.`- ac �� .� yyy r o c ya ' O a25XG h . 7'1 h G fyf y�yes,r�y. 2ytG�c1S OyTyyyey\f5 • "�'�ss�s2�110•`T.y�`y�y;1d d1��d r��"f �`'_'.rzs oxrc L2_a y.�h� a y®5;I r �u�,'u y�1E y >� �w _ILP .I r r. ... u Etr"�r ;xy y 5 py ...5 - I h p0I � +_•' 5 �. J1. 's hyh oES r aI1Cst2Ie]sr �0 N .® .. y r. rFP=352.6BI%7 FP -352.R FF=353.246 BLDG 9 ox + rrr �y... r . . 8 7 6 . w �. _ 5 +-� ; q .I'ITXI'V r 1 O,w r . r . - C7 ..G (r `?s SG "�� r . . . r Y'.1.OX 1 DO F1 � TYPE A . . . p f s. o TLP.1 rte,. x a. 35p �1 s�'r bhp 1�O,S mac+ I W x . . r ,069 • 3 z fG . , "s?oI ` r - `v` r EOEf ^;r 5 . r � . . r r . r r x °-_ • s,� 'lpp EyL �� r "� iw`". �x60p r2 1E1E. r fGx+ r. r. rW�br. . . . . _ ✓-' S �: • ti' t 1 . . r . dA �r4-"-.•r ,'fid,' _ y wr-�50-y ` 3 yry° x 'Sy 9A9• " W ms`s o�.. • Sx .yh^y ryGif x "' x W -.L. ��dPfG� .� • �"sa---•-`��`T` `a2oT 1 `Y"r / w fG 5`1iG `O a x ' yp Q2-k-50.0 — — � — .— — — - h. e • W n . � ow 50 y1,P Dot— — — — — — _ — -- — 4I� - - PROTECT EXISONG _ _ _ _ _ L J STREET L/CNT. — — —g PRO7£CT 3 £XISANG UTKTTr Gav&#m BEGIN SIDEWALK s HARRIS ROAD- --------------------- OAD m� -------------------------------------------------— — — — w— ------- ---------------------------- — ---------------------------------------------- s------------- NOTE: SEE SHEET 9 FOR LEGEND AND CONSTRUCTION NOTES D 0 U J JZwrz rz �w UwCC LL O O Q �R Q V O0_Q w�rz r�Cz VJ Q T u N �r � N M N M l 1�1 � N C 0 x � ml �'a a W 0, m O lO 20 ° �cdNE� 9` b q a �a n d d U 7 inch = 20 it. s �15'/aim O + v_ o m SHEET NO. aq No 13 3�1 CITY RECORDS NO. 0 U J JZwrz rz �w UwCC LL O O Q �R Q V O0_Q w�rz r�Cz VJ Q T u N � ml a O lO 20 J40 q 7 inch = 20 it. O W v_ o SHEET NO. 13 3�1 CITY RECORDS NO. OF 17 C, N M LOT 74 / LOT 75, TRACT O.R. I ((II BK. 50, PG 174,, O.R. Mn- I'i S89'20'03' E 778.39' / e��cP` P P W a N m FD. RSR. 8 CPP MK'D 'LS 5565• \ P 59.7' -- ---- -- � o°N II ' 718.67' 0 N o O02 so 55.aS'\NEER 0' b/ 00°45'1 ��''J'ci-5 m 15.7 - s - - - - - - - - LEGEND y m_ G I _9 I j .. ASPHALT CONCRETE o m - W tP PORTLAND CEMENT CONCRETE � I 3 S I III III __ a+s3a II I ^ FD. RSR. h CLANDSCAPE M o w I m MK'D'LS 5565° L 1 STORM DRAIN INLET JI I o I - � .•DOG;T;ARK .. 9]50 �� - - ... i � �- 1 +- � o-- 0� 7 � I - - un>Hr .2 --- g--. „- ! ___ �__^ 9s s° d`� AREA LANDSCAPE DRAIN •'225a -.Q' u. 2 2 m O STORM DRAIN MANHOLE z I 4.r 1 .�. $ SEWER MANHOLE z I CMU WALL > F - FlRE WATER UNE 90 1 0 1 I I - - ." a •-:-•_. .... ....\ ^' ":: � - + :. '`-' 26.0°' 2 ~. \ W I 1 2 _ .' �_- -• `. - - •-- - - - -': \ . - J _ -w-DOMESTIC WATER UNE N FF=353.84 s-sEwER LINE FP=353.261.: - FF=353.82 FF 354.32 eiDGs FF=353.89 A -SD-STORM DRAIN UNE - BLDG a .. `2 : =353 24 FP=353.74 I -. TYPEA FP=33.31 _ 2 n B a . BLDG 71 i 1O FIRE LANE - CURB PAINTED RED I .__ I m TYPE - ... ` m �a0° 7YPEC LOT 70 20 ARE LANE IDENTIFICATION SIGN - 100' SPACING I -- - P `- : -`•` HIRE HYDRANT C � F' �I � •, a... 2 ° .,-� .• -E� `moi , •e 2 y 12 211 �DETAILS 4 1 - 26.00' i8.00' / L 6 =354.38 ou ra - A l7 _ F 353.80 _ w 10:00 - °°" LOT 69 I-•� am�v 8L Glo � O 2 60.00' 9.00- 100.00' p2oo BLOG3 So BL 2 - 933 aN 12' WIDE - ..; OG 7 In FIRE LANE o : TVPEA - FF=354.56 m :. I/ �¢ Moo'-:• P=354.OI TYPE 1 / L A 37' FOOT RADIUS TURN PATH TYP. I �' \ • `_ " ` .I V I rR EM _ f OT �8 NTS DRIVE AISLE WIDTHS = Li I I /\ �,o9m :6i = aw $tg (SITE 26') _!EASIN FF 353 84 16 F=353.87 M111L M 35,26 - \I/ / FP=353.29_2800 a 7 I � r 1200' ' •.aa0 lass' ,000' KK�.�s w 2 $ 11] L MT X7.3 J LOT 6 - INV y 7 J cb.. Pry •9 _ P � 0 '" o pc4 Co © I' 1 R2p0 Lo�r L Z I I ry . I- Q. � G• (� z� vm '` 2 2 ® 2a0o�iaoo/ I V S� 1s.00'� O 2 0 o I. 25.7 2. ® P`'' &.- I �. I / ' 22.00 31.3 ' - o I I :1 \/ I V I V I I A' I! I °. 1 ® 1 a I I a.00' a0o' s.o0 ' z9 2- n I I 1000' �Ig ap• 18. W I `nv 1 I I I X .•I L•. \ lRzLIZ O' I I %�R3 4 1 6. i 1 T \\ �� S •.I ( I / O 1� 58.92' v ° LOT 65 BLO02 BLDG Q QO V / 7 TYPEA EXISTING SUN r^ 2 .- - -.,a - • ,Dao \ fn co FF=35370 .:. -:• F =35343;- / I NOTE: FIRE HYDRANTS SHOWN ON THIS SHEET INDICATE REQUIRED I FF=353' ' ' \ : ` 'P=352.85- z I .44 FP=353.12 SPACING AT PROJECT BUILD OUT. I - BLDG ? .: :: TYPEA F=352. o FF=353.24 BLDGs I 60.00 ... - . �.::: ,, 2 z :: :, FP=352.66 ,/•`� t59i'•`. 1 1 1686'. r PEA 24 W' 2a 00 / I °\ S 000 4 __--- � of+c - � .. ,.. � .• ' -.... ..-. _ _ - N 7 T,HARRIS ROAD _ I0 20 40 80 a h w Q--- ----- -- -------------N89'1958------- _ _ _ 77 .39' - - - - I - - - - - - - ---- SE 19.70N/4 -- _4a rI'll. CONC.M W/N1 inch LRMPRONG SHEET N0.4 ' a _ FD. CMC. MON. M LH. =_=__-------- ----= ----- ------ -= I MKti �_-_= 14 If L -- CITY RECORDS NO. -- _ _ _ OF 17 EROSION CONTROL LEGEND: _ — \ / LOT 74 / O CONSTRUCTION NOTES — EROSION CONTROL I � LOT 75, TRACT 6156-1 / BK 50 PG 174 0 R I~$F�� PROPOSED STRAW WATTLES OR EQUIVALENT. I / C7LS]O PROPOSED SAND BAG PLACEMENT _I 589'20'03" E 778 39• PROPOSED CONCRETE SURFACE 59.7 ++ 718.67' — II I b I D PROPOSED LANDSCAPE TURF AREA a I . DIRECTION OF FLOW 00'45'1 �•'-- / ■ PROPOSED DRAINAGE INLET - SEE UTILITY PLAN SHEET �I> I 75.7 / - - - —so— PROPOSED STORM DRAIN - SEE UTILITY PLAN SHEET EROSION CONTROL NOTES: INSTALL STRAW WATTLES OR EQUIVALENT. (SEE CURRENT SWPPP DOCUMENT) - - - — �6YJIRK �4— LOT 71 INSTALL SEDIMENT TRAPS WHERE SHOWN ON PLAN, PER OETAI . — 2 N P DETAILM. _ — ` 1 1 I , O PLACE SAND BAGS AROUND DRAINAGE INLETS UNTIL SITE IS STABILIZED, -- - i - - '•'•' II I i •r -. PER DETAIL®. ®, •• O INSTALL TRACK—OUT ALLEY (25' x 20' x 4•. DEEP NTH 2• GRAVEL), AND STEEL PLATES NTH RUMBLE STRIPS PER DETAIL I II \ NOTE: THIS Il •' : FU Frv=BL3PO5EGB4 .G� TH 7YPE`.m..r-',yy-. .FF35382 F . \\ SHEET PROVIDED AS A SUPPLEMENT P ALREADY ON FILE WITH THE STATE WRIER RESOURCES BOARD. ANY CONFlCT5 BETWEEN THIS PLAN AND THE PLAN ON FILE, THE -------J H LGOVERN. BLGS FFP=3WDID # 5F15C386025 =353 FP=35 A P=353. 3 74 m _ }• � BLDG6 BLDG ft r 1 rvPEc LOT 70 \ � I I %ED d�- n 5 2 PLAY ae Y i oo i E UIP. a® s I- I � l -1 u I � R :� ®- •�. e� L� FF=3`4.38- I I I I � 'I 1r I �, m � :: � �-` - �».� m •' FP=353, Q oLOT 69 I N — rvPE 8 I ' �o BLDG 3 L a BLDG 7 t ¢ u�i I N •, :T. I I rvPEA FF-- 354.56 rvPEA > P=354.06 _ LOT 68 LEASING/CLUB n F-35387 I MhaMt �P=353 26 I r I P 3�5�3.29 k L ti m I I m H LOT 67 I w I --- -5° s s 3 I vl o !n fl ��— vm D m e ® P m r P) 1 Lr / I v I I A A®I ' r ' a I r 1 r i t I x LI' 1:I I•:. I � � 7 11 F7 I I'. m r' I I m m I tt ttI : LOT 65 i BLOG2 t '..m m .; ■ SD m SD / 4 BLDG 8 EXISTING SUMP \ I' 7YPE A S TYPE sw � FF=353.70 w� = sa \ BLDG f F. =353.44 - =353.12 :. m� �P 353.85 e ' m B TYPEA F 2 96 e R=353; 4_ m I FP=352.66; •�• ,�z� � . . B ::- XYT 's — JOHL ----- _ -.. M HARRIS ROAD m - ` z-__ _: --• �- _ _ _-_- - _ 1 I — —— _ N89'19'58"W---------- 778-39'— --- __ 4� — — — — — — — — — — — I I 4 N 0 20 40 80 1 inch = 40 ft. Q U li co Z J 2 [LW O ' W 2cw�W CL %J IL LL0 2 u co It 0 W �P a N � 0 > o r t , U N Q Q U li co Z J 2 [LW O ' W 2cw�W CL %J IL LL0 2 u co It 0 W SHEET NO. CITY RECORDS NO. OF 17 a , U Q SHEET NO. CITY RECORDS NO. OF 17 EROSION CONTROL NOTES (BEST MANAGEMENT PRACTICES) 1. SOIL STABILIZATION: (A) TEMPORARY SEEDING - WITHIN 7 DAYS AFTER CONSTRUCTION ACTIVITY CEASES ON ANY PARTICULAR AREA, ALL DISTURBED GROUND WHERE THERE WILL NOT BE CONSTRUCTION FOR LONGER THAN 21 DAYS MUST BE SEEDED WITH FAST -GERMINATING TEMPORARY SEED AND PROTECTED WITH MULCH. (B) PERMANENT SEEDING - ALL AREAS AT FINAL GRADE MUST BE SEEDED WITHIN 14 DAYS AFTER COMPLETION OF THE MAJOR CONSTRUCTION ACTIVITY. SEEDED AREAS SHOULD BE PROTECTED WITH MULCH. (C) STRUCTURAL CONTROLS - GENERAL: 1. MINIMIZE THE LIMITS OF DISTURBED SOIL. LIMIT CONSTRUCTION EQUIPMENT TO THE PRECISE WORK AREA. 2. INSTALL SILT FENCES AND/OR FIBER ROLLS AT THE BOTTOM OF SLOPES IN ACCORDANCE WITH PLAN DETAILS. 3. STAKE FIBER ROLLS ONTO SLOPES PERPENDICULAR TO FLOW AT INTERMITTENT INTERVALS. 4. VEHICLE FUELING AREAS, EQUIPMENT MAINTENANCE AREAS, MATERIAL STOCKPILE AREAS, AND CONCRETE WASH OUT AREAS SHALL BE CONTAINED VIA BERMING, IN ACCORDANCE WITH THE DETAILS SHOWN ON THE PLANS. (D) FINAL SITE STABILIZATION IS ACHIEVED WHEN TURF GRASS COVER PROVIDES PERMANENT STABILIZATION FOR AT LEAST 70 PERCENT OF THE DISTURBED SOIL SURFACE, EXCLUSIVE OF AREAS THAT HAVE BEEN PAVED. 2. OTHER POLLUTANT CONTROLS: (A) DUST CONTROL - CONSTRUCTION TRAFFIC MUST ENTER AND EXIT THE SITE AT THE STABILIZED CONSTRUCTION ENTRANCE. THE PURPOSE IS TO TRAP DUST AND MUD THAT WOULD OTHERWISE BE CARRIED OFF-SITE BY CONSTRUCTION TRAFFIC. WATER TRUCKS PALL BE USED AS NEEDED DURING CONSTRUCTION TO REDUCE DUST GENERATED ON THE SITE. DUST CONTROL MUST BE PROVIDED BY THE GENERAL CONTRACTOR TO A DEGREE THAT IS ACCEPTABLE TO THE PG&E CONSTRUCTION MANAGER, AND IN COMPUANCE WITH APPUCABLE LOCAL AND STATE DUST CONTROL REGULATIONS. AFTER CONSTRUCTION, THE SITE WILL BE STABILIZED (AS DESCRIBED ELSEWHERE), WHICH WILL REDUCE THE POTENTIAL FOR DUST GENERATION. (B) SOLID WASTE DISPOSAL - NO SOLID MATERIALS, INCLUDING BUILDING MATERIALS, SHALL BE DISCHARGED FROM THE SITE WITH STORM WATER. ALL SOLID WASTE, INCLUDING DISPOSABLE MATERIALS INCIDENTAL TO THE MAJOR CONSTRUCTION ACTIVITIES, MUST BE COLLECTED AND PLACED IN CONTAINERS. THE CONTAINERS WILL BE EMPTIED PERIODICALLY BY A CONTRACT TRASH DISPOSAL SERVICE AND HAULED AWAY FROM THE SITE. SUBSTANCES THAT HAVE THE POTENTIAL FOR POLLUTING SURFACE AND/OR GROUNDWATER MUST BE CONTROLLED BY WHATEVER MEANS NECESSARY IN ORDER TO ENSURE THAT THEY DO NOT DISCHARGE FROM THE SITE. AS AN EXAMPLE, SPECIAL CARE MUST BE EXERCISED DURING EQUIPMENT FUELING AND SERVICING OPERATIONS. IF A SPILL OCCURS, IT MUST BE CONTAINED AND DISPOSED SO THAT IT WILL NOT FLOW FROM THE SITE OR ENTER GROUNDWATER, EVEN IF THIS REQUIRES REMOVAL, TREATMENT, AND DISPOSAL OF SOIL. IN THIS REGARD, POTENTIALLY POLLUTING SUBSTANCES SHOULD BE HANDLED IN A MANNER CONSISTENT WITH THE IMPACT THEY REPRESENT. (C) SANITARY FACILITIES - ALL PERSONNEL INVOLVED WITH CONSTRUCTION ACTIVITIES MUST COMPLY WITH STATE AND LOCAL SANITARY OR SEPTIC SYSTEM REGULATIONS. TEMPORARY SANITARY FACILITIES WILL BE PROVIDED AT THE SITE THROUGHOUT THE CONSTRUCTION PHASE. THEY MUST BE UTILIZED BY ALL CONSTRUCTION PERSONNEL AND WILL BE SERVICED BY A COMMERCIAL OPERATOR. (D) WATER SOURCE - NON -STORM WATER COMPONENTS OF SITE DISCHARGE MUST BE CLEAN WATER. WATER USED FOR CONSTRUCTION, WHICH DISCHARGES FROM THE SITE, MUST ORIGINATE FROM A PUBLIC WATER SUPPLY OR PRIVATE WELL APPROVED BY THE STATE HEALTH DEPARTMENT. WATER USED FOR CONSTRUCTION THAT DOES NOT ORIGINATE FROM AN APPROVED PUBLIC SUPPLY MUST NOT DISCHARGE FROM THE SITE. IT CAN BE RETAINED IN THE PONDS UNTIL IT INFILTRATES AND EVAPORATES. (E) LONG-TERM POLLUTANT CONTROLS - STORM WATER POLLUTANT CONTROL MEASURES INSTALLED DURING CONSTRUCTION, WHICH WILL ALSO PROVIDE BENEFITS AFTER CONSTRUCTION, INCLUDE DETENTION BASINS THAT WILL SERVE AS SEDIMENTATION BASINS. THOSE SEDIMENT BARRIERS THAT DO NOT INTERFERE WITH NORMAL OPERATIONS AND APPEAR TO PROVIDE LONG-TERM BENEFITS CAN BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETED. 3. CONSTRUCTION PHASE "BEST MANAGEMENT PRACTICES" - DURING THE CONSTRUCTION PHASE, THE GENERAL CONTRACTOR WILL IMPLEMENT THE FOLLOWING MEASURES: (A) MATERIAL RESULTING FROM THE CLEARING AND GRUBBING OPERATION WILL BE STOCKPILED UP SLOPE FROM ADEQUATE SEDIMENTATION CONTROLS. (B) THE GENERAL CONTRACTOR WILL DESIGNATE AREAS FOR EQUIPMENT CLEANING, MAINTENANCE, AND REPAIR. THE GENERAL CONTRACTOR AND SUBCONTRACTORS WILL UTILIZE THOSE AREAS. THE AREAS WILL BE PROTECTED BY A TEMPORARY PERIMETER BERM. (C) USE OF DETERGENTS FOR LARGE-SCALE WASHING IS PROHIBITED (I.E., VEHICLES, BUILDINGS, PAVEMENT SURFACES, ETC.). (D) CHEMICALS, PAINTS, SOLVENTS, FERTILIZERS, AND OTHER TOXIC MATERIAL MUST BE STORED IN WATERPROOF CONTAINERS. EXCEPT DURING APPLICATION, THE CONTENTS MUST BE KEPT IN TRUCKS OR WITHIN STORAGE FACILITIES. RUNOFF CONTAINING SUCH MATERIAL MUST BE COLLECTED, REMOVED FROM THE SITE, TREATED, AND DISPOSED AT AN APPROVED SOLID WASTE OR CHEMICAL DISPOSAL FACILITY. Silt fence constructed along level contour Maximum slope length Maximum tributary area .25 acre/100 of fence. 26 Filter fabric POO' o 0 Flow (max) 24 Compacted �... backflll 22 Maximum 6' min. Silt fence Turn last 6' of width=500' fence up-slope Filter fabric m n. Notes.- 7. otes:7. Construct the silt fence along a level contour. 2. Silt fences shalt remain in place until the disturbed area, is permanent/y stabilized J. Provide sufficient room for runoff to pond behind the fence and allow sediment removal equipment to pass between the silt fence and toe of slope of other obstructions. About 1200 sq. ft. of ponding area shall be provided for every acre draining to the fence. 4. Tum the ends of the filter fence uphill to prevent stormwater from flowing around the fence. 5. Leave an undisturbed or stabilized area immediately downslope from the fence. 6. Do not place in live stream or intermittently flowing channels. 7. When standard filter fabric is used, a wire mesh support fence shall be fastened securely to the upslope side of the posts using heory-duty wire staples at least 1 inch long, tie wires or hog rings. SILT FEN Ivor M 3r4LE A series of Steel Plates (3 Rumble Strips or min 4" coarse aggregate. Length as needed to prevent tracking Notes: 1. Sediments and other materials shall not be tracked from the site by vehicle traffic. fie construction entrance roadways shall be stabilized so as to prevent sediments from being deposited into the public roads Depositions must be swept up immediately and may not be washed down by rain or other means into the storm drain system. 2 Stabilized construction entrance shall be: a. Located at any point where traffic will be entering or leaving a construction site to or from a public right of way, street, alley, and sidewalk or parking area. b. A series of steel plates with 'rumble strips' and/or min 4" coarse aggregate with length, width c& thickness as needed to adequat/y prevent any tracking onto paved surfaces. J. Adding a wash rock with a sediment trap large enough to collect a// wash water can greatly improve efficiency. 4• All vehicles accessing the construction site shall utilize the stabilized construction entrance sites. 1. Remove a// sediment deposited on paved roadways immediately. 2. Sweep paved areas that receive construction traffic whenever sediment becomes visible. J. Pavement washing with water is prohibited if it results in a discharge to the storm drain system. /IN STABILIZED CONSTRUCTION ENTRANCE WASHOUT AREA Bermed Containment Area Notes: 1. Excess and waste concrete shat/ not be washed into the street or into a drainage system. 2. For washout of concrete and mortar products, a designated containment facility of sufficient capacity to retain liquid and solid waste shall be provided on site. J. Slurry from concrete and asphalt saw cutting shall be vacuumed or contained, dried, picked up and disposed of properly. CONCRETE WASTE MANAGEMENT W W W W y W W W W W W W W Y W W SANDBAGS/GRAVEL BAGS PLACED TIGHTLY TOGETHER ALL AROUND MATERIAL Y W W W Y W Y W W L Notes: 1. Dirt and other construction related materials placed in the street or on other impervious surfaces must be contained with sandbags or other measures to prevent transport to the stormdrain system. 2. Any construction material stored or stockpiled on-site shall be protected from being transported by the fame of wind or water. TERIAL STORAGE Cleanup Material r m = Containment Area Notes: 1. Leaking vehicles and equipment shall not be allowed on-site. Equipment and vehicles shall be inspected frequently for teaks and shall be repaired immediately. Clean up spills and leaks promptly with absorbent materials,, do not flush with water. 2. Vehicles and equipment shaft be maintained, and repaired on-site only in designated areas. Prevent run-on and run-off from designated areas. Containment devices shat/ be provided and areas shall be covered if necessary. J. Designate on-site vehicle and equipment maintenance areas, away from storm drain inlets and watercourses. 4. Always use secondary containment, such as a drain pan or drop cloth, to catch spills and leaks when removing or changing fluids. S. Legally dispose of used oils, fluids, and lubricants. 6. Provide spill containment dikes or secondary containment around stored all, fuel, and chemical drums. 7. Maintain an adequate supply of absorbent spill cleanup materials in designated area. EQUIPMENT MAINTENANCE AREAS Inlet Edge of `.+ went Flow.e- Flow Spillway, 1 -bag high W�_Sandbags 2 -bags high PROTECTION FOR INLET w/DOUBLE FLOW DIRECTION Edge of Pavement Inlet h Flow Flow Spillway, 1 -Dag high Sandbags 2 -bags high PROTECTION FOR INLET W/SINGLE FLOW DIRECTION NOTES - 1. Intended for short-term use. 2. Use to inhibit non -storm water flaw. 3. Allow for proper maintenance and cleanua. 4. Bags must be removed after odjaasnt opera Cor is completed 5. Not opplia.bi. in areas with high silts ora an, without filter fabric. FLOW JW INLET 0 o 30A TECTI ON CITY RECORDS N0. FhYJ/.�1 QD0 o N M 0 W w .v �-1 �I vZ b �o E W W W W L W W W W W WU�151 t�� W N W Stockpiled Material 0 N S Oma' u c -M W W W W W W 'i -a W W W W W a+• W W W Y y'� W W W • A'i m W Y Y W ,y ' e • ,t, Y r♦ . •W W W W '+i. W W .y • W W W W `L' N' Y W W W W W y W W W W W W W W Y W W SANDBAGS/GRAVEL BAGS PLACED TIGHTLY TOGETHER ALL AROUND MATERIAL Y W W W Y W Y W W L Notes: 1. Dirt and other construction related materials placed in the street or on other impervious surfaces must be contained with sandbags or other measures to prevent transport to the stormdrain system. 2. Any construction material stored or stockpiled on-site shall be protected from being transported by the fame of wind or water. TERIAL STORAGE Cleanup Material r m = Containment Area Notes: 1. Leaking vehicles and equipment shall not be allowed on-site. Equipment and vehicles shall be inspected frequently for teaks and shall be repaired immediately. Clean up spills and leaks promptly with absorbent materials,, do not flush with water. 2. Vehicles and equipment shaft be maintained, and repaired on-site only in designated areas. Prevent run-on and run-off from designated areas. Containment devices shat/ be provided and areas shall be covered if necessary. J. Designate on-site vehicle and equipment maintenance areas, away from storm drain inlets and watercourses. 4. Always use secondary containment, such as a drain pan or drop cloth, to catch spills and leaks when removing or changing fluids. S. Legally dispose of used oils, fluids, and lubricants. 6. Provide spill containment dikes or secondary containment around stored all, fuel, and chemical drums. 7. Maintain an adequate supply of absorbent spill cleanup materials in designated area. EQUIPMENT MAINTENANCE AREAS Inlet Edge of `.+ went Flow.e- Flow Spillway, 1 -bag high W�_Sandbags 2 -bags high PROTECTION FOR INLET w/DOUBLE FLOW DIRECTION Edge of Pavement Inlet h Flow Flow Spillway, 1 -Dag high Sandbags 2 -bags high PROTECTION FOR INLET W/SINGLE FLOW DIRECTION NOTES - 1. Intended for short-term use. 2. Use to inhibit non -storm water flaw. 3. Allow for proper maintenance and cleanua. 4. Bags must be removed after odjaasnt opera Cor is completed 5. Not opplia.bi. in areas with high silts ora an, without filter fabric. FLOW JW INLET 0 o 30A TECTI ON CITY RECORDS N0. FhYJ/.�1 QD0 o N M 0 W ,4 �-1 �I vZ b �o E N WU�151 t�� N 0 0 N S Oma' u c -M 1Z o° NO. 16 OF 17 0 �I b N S c NO. 16 OF 17 VICINff YMAP NO AL 2 INCHES OF PROCESSED MISCELLANEOUS BASE MATERIAL OR GROUND ASPHALT. 12 INCHES NATIVE SOIL COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY BASED ON ASTM TEST METHOD D1557. (PER SOILS REPORT) 20 FOOT WIDE - TEMPORARY FIRE ACCESS ROAD N.T.S. FIRE DEPARTMENT CONFORMANCE EXHIBIT HARRIS ROAD PROPERTIES, LLC 112 0 o HARRIS ROAD BAKERSFIELD, CALIFORNIA 93311 LEGEND: ■- TEMPORARY FIRE ACCESS ROAD `f k � 8" DIA. FIRE WATER LINE FIRE HYDRANT LOCATIONS FOR CONSTRUCTION (2 PLACES) 400' PATH OF TRAVEL FROM HYDRANTS ----- PATH OF TRAVEL FROM END OF FIRE ACCESS ROAD(S) TO BUILDING NO. 5. (150' MAXIMUM) NOTES: 1. SEE SHEET 14 FOR SIGNAGE, CURB MARKINGS AND ADDITIONAL DETAILS. 2. P.O.T. = PATH OF TRAVEL - 150' MAX. FROM END OF TEMPORARY FIRE ACCESS ROAD 3. HOSE RUNS FROM ON-SITE FIRE HYDRANTS TO BE 400' MAXIMUM AS SHOWN HEREON. 4. SEE APPROVED SITE UTILITY PLANS FOR ALL PERMANENT FIRE HYDRANT LOCATIONS. LOT 75. TRACT 5156-1 BK. 50. PG 174, O.R. -1 �- aoce TYPEe a '180' r _ r ecccs FF 35389' TYP£A "FP=353.31 F- -- FF=353.82 �FP 353 24 1 ecoce i 4�" 1 LEGAL I./ENIMr 1M\ LYING WITHIN A PORTION OF THE NORTHWEST QUARTER OF SECTION 19, TOWNSHIP 30 SOUTH, RANGE 27 EAST, MOUNT DIABLE BASE AND MERIDIAN, BEING LOT 107 OF TRACT NO. 6196, UNIT 1 AS FILED IN MAP BOOK 52 AT PAGES 129 THROUGH 131 IN THE OFFICE OF THE KERN COUNTY RECORDER. 11.92 GROSS ACRES A.P.N. 497-340-01 o� BENCENAW USED LOT 74 \/ N� �o NGS DESIGNATION "S 1157" (PID FU2233) ELEVATION = 328.2 FEET NAVDBS WHITE LANE 0 z.> STATION RECOVERY (2004) � U 0 RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2004 (JMW) C, � w � O � \ 7.2 KM WESTERLY ALONG STATE HIGHWAY 119 FROM THE POST OFFICE IN �m� I� CAMPUS PARK PUMPKIN CENTER, THENCE 3.2 KM SOUTHERLY ALONG OLD RIVER ROAD, SET \/ NEAR THE SOUTHWEST CORNER OF THE CONCRETE FOUNDATION OF A TRUCK SCALE, 23.0 M NORTH OF THE CENTER OF HOUGHTON ROAD, 2.1 M EAST OF THE Q / \ ROAD CENTERLINE, 3.1 M NORTHWEST OF THE NORTHWEST CORNER OF THE SCALE OFFICE, 0.2 M SOUTHWEST OF THE SOUTHWEST CORNER OF A PLATFORM, AND THE m MARK IS LEVEL WITH THE GROUND SURFACE. NOTE --THE MARK IS ON PROPERTY OWNED BY HANK TUEY, 12856 OLD RIVER ROAD, BAKERSFIELD, CA o- LOT 71 0 e SPAR SITE BENCFMAR 0 WEST QUARTER CORNER OF SECTION 19, T.30 S., R.27 E. MDBM, BEING A o PACHECO JECT ROAD g \TION CONCRETE MONUMENT WITH NAIL IN LAMPHOLE AT THE INTERSECTION OF \ HARRIS ROAD AND BUENA VISTA ROAD. AFF 0 3542 o \ ELEVATION = 352.22 (NGS DATUM) HARRIS ROAD ti FP=353.74 --- e oc n T1aEc .dLOT 70 \ BASIS OF BEARINQO _ d e VICINff YMAP NO AL 2 INCHES OF PROCESSED MISCELLANEOUS BASE MATERIAL OR GROUND ASPHALT. 12 INCHES NATIVE SOIL COMPACTED TO A MINIMUM OF 90% OF MAXIMUM DENSITY BASED ON ASTM TEST METHOD D1557. (PER SOILS REPORT) 20 FOOT WIDE - TEMPORARY FIRE ACCESS ROAD N.T.S. FIRE DEPARTMENT CONFORMANCE EXHIBIT HARRIS ROAD PROPERTIES, LLC 112 0 o HARRIS ROAD BAKERSFIELD, CALIFORNIA 93311 LEGEND: ■- TEMPORARY FIRE ACCESS ROAD `f k � 8" DIA. FIRE WATER LINE FIRE HYDRANT LOCATIONS FOR CONSTRUCTION (2 PLACES) 400' PATH OF TRAVEL FROM HYDRANTS ----- PATH OF TRAVEL FROM END OF FIRE ACCESS ROAD(S) TO BUILDING NO. 5. (150' MAXIMUM) NOTES: 1. SEE SHEET 14 FOR SIGNAGE, CURB MARKINGS AND ADDITIONAL DETAILS. 2. P.O.T. = PATH OF TRAVEL - 150' MAX. FROM END OF TEMPORARY FIRE ACCESS ROAD 3. HOSE RUNS FROM ON-SITE FIRE HYDRANTS TO BE 400' MAXIMUM AS SHOWN HEREON. 4. SEE APPROVED SITE UTILITY PLANS FOR ALL PERMANENT FIRE HYDRANT LOCATIONS. LOT 75. TRACT 5156-1 BK. 50. PG 174, O.R. -1 �- aoce TYPEe a '180' r _ r ecccs FF 35389' TYP£A "FP=353.31 F- -- FF=353.82 �FP 353 24 1 ecoce i 4�" 1 LEGAL I./ENIMr 1M\ LYING WITHIN A PORTION OF THE NORTHWEST QUARTER OF SECTION 19, TOWNSHIP 30 SOUTH, RANGE 27 EAST, MOUNT DIABLE BASE AND MERIDIAN, BEING LOT 107 OF TRACT NO. 6196, UNIT 1 AS FILED IN MAP BOOK 52 AT PAGES 129 THROUGH 131 IN THE OFFICE OF THE KERN COUNTY RECORDER. 11.92 GROSS ACRES A.P.N. 497-340-01 PERMANQ�JENT ®- U�; I 1 HA`�" LT 71 - ®i TEMP wand EzA PER NANEN HYDTN�„F�Hvi 4 o-� e e CONSjAUC�IOi� a r m ® MA vm '� H�'DFjANTFOR'- E CONSTRUCTION 7 8" FIRE WATER LIN - �,� H r'i F - U _ --Il /I L L , ��z . 6nO6 N- ja /FF 353.70 a A %-FF 353.43 i E e oo i FF 353.44 `� F 353.122 1 y- 1p 357.85 1 7` /J LOT 67 3 T 7)a N fLOT ss EF EXISTING SUMP a TYPEA _ FP=35296 'S �A ` s i - I -i „� FF- 353.24- since T -i r P r �u X52.66 f ❑ L� 1--.L� �- � �� b JL _--L L �.1 L.JOHE `= N8919'58"W _ • LAFM ROAD 778.39' _ a - ----- EXISTING WATER MAIN-------------- - - ---- ---- ---- - --�-------- JI �EXSTING HYDRANT EXISTING HYURANT� 'FLOW HYDRANT' Q 49 PSI (pitot) 3008 GPM (observed) KEY MAP � 3 HYDRANT FLOW TEST PERFORMED ON 12/17/2018 SCALE: 1" = 60' a ON FILE AT CITY WATER DEPARTMENT. Fire Department, City of Bakersfield, DATE California Water Service Company, as agent for inspection to the City shall be notified at least 24 hours prior to the start of construction. o� BENCENAW USED LOT 74 \/ N� �o NGS DESIGNATION "S 1157" (PID FU2233) ELEVATION = 328.2 FEET NAVDBS / z.> STATION RECOVERY (2004) � U RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2004 (JMW) C, � w � O � \ 7.2 KM WESTERLY ALONG STATE HIGHWAY 119 FROM THE POST OFFICE IN �m� PUMPKIN CENTER, THENCE 3.2 KM SOUTHERLY ALONG OLD RIVER ROAD, SET \/ NEAR THE SOUTHWEST CORNER OF THE CONCRETE FOUNDATION OF A TRUCK SCALE, 23.0 M NORTH OF THE CENTER OF HOUGHTON ROAD, 2.1 M EAST OF THE / \ ROAD CENTERLINE, 3.1 M NORTHWEST OF THE NORTHWEST CORNER OF THE SCALE OFFICE, 0.2 M SOUTHWEST OF THE SOUTHWEST CORNER OF A PLATFORM, AND THE MARK IS LEVEL WITH THE GROUND SURFACE. NOTE --THE MARK IS ON PROPERTY OWNED BY HANK TUEY, 12856 OLD RIVER ROAD, BAKERSFIELD, CA 93311 LOT 71 SITE BENCFMAR 0 WEST QUARTER CORNER OF SECTION 19, T.30 S., R.27 E. MDBM, BEING A CONCRETE MONUMENT WITH NAIL IN LAMPHOLE AT THE INTERSECTION OF \ HARRIS ROAD AND BUENA VISTA ROAD. AFF 3542 \ ELEVATION = 352.22 (NGS DATUM) ti FP=353.74 --- e oc n T1aEc .dLOT 70 \ BASIS OF BEARINQO _ d e THE BEARING OF NORTH 00'45'10" EAST, AS SHOWN FOR THE CENTERLINE OF r_ d BUENA VISTA ROAD PER TRACT NO. 6196, UNIT 1, RECORDED IN BOOK 52 OF MAPS, PAGES 129-131, IN THE OFFICE OF THE KERN COUNTY RECORDER WAS ® t •mac USED AS THE BASIS OF BEARINGS SHOWN ON THIS MAP. W FF=354.38 V FP=353.80. LOT fig BtoG fo rc d �e A a �n m APPROVED BY- _ - 1 L U _tel �n m LOT 68 PERMANQ�JENT ®- U�; I 1 HA`�" LT 71 - ®i TEMP wand EzA PER NANEN HYDTN�„F�Hvi 4 o-� e e CONSjAUC�IOi� a r m ® MA vm '� H�'DFjANTFOR'- E CONSTRUCTION 7 8" FIRE WATER LIN - �,� H r'i F - U _ --Il /I L L , ��z . 6nO6 N- ja /FF 353.70 a A %-FF 353.43 i E e oo i FF 353.44 `� F 353.122 1 y- 1p 357.85 1 7` /J LOT 67 3 T 7)a N fLOT ss EF EXISTING SUMP a TYPEA _ FP=35296 'S �A ` s i - I -i „� FF- 353.24- since T -i r P r �u X52.66 f ❑ L� 1--.L� �- � �� b JL _--L L �.1 L.JOHE `= N8919'58"W _ • LAFM ROAD 778.39' _ a - ----- EXISTING WATER MAIN-------------- - - ---- ---- ---- - --�-------- JI �EXSTING HYDRANT EXISTING HYURANT� 'FLOW HYDRANT' Q 49 PSI (pitot) 3008 GPM (observed) KEY MAP � 3 HYDRANT FLOW TEST PERFORMED ON 12/17/2018 SCALE: 1" = 60' a ON FILE AT CITY WATER DEPARTMENT. Fire Department, City of Bakersfield, DATE California Water Service Company, as agent for inspection to the City shall be notified at least 24 hours prior to the start of construction. 0 0 J UJ W vJ W � � W W Z � o UJ Z Q Q Q k o Ucc IqI o� �a N� �o .= o � U � � r C, � w � O � \ �m� 0 0 J UJ W vJ W � � W W Z � o UJ Z Q Q Q k o Ucc IqI GRAD/NG PERMIT NO. 2019-40000010 ' W E S.P.R. # 18-0378 SHEET No. WD/D # 5F15C386025 17 6.q -30, OF 17 C, GRAD/NG PERMIT NO. 2019-40000010 ' W E S.P.R. # 18-0378 SHEET No. WD/D # 5F15C386025 17 6.q -30, OF 17