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1.7-7029 Ph 1 & 2
TRACT NO. 2222 TRACT NO. 1798 y(1ZE: AN ENCROACHMENT PERMIT SHALL IIIJR II I oi" ci I I I m 11 MAP BK. 10, PG. 138 BWORKSDOBTAINED AARTMENTTFORKTIENINNTOEXINTY STSTREETS, MAP BK. 9, PG. 39 y"J°., 1L__���P I O I I° A I a 9 I.yb ^ 5�t O g R o-+-Dot%IST C.S. N +^S° yh N N ,O "h �'Y I ryo EXISTING Z NEW PAD o 7 + d '� 589'30'55"E 974.274 N 'r IIS ® P��' ON, •f° ^am ^ a' •S TRS. 1798 &T 2222 -" 0.8' MAX $ �• oJJ J, •? •A •,. b '�7m +,56 s e°. +h°i 6, ;. oro +m' .o��. + ,yo 0�0 ,�,m. I MATCH EXIST GRADE AT PA P 3 ym Q .56' 0 0.20% - 0.01' : I 2.5' MAX 0.6' MA% NEW PAD NEW PAD - \ 1/0 20' +- DEVELOPMENT ADJACENT TO DEVELOPMENT ADJACENT q EXISTING DEVELOPMENT 70 KERN DELTA CANAL 34' 1, �' A '°s I 1 18' 18' 1 20' a RP Sas aAm so k sq �_ � � ° .� aP \ / ° I k I 9 "g SECTION A -A SECTION B -B C ( C 1b ss o NI I 0.50' + 4.5' O 2% a 0.59' TYP o `� °�' I 'mss ( - I gl D o° °d w 6' BLOCK WALL m°, s A x+ I <P' d jzlt N. UNE PHASE 1 g ? Im°' ° �q ^ I 9h z.s6'oo.zo%-o.00' RETURNS ® LEO �II(2'I - aZ g d 59.3 RY 59.5-- mh b sy ^k sq I I h ah s Z 3.56' O 0.20% = 0.01' m !Q ,9 80.2 g ai �• -'Y` NW RETURN GUERRERO w bo" �' 20' 18'118' 2p ` - � - - - p°o� - ,e`�1 & GUERRERO DETAIL HIGHER PAD ? & EZEQUIEL DETAIL !d �9 �'= 20' 1 18' 18' 1 ' 20' �'` - I ° + SHOWING A.D.A. COMPLIANCE P MAX ) LOWER PAD K s b b" I REAR AND SIDE YARD SIDE YARDS LEVEL BETWEEN LOTS SHOWING A.D.A. COMPLIANCE D �// D ' e D 4.65' O 0.256% - 0.01' g o< I I ® y O D m' OF NEW DEVELOPMENT PARALLEL TO STREET (TYPICAL) `dMwd! m �,� NN o°� SECTION C -C SECTION D -D - - - - - - - - - - - - - - gg I Id o! I lh do qE D I Ii s° I 0.50'+4.5'02%=0.59'TIP� m• ,��'%• LU PROPERTY LINE TREATMENTS N ;K zo W 8' CATCH BASIN SIN ., 4.65' o o.2o%-0.01' BEST MANAGEMENT PRACTICE 2%0.59' BOTTOM = 53.zD' RfiSEE SHEET 2TYPE "A" M=CBA5N OTTO MANHOLE y^ 13.42 1F 18" RCP O 0.11% INVERT - 52.79 LOCATION MAP +�9 -N-1.793%-N b1,o 3) Rep 0.11% ^yj1 x`4.4 MANHOLE s?)p0 y0 O" m 'k �I N.T.S. NOTES: I.� INVERT = 53.74 ° r 0.200% go' 0.800 r� yb� 0.200% A � o ➢ PLOG Ran 123.84 tF 18'.. N 1'Z8"W +,�' 0.600% .r sa o RCP O 0.20% O s� s� 55 A° 9° ^ ± e M IS 1+ ALL PADS SLOPE 0.5% MIN. REAR TO FRONT N 1.793% N ge 'sem 5�' b�' �' GUERRERO AVENUE " '`� _� o _ n _ g1• O q0' a�258% r cR o CURB 0 1 0b s° '_ di 23.42 r N We" ROAD a P ea as A 39& R28E LL CATCH RBASINS ARE SLOPES .5T OPENINGS. MIN e SE RETURN GUERRERO �' z - U) �• - hb Z & ZARAGOZA DETAIL 1 s oa TYPE ^A" g�K H o" BoroM = s3., N k1 m w �1 GRAPHIC SCALE es a9 as 27 as M SHOWING A.D.A. COMPLIANCE I I i" CATCH BASIN mMmbe' moi__ b" ° �m',� ➢I SITE b s0 F' i4a h I T T_ + I m %1nrA1G t AftA w o 25 so taD 2ca 3 ss O BOTTOM 33.48 g + I j + + 1% MM II ° & Di J /' 6° "° I ° � �" I � �P ,O *b iT1 � a GO iffilaaP taw N II K 1 bk b °Wy1 1 2 4 3 E TPICAL °° I'� ,jJ h" I jI 1 1 I ° b^ N IN FEET w+0 ROAo d woRcw Ma15E SwAIE tG SPARKS STREET I I I 1 ( I ° z 1 inch = 60 ft Is " a La a 9 W GMN 0 I 4 �I� PHASE I I ➢ I ( ) BACK 9DEWAU( d 'J I I I I % Mw II I0 _ D y9' yo' b b°1 e 4 0 _ I TYPICAL LOT -`° CROSS SECTIONS FOR INFORMATION ONLY DETAILGRADING - '-�- F`I ¢ m 0 0 + + d ➢ MASONRY WALL ° 20' 1 18' 16 1 f I 1 1 D 1 D 1 I I I I I I 18' 18' 1' 20' r SEE WALL PLANS R 34'd \pa yl I , I , 5 VARIES 55' - 70' END II, D / J�l ,h I I W 1 I I I I I °1y0 6- 7 VARIES 48' - 64' IIII k B 10 2 AW CUT AT CA EXIST MAN / If II 00 I 00 I m°/ ( 00^ b0�0 1 I 's".c a\J I O TO REMAIN L() �•k, �L / JL .I� /J_ I �L 1 I �1 I CO * qoao sa MI t/4PER VARIES 1.% 9%8 GO °m I o� ee1+/ ° lo.20D% L TYPE "A" CURB AND GUTTER588E O -so _ TYPICA Z q "T b�p2 s, I I W/5 UADALUPro U E 9 b T.5' WIDE SIDEWALK 0.45' TYPE "A" ASPHALT CONCRETE Q 0 00% 8.5 -MIN. "R" VALUE 3711 °Q Q = *X �' / N �/ °�s a 0.80' AGGREGATE BASE R = 78 MIN. I _ N SII T _ I E . PANAMA LANE SECTION 1'25' NATURAL GROUND COMPACTED TO 95% MAX. REL DENSITY ell 6'`'y b,��1 bm I I I I I :. 'bo b TYPICAL OCAL STREET D D I \ I PAD R PAD CHRISiY U43 M BASIN OLE boll m° ^ CAjCI � I 20' B A C C A B 20' MANH T - 51.95 _ J \ - SSS SI,gO 1b 4Jc b°' 0.862% ^ ( I \ I PAD 1.5' p' 2' PAD 1.5' •i _00. LF 18" RCP O 0.1b O� ° h p F k'b ° '" m , b NO a 4% t 4% II SAMAN STREET 15.00 IF 24" RCP o 0.34%_ - =00 s -- o - - - __ b - ° - 2 1/4" PER FT 1/4" PER FT. l- °k 2252% b° cv0 'o°' bob oP ,�y A B C F% 2% II I O " O® '0 o I o^ i n m I kh ° ( b ° hm I 26 8 18 bh ,m .� l.J O, m '2 30' 10' 2016' + I I * I+gym ( UD +"�'° )'�ce + 3 30' 12' 18' TYPICAL TYPE "A" CURB AND GUTTER W/4.5' WIDE SIDEWALK Il I I II I s, 004^ ,10 3a I g0 °J°"STRIb°k lef+0 Ig99 -- -- e° I 1 GUERRERO & NORTH ZARAGOZA c�' J J3o b b •a I T.I = 4.5 -MIN. "R" VALUE = 37 FLOWAGE EASEMENT O 2 REMAINDER ENTRANCE 20• TYPE "B" ASPHALT CONCRETE - - - - VA IES 65' MIN�016' ° 3 REMAINDER GUERRERO, GUADALUPE, LEO &SOUTH ZARAGOZA II I - �I I F ^ +Qr �m° DOC. N 0211117,577\44 i0 o O 0.40' AGGREGATE BASE R = 78 MIN. w c °� b°'8 389'31'28"E b°y 00^ bq. i0 �•.m Ory1 I I LOCAL STREET SECTION 0.50' NATURAL GROUND COMPACTED TO 95% MAX. REL DENSITY I 9 II ~ f I g9 iA 0.200% 9A3 98" 590 0 yOpO 6016 II, I 1 II I Q Sas - -I �; 09b ka° I MASONRY WALL !n I I O I y0 +�O' I\ I\ m0' 'i° LP SEE WALL PLANS II I �I I I ," +I + I VARIES 45' - 49' The GRADING PLAN as shown on this drawing is hereby approved, T N I b 1� VARIES 34' - 38' 1P subject to any indicated corrections or additions. Approval by the Public II ~ 01 O ° Work, "' pailmeel and Building Department indicates approval only !n Z_ °+ e• h I I 9 I SAW CUT AT CA OR 8 cnIena used andcoof••, �:0cCeto Cit Standards, Codes °• O as to dusts W 1 1 I `\ I p I / 9 ge Oo Oh I- 1 m I e sJ I T EDGE OF PAVEMENT 2' 'J Y WIDENING FROM TR. 6885-2 ens Ordinances. Euy�r'•�+•, for the subdivider or tleninVer shall be rasp le iur arcura,y of calcvlanuns for this plan and shall submit m o " k 1" = 10' HORIZ. a m° b°' m0' O• -� O " -, v 2% PER FT. a cendietl "as-yraJed" plan after completion W the graving. II III IIII 0 I q I _ �4_ PHASE 1 b°' b � b 1" = 2' VERT VARIES 2% _ 3% I o APPROVED BV: lo I 3 I I I EXIST PAVING PER tD '� II I I I I I I III _� a I 0 y9° 0 0 6 TR. 6865 is,d' O6 hb iC O D d enl 1, Dale V bo•b d ohne/ �a� �/ mo? ®o? b ° s + TYPICAL TYPE "A" CURB AND GUTTER I/ I� I� W/5.5' WIDE SIDEWALK T.I. = 6.0 -MIN. "R` VALUE = 37 a Department Cata 0.30' TYPE "B" ASPHALT CONCRETE II I 1 I IIIci�LL _ - - O m 0.50' AGGREGATE BASE R = 78 MIN. II I I I I II O I - - 59� �0 5° fie+ o.zao% b9a0 9'z20' SPACE (lYP) w/ BUMPERS X16 5� O og I I 80• b I 0.70' NATURAL GROUND COMPACTED TO 95% MAX. REL. DENSITY II 1 X b^ y SPARKS STREET SECTION (w I I II 1 6°'° I I Iold ++ mh w 9I I W ° O I COMMUNITY SITE DEVELOPMENT I I I a 10' 18' 1 16' - to' & DUPLEX'FiE GRADING 4' WIDE x 6" THICKTO BE BY SEPARAIE"PERMIT 0.51 VEE GUTTER w/ 2" INV. o .5% N0.617-4000067 FA + 0.43' SE DETAIL 5% TYPICAL RwATE DRIVE ARIES 65' MIN1016' 16' 22x 22% I `D I I I I 2' 2 2" 12" z 6" b°9.47 Im°� sqs m°9° �� 99m �?' °t b ^ 'h^ Z DRIVE AISLE MOW STRIP - - �o - - - - - *' b �y I/ - _ +:�' I I 0.20' TYPE "A" ASPHALT CONCRETE SEE NOTES 0 N SHEET 2 VEE GUTTER DETAIL O•SO'TO95%L MAX. RELD�ENSITY7ED 0.40'AGGREGATE BASE R - 78 MIN. _ 0 58931'28"E - 50050.200% 601° b0' 60 R9 yG�1 600, I LEGAL DESCRIPTION: I PARCEL 3 OF PARCEL MAP NO. 11250 PER PARCEL MAP BIL 55, PG. 103BEING A PORTION OF I �`+ °qs boe rob s?° I °i� z ®�y IN THE CITY OF BAKERSFIELD, KERN COUNTY, 4 OF OCAISFORNL9 S.. R.28 E., M.D.M. III �I zo w b° CONTAINING 30.17 ACRES, MORE OR LESS I _ 38 1 ' ry I m W u 73 LATS, 88 SINGLE FAMILY LOTS, SMULTI-FAMILY IAT, 4 LANDSCAPE LOTS THERE -WILL BE NO OFFSITE 1 ti k" BASIS OF BEARINGS DISTURBANCE OUTSIDE THE A ° I >: k W ��N $1 6`• y ym BFIE PLAN REVIEW NO. T/-0401 PC iY11 �i#t I%-� CO�oO (-` BOUNDARY OF THIS GRADING PLAN. _ _ _ _ _ _ A�' a°� mo`p moi mo" I FLOWAGE EASEMENT °'� "' I W * * THE BEARINGS OF N89°31'28"W FOR THE C/L OF EAST PANAMA LANE PER J SEE WALL PLANS APPROVED DOC. NO. 021 71 7 737 7 PARCEL MAP NO. 11250 PER PARCEL MAP BK 55, PG. 109 -/ / m"' cN b°' m FOR TRACT N0. 7029 6+o S)m�i O ® > s I ROUGH GRADING PLAN FORrcAoff DISTURBED AREA 30.17 AC - - _/ I QD _ � e 'a I INCH MARK USED TRACT N0. 702 PHASES 1 & 2 CIVIL _i .°o .�° norma eP/ T -T I� �1 'L FNF;INFFRC rnlTuns" ' �,6 PAVING NE PER FAST PANAMA LANE AND SOUTH UNION AVENUE_..___.._.. _ ^k 0 ^m g� bA v °1 -� N n h N"'° k 0.200% ?/ hb �O 1.{ CITY TR C ENGINEER ELEV. - 361.36 U.S.G.S, p0.0FESS/0 y. ,g �1 .yam' d. -yb ,yn 0 b�• 0.200% ,�9 ,�5. �� y� 6 0 Ory bj b b'L' �b s 90 4° K• 9f{ NAy Rovued DELMARTER AND A330C. + LO + O + + h� O "3 mR'' ^� ^>b 64 N O' he S fy Dill 1G -31-i6 �� 2019 WSTMND M6NE STE 'C" BAKERSFlEln, CA 93301 " + LIMIT° OF GRADITJ�' + ° + O os' m + / O 0 +� BENCH MARK � °~' e� rp i PHONE 327-1488 FAX 327-1462 IdO. 14091D N,•. "ro h^3` h°j ro"' .ro e" m^�ln .,�- rn m m m m 6-23-17 b m 6 '1' N " h N ° O •.° "� 9 9 NE CORNER CONCRETE ENCASEMENT O INTERSECTION OF N' 17u4 z DRWQ LAND PLANNING F - rh Mm +g ym gm ,oro 'gym" ,�" •ymh ,om'D .ym'Sh 63� b"ap "�'�° "off mh�d" k�" + k�9 k`� EAST PANAMA LANE AND SPARKS STREET 12-13-17 :inND UE__ NoONE R7Y UNE SURVEYOR ELEV. - 362.32 U.S.G.S. * * 1-29-16 "PkOP 80 soN SH�7�-OF 2 ----.-------------' DRA_P'Na Na931'2b"w EXIST PA NO orf OF CALLFD� AMES K. DELMARTER CAEAST PANAAMAMA LANE - - -- _ R.C.E. 17564 DRAWNO FILE. GATEWAY TR. 7029 - IT NO. 87-40000041 1 CRY RECORDS NO. S -t-7 0,-J Pk I � >- 1.7-7029 Ph 1 & 2 '�l BEST MANAGEMENT PRACTICES (BMP's) ove�wGravwl bags to `R_ Rule of Resnik rlop arts cur Catch Swuh General Notes Hack of Curb Leet Best Morragement Prochces (iRkial l contofned haven reflect mfn/mum requwements. NtemaM methods providing equal or greater Protection moy be u6#zed. For & ASSOCIATES, INC, oubilberro/ BMP's refer to CaNfomio Mormwater BMP Handbooks almfiobie at Page WWW.CABMPHANBBOOKS-COM. PageNo.4 A// conshuction achamly shall be performed rh accordance with o Stormwoter PatchionPrevanism Pan (SWPPP) developed and implemented in camplkmce with requirements GEOTECHNICAL ENGINEERING s ENVIRONMENTAL ENGINEERING of the Kam County Stwmwater Management ProgramNational Peagalon Bischarge L y LA,m#inhon System (NPOES) Permit.fie SWPPP shall.. • Performing laboratory tests on representative soil samples obtained from the borings to evaluate a. Identify potential pollutant sources and Include the design and placement Planof BNIP's to effectively prohibit the entry of pollutants from the into ovel bags construction site and onto the street and storm dais system during tly construction. Systems (San Andreas White Wolf-Breekemidge-Kern Canyon, and Garlock Faults). Numerous b. Be kept on site and amended to reflect changing Conditions throughout w Spuwoy elevation shop Curb Inlet the coarse of construction. match top ofSplllwny Sldent], c, Be. kept up to date. Any additional updates requested by agency - - representative are to be made immediately. "a.4, I. Or Non-Stormwoter discharges are prohrbftM from antene,g any storm amen system D = Iz' and/or shwet. H = 0, ran - Catch Has ) • Evaluation of the dam obtained from the investigation and an engineering analysis o provide = W Naz Ofscbrabar of pumped ground water require o discharge permit from the S[ote of SECTION Ca/ifomio Begiona/ Water Ouah'ty Centro/ BoaN (RNh2CB). Notes: Pollutants shall be removed from stwarefe er discharges to the Moafmum Fxleat 1. Catch Basin/Inlet protection shall be installed wherever there. is a potential of Prpctleab/e (MEP) through design & /mpkwaenlabor of the SWPPva domnvater or non-stormwerter being discharged into it. midappr w sandy silt were eorouvtaed. Field arra tabomory tests atggedthe[ these soils are moderately strong Fieldt g 2. inlet pre tection is required along with other pollution prevention measures such A standby crew for emergency work shall be assibb/e of ahe Bares during the rainy as; erosion control; soil stabilization, and measures to prevent tracking onto season ila t r to Alert 15). Necessary mationbWate no mho# be avoon o an erg rant convenient lossiliwashat s to foci/Rote ropftl construction of emergency paved surfaces. 3. Modify inlet protection as needed to avoid creating traffic hazards. tlaNces when rain ie imminent. devaoss w en 4. Include inlet protection measures at hillside v -ditches and mise. drainage swales. S. Inlet protection shall be inspected and accumulated sediments removed. Sediment B. man#ar fngetties shall be located.t. on rohh've/y lava/ ground owoy from shall be disposed of properly and in a manner that assures that the sediment does not enter the storm Bain system graft,Portables trofFc stress, drainage rourses; and storm drain inlets. 6. Damaged bags shall be replaced immediately. 9. and suppliers sass// be educated on a// BMP's lne/uding et. 7. Adtlitional sandbag sediment traps shall be placed at Intervals as Indicated on site plan. mancro sea a cronerete waste storvge arM dlspasa/ procedures. storages PRELIMINARY . JA') A CATCH BASIN/INLET PROTECTION 10. See%nent control peactide, she# efibeffeely prevent a net ;nereees of ss hent /ood /n storrom er dfschaye. under a 2 ksf load when saturated. A representative soil sample had an angle of internal friction of 34 'azzn &ASSOCIATES, INC -GEOTECHNICAi ENGINEEAtNG • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION December 2, 20•••16 KA Fcojat No, 022-16723 ME Stephen Hair Gateway Rousing, LLC 5301 Offam Park Drive, Suit. 115 Bakemfieid, California 93309 RE: Pretiatinary,Genteehoical Engineering Investigation Proposed Residential Development Tract 7029 NEC Panama Lane& Sparks Street Bakersfield, California Dear mit Run: in accordance with Your request, we have completed a Preliminary Gnradmical Engineering Investigation far the above-mferoneed site. The results of am investigation are presented in the attached report If you Levo any questions, or if we may be of further Resistance, please do not hesitate to cuntnct our office at (661) 837-9200. RKP'lit WA Omeeas"KgThowotern Unikidsmtes 210 Coy Avar.- Bakersfield CA 4330• (661) K37-9208"Far NSN 831.9201 re"I" as'. trm'w61aw- KA No.022-16123 Page Nc 5 Of primary importance in the development of this site is the removal of the upper moistue sensitive soils from the areas of proposed development. Than soils are moderately compressible and/or collapsible order saturated conditions. Stradames within the general vicinity have experienced excessive pwOunstruction settlement when the foundation soils become nm.saturated. Accordingly, mitigation measures are .commended to .docs the potential of excessive soil Settlement. It is recommended following stripping and fill removal operations the upper 2 fed of native soil within proposed building areas be excavated, worked until uniform and free from large clods mofstare- conditioned as necessary, and rnompacted o a minimum of 90 pemout of density based on ASTM Test Method D1557. Frim to backfilling, it is recommended that the exposed subgrade be moisture - conditioned, proof -rolled with heavy equipment and charmed by Krazan & Associates Inc. to verify my unstable moss prior to fin placement. Unstable saes should be amended to END native ground. Limits ofma oval and recompaction should extend a minimum off feet beyond structural decrease. Shallow sand was ,matricidal in some cribs borings. The sand soils should be mixed with the m -site silty send soils if they will be placed in the upper 24 inches of building pads. Hthese snits are placed without blondingwith the silty and soils, caving ofthe foundation excavations should be anticipated. Within proposed pavement and exterior network areas, it is recommended fallowing stripping, fill removal operations and demolition activities, the exposed subgrade be awarded to a depth of 12 inches, worked .mil uniform and free train large clods moisture-conditimed as necessary, and recomputed in a minimum offs), percent of maximum density based on ASTM Test Method D1557. The on-site, native soils will be suitable for muse m Engineered Fill, provided they we cieensed of excessive organdm and debris. Prior to backfilling the bottom ofthe excavation should be proof -rolled and observed by Brazen & Associates Enc. to verify stability. This compaction effort should stabflize the surface soils said locate any =suitable OF pliant erns not found during our field investigation Fill material should be compacted to a minimum of 90 percent of maximum density based an ASTM Test Method D1557. The site was previously utilized for agricultural purposes. In addition, the site is sounded by existing residential developments. Associated with than developments may be buried structures such as utilities, irrigation lines and water wells that may extnd into the project site. Any suroce or buried guacmos encountered during construction should be properly removed and/or relocated. The resulting excavations should be clemud to firm native ground and backfilled with Et&wrcd Fill, compacmd to a minimum of 90 percent of maximum density based on ASTM TestMethodD1557. Disrobed erns bound by demolition activities should be removed andlar Fdzmgpxkwd. Water wells should be abandoned in accordmw with the comty standards. Sandy soil comOtions were encountered at the site. These cohesionless soils have a tendency o cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these sandy soils. After completion of the recommended site preparation, the sin should be suitable for sbalbw footing supports. The proposed structure footings may be designed utilizing an allowable bearing premum of 2,000 pdfor dead-pluslive loads. Footings should have a minimum embedment of 12 iwhes, Krasss & Awaselows, Ina With Orfices Serving TM Wngem Unn't States omemaaearnwnnxaa Absorbs.... rdN� Ian / menet¢ on. C MateNnl O Contormant arca Nota¢: 1. Leaking vehicles and equipment shall not be allowed on-site. Equipment and vehicles shall be Inspected frequently for leaks and shall be repaired immediately Clean up spills and leaks promptly with absorbent materials; do not flush with water. 2. Vehicles and equipment shall be maintained, and repalred on-site only in designated areas. Prevent run-on and run-off from designated areae: Containment. devices shall be provided and areas shall be covered if necessary. 3. Designate on-site vehicle and equipment maintenance areas .away from storm main inlets and watercourse.. 4. Always use secondary containment, such as a drain pan or drop cloth, to catch spills and leaks when removing or changing fluids. 5. Legally murder of used oils, fluids, and lubricants. - 6. Provide spill containment dikes or secondary containment around aimed oil, fuel, and chemical drums. 7. Maintain an adequate supply of absorbent spill cleanup materials in designated area. 9 EQUIPMENT MAINTENANCE AREAS Length as needed to prevent tracking A ..rtes of Steel Plates (3 ar, are)aRh Rumble Strips or min 4' coarse aggregate. Notes, 1. Sediments and other materials shall not be tracked from the site by vehicle traffic. The 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 min 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 sense of steel plates with "Fumble strips', and/or min 4" coarse aggregate with length, width Its thickness as needed to adequatly prevent any tracking onto paved surfaces. 3. Adding a wash rack with a sediment trop large enough to collect all wash water can greatly improve efficiency. 4. All vehicles accessing the construction site shall utilize the stabilized construction entrance sites. 1. Remove all sediment deposited on paved roadways immediately. 2. Sweep paved areae that receive construction traffic whenever sediment becomes visible. - 3, Pavement woahing w'th wafer is prod if it results in a discharge to the storm drain system. © STABLIZED CONSTRUCTION ENTRANCE Silt fence constructed lap level contour throng, slope lerg{h Missile.. tributary ores. .25 ure/100 of fence. Fatar P Post a m' os. $ Flew <...) ca .tan -29 beckflit as Is wears Is, Panic Set PaTurn last 6' INHsm300' fence .p -stop¢ Fluter fabric B1 1 m. Notes: 1. Construct the silt fence along a level contour. 2. Silt fences shall remain in place until the disturbed area is permanently stabilized. 3. Provide sufficient room for runoff to pond behind the fence and allow sediment removal equipment to pass between the sift fence and toe of slope or other obstructions. About 1200 sq. ft. of ponding area shall be provided for every can draining to the fence. 4. Tum the ends of the filter fence uphill to prevent stormwamr from flowing around the farce. 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 featured securely to the upslope side of the posts using henry -duty wire staples at least 1 inch long, tie wires or hog rings L" J SILT FENCE Notes Containment i. Excess and waste concrete shall not be washed into the street ar 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. 3. Slurry from concrete and asphalt saw cutting shall be vacuumed or contained, dried, picked up and disposed of properly. F) CONCRETE WASTE MANAGEMENT 0 Containment Notes: 1.. Fueling shall be performed in a designated area, away from drainage mange. 2. Abrerbed cleanup material shall be on site and used immediately in the event a spill. G 1 VEHICLE/ EQUIPMENT FUELING ;TIMATE FOR THE VAY. UNLESS SECURED BY A Civil CAL1F�a\! J MES K. DELMARTER DR rnIu .L BE PROVIDED PRIOR TO R.C.E. 17564 DRAWING RLE. GATEWAY TR 7029 PEFUT NO. BT7-40000014 I CRY RECOFa9 NO. 1.7-7029 Ph 1 & 2 laflffl<XANo.022-16123 `ai- RANo.02216123 KANo. 022-16cet & ASSOCIATES, INC, Page No.2 Page PageNo.4 GEOTECHNICAL ENGINEERING s ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION • Performing laboratory tests on representative soil samples obtained from the borings to evaluate The south end of the San Joaquin Valley is Surrounded on all sides, excluding the north, by active fault Several Stockpiles of fill material were observed within the wasters portion of the site associated with - the physical and index properties ofthe subsurface soils, Systems (San Andreas White Wolf-Breekemidge-Kern Canyon, and Garlock Faults). Numerous the adja va dmelopment The fill material predominately consisted of silty sand and sandy silt smaller faults exist within the valley flood. • Evaluation of the dam obtained from the investigation and an engineering analysis o provide Below the very loose menace soils waorn 2 3 feet !Dose o medium dense silty sand. sand, " December 2, 2016 KA Project No. 022-16123 .commendations for use in the project design and preparation of construction Specifications. g iD8 activity Cowry ares with the most noticeable earth There is on- o seismic actio m the Kao quake being midappr w sandy silt were eorouvtaed. Field arra tabomory tests atggedthe[ these soils are moderately strong Fieldt g the July 21, 1952 Kea County Earthquake. The initial shock was 7.7 magnitude shake with the and slightly compressible. Penetration resistance ranged from 12 to 37 blows per foot. Dry densities • Preparation of this report summarizing the results, conclusions, recommendations, and findings epicenter near Wheeler Ridge, about 40 miles from Shafter. Vertical displacements of as much as 3 feet ranged from 104 to 120 pcf. Representative soil samples consolidated approximWly 2 to 5 percent PRELIMINARY of our instigation. occurred at the fault line. Estimated average value of the maximum bedrock accelerations from the under a 2 ksf load when saturated. A representative soil sample had an angle of internal friction of 34 GEOTEC73IgICAL ENGINEERING INVESTIGATION 1952 ever. are about 0.25 gravity atthe project aio. degrees.. PROPOSED RESIDENTIAL DEVELOPMENT PROPOSED CONSTRUCTION TRACT 7029 - PANAMA LANE &SPA We understand that design the proposed development is underway. Siminaral load The closest known faults to the property are subsurface faults located at the Fmitvale Oil Field. These Below 3 to 4 feet, layers of predominately loose to dense sit sand, sand silt or sand were Y P Y silty Y CALIFORNIABEET BAKERSFffi.D, tFOR , unavailable. information and other final details pertaining to the sWcntres aro =available. On a preliminary basis, tion to faults cut the older sediments and, although numerous, as not thought to be active in the les[ 2 minion laboratory 6ges Y B 81n Y encountered. Field and taborets torts Suggest that these soils are moderately stran and slightly it is understood that development will consist of 44 single -story duplexes in Phase 1 (South heli) mid 68 Years' compressible. Penetration resistance ranged from 9 to 35 blows par foot. Dry densities ranged from single-fsmily residential lots in Phase 2 (north half). It is anticipated the buildings will be single- or No evidence was observed that indicated surface faulting has accused across the property during the 100 m 125 pet These soils had strength characteristics similar to the upper soils and extended to the INTRODUCTION two-story wood -framed strucnttes supported on conventional foundations and contras slabon-grade. ar ntimanOre,sitc Holocene time. Faults not yet identified, however, may exist. The site is not within an Earthquake termination depth of our borings. This report presents the results of am Preliminary Gntahnical Engineering Investigation for the Footing loads me anticipated to Ira light rt moderate. drainage, roadways and landscaping are Fault Zone (Special Studies Zone). The site is located within a Seisnuo Zone 4. For additional information about the soils encountered, please refer o the boring logs in Appendix A. proposed Residential Development identified as Tract 7029 to be located at the northeast comer of also planned far the development of the project ads Panama Lase and Sparks Street in Bakersfield, California. Discussions regarding site conditions are Spark - In the event, these str ndard or grading details are inconsistent with the final design criteria, the Soils FIELD AND LABORATORY INVESTIGATIONS GROUNDWATER presumed herein, together with conclusions and recommendations pertaining to site preparation, , Engroeer should be notified so that we may update this writing as applicable. Subsurface soil conditions were explored by drilling 12 borings to depths ranging from approximately Test boring lacatims we. checked for the presence of groundwater during and immediately following Engineered Fill utile trench beaktill, drainage and Immerging, foundations, accurate floor slabs and g utility g p� 10 to 20 feet below existing site grade, using a tack -mounted drill rig. In addition, 4 bulk subgmde the drilling operations. Groundwater was not encountered within the borings drilled for this 1. ezteriw fiatwork, reminin walls, soil cement reactivity, and pavement design. 11 g SITE LOCATION AND SM DE6CRIMTON samples were obtained from the site For laboratory R -value testing The approximate boring and bulk investigation. A site plan showing the approximars boring locations is presented following the text of this report. A The site is roughly rectangular in shape and encompasses approximately 30 acres. The site is located at sample locations are shown on the site plat. During drilling operations penetration costs were description ofthe field investigation, bort to and the burin to le end are presented in Appendixerformed p gra 4 Dg 6s $ g' B Prere PP the noHheest comer of Panama Lurie and Sparks Street in Bakersfield, California.CaliomiAgricultural land isnre at regular intervals to evaluate the soil consistency and to obtain information regarding the It should be rece d that water table elevations may fluctuate with tim0. being dependem upon A. Appendix A amusing a description of the laboratory testing phase of this study, along with the PP located east of the site beyond the Kam Deka Central Branch Car al. A drains basin is located ey SO engineering properties of the subsoils. Soil samples were retained for laboratory testing. The soils seasonal precipitation, irrigation, land use, and climatic Conditions, as well as other factors. Therefore, laboratory test results. Appendicuw B and C contain guides o nrlhwodc and pavemnt specifications. northwest of the mks The remainder of the site is predominately surrounded by residential encountered were continuously examined and visually glassed in accordance with the Unified Soil water level observations at the time of the field investigation may vary from those encountered during When. conflicts in the text of the report occur with the general speoifecations in the appendices, the developments Classification System. A more detailed description of the field investigation is presented in Appendix[ I the construction phase ofthe project, The evaluation ofsuch factors is beyond the scope ofthis report. recommendations in the text ofthe report have precedence. - A. CONCLUSIONS AND RECOMMENDATIONS Presemly, the site predom mucly consists -of fellow agricultural land. The site is covered by standards Laboratory mass were performed on selected and samples to evaluate their physical characteristics and PURPOSE AND SCOPE in heavy weed and alfalfa growth. The Surface soils have a loose consistency. Buried utility lines and properties. The laboratory testing program was formulated with emplmsis on the evaluation Based on the findings of our field and laboratory investigations along with previous geotechnical This investigation was conducted to evaluate the soil and gmmdwata ambitious at the sin, o irrigation lima do located along the edges ofthe site and may extend into portions of the site. With theenghwaring exception of Stockpiles of soil in the western portion ofthe site, the site is relatively uly levet with no major of natural moisture, density, gradation, sheer strength, consolidation potential, stability (R -value) test experience in the project area, the following is a summary of our evahmtimis, conclusions, and gateaMinl engineering .commendation for use in design of specific construction elements, and to than m e. graO =d moisture -density relationships of the materials encounood. in addition, chemical tests were recommendatiane. provide criteria for situ preparation and Engineered Fill construction. performed to evaluate the corrc sivity oftho soils to buried concrete and metal. Details ofthe laboratory i GEOLOGIC SETTING test program and means of the laboratory tests are summarized in Appendix A. This information, along Administrative Swaim Our scope of services was outlined in our proposal dated October 21, 2016 (KA Proposal No. P582-16) scope with the field observations was used to prepare the final boring logs in Appendix A. In brief, the subject Site and soil conditions with the exception of the very loose surface soils and the following: Cuologieally, the property is situated an the eastern flank am the weft and of the Great Valley moderately compressible upper native soils, fill material. and existing development, appear to be I • A reconnaissance by member ofow engineering staff to evaluate the surface conditions at I Geomorphic Provides. This province is a large northwesterly trending geosyncline or stnrcnual trough SOIL PROFILE AND SUBSURFACE CONDITIONS conducive to the development of the project Several stockpiles offill material were observed within site the sed site. between the Coast Ranges and the Sierra Nevada Momtains. Erosion from both of these mountain Based on am findings, the subsurface conditions encountered appear typical of those found in the es the western portion of the Sim associated with the adjacent development. The fill material p 1 systems has resulted in the deposition of immense thickness of sediments m the Valley flo Heavily. geologic region of the site. In ileoanal, the surface soils co, of approximately 6 0 inches of predominately consisted silty send and study silt. These soils will be suitable for .use es • Afield investigation consisting of drilling borings to depths ranging from approximately 10 ar laden streams from the Sierra Nevada have built very prominent alluvial fats along the margins of the char ti sand or sandy silt. These soils am disturbnd, have low strength characteristics, and are very loose have Fill provided they are cleansed excessive organics debris and fragments greeter than 4 they ri project 0 20 feet for evaluation ofthe subsurface conditloll8 n the at site. farovon, San Joaquin Valley. This has resulted in a rather flat topography in the vicinity ofthe project site. The highly compressible when saturated. ]tri p prey inches in maximum dimension. Prior to use, Kraz= &Associates, Inc. should inspect the Stockpiled Endre in e, spec �'� sem is composed ofannviel deposits which am mostly cohesiankss sands grid silts. soil to verify no additional testing is required. With Of lea Barren The Weston Voted grew 2205CoyA..Bo E.W CA 933.1"(661)x3TA200.Fee(661)831-9201 - Kruen & Associates low WithOgrces SawigThe Weacc Uaikd Stets Ks sereear &Ass wave Ise With Offices Serving The Western UNied Stetzs Kmzae& Aseousfea, Inc. wvamusm,tne+wmsm oaw.aws< saysa rax amwrma,eumm.am win 0f Dor Serving The writes United States oalnawpmm+s't'an)4rc KA Na 022-16123 P,a No.6 KA No. 022-161M KA Na. 022-161D KA No. O2 16123 Page No, 7 Page Nn x Page No.9 Gmovdwaor Influence on Structui,WComs archon It is recomm UW following stripping fill removal operations, and prior to fill pictures, the upper 2 Imported Pill material should be predominately non -expansive granular material with a plasticity index Foondatimds Based m our findings and al records, it is not will ria within the that gRod feet of native sail within proposed building areas be excavated, worked until uniform and free from less than 10 and a UBC Expansion Index less than 15. Imported Fill should be fres from rocks. and of fou d pemmican; zone of structural influence or affect the construction of foundations and pavements for the project. or at Inge clods twharrracon litioned AS necessary, and oecompacted o a minimum of 90 parent of density hoops greater that 4 inches in diameter. All Imported Fill material should be submitted foe approval in After completion M the recommended site preparation, the site should be suitable for shallow footing However, ifeacthwork is perforDt� during m sass after periods ofpreripitation, the subgrade sons may basad an ASTM Test Method D1557. Prior to fill placement, it is recommended that the expand the Soils Engineer at least 48 hours nor to delivery to the site. EnB p support. The sed structures may be supported on a shallow foundation stem bearing on PP sY B Pis subgrade be moutura,eonditioned and proof -rolled with heavy equipment and observed by KTagan & undisturbed native soils or Engineered Fill. Spread and continuous footings can be designed for the se wits become saturated, "pump," or not respond to densification techniques. Typical remedial measures Associates foe. to identifyr =Stable areas. Unstable auras should be excavated to firm native Y Fill soils should he placed in lifts approximately 6 inches [Irick, as necessary, and following maximum allowable soil bearing pressures: include: dining and aerating the soil during dry weather; mixing Oro soil with drys materials; ground. Limits of .4noval and recompac[ion should extend a minimum of 5 fcet beyond structural anstureeo TM Tes compacted o achieve at least 90 percent maximum density based on ASTM Test Method DI537, removing and replacing the soil with an approved fill material; ormixingthe soil with an approved lime elements. Within d vement and exterior network areas, It is recommended tho osed pOH Additional lifts should not be placed if the previous lift did not meet the required dry density or if sail sulted prior to implementing remedial mmes to -observe M cement product firm in should be coneas subgmde be excavated to a depth of 12 inches, worked =tit =ifann mid free from lege clods, conditions wand stable. the Unstable subgrade conditions and provide appropriate recommendations. moisture-emditimed as necessary, and racompaded to a minimum of 90 percent of maximum density based on ASTM Test Method D1557. The ou,site soils will be suitable for muse as Engineered Fill, I Drainage sad Landsespine Site Fre=mtion provided they sm cleansed of excessive organics and debris. The ground surface should slope away from building pad and pavement meas Coward appropriate drop During site clearing should include removal of vegetation; existing utilities; standard; including _ Shallow Read was seco=nded in Some of the borings. The sand sons should be mixed with the on-site imam or other surface drainage devices. In accordance with Section 1804 of the 2013 California formations baammt walls and floors; trees and associated root systems; middle rubbish; and any I ' silty sand soils if they will be placed in the upper 24 inches of building pads. If these soils uses placed Building Code, it is recommended that the ground surface adjaem to foundations be sloped a minimum i de of 2 o 4 inches or Inose and/or saturated materials. Site stripping of extend o a incl mum depth , without binding with the silty sand soils, caving of the foundation excavations should be anticipated; _ of 5 percent fora minimum distances tit feet away from or tom approved e10 GRADING NOTES 24 HOUR PRIOR TO THE START OF ANY PHASE until all orgmics in excess of 3 pacers by volume ma removed. Deeper shipping may be required o me us t be suitable for use Sa Ea 'neared Fill. However, stri localized Thema will wW Peed - ofdraires fast means of drainage conveyance. 8wales used for conveyance of drainage and located within 10 feat of 1. ALL GRADING SHALL CONFORM WITH APPENDIX J -CALIFORNIA BUILDING CODE AND CONSTRUCTION, OF CONSTRUCTION, THE CIN CONSTRUCTION INSPECTION SECTION SHALL BE GIVEN AT LEAST 24 HOUR NOTICE THE areas. mwterials The upper sons, during wet winter months, become very moist due to the absorptive cl aracmristim of foundations should be sloped a minimum of 2 percent. Jmpervious surfaces swh 0 pavement and STANDARDS PERTAINING THEREOF AND PRELIMINARY SOILS REPORT BY KRAZAN ek ASSOCIATES SECTION MAY BE NOTIFIED AT 661-326-3049. topsoil may be stockpiled and reused in landscape or nm-strmotuml areas.um the soil. Earthwork somatises performed during winter months may encounter very moist instable exterior contends networknetworkwithin 10 feet of building fo=dations should be stoped a minimof I INC: DATED JANUARY 7, 2015. In brief, the subject site and soil conditions with the exception of the very loose surface soils, soils, which may require removal o grade a stable building foundation. Project site winterization percent awe from the structure. Drainage gradients should be maintained o carry all surface water to cote Y 2. THE DESIGN ENGINEER SHALL EXERCISE SUFFICIENT SUPERVISOR CONTROL DURING RESPACBON TEST NOTE- COMPACTION TESTS SHALL BE THE OF THE SUBDIVIDER/CONTRACTOR. THE NUMBER moderate compressible n soave soils, fig material and existing development appear o be ]Y PPd' g p consisting placement of agg.gate base rid protecting exposed soils during the construction phase collection facilities and off-site. These n should be maintained for the life ofthe project. r Brad GRADING AND CONSTRUCTION T IN 0 SURE COMPLIANCE WITH THE PLANS, SOILS REPORT, SPECIFICATIONS AND CODE WITHIN HIS PURVIEW. AND LOCATION AND LOCATION OF REWIRED TESTS SHALL BE DETERMINED P conducive o the development of the project Several stockpiles of fill material we. observed within should be performed. er BY THE GIN ENGINEER. the western portion of the site associated with the adjacent development The fill material A representative of our firm should be presem during all she clearing and Sterling operations to test and Utility Trench Baekflll 3. WITH I'ORJ WILLBE ECSUPERISED BAS NGGICODEED GRADING IN ACCORDANCE AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFlELD PUBLIC WORKS DEPARTMENT predominately consisted of mil add end sad set These soils will be suitable for Dose as p.daD y silty y observe earthwork construction. This testing and observation is an integral part of our service as Utility branches should be excavated according to accepted engineering practices following OSHA 4, SURFACE DRAINAGE TO BE ONE (1R) PERCENT MINIMUM TO APPROVED DRAINAGE FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED Engineered Fill provided they are cleansed of excessive organics, debris and fragni ms greater than 4 acre tante ofearthwork coustrurian is dimensional compaction of the material and the stabil' of p etre pop pgag try (Occupational Safe and Health Administration) standards by s Connector ez riend in such work. Safety Ps FACILITIES, EXCEPT AS WAIVED BY THE BUILDING OFFICIAL. STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, SECURITY BASED ON N APPROVED ENGINEER'S inches in maximum dimension. Prior to use, Kram & Associates, be. should inspect the Stockpiled the material. The Soils Engineer may reject any material that dose not meet compaction and Stability The responsibility for the safety, of opm torches should be borne by the Contractor. Traffic and 5. CIVIL ENGINEER, GEOTECHNICAL ENGINEER AND BUILDING OFFICIAL WILL BE NOBFlEO ESTIMATE FOR THE WORK PERFORMED WITHIN RIGHT OF WAP ' soil o verify no additional testing is required. requirement. Further roma nidations of this report are predicated upon the assumption that reqPrnd Po Pt vibration adjacent o trench walls should be reduced; cyclic wetting rid drying of "mvatim side j FORTY EIGHT (EER HOURS TO PLACING ANY FILL MATERIAL AND INSURANCE AS REWIRED SHALL BE PROVIDED PRIOR TO earthwork consYmctim win nuform to recommendations set forth in this section and the Engineered slopes should be avoided. Depending upon the location and depth ofsane utility tranches, groundwater ISSUANCE OF A PERMIT. The site was previously utilized for agricultural os. In addition residential developments 1 p y DW' purpos ' P Fin section, flow into n excavations could be experienced, especially durin m shortly following periods of sipg ng p 6. ALL FILL TO BE COMPACTED TO A MINIMUM OF NINETY 907 PERCENT MAXIMUM ( ) THE AREAS ARE DESIGNED AND GRADED am buried such as utilities, irrigation sura=d the sem, Associated with thesext DENSITY DETERMINED BY APPROVED METHOD PER APPENDIX J OF THE CURRENT INDSCAPED TO MINIMIZE EXCESS LANDSCAPE DRAINAGE ACROSS THE SIDEWALK E R lines =d water wells that may have extended into the project sin. Any surface or buried structures ride into the e, Any PrnrPataum. IA CALIFORNIA BUILDING. CODE AND CERTIFIED BY TESTS AND REPORT FROM SOILS ENGINEER. FOR THOSE AREAS OVER 2% summoned during construction should be Property removed and/or relearned. The resulting Enmmared Fill �I Sandy soil traditions wore encountered at the site. These cohesianless soils have a tenancy o cave in MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL excavations should be backfilled with Engineered Fill, compacted o a minimum of 90 percent of The majority, of the upper native soils arta EII material within the project sem ere identified as silty - I wall excavetians. Shoring or sloping beck trench sidewans may be required withintluse sandy 7. FILL MATERIAL SHALL IC PLACED IN LAYERS NOT EXCEEDING SIX 6 INCHES IN COMPACTED THICKNESS AND. COMPACTED AT A OPTIMUM MOISTURE OR STRUCTURE SHALL BE 4:1, EXCEPT FOR 2 BEHIND THE SIDEWALK maximum dens' based an ASTM Test Method D1557. Disturbed areas caused by demolition nY ends smdysilb, and suds. These sails will be suitable as Engineered Fill, provides they am cleaysed wits, sails, i CONTENT BY AN APPROVED METHOD. WGERE THE MAXIMUM 51 -OPE SHALL BE 2% ALTERNATIVELY, THE CITY MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER activities should be Forward dollar reeompactad- Excavations depressions or soft and pliant area I of excessive worries debris and Fragment greater dean 4 inches in maximum dimension.ENGINEER 8. ALL FILL AREAS CLEARED ALL AND OTHER UNSUITABLE METHOD TO PREVENT EROSION ONTO THE SIDEWALK. extending below placed finish subgrade level should be cloned o fan undisturbed soil, and Utility trench backfin placed in or adjaeem o buildings and exterior Slabs should be compacted o at RUT D AREA SCARIFIED MATERIAL FOR A STRUCTURE FILL AND THE AREA SCARIFIED TO A DEPTH OF SIX (6) backfilled with Engineered Fill, to ground, my septic ranks, debris pits, cesspools or similar struemre9 p .Biu aPP DOPn The preferred materials s ecified fmH Engineered Fill is suitable for most applications with the ex on last 90 percent of rnaximum density based n ASTM Test Method D1557. Utility trench backfill INCHES. ANY ITEMS IN PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR DO NOT MEET CURRENT STANDARDS SET BY PUBLIC WORKS WILL REWIRE - should be entirely removed. Concrete footings should be ranoved to an equivalent depth ofart Inst 3 of exposure to erosion Project Sim winterization and protection of exposed soils during the pieced in pavement cress should be compacted to at least 90 percent of maximum density based on REPAIRING AND/OR UPGRADING AS PER CIN ENGINEER. feet below prepared footing elevations or as recommended by the Soils Engineer. Ifnot utilized for the construction phase should be the sole responsibility ofthe Contractor, since he has complete control of ASTM Test Method D1557. Pie bedding should be in accordance with pi manufacture's p g Pa 9. FACES OF ALL CUT AND FILL SLOPES SHALL M EXCESS OF 5' BE PLANTED WITH A GROUND COVER INDIGENOUS TO THE AREA AND MAINTAINED AGAINST EROSION. new development, water wells should be abandoned in ,moisture with the county standards. Any the project sin at that time, dation. recommns 10. ALL CUT AND/OR. FILL SLE SHALL NOT BE STEEPER THAN TWO (2) HORIZONTAL UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO2 WORKING DAYS PRIOR TO CONSTRUCTION. (7-800-812-2444) buried other stratum should be removed in accordance with flu ocommeadation5 of the Soils) Engineer. The resulting cxeaystions should be beckoned with Engineered Fill. The Contractor is responsible for removing all wart -sensitive soils from the trench regardless of the TO ONE (1) VERTICAL IF THE PROJECT IS SUBJECT TO THE PROVISIONS OF THE backfill location and cora laiden requirements. The Contractor should use appropriate equipment and. p app e9 P 11. BERMS OR DRAINAGE DEVICES ARE REQUIRED AT TOP OF ALL FILL SLOPES. NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), INTENT- (N01) TO COMPLY WITH THE A "MS methods o avoid damage to the utilities and/or structures dm* fill placement and compaction. - 12. TERRACES WITH THREE (3) FEET MINIMUM WIDTH AND ONE (i) OF H WATER OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (SWRCB KmzRenign, grazed.&Asre w,lnw Krum III Ass slots, Ina. T MINIMUM E REQUIRED FOOT MINIMUM DEPTH ARE REQUIRED AT TOP OF WT AND FILL SLOPES WHEN E%ISDNG TERRAIN SLOPES TOWARD TOP OF CUT. ORDER NO. 2008-009-OWO AS AMENDED BT ORDER Wd rwU.J arr;a8 With Omcae3 The Wemem United Slates WiNOff Servmg'tt Weamn Usdted 3mtes Wgh Ogcaz saving Tne weatarn United Stites 2010-0014-DWQ AND ORDER 2072-0008-DWQ) MUST BE FILED _ m la na,se.,sv.wwwam, _ rap Nemm sww>ava e°'a"'R° s.1_ w i 13: FILL AREAS SLOPING STEEPER THAN FIVE TO ONE 5:1 SHALL BE KEYED AND ( ) WITHIN STATE WATER RESOURCES CONTROL BOND IN SACRAMENTO BEFORETHE BEGINNING OF ANY CONSTRUCTION BENCHED TO SUPPORT FILL - ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REWIRES 14. ALL FILL SLOPES SHALL NOT CUT WITHIN TWELVE (12) FEET HORIZONTALLY OF THE BE PREPARED, CONTINUOUSLY CAA STORM WATER RRIED WTD, AND ALTION WAYS TOP OF EXISTING AND/OR PLANNED SLOPES. AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL - 15. ALL SLOPES IN EXCESS OF THREE (3) FEET MINIMUM WIDTH AND ONE (1) FOOT CONSIRUCRON HOURS. WASTE DISCHARGE IDENRFlCARON (WDID) NUMBER 5F -15C379790 HAS BEEN ISSUED BY THE STATE WATER MINIMUM DEPTH ARE REQUIRED AT TOP OF CUT SLOPES WHEN EXISTING TERRAIN RESOURCES BOARD FOR THIS PROJECT. SLOPES TOWARD TOP OF CUT. - - - PLAN IS NOT A SITE UTILITIES APPROVAL -- 16. APPROXIMATE GRADING CUT 23,300 C.Y., FILL LL 19,800 L.Y. - QUANTITIES SHOWN HEREON ARE ARE FOR FOR P PLN CHECK PURPOSES ONLY. RETAINING WALLS REWIRE SEPARATE PERMIT NO OTHER SIGNIFICANCE IS IMPLIED OR INTENDED. 17. IF DURING CONSTRUCTION ACTIVITIES OR GROUND DISTURBANCE, CULTURAL RESOURCES ARE UNCOVERED THE SUBDIVIDER SHALL STOP WORK AND RETAIN A QUALIFIED ARCHEOLOGIST FOR FURTHER STUDY. SUBDIVIDER SHALL NOTIFY THE PROPER AUTHORISES AND BE SUBJECT TO ANY MIIIGARON MEASURES REWIRED BY THE ARCHEOLOGIST. - BEST MANAGEMENT PRACTICES STORM DRAIN NOTES sa-- ON -- GRADING RECOMMENDATIONS CIVIL mucTU A" REINFORCED CONCRETE PIPE SHALL BE CLASS III WITH RUBBER GASKET JOINTS PER A.S.T.M. C 76 Se C 443 . ENGINEERS FOUNOAnONS._ ALL MANHOLES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF goRWK EOE opq/ RevIsed DELMARTER AND ASSOC. BAKERSFIELD STANDARD DRAWINGS SVI Still AND SECTION- 70-1.02H �.,T�J.S Itb(pt Fyc DAM 10-31-16 Date �r 2018 WES ei DRIVE SIE "C BAKERSFlELD, CA. 933rd OF THE STANDARD SPECIFICATIONS OF THE STATE OF CALIFORNIA, I �t� - r^y PHONE 32]-1496 FAX 32]-1132 Nle- 14091 D t - DEPARTMENT OF TRANSPORTATION, CURRENT EDITION, ALL CLEANOUTS SHALL BE Na era m 01-29-18 _ LANG PLANNING' SURVEYORS CONSTRUCTED )N ACCORDANCE WITH THE CIN OF BAKERSFlELD STANDARD DRAWING SW -6. �Q ?t ' rite iFVEUNc, - �r # - AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFlELD PUBLIC WORKS DEPARTMENT PROPERTY -LINE v''s..7 sow SI-�T�_ OFA ;TIMATE FOR THE VAY. UNLESS SECURED BY A Civil CAL1F�a\! J MES K. DELMARTER DR rnIu .L BE PROVIDED PRIOR TO R.C.E. 17564 DRAWING RLE. GATEWAY TR 7029 PEFUT NO. BT7-40000014 I CRY RECOFa9 NO. 1.7-7029 Ph 1 & 2