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Home My WebLink AboutTract Map 3883 Lot 319 Preliminary Soils & Foundation B a. F SOILS //VL: S"/6UEc) . PRELIMINARY SOILS INVES11GAllON. 8:COMPAC11ON TESI1NG PERCOLATION REPORTS 31174RfVERTONl.ANE!-TEMECULA.,CA92591 PHONE (909) 699-1499 PRELIMINARY SOILS INVESTIGATION AND FOlJNDA TION RECOMMENDATIONS A large, single-family~.rp.i"pnti,,1 huilding p"" "rp", including SepBr"tp bam pad area and access drive and parking area located on the south end of CaUe Fiesta, Meadowview Community, TnnecuJa, ~Califomia . l~al De.ocription: Lot 319 ofTraet 3883; A.P.N.919-210-008 Site Location: Lot on south end of Calle Fiesta Meadowvij:W rommllnity Temeeula, CA 92591 Ownerl Applicant: . Kmt Fllny 3784 Mission Avenue PMV 344 Oceanside, CA 92054 RECEIVED AUG fq \ Z003 , CITY OF TEMECULA ENGINEERING DEPARTMENT . Job No. PSFQJ.-119 July 2, 2003 \ . TABLE OF CONTENTS mTRODUCTION ................................................................................................1 GENERAL SITE CONDmONS ........................................................................1 FIELD INVESTIGATION AND EXPLORAT~RY BORINGS........................2 FAULT SySTEMS...............................................................................................2 SEISMICITY ............................................_.......................................................2 LIQUEFACTION CRITERIA ............................................................................3 GENERAL LABORATORY 'fESTINGJ>ROCEDURES.................................A Maximum Density Determinations ..........................................................4 Expansion Tests 4 ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN..............5 ACTIVE ,EARTH PRESSURES-FORWALL.DESIGN ....................................6 LATERAL RESISTANCE...................................................................................6 SETILEMENT ANAL ySlS........................._....................................................6 . SITE CLEANUP AND COMPACTION OPERATIONS...................................7 COMPACTION SECTI()N-DESlGNS ...............................................................1 FOUNDATION DESIGN RECOMMENDATIONS ..........................................8 Soluble Sulfate T...ting II Floor Slab Recommendations...................................................................8 Floor Slab MoistUR-Bame-r ......................................................................8 Drainage Procedures.................................................................................9 Utility Trench BackfiU C) Foundation Recommendations.................................................................9 CONCLUSIONS AND SUM-MA-T-ION ................................................................10 UNIFIED soas CLASSIFlCA nON SYSTEM ...............................................11 BORlN"G LOG ................................_..................................................................-12 SEISMIC FAULT ZONE MAP ...........................................................................13 CONSOLIDATION TEST .p-RESSURE~U:R\lE ...............................................14 MAXIMUM DENSITY CURVE..........................................................................15 SULFATE TEST RESULTS...............................................................................-16 R- V ALUES..................................................................................................................17 . PLANS...............................................................................................................................u B&FSOILS 'Z.- . Job No. PSF03-119 July 2, 2003 Page I PRELIMINARY son,s INVESTIGATION AND FOUNDA TION RECOMMENDATIONS A large, single-family resi"..nti"lhnilding pJldJll'.ea,JncludingJleparate.barn pad area and access drive and parking area located on the south end of CaUe Fiesta, Meadowview Cnmmunity, T..m....III", (,,,lifnrnia Lt:gal Description: Site Location: Lot 319 of Tract 3883; A.P.N~ 919-210-008 Lot nn-SOllthJmdof r.ll.. Fiesta, Meadowriew Community, Temecula, CA 92591 -KurtEddy Owner/Applicant: INTRODUCTION . At the request of owner Kurt Eddy, B & F soils has eonducted a complete preliminary soils engineering f....ihility-5tJJdy to tlP.t..""in.. th.. "",<>tllr.1 prnp..rti...-and strength parameters, sueh as soil density, expansiveness, bearing value, and soluble sulfate eontent of the existing proJ..<>t .r... .oil. All of our soils investigation was in complete aeeordanee with the Uniform Building Code, (AppendiJr rh.pt..r 3J)-andin.compli.nC'.P. with th.. Riverside ronnty.and loeal City of Temecula grading codes and standards~ GENERAl, SITE CONDmONS The entire lot is eovered with t.II,~, n.tiv.. gr...... resnlting from .hllntl.nt winter rains. The lot forms a naturally higher building pad area along the northern boundary and slopes gently away to the SOllth .nn west with. tot.l ..1..v.tion "h.nge of n or JJeet. . The existing site soils consist of tan-brown, moderately eompact, medium to fine sand and silt derived from.d..r.ompo...tl gr.niti" h..tlrnd~. B Be F SOILS 7 . Job No~ PSF03-119 July 2, 2003 Page 2 FIELD INVESTIGATION AND EXPI,ORATORY BORINGS One 8-ineh auger-type boring was drilled in the proposed building pad area using an auger-mounted drill on an 800-series Bobeat. Several shallow exeavations provided additional soil samples for laboratory analysis. FAULT SYSTEMS No evidence of settlement eracking or fracturing or fissures of any kind were observed on the projeet site and current geologie information does not indicate any aetive faults on this specifie site area~ . SEISMICITY All of Southern California is within a zone of seismie activity~ Some of the potentially active fault systems-Of .igroi{i".nt size would be the Newport-Inglewood Fault, whieh is at a eonsiderable distanee of about 30 miles northwest along the Paeifie Coast. For this general area the most "on.i.t"ntly-1lCtiv" zon" within .iOO-mil" r.nill..would include the San Jaeinto Fault Zone, and the closest main aetive fault would be the southern extension of the Whittier-Elsinere-FaWt. 'I'he-Chino Fault selitnern extension is approximately 15 miles away and is eonsidered to have a maximum magnitude of7.5, whieh would also apply to the Whittier hlult, ~is more distant. The overall area is eonsidered to have a Riehter magnitude of7.0. The possibility of ground acceleration at thisar.eaw~u1cI-be .pprmnm""ly-equaI to the 8I'n"r.l SOllth"'1l California region. Past information indicates the probability of ground acceleration as follows: (page 3) . Ba: FSOILS ~ . Job No~ PSF03-119 July 2, 2003 Page 3 Probability of Ground Acceleration Acceleration of Gravity 0.05 0.10 0.15 0.20 0.30 0.35 Probability of One Occurrence Per 100 Yean 95% 88% 65% 38% 20% 4% . Southern California is eonsidered suseeptible to a large earthquake, and design should be in aeeordance with the Uniform Building Code, latest edition. The "Seismie Risk Map of the United States" indieates that we are in Zone 4, which is deseribed as those areas within Zone 3 determined hy-1heir ~oximity to eertain major fault systems to be deemed Zone 4. LIQUEFACTION CRITERIA Soil liquefaction is caused by loss of soil strength, which is a result of increased pore water pressures related to sigTIifiC'ant s.,;.mj".activity. This phenomenon oceurs primarily in loose to somewhat dense eohesionIess soils, whieh are loeated within a groundwater zone. A rearrangement of the soiLparticles takes plaee, putting them into a denser eondition, whieh results in loealized areas of settlement, sand boils and/or flow failures~ The subject site will be cut down into solid, undisturbed well compacted soils . whieh will have adequate drainage both naturally and manmade for the final building pad. The soil particles will be in a dense, well~eompacted eondition. There will be no B&FSOILS '!S . Job No. PSF03-119 July 2, 2003 Page 4 groundwater surfaces remotely close to the building pad elevation, either permanent or perehed. Final drainage design will provide permanent and positive drainage flow away from all structures. Therefore, it is eoncluded that the subjeet building pad and the proposed foundations will be eonsidered to be nil with respeet to liquefaction. GENERAL LABORATORY TESTING PROCEDURES Maximum Density Determinations A bulk sample was proeured, representing the typical soils that will be involved in the exeavation and grading procedures..M~yimllm density determinations were made in aecordanee with A.S.T~M. DI557-70T, modified to use 25 blows on eaeh offive layers with a 10-pound hammer falling 18 in"hp...in ~ moltl.of 1130 =hie foot volume. . Soil Type I: Tan-brown coarse to fine sand and silt with minor clay-size eomponent and abundant rock fr.grnp.nt<:BM.&-5C ~"Mrtlingjo the U~RC.s..;J\f9Yimum Density 119.9 @ 11.5% Optimum Moisture. Expansion Tests The results of expansion tests performed on the remolded samples of the typical foundation soils, compacted to over 90%.alliLsetnplDl1e-Cqllll.i to 50%-Sa.t.uration,-lUld then measured to full 100% saturation after a period of several days and until no further expansion occurred in a 24-hour ~period in ~"('./)rtl~n"e withJable 29-C of the Uniform Building Code, are as follows: Expansion Test Results Soit Type Confining Load Fxp~nc;:.lnTLln(h~y % FxpSlnc:intt . I 144 p.s.f 12 1.2 S& FSOILS ~ . Job No. PSFQ3-119 July 2, 2003 Page 5 All of the typieal earth m.t"ri.ktbat :willbeinYclvedin.the gradingopPT.t;on. have low to nil expansive properties and will not present any struetural foundation problems with respeet to soil moisture variation. AU,OWABLE BEARING VALUES AND FOUNDATION DESIGN The typical earth ,".t"ri.l'.on.the-StteJllere pro,,"rPlilbrlaboratory .naly.i. "nn based on saturated direet shear tests, an~allowable soil bearing pressure was determined. The results ofIaboratory analysis and..direcLshear te.ting.on.the iwical. fOllnn.tion Mlils utilized a eonlrolled rate of strain of .050 ineh per minute under varying normal loads. The test results caleulated gr.aphicallyilulIUlIlgle.of int"rn~l rr;"tiOIl of 32 n"W""..with . 120 p.s.f available eohesion~ Utilizing the Terzaghi Bearing Capacity Equation with a faetor of safety of3.0, the following ""J,,"1ationsl1av.eheen.determined: Square or Continuous Footing/! NOTE: q = CNc + wDfNq + wBNw = 150(20) + 100(1.0)14 + 100(0.5)12 = 3000 + 1400 + 600 = 5000 p.s.f (ultimate) q. = 1650 p.s.f (allowable for square or continuous footings 12" wide and 12" deep); q. = 1750 p.s.f (allowable for square or continuous footings IS" wide and 12" deep); q. = IS50 p.s.f (allowable for square or eontinuous footings 24" wide and 12" deep); q. = 1950 p~s~f (allowable for square or eontinuous footings IS" wide and 18" deep). q. = 2650 p.s.f (allowable for square or eontinuous footings 24" Wide and IS" deep)~ Allowable soil bearing pressures may be increased by a faetor of one-third when eonsidering mom"nt.ry wind.and ."i.midoadings whichar.enot eonsidered to aet simultaneously and is in accordance with the Uniform Building Code~ . B Be F SOILS 1 . Job No. PSF03-1l9 July 2, 2003 Page 6 ACTIVE EARTH PRESSURES FOR WAU, DESIGN For design ofretoining w.alls wher.enatiyjl-soils or comparable import soils are utilized whieh are fine-grained and not clays, we reeommend that active pressures be 35 p~e~f equivalent fluid pressure where.thereis-a1evel hodrlill .goin.t.ihe T..toining:wall. If a rising slope occurs behind the wall at a 2: I angle, then the active pressure should be increased to 45 p..cJ: equiy.alentlluid pTp.oonTp. LATERAL RESISTANCE For determining lateral resistanee and foundation design, passive pressures of300 p.s.f per f90t of depth may be used,-llp1o-a m.ximnm .of24DO.p..s.f. A coeffiC'i..nt .of metion of 0.35 can be used for lateral resistanee for all foundations making contaet with . the approved huilding pad. lfthis Yal.ueisllSedin C'.onjnnC'tion with the p...iv.. pT....IIT.., then the eoefficient of met ion may be left at 0.35, but the passive pressure should be redueed to 225 p.s.f per foot.of-depth. The lateral resistance from coefficient of mction is determined by taking the aetual load of the building on the.soils,limes.ihe fonnn.tion .area, limes .the co..ffiC'i..nt .offriC'tion. SETTLEMENT ANALYSIS Consolidation testing was performed on an undisturbed soil sample whieh is representative of the fOUl1notion soiliLin.ihe gP.l1p.Tol hnilning pad-ar.ea. IheJp.onlting eompression index (C.I.) determined by laboratory testing of this undisturbed foundation soil sample was 0.1l6. . Calculations indieate that under these soil eonditions a single-story strueture eould have 1.6 inches of total settlP.mP.nt,~aIl(La.twD-stoIy otmC'hITp. w1lu!d have lJl inches.of total settlement. These values would-be based on no additional eompaction being B&FSOILS ~ . Job No. PSFill-119 July 2, 2003 Page 7 undertaken and the total settlem..nt that w.ouId DCCllI, indllning that which.takes.p1ace during the aetual eonstruetion of the building, plus all final settlement. After the compaction of the-PJ'.oject Mell.has been eompl..t..n, the-1otal...ttl..m..nt whieh will result is V2 ineh and the total differential settlement will be 1/4 ineh~ SITE CI,EANUP AND COMPACTION OPERATIONS The area to be graded .honl,Lbe ..ripp..cl ill-Ail organie mat..rials.and the underlying fill soils should be pre-watered for a minimum of three days prior to grading. All fill soils should bethor.oughly..proe......cl.amLpre-mixed to optimllm moi""r.. prior to emplacement as eompaeted~fills. . The fill slopes must be anehor"ll mtoJreyway -Slots.and.properly h..neh..n mto bedroek formation as the grading proeeeds to the final building pad elevation. All fills should be ..mplae..cl.in15.,inchloll.,inchJifkand.track and wheeLrolled.in multiple directions until 90"10 relative compaction test results are attained. COMPACTION SECTION DESIGNS All fill and/or eut areas reeeiving eonerete or asphaltie conerete surfaeing must be compacted to a minimum 25%, (top~.6 inehe.)-.rela1ive eompaetion using.the ..xioting..nativ.c soils as subgrade~ A standard soil seetion eonsisting of 4 inehes of asphaltie eonerete over 6 inehes of3/4-ineh Type llbaseDY.ef onhgracl''1095% relative.compaction w.ouId.b.e required in all driveway and parking areas. All other fill areas should otherwise be eompacted to 90% relative eompaetion and all building sites bisected withd~1iteJineS-ln]Jst.b.e.Dv.ef-exeavMecl a minimnm of3Jeet . and extending 5 feet beyond the building perimeter. B&FSOILS C\.. . Job No. PSF03-119 July 2, 2003 Page 8 FOUNDATION DESIGN RECOMMENDA nONS Soluble Sulfate Testing Deeomposed granitie-type soils typically have from 0 to very low p.p.m. soluble sulfate, thus permitting the use of2500 p.s.i. eoncrete. Floor Slab Recommendations Normal eonerete floor slabs should be 4 inehes in thiekness (3-5/8"). The typical soils are in the low expansive range; howev.er, we wnuld .suggest that some minor reinforeement be eonsidered in the slabs, sueh as 6" x 6"-10/10 welded wire mesh~ The advantage of this is that it does "Jimin"t" th" po.oihility-Ofan:y-1I1inor crff"king.and . separations as sometimes oecurs with heavy live loads. The original eompaeted building pad area is adequate, but with the tr"n"hing.ofutilityJines.and1he pl11mhingrisers,Jher.eis sometimes diffieulty in getting uniform eompaction throughout all areas. Horizontal reinforcement m.the slabs ean bein-ihelOrm-Of 6" x-6"-lOllfl.welded wire mesh, or #3 bars be plaeed eaeh -way on eenters between 18 inehes and not more than 24 inehes. Floor Slab Moisture Barrier . For all areas that will receive floor eovering, or where any form of moisture or dampness eouId result in an undesirable .itIlMion, 1he.use m-a-1llOisture harrier suchJiS a 6-mil visqueen-type membrane is recommended whieh is lapped or sealed at all joints. For garage areas or sheds other thanJOOng.quarters,-ihe moiotllreJJarrier is.considered optional; however, it does serve a useful purpose. In all instanees good drainage should be maintained away from all structures. All of the polyethylene membranes should be protected with a few inehes ofsand sa. FSOILS \0 . Job No~ PSF03-119 July 2, 2003 Page 9 placed on top and below them for protection;n wilLaIsolIelpin.curing the cement when the floor slabs are poured. All of the sand should be kept moist up to the time the slabs are poured~ Drainage Procedure.. The final building pad will be properly elevated and all drainage patterns will most likely be directed toward the.adjoining.flood.contr.o1 c.honnp.l 11 is important that.all surfaee runoffbe direeted away from all building foundations~ Utility Trench Backfill All utility trenehes traversing the building pad and! or subgrade areas should be . backfilled with clean, sandy native.soils.that.are moiotened.to .optimum moisture.and compaeted to a minimum 90% compaetion value to insure against any subsequent settlement in these areas. For deep trP.11c.hp.o,1.be,pipes-=be1illed in by JP.tting 00 that ~ voids are eliminated. However, for the upper four feet we reeommend that meehanical tamping and!or wheelrolling be lInclP.Ttohn$()-1hat at lp.ool 9D"A.-COIIlpac.tion hoolJeen attained and no subsequent settlement will oecur over these areas. Foundation Recommendations All of the trenehes should be exeavated into well eompacted, non-expansive equigranular soils. For adequate supp.ort w.e rP.c.ommp.ncl thot oil single-story stmMmp.s have a minimum 12-ineh deep footing and all two-story struetures have at least an IS-ineh deep footing. All continuous bp.oring fo.o1ings .holllcl be Tp.infoTc.ed with-1lOtless1han-ODe #4 steel bar in the top and one #4 steeLbar in the bottom. We also strongly recommend . that a field inspection of the footing tTp.nc.hp., hp. monp. prior 1o~conereteemphj('.emp.nt B& FSOILS \\ . Job No. PSF03-119 July 2, 2003 Page 10 CONCUJSIONS AND SUMMATION All of our field work, exploration, soil sampling, laboratory testing, and engineering analysis have been conducted in eomplete aeeordanee with the Uniform Building Code and with accepted engineering lechniqJ''''lUld.prevailing grading and engineering code requirements. . We will remain available at this time for any additional soils information or any cIarifieation of the report that mightheIp.qJ,irecl We will present a Final Report of Compaeted Fill for the remaining grading and eompaetion testing necessary to acquire a building permit. We appreciate this opportunity to be of service. Respectfully ,"hmittp.Q, B & F SOlLS e.- Peter H. Buehanan, Soils Consultant . B&FSOILS \?- .:JC,c;<./o. ,PSr- 0.3-/19 . COARSE "~GRAINED SOILS. -(>>.r. ...~...., ......... .. LMG(R "*' 110. 200 ...... ...., . fiNE . GRAINED SOILS 1..........!tO...., _,...... SM&l.L[JIt ""-'... 200 ,._ ..., - B a. FSOILS MAJOR DIVISIONS GROUP SYMeQS .~ GW r.~ CLEAN GRAVELS CL.n.. . .. ..... ) :.:~ ~.. .~~ GP ..~ GRAVELS ~ "-~"'.A toe.. I..,.. .. LA"c,[A .,.. 'N ....4 Itft'II I.n) GRAVEls WITH FINES ~ C'-Hrec..... .....t. GC ", ....) ,,~ ClfAN SANDS 0..1"" . .. ,... J ~ ".-:".:: '::,~l';l: : ;.~~: ..... ':'...... 51' ~}~; SANDS .......,..~...oI 0... "..... it S....lL[1Il ,"'- IIfle ".... ,..... ..n) SANDS WITH F'NES (...-c..... ... .."...) 51 LTS AND CLAYS (l~ 1_" lESS 1"-' 50) 51 L TS AND CLAYS (L.-..td It",," QtUT[JII j..... SO) w: IOH .~ ~ PI HIGHLY ORGANIC SOILS Date 7/2/03 Page II TYPICAL NAMES .... ....... .......... ............ ............. l;n.. . .. ...... ,..., ........ _.......... .. ....1....... "'''..... I,,",.... ,..... GM Sifty ......... ..-1......__ _....... 0-,., ........ ..............-0., ......... sw .... ....... ...... ......u, ...... I,"'. . - ,... ,.....,.".~........ ........" .....hn.. . .. ..... SM s.H,...... ___...... M.....,.. sc c., ..... ~.. cs., IIln....... --,..c ..... .wi ~ f_ ___. rwell ''-w. ML ....,.. 0.,., ..... ..... .. c.,.... ..... ~""......' ""'lICStJ.: ..,...c ~. _ ... .. ......_ ......cA'. ......"' u.y". ......,. dlaytl, ...., c.,.. .... c...,.. Cl. OL o..,.-c ..... .... .....,...c ....... cler' .. ... ....,'Clty MH 1-....1IC ....... 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'" !< . 0 , . 5i ~ 00 '" x .~ '" '" '" '" a ~~ ~ ~ ~ ~ '" h if ~ l ~ ~ ~~ ~ '" '" ~ ... .. ~ ~ '" . . ~ n ~ '" g. ~ - - - --- - _l i- ~~ -,." t' . c.... ~, 5: l!:8 l!:g -y :! :J """ Ii< ,...~ - - SA 00 0- 8:i ~ '" ~~ 0 g' < < ;:" .9 gi: ~,~ L:;:--" -~ .. . ~ l!:'" g~ n~ ~ _8 -8 <<< m . " ;; . g n " m ~ 0 . . ~ [ 0 H~ ? ,. . .", t~ ~ ~ a ! i ~ v; ., 0 '0 ~ ^ v ... . , v; 0 ~ I jf i ~ 0 0: 0 31 riI ..., ~ i;' ~ :> :... H~ -~ ifi =01 0 . Ii ~g i l ^ _v II ! ~:- 0'0 -.... \ ~ n -~ g!.J ~g ~!! -~ { ." c. 1 ~I ~ ...It I 2 Pressure Tons/14ft ."'0 el r',,,e!t>??1 -StDik ~ . .,...t- Clienl . ~-uRr ePP 9';' ~m ~'e No. . J. o.ott> - ':Ieo. . 2 ,," . . 7 /Z/eJ3. . CONSOLIDATION TEST - PRESSURE CURVES . . c II Ci ... . ._0 ~; .......8 .E. .. 0 .. be - . --.; ;; .. u.g '" . . P./4 .::7;6;(t). PSF tJ;3 -119 H& T SOIL3 ENGINEERING 7/'2./03 I I - t ""'1 ,00- .... /' --- .t. """ "" " -t,. c: If I " I " -' , '. .~ '(; lr. ,... I (' ~~ . 11'le.~ IS .;>~ ~ ~ 1q'1'.... "'-'- I ,<;;~ I I ,'- " ~ lI.'- "- " . I , D^ 10.. I I .'" " 'l.. I "" '\.1 I I - I ..... I :?f. ! . '""'- - " ! , I ......., T ~ . I ,I ; I I - f .' . ~ I 18- L~ r 1.<::" - .. .. ~ .!i ~ ... U .c .. .. E o ., .:JO .eo 0.12:1 ~. Q.!l I 2 Pro.."r. T"""/~tt. " 4 . -~ . _. - . . ~ ;: 5: - . - . , , , , , , , , , . , , , .2 4 I . e 10 20 N '. \(p . - 8 &L- " .- .a .~ U ~ . L .. " c l ., . >- - .- .. c & >- Q p./b .:JOB Ho.-. ?f;e-~3-//9 . MAXIMUM DENSITY CURVE o,qrE: 7/2/03 p. Moi$ lure Content in Per Cent of Dry Weight B6FSO'LS 130 lOCATION ao.ing No. 1- Dcpth,ilI ,... 125 120 115 110 105 100 orTlMUM MOISTUlf (OHUNT, Ill'" c.1lI .f Dry WI;,,, //,S" M.O)"'UM DrY DfN5ITT, .. Pov'" .., C"blc ,... //9.9 SOIl dJ..5S'flCATION 74~bw,') -h,;.e SQYld.r$,if. w,.-;4 h'>IAeJrCft,..Y; .f/'1t Se a.cUJr~;"1? 70 CJ.s.cs,. ~L2P1? //'7.'7 R.C.-/': IIi'l'7d //.5% H~O . $pil Type ..rtfI Dncript.... - . METHOD Of COMPACTION .ASIM Slondctll ... Mothod D.U~NC , Lfi.5 7'"F.ST (Y:' BrF.5~/L5 .o4r~' fo/-:z~/03 :::rOB AID: ,P.5rt:J3-//9 .' 0;.-'" -w: ,no..." -- 5 ...,... 2S ..... - .,... 10. -~ ........ \\, p./~ . B8rFSOILS . T HANSITION LOT DETAILS ..:JDb .No. p$r~3' -/19 Dcr/I!!:: 7/2/0:3 CUT-FILL LOT NATURAL GROUND 1- - - - -- ..... .--- -.... .....- 5' 'L _ _-- _.....-- MIN'I - -- - -- ---\: ---- -- -- :COMPACTED ~F'Li.:-::-::::-~-:::':'--~~~-:: - ...;; -=---------:-i-:--:---:~---:_: 36" MIN, -----------------."""-\ --->- " -..- ..~_-_-_-_-_-_-___-_-;::.~---~~~--.J"..:::.--c--- r..'\v. "\ ~. , -;-:.;:~-:~.:::~-S\)\\f'-S_-..;;;-~----- . OVER EXCAVATE AND RECOMPACT - -"':1;; -_-€'.;U~-:..:- , ,,",.,^ . '=--,- ,,-~O'J..:--.:;;...-:::---- -.:.~~ -....:::....-------- ____ I UNWEATHERED BEDROCK OR 1 ,- MATERIAL APPROVED BY --,J , THE GEOTECHNICAL CONSULTANT . CUT LOT --- --- - ..-- -- ..". ..... -- ..... _ --..::::: REMOVE ..... ..... _ _ - UNSUITABLE ____ _ - 5' h ___ _ MATERIAL _ MIN. t - -- ---=-. --- --- -. , :::_-_-_-_-..: ..:_::-: -_-_-_-..:_-_-_-_-:..-_::=:;;.:-.r-:::- _-_- -=-_-_-_-_- -T-..:------:...- -------------- 36' MIN. __ _ __ _ ,..__~_ /.,,>: V\ ^ -r- -COMPACTED:..------~---- ~ \ T ~:~~~~~~ OVER EXCAVATE AND RECOMPACT NATURAL GROUND _1- - . - - . UNWEATHERED BEDROCK OR f ,.-- MATERIAL APPROVED BY . f THE GEOTECHNICAL CONSULTANT \tt> NOTE: DeeDer ove!'"excovotion and recomooction sholl be p~rformed ., . ., _. L _ _____._,.. L. .L..'_ ___.~_L.._:__' __........1........, -::7CJ6Ad:J. ~;C'o~-119 i ~ i 3 o ~ a I3i!JR/,</G t:1P,,4r/O,v ,4.j?d &J/9 - 2/0 - OOe . ,00/ ~.1 Ql\; , I ~ 2~ 0) a ..; " .. ~ @ ~,-" 90'6.." . ~ ~ - . ~i ~~ ~lIj Q:"- .... ~!!; :5'"" !.J~ ~~ N' ~~ @ . ~O! . t C)g: Q:.~ '" . . ~ -:w 011 @ >IS ':IrW'O @ i11f; ~ ; ':Jf1f&'O @ n~ . ,.., ...' '3/9,['0 ':WOO7 @ @ , 6/E ... B1~ ~ 21&-.U ""IWO @) 119'0 @ ~ t O~ "'"c>.!: .- '3If119'O (jJ) ~ '3IfILO 91E @ 1i1~ .. -J!'-7 "'-~ ... . -:wgro @ i1i1~ "3IT911 o 9 @) ~ :; ~l\l ll: ~ ~31 ~- , .. j;!' '" !l!l:l . , ::::, ~~ llilli ~~ . :' ~, " i I , '0 . ~ @ Cij~ ~5 !!! .. . n ii~ -"'... ~Q .... ~~ tl~ -'" . B&FSOILS PRELIMINARY ~1l.51NVESTlGATlON a COMPACTtQN TESTING PERCOLATION REPoRTs 31174 RrvER'TOH l.At€- 'rtMEC1.A.A, CA 92591 PHClNE l5IOIJIlM&l~ APPENDIX B . GENERAL EARTHWORK AND GRADlNG SPECIFICATIONS . ~t:> . GENERAL EARTHWORK AND GRADING SPECIACAll0NS 1.0 GENERAL INTENT These specifications present general procedures and requirements for grading and ear1t1mrk as shown on the approved gradng plans, including preparation 01 areas to be filled, placement 01 fiR, instal1alion 01 subdrains, and excavations. The recommendations contained in the geotechnK:aJ report are a part 01 the ear1t1mrkandgradingspeciOCalions andshaD supersede the provisionscontained hereinafleri1thecase oIconflict. Evalualionsperformedl:1itheOO1SUltanlduringthecourseof gradingmayresutt in newrecommendalionsoftheyeolecllnK:aJreporl 2.0 EARTHWORK OBSERVATION AND TESTING Prior to the Commencement 01 grading, a quafJfied geotechnK:aJ consunant (soils engineer and engineering geologist, and their representatives) sha11 be employed for the pUlpOSEl of observing earthwork and testing the fiI1s for conformance with the recomrnendalion of the geotechnK:aJ report and these specifications. . tt will be neceSsary that the consultanl provide adequate testing and observation so that he may determine that the worK was accomplished as specified. tt shall be the responsibilityof the contractor to assist the consuItanl and keep him apprised of work schOOJIes and changes so that he may schedJle his personnel accordingly. "shaD be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the worK in accordance with applicable grading codes or agerx;y ordinances, these specifICations and the approved gradng plans. " in the opinion 01 the consuJlanl, unsatisfacloly conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality 01 work less than required i1 these specifications, the consultant will be empowered to reject the worK and recommend that construclion be topped until the conditions are recIified. ~um drydensitytesls usedlodetermine thedegree of compaclionwill be performed in accordance with theAmerican SocietyofT esting . Materials tests methodASTM D 1557.78. 3.0 PREPARATION OF AREAS TO BE ALLED 3.1 Clearing and Grubbing: All brush, vegetation and debris shall be removed or ptled and otherwise disposed of. 32 Processing: The existing ground which is delenninedto be satisfactory for support 01 fill shall be scarified to aminirmm depth of6 inches. Existing ground which is not satisfactory shall be over excavated as Specified in the following section. ScarifICation shaD continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free 01 uneven features which would inhibit unllorm compaction. 3.3 Overexcavalion: SoIl, dry, spongy, highlyfracturedorotherwise unsuilableground, extendingtosucha depththatthesurfaceprocessing cannot adequately improve the concfrtion, shall be over excavated do'Mlto firm ground, approved by the consullanl 3.4 Moisture Conditioning: Over excavated and processed soils shall be watered, dried-back, blended, and/or mixed, as required to attain a U'11lorm moisture content near optimum. 3.5 Recompaction: Over excavated and processed soils which have been properly mixed and moisture- conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical Lrl~s), the ground shan be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at Ieasl 2 feet deep, shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flaller than 5 : 1 shall be benched or otherwise over excavated when considered necessary I:1i the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches shall be approved by the consultant eto fill placement. Z\ . RLL MATERIAL 4.1 General: Material to be pIared as fill shall be free 01 organic matter and other deleterious SlbsIanceS. and shaI1 be approved by 1he consullanl. Soils of JXlOT gradaOOn. expansion. or strength chaJaclerisli:: shaI1 bep!aced i1 areas designaIed byconsUlant or shaI1 be mixed with other soils to serve as satisfactory IiII material 4.2 Oversize: Oversize ma1BriaI defined as rock, or other irredu:;iJIe malerial with a maxinll11 ctimension greater than 12 i1ches, shan not be buriedorplaced in fi1Is. unless 1he location, maIeriaIs. and disposal methods are specifically approved by1heconsul1anl. Oversize cIispc:lsl>l opel atiOIlS shall be sW1 thai nesting of oversize material does not oocur. and sW1 that 1he oversize ma1BriaI is compIe1BIy surTOlfiled by compacted or densiIied fill Oversize material shaI1 not be placed withi110 teet vertically of finish grade orwithin 1he range of fulJ.m utilities or undergrtllJld c:onstnx:lion, unless "pecificaJ1y approII8d by 1he consuIlanl 4.3 Import K impolling ollil maleriaI is required for grading, 1he import material shall mool1he requiremenlS of Section 4. 1. 5.0. RLL PLACEMENT AND COMPACTION 5.1 Rn Ulls:Approvedfilmaterialshanbeplacedinareas prepared10receMlfill in near-holizon1allayersnotexceeding6inches incompacled lhickneSS. The COIlSlilanl may appIllIIIllhicker IiI1s W testing i nfK.cdes 1he gradng proc:eW'es are sW1 that adequate compaclial is being achiewd with &Its of greaterlhickness. Each layer shall be spread evenly and shall be thoroughlymixed dlmg ~to atIai1l1lifonnity of maleriaI and moistU'e in each layer. 5.2 F"d1 MoIsture: FilIa}QS at a moisture content less than optimll11 shaI be watered and mixed, and wet fill layers shall be aerated by ~ scarifi:alion or shall be blended with drier malerial. MoisturlH:OI1dt and mixing ollilllayers shall continue U1lI1he fill maleriaI is at a uniform moisture content or near opIhlll11. _.3 Compaction of FW: Aller each layer has been evenly spread, moisture conditioned. and mixed, ft shall be lJ1Wormlycompac1lld to not Wlss than 90 percent of maximum dry density. Compaction ~ shaD be adequately sized and shaD be ei1her specifi:aDy des91edfor soil compaction or of proven reflability. to efIicientIy achieve the specified degree ol compaclial. 5.4 RU Slopes: Compaclial of slopes shaI be accomplished. in addition to normal compacting procedures. by backfilling of slopeS with sheepsfootrollers attrequentincremel11sol2to3feelinlill eIevationgain, orbyo1hermelhods producing&lli:,f.dOl yre5\Jls.At1hecomp1etion of grading, 1he relative compaction 0I1he slope out to 1he slope face shaD be at least 90 pen::ent. 5.5 CompactIon Testing: Field tests 10 check 1he UI moisture and degree of compaction will be performed by 1he consuIlanlThe location and freqlJerl;y 01 tests shaI be at the consuItant's (flOu tllion. In general, the tests wiD be taken at an interval not exceeding 2 teet i1 vertical rise and/or 1,000 cubic yards 01 embankment. '.0 SUBDRAIN INSTAllATION SubcYain~. J illquired, shaI1 be installed i1 approved ground1o conform to the approximate aflQlln1el1l and delaiIs shown on the plans orheR!jtL 1'he subdlain location ormalerials shall notbechangedormodified without1he approvaIof1heconsullanlThecrnsullanl. hovvever. may ~\",end a'hd upon approval, direct changes in subdrain roo. grade or material All sulxtains should be survElyed for roo and grade <!Iter inslaIlation, aiil \;ufficient time shall be aI10wed for the surveys. prior to commencement of fiflDQ CNer the sLtxi'ai1s. . 7Y ..0 EXCAVAll0N Excavalion and cut slopes will be examined dumg grading. K directed by the consultant, fur1her excavation or over excavation and refilling 0/ cut areas shan be performed. ancl'or rernediaJ grading of cut slopes shaD be performed. Where fi1kJvero{;lJ! slopes are to be graded, unless o1heIwise approwd, the cut portion of.the slope shaD made and approved by the coosuIlant prior to placement 0/ materials for constructkln of the II portion o/the slope. 8.0 lRENCH BACKALL 8.1 Supervision: Trench excavations for the UliIiIy pipes shaD be backfilled U1der engineering supervision. 8.2 PipeZone: Merthe uIiIilywehas been laid, thespacelJ'lderandaJ'lllJ1dthe pipeshaDbebackliDedwilh clean sandorapprovedgranu1ar soil to a deplh of a11easl one fool over1he top 0/ the pipe. The sand backliU shaD be ooifonnly jelled into place before 1he controDed backfiI is placed over the sand. 8.3 Fill Placement Theonsite materials. oro1hersoils approved by the engineer, shall bewateredandmixedasnecessarypriortoplacement n IifIS overthe sand backfiL 8.4 Compaclion: The controUed backfiD shaD be compacled to a11easl90 percent of the maxirmmlaboratorydensily as dalermi1ed by1he ASTM compaction melhod do.scI ibed aboYe. 85Observal1onandTesling: FlElIddensityteslsand i lSpllCIion ofthebackfin procedures shaI1 be made bythesoilengirleerlirttgbacldli1g - too see that the propernioisturecontenl and ooiform compaction is bei1g maintained. Thecontraclor shaH provide test holes and exp1oralory pits as required by the soil engineer to enable samprng and tesli1g. . . z;b