The URL can be used to link to this page

Home My WebLink About3220 S Fairview St - Soils ReportI I t T I T T T I t I I T I t I I t I WAXIE'S ?tatl c1"# 7??z KENNETH C, L)SBORNE & ASSOCI.\TES p.r(nu eoi4 *fr/u-rru e s,Ju,'{r'=< a*4" ?luu c,/.r "-s o-4; o.a ? \-J E, .'/ it r thc a '/("e i.-t e s>c-t -l SEPARATT PTRMIIS AT -G 4* iltii6 i lulicatr 'r lawlL tI ff { \) o h xq -.;'tr G ETEGTRICAT- This set ol plans a at all times and atteratrons on sar City of Santa Ana The acceplance of ths plan and specrl be held to permit nor be an approval o provrsrons of ANY Oty 0rdtnance or S ,t01 anl &; g22O SO. FAIRVIEW ST. SANTA ANA, CA. 927Q11 bt G R,L':i , ACCEPIID FOR CCIi';.,lJCTIOI CITY OF SANT $"' By Date KENNETH G. OSBORNE & ASSOCIATES vul GEOTECHNICAL REPORT OF ROUGH GRADING Kleenllne Industrial Bu 11d ln g 3220 S. Fairview S Ereet Santa Ana, CaLlf ornla C11ent:Lagerlof ConstrucElon Co. 1607-L E Santa Ana AttenEion: .E,c Mr. dingerL 92705 Lagerlof Job No. 487 L January 28, 19 88 Qlcl'fru GEOTECHNICAL ENGINEEBING 17141 MURPHY AVENUE IRVINE, CALIFORN IA 92714 \714) 474-2001 I I I I t, I PaRe TNTR0DUCTTOII---j------ I FIELD TESTING AI{D OBSERVATIOI{S---------- 1 LABORATORY TESTING---- 2 RE}IARKS AND RECOMUENDATIONS Footlngs and BearLng 2 Concrete SLsb Construction----- 2 Expansloa-- 3 Soluble Sulfates--- 3 LiElEs of ReportinS---------- 3 General---- 3 APPENDIX Table of Test Results---------- A-B Teat Locatlons-------- C t I I t t I I TABLE OE CONTENTS Job !{o. 4871 Page 1 INTRODUCTION This report presents the results of testlng and observatloos nade by thls flrm durlng the rough gradlngperformed on the property locaEed at 3220 S. Falrvlerc Street 1n the clEy of Santa Ana, Callfornia. Refereoce should be rnade to the GeotechnlcalInvestiSa!10n as prepared by thls firm on ovember 53 1987.Please also refer to our Gradlng Plan Review letEer dated January 2L// 1988. FIELD TESTING AND OBSERVATIONS As preparatlon performed: the clearlng operaElon,vegetation, removed from thewere for 1. The existlng ground in the areas of the building,extending a nininuo of 5 feet outside the bulldlng line, wasundercut to a depth of 3 feet below the boEton of thefootlngs. The exposed surface was then scarifled and compacted to a depth of 6 to 12 Lnches. 2. The existing ground ln the Lruck well areaundercut to a depth of 3 feet below the bottom offootlngs and then scarified and compacEed to a depth of 12 inches. 1{AS the 6 to 3. The exlsEing ground ln Ehe driveway and parklng areas were scarLfled and compacted to a depth of 10 to 12 inches. 4. Benches were constructed into the previously placed fill during the undercut operating and as the new fl11 wasplaced. 5. A sof! and ueE areatruck nel1 area at the yas encountered in the conpletlon of grading. bot.tom of Thls area I Planned for construcEion is a single two-story office/narehouse bullding nhich will be of concrete tilt-up type. The strucEure 1s to be supported on conventlonalcontlnuous and pad footings with slab-on-grade concrete f 1oors. As part of thebulldings, and debris all site. recelving fi11, the followlng was I t I I ll Job l{o. 487 L Page 2 vl11 need lnspectlon and possible stablllzatlon at a later date. The fill vas placed Ln 4 lnch llfts and conpacEed byneans of a 5fx5r eheepsfoot roller 6ttached to a D-6bulldozer and by means of whee1ro111ng wlth loaded scrapersand a rrater truck. The required moisture was supplied by a 3500 gallon YaEer truck. The fl11 materlal conslsted of both on-site and imported soi1s. The on-slt.e maEerial consisted of si1ts, sandy Bi1t.s,sl1ty sands, and sands, whl1e the lmport. consisted of sl1ty sand ob!ained from Ehree sources. TesEs compacted 10 _) for soil rrere UBC volume change wiEh noisEureln accordance uith the performed on TesE S ta ndar d The maxlmum denslty of accordance vlth A.S.T.M. Test the soil was Method D-l557. value of of theloading. deEermlned tn ?825 pounds per square above bearing value is The concentratlon of soluble sulfaEes in the soLl nasdeEernlned by A.S.T.l'{. Test. MeEhod D-516 Method A and 1s expressed as a percentage by telght of dry soI1 tested. REMARKS AND RECOMMENDATIONS Footings and Bear ing be 1o rc the lowe acen . This value nay be lncreased pounds er foot. ln v d rh to a max Footings may be deslgned for an allowabIe bearing valueof 1925 ,ounds per square fooE provided they are placed to amlnlmum r.r'l drh af I 2 i nchec and a mlnJ mum deDth of I8 i nches . num oo rease opernissible for ghorE duration Concret.e Slab ConstrucEion reconnended that concrete floor slabswith noleture sensltive coverings be f. t/3 Ir is be covered in areas to construcEed The denslty of the soils vas determined ln accordancewith A.S.T.M. Test lleEhods D-l556 and D-2937. The Eestresults uere conpared to the naxinun density as deterElnedin accordance nlLh A.S.T.M. Test Method D-1557. The resultsof the Eests are presenEed on the atEached "Table of Test Result.srr nith their approximate locations shown on the attached ploE plan. LABORATORY TESTING I I I I Job No. 48 71 over a 6 nl1 plastic nenbrane. The plastic menbrane should be properly lapped, sealed, and proEected uit.h sand . IE ls cauEioned that concrete slabs ln areas to recelve ceramlc tlle or other crack sensitive floor coverlngs nust be deslgned and consEructed Eo Einlmlze hairline cracklng. Expanslon The results of tests indicate that the solls existlng the site possess Low expanslon potential. The results are f o11ows: on as Source Location Maximum Densi.ty 0ptinun MoisEure Expanslon Index Huntington Beach l2l .5 Oso Parkvay Mission Vie jo 12.2 consEruction t4 As a result, necessary for expans os ve soll purposes on this Limlts of Re ortin Thls report covers the gradlng lndustrial buildtng betveen Ehe dates !hrough January 25, 1988. perforned f orof January 7, the 1988 General The grading performed on thls aite uas done ln anacceptable Eanner and in confornance wLEh the GeotechnlcalInvestlgatlon. The results of testing lndicaEe EhaE the fillhas been compacted to at least 90 percent of maximundenslty. Based on test results and observations made by thisflrn, 1t ls the oplnlon of thls englneer Ehat this proJect is suiEable for the constructlotr of the Kleenline fndustrial Bul1dlng. Page 3 Soluble Sulf ares The soils exlstlng on the sLte contaln a soluble sulfatecontent less than O.2O percent whlch 1s not considereddetrlmental to ,standard concreEe 01xes. As a result, no s&ec1al, ce-EearY type or consLruction 1s consldered necessal!for soluble sulfates for this project. neg. is consldered pro ject. I I I I Page 4 This report is issued ylth the understandln8 thaE it ls the responsiblllty of the ovtrer or hls representaELve to lnsure that Ehe lnforoation and reconoendatlons contalned hereln are ca11ed to the attentlon of the ProJect Architect and Eogineer and are Lncorporated lnEo the plans and speclfications and that necessary steps are taken to aee EhaE the ConEractors and SubcontracEors carry out such recomnendations. Resp bmitted, KEN NE & ASSOCIATES Ke G. 0 11v I I I Job No. 487 L VGMcF: dhd G. I I I I APPEND I X I t KENNEfH G OSDORNE (' ASSOCIATES TABLE OF TEST RESULTS RMKS, ftestretest ItEest re ES 487 I - Laserlof L ocat io n Santa Ana EL EVATIONS MAX, DENS %FIELO OENS.TEST NAT FG, TE ST NO u.lc F TEST .OAIE^ 108.5 9198.9 t9.232.O 37 .O 38.5 15 .31Tr/8 108.5 91t4.6 98 .4 t9 .232.O 37.0 38. s2Tr/8 108.5 93100.8 t9 .232.O 37.0 38.5 20.r3Tr/8 108.5 92t9 .7 100.1 'to ,32.O 37.0 38.5Tr/8 108.5 9216 .9 100. 2 L9 .25TL/77 34.O 37.0 38.5 111.2 9416.9 105.2 17.66TI/IL 34.0 37.0 38.5 Ltt.2 8813.3 98.4 17.67Tr/Lt 33. 5 37.0 38.5 108.5 93101.0 79.28T| / rt 34 .0 37.0 38.5 18.3 tlt.2 93r03.6 17 .69TL/tt 33.5 37 .O 38.5 20 .1 111.2 9319 -4 103.7 L7.610T1/7r 34.O 37.0 38.5 r7 .6 9337.0 38.5 19.0 103.5TI/IT 17.6 111.2 9336. s 37 .O 38.5 20.8 103.3t2Tr/rr 93100.8 79.2 i08.si3Tr/tr 36.5 37.0 38.5 19.0 9377 .6 111.274T| /rr 36.5 37.0 38.5 18.0 103.8 93102.9 t7.6 111.215T1/ rr 37.0 37 .O 38.5 20. I 111.2 92102.0 t7 .6t6Tr/Lr 36.0 37.0 38.5 t9 .7 111 .2 9636.7 38.5 17.6 106.8 77.6t7Tr/12 34. s 17.6 111.2 9418Tr/t2 34.5 36.7 38. s r4.9 105.6 ttl .2 9337.0 38.5 20 .1 103.6 t7 .619Tr/t2 36 .0 17 .6 111.2 9320T7/12 36.0 37.0 38.5 18.7 103.2 9016.9 100.2 t7 .6 111.22lTr/t2 37 .0 37 .O 38. 5 ttt.2 9237 - 0 37.0 38.5 t9 .4 102.8 t7.6Tr/t2 t7 -6 111.2 95)a T 1/1?17 .O 37.O 38.5 16 .6 106.1 9336.0 38.5 2t .2 102.9 77 .6 lll.2Lt+T | /12 34.0 9334.0 37 .0 38. 5 t9.4 103 .9 t7 .6 111.225Tr/12 11 '.)L2t .5 9126Tt/L3 36 .0 36.5 38. 5 t4.9 109.9 112 .8 12.2 121.5 9377Tr/13 36 .0 36.5 38. s t4.3 113.3 1.' .'121.5 9328Tr/t3 3s.0 36.5 38.5 14.6 94T35.0 36.5 38.5 13 .0 113.9 t2.2 121.529t/t3 113.5 t2.2 121.5 93ioT7 / 73 Jb - )36.0 38.5 13.3 37 - 0 36. s 38.5 12 .4 113.8 t2.2 t21 .5 9431It/13 111lL i7 - 5 i6 - 5 38 - 5 13-5 I13.0 12.2 121.s 93a2T T t/r4 37 .5 36.5 38. s 14.0 111.8 12 .2 t2r.533 Test Type Code: S = Sand Cone. T = Drive Tube Technician - f,ar1 Zimnernan Page A Job No. - Client OPT MOIST FIELD MOIST, 111.21136.5 o? I KENNEIH G. OSDORNE C' ASSOCIATES TABLE OF TEST RESULTS RMKS. Job No. ' Client 487 L - Lagerlof Santa Ana Karl Zinmeroan ELEVATIONS MAX, DENS FIELD DENS, OPT, MOISTF,G FIELD MOIST TE ST NO o-TEST DATE TEST NAT 121 .5 93113.0 t2.236.5 38.5 11 .734T tvdtr/r4 tzl.5 o?111.8 t2.236.5 38. 5 t2.735Tr/r4 35.5 tzL.3 93t2.238.5 11.736L/L5 35.5 t2t.5 93rtz.6 12.238.5 13.337Tr/rs 35.5 111.2 93103.633.5 37 .0 34. 5 16.3JOTr/rs 92t7 .616.9 101.6TL/L5 33.5 37 .O 34.5 110.5 92to2.2 16.538.5 38. 5 15.940Sr/2s 110.5 94103.9 16.s4138.5 38. 5 13. 6Sr/2s 111.219.7 100.0 t7 .642Sr/2s 34.5 34.5 II III IIIIII I IIII Test Type Code: S = Sand Cone, T = Drive Tube Tech nician Abdul lah MisklnYar Page B % MAX, 36.5 36.0 112.5T 36.0 t7 .6 111.239 90F I = = I --l E-l- l ---t tl --t = Location T T T t I t I I T I I I I I t t T T T TEST LOCATIONS JOA NO, 4U7/ DATE..ze.t8 ,l...o.ol4b--- ./S.C E /a31O t4t 37 t? 5 "Db 2+ Uo 40 a 7+, l?. olb ./o '2 .2, Co cZ9 2+ a9'zz o18 .r2 t.5 ?@ zo g22O 5. t4r.Q ?/Ael/ ( â‚¬a.7 / t t N \ N t tI) \. $ \J \ h \ 4Pa 7?&< WA4- \ N\ \ 98- 1a42P4@ 4,?42r./-UG .?RA.4.5â‚¬2 .r-,P?czz,4â‚¬- .,/ - .2â‚¬..,/5/r'f 7-â‚¬SZ- .3â‚¬a?e!1â‚¬ -7,,?P Ar tU.,<. .?, P.y15 / 4e. Nz_ -Sc.]zâ‚¬: ..'/-,/4)/ Page C KENNETE G. OSBORNE & ASSOCIATES o I I I I I a./.?2/./5 aF l I az9 t, )r5'1) o I KENNETH G. OSBORNE & ASSOCIATES January 2l, l9AA lrl. R. Haynes & Co. 3829 Birch Street Newport Eeach, Cal i+ornia 92660 Attentron: l'1r. Bob Steaffens Subject:Eradrng PIan Review 32205 S. Fairview Street Senta Ana, CaIi{ornia Reference: I Gradrng P 1an, Industrial Building 3220 S. Fairview Street by w. R. Haynes & Co. December 14, 1987 2. Geotec nical InvPSti qation Kleenlrne Building Farrviela & Al ton Santa Ana, Cali+ornia by Kenneth G. Os borne November 5, 1987 &AEEoc i a tes Gentlemen: As requested, a revier", has been made o+ the re+erenced grading pIan. Thrs rev-iew has been +or geotechnical purposes only and no opinron is expressed concerning any other aspecto+ this plan. In the re+erenced geotechn.ical report, rec ornmenda ti on s r{ere given 4ar paving with asphaltic concrete. The grading plan calls for the paving on this project now to be 6 inches o{ Portland cement concrete. It must be noted that this pavemernt design did not come +rom this o+rice and as such, no opinion is o++ered as to its adequacy. Job No. 4871 Paqe 1 GEOTECHNICAL ENGINEEBING 17141 MUBPHY AVENUE IRVINE, CALIFORNIA 9271' ,4/t- 0 I r s I Q11) 171.m01 IAi KENNETH G. OSBORNE & ASSOCIATES R. Haynes & Co.January 2l, l9BB In all other aspeEtE,it appPars that the re+erencedplan meets the intent o Re KE sp ectf submi t ted , & ASSOC I ATES KGO : rrk Ke G. e E cc:Lager 1o{ Construc tion Eo. f tss Job No. 487 I Page 2 KENNETH G. OSBORNE & ASSOCIATES b N t) o ? .\> /) t- N KENNLTT{ C. OSBOI(NE & ASSOCIATES I7I,1I ML]NP}]Y AVENUE, !;UIII] O tftvrNf cAl tts'oRNtA 02lo5 KENNETH G. OSBORNE & ASSOCIATES GEOTECHNICAL INVESTIGATION (1een11ne Building Fairviev and Alton SanLa Ana , CaJ.if ornia Client:Lagerlof Construction Co. 1607-L E. Edinger Santa Ana, Californl a 92705 Job No. 4871 November 5, 1987 GEOTECHN ICAL E NGIN EERING 17111 MURPHY AVENU E IRVINE, CALIFORNIA 92711 (7la\47+2001 L I L. L t TABLE OT CONTENTS INTRODUCTION- --- - ----- FIELD lNVESTIGATION--- SITE DESCRIPTION-.---- SUBSURFACE DESCRIPTION LABORATORY TESTING---- DISCUSSION- CONCLUSIONS AND RECOMMENDATIONS-_- General---- Fouodation DesignA. Soil Bearlng---------- B. SeELleEert-C. Lateral Soil Pressure--------- Retalnlng !Ja11 Desi gn Expanslve Soi.1s------ SolubIe Sul fa tes--- Stabillty of E x c a v a E i o n s - - - - - - - -Slopes----- Construction Conslderations------ Concre!e Slab C o n s t r u c t i o n - - - - - PavenenE Design----- Grading---- Si te Desi gn GeneraL---- APPENDIX Laboratory Testlng Procedures- Grad 1ng Spec i fica t ion s-Genera 1 Provisions--- Boring Logs------- Pressure Consolid at i ons-------- Direct Shears----- Boring Locatlons-- Page I I I, ,) .| 2 J J 3 4 4 4 1 5 5 6 6 7 9 L L L I L A&B C-E F-J x-Q R&S T L IL L L L Job N0. 4871 I N TR ODU CTI ON Thls re Por t presenta Ehe r esul ts of performed on Ehe ProPerEy locaEed on of Alton Avenue and Pairviev StreeL Mesa, California. Planned for constructlon is a offlce/varehouse bullding vhlch rri11 be t ype. IE j-s expected thaL the structure on boch continuous and pad footings concreLe f loors. FIELD ]NVESTIGATlON The exac ! structural Loads for the building are unknovn at this LiDe. However, for the purpose of analysls' 1t has been assumed that contlnuous footlngs w 111 carry uP ro 3000 pounde per linea1 foot and that Pad footlngs v111 carry up to 100 kipa each of whicl.r 60 percent is dead 1oad. Minor inLerior cont i nuou s footings u sed to suPporE Partition loads are expected Eo carry about 500 pounds per 1i neal foot'-If it is f ouncl that the act.ual loads are subsEantially different from those .rssumed, this office shoul d be notifled f or reevaluation. the borings Locatlona are Page 1 a Geotechnical St udy Ehe northvest corner in the city of Costa ploE plan Ehovlng vith this report.The logs of approxlmate borlng The locations f ield by neasuring The field investiSation consisLed of excavating flve exploratory borings to deprhs ranging from 16. to- 26 feet 'Th; borings uere drilled uslng an i8 inch bucket auger drilling iig. Se 1ec te d sPecimens of the in si tu soils vere obtained by us ing a 2.5 inch I.D drive tube sampler equipped nlth liner r1ngs. In additlon to these relatively undisturbed specimens, bulk sampl'es of Ehe solls rJere obtained for ;ddltionsl laboratory analysis. These eoil sanples gerved as the basls for the laboratory Eestlng and the engineerlng conc l usions conLslned 1n th13 report. and a lncluded L The elevatioDs shovn on the bor in g logs by hand leve1l ng uslng an assuroed elevation Falrvlew Street 6s Ehe reference base. vere deterolned of 100 feet vlth of Ehe borlngs vere deEermlned ln the froo p ropert y 1iDes. L single teo-8torY of concrete t11t-uP v 111 be constructed vl th slab-oo-grade I I !II a I D\ s<il"*rs I t' u{'\ tE.\axDaI a RESET\,r.TlOli 22 I.'l I r I,,. /-. ,t!, a h I I Et I rl !rl *' a i! t a II-lr t aa a !l t:II'{Iri i'a I f, l w it ?7 'l' ==iJ- aI Creer I /rE: 2 Iz q ,i+'.E-'{-ara} .,,.I;lE=tg*n+r,t-o"=s4*+'tr]i:i=--.=*=1$tf r- I 6CALE: t'. 2OOO' I t SITE LOCATION MAP BEFEREXCE tlAP: U.8.O.8. OUADRAXGLE, XEWPORT BEACH cA. L PFOJ. r{O. 487/ DATE /,/.5 E7 L L L- L Eri 1 Y' I I I Job N0.4871 SITE DESCRIPTION Page 2 The site 1e locaEed 130 feet norEhvest of Alton Avenue and Fairview SLreet 1n the clty of San ta Ana , Ca 1i fornia. It is bordered to the south by a 77,5 feet Yide Edison Coopany and railroad easement. The Yest property line is bordered by the 0range CounLy Flood Con!ro1 district easeBent. A recreationil vehicle storsge lot is found adJacent to the north. The site is presently used as a sEorage yard for geveral ooe-story h ouse s up on blocks I sol!e heavy equipoent and trucks, along vith garages' A large portion of the northeasE quarter 1s 1a id dovn vi Lh concrete s 1ab under the garages. The proPerty i.s 1evel and has a sotl and gravel grouna sur fac e . It is currently fronEed at the east end by a one-story office bullding and nobile home . The vest ha 1f is fenced off and currenlly Yacant and Hith a loose so11 surface. Sooe snaIl stockpiles of asphalt and concrete are loca Led in the gouthuest corner. SLIBSURFACE DESCRIPTION Subsurface i nvestj gation revealed allts and s1l ty clays io depchs of. l2 to l4 feet ' The)' vere firm, danp to EoisE' and slightly to moderately porous. A fat, Eolst clay vith hlgh plastlcity vas found belov the s11ts to the botEom of the borlngs. Poroaity vas &inioal rith occasional volds. Minioal organi.c Baierial uas noted throughout !he borinBS. No cavlng vas encountered in any of the ho1es. No Sroundj.nYestigation.rater uas encountered during the subsurface L L Mor e detailed descriptlons are shovn on the a t t ached boring Descriptlong 1n v e s t 1g,a t 1o n i n iovestigation are DlSCUSSION ]t 16 the opinlon of t.his suitable for Lhe construction of of the subsurface conditlons 1ogs. LABORATORY TESTING The laboratory testlnt consisted of performinB strength' settleDent, "R" Va 1ue, soluble suIfaLe, and expansion tests r determlnlog 1n situ dry denslty and moisture conLent ' and determinlng the Eolsture-densiLy relationshlP of naJor so11s. of test standards used in thls addltioo to other tests not used 1n this lncluded 1n Lhe Appendix of this rePort. office that the proposed thls slte ls development. I I L In our professional opir,ion, the si te ls sultable for development as proposed. The bul t ding construction sho uld be co nd uc ted in rhe provisions of the Uniforn Buildlng including ChaPters 23 and 70, as adopted by agency. Job N0.4871 The f o11ovi ng developoent of conditions this proJect. OPINIONS rere found Page 3 affectlng the Beotechnlcallyearthrrork and accordance wlth Code (U. B. C. ) 'the controlllRg based on footings teeted coopacted CONCLUSIONS AND General The above bearlng placed iDEo approved f111. Differential toEal setElement. se ! ll eneDt v111 applied. settlement 1s expected to be L/2 of the 1E 1s anticipaEed Lhal the maJority of occur durlng constructlon as loads are L Foundatioa Desicn A. Soil Bearinq The sol1s on this project, vhen properly coopacted, are considered suitable for the support of the proposed strucLure using shal lou contlnuous cr pad foorings. Footlags Eay be desi'gned for an a11ovab1e besring value of fg25 pounds Per square foot for footings placed to a Elniouo vidth of 12 inches and a ninlmuE deprh of 18 loches belov the 1o!rest adjacent finished grade. Thls value nay be increased by 300 pounds per square foot for eac h addlEional foot in nldth to a maxircum value ot 2825 pounds Per square foot, An increase of l/'3 of the above bearlng value is permi ss 1b1e for shorE durat ion loading. values natural have ground been or L B. SetLlement Calculat.ions of setElement have been nade baeed on resul ! s of c onsol id a t ion tests, the anticipated load in g and settlement characteristies of the in sltu soi1s. These calculations indlcate that footings under snticipaLed loading cond i Lions vl ll Bet,tle aPProximately 3/4 l uch. L L I Job N0.487i Page 4 In order to reduce the EaSRitude of settlement to the generally accepted value of l/2 tnch ' the 8oi1 undcr the iootlags shoul.d be removed and recompac Led. The grad 1n g v111 be perforoed 1n accordance uit.h Ehe Gra d 1ng Speclflcations, Lateral Soil Pressure our opinton t.hat soils existlng on slte are ad equa t e for backfill of r e ta ining va11s. wi!h adequate For purposeB of resisting lateral forces, an all-ovable lateral so11 preseute of 25A pounds per square foot per foot tray be used for Ehe buildlng design. A coefficient of fr ict 1on of 0.43 Day be used for concrete placed directly on the natural soils. These values may be used together for reslsting lateral forces. Retainlnq l,Ia 11 Desi en Ret.alnlng ua11s Day be designed using the folloving paraneiers: Bearing - 2000 psf Actlve earth pressure, leveI Slidlng coef ftclent - 0.43 Passive earth p r essure - 250 backfill.32 psf /f r pst /f r IE is consldered L_ I Retainlng va11s shoul.d drainage to control hydrostatlc Expansive Soils be provided pressures. tesLs j.ndlcate that the soils exlstlng on 1ov expanslon potentlal. The Les E resultsthe are The results ofsite possess as f ol1ows: B_i@1_2r 113.8 t6.t1 22 No speclal construction is considered necessary for expanslve soi 1s purPoses on this proJect, however, a final d e Le rnina t ion wi 11 be mad e at the cotrplet.ion of grading. Soluble Sulfa tes The results of concentratlons as f o11ows: Maxlmum Denslty tesEs shou of soLuble 0p!lmum Moisture tha t the on-site soil s PossessBulfate6. The resul"Es of tests1ov are L I Location Expanslon fndex I L B-1@1-2'0.045 A soluble sulfate content less than 0.20 percent 1s uoL considered detrlEental to standard concreLe nlxes. As a resul!, no special type concrete or coostructlon 1s consldered necessary for soluble su 1fa tes for thls project. SEBb11lE of Excavations Even though no caYlng Yas experlenced during the subsurface exploration ' it can be expec ted that instablllty of utllity t r enches or other excavatj.ons u 111 be experlenced and , as a consequence, shorLng or sloplng excavations ni 11 be required to proLect workerg. The contractor should refer to Lhe 'State of California, Dl vi s ion of Iadustrial Safety for mininum safety standards ' Job N0. 487L Saople Location No s urc har ge loads shoul d be unreEained excavatious. Dralnage direcEed avay fron the banksprevent saturation of the soi1s. Page 5 perml!ted above unshored above excavatlons should and care should be taken or be LO I L L I L L L L Consiruction Con sideraE i ons Special precautlon should be Laken Lo disEribute the loads d ur lng t 11t 1ng of pan e 1s on con Einuous footinBs. Th 1s Eay be acconplished by t 11t 1ng the panel on tr.o convenLional end pad s and dr 1v 1nB ehims or pouring additlonal grout pads betveen Lhe panel and the foo t lng at inEervals adequate to epread Ehe loads betveen the end pads. The inEernediate s u ppor ts should consist of na Eer ia 1s capable of transferrlng loads ni thout crushing. Al ter na L1v es acconplishing the s aEe load dlstribution nay be us ed in lieu of the above. Fallure of the coo!ractor to fo 11ou P r oper precautlons !o dlstrlbute panel loade durlng t.11ting onto coItlnuous footlnSs nay cause a fallure of the footlngs durlng the ElltlnB oPeratlons. Consideratlon should be gl ven to Probable alab daoage re6ultlng from crane loads at. the tine panels are tilted. Ext!eBe cautlon should be exercised to ensure adequate ZSoluble Sulfates I L Slopes BoEh cut and fill slopes on this project should be construcLed aL slope ra t ios of 2:1 or f 1att.er. Job N0. 4871 dlstrlbutlon of crane loads to sIabs. Tt 8t 811 Possible, Panelsexterior of the bulldings. prevent cracking should be tllted Page 6 of floorfroE the I It is cautioned that c o ncre re slabs in areas to recel-ve ceranic t.11e or other crac k sen s iEive floor cove rl n8s musE be deslgned and consEructed to mininize hairline cracking. lrtherever the floor slab is uo be subject to vehicular traffic loading suc h as forklifts, especially fr oB those with hard rubber vheelsr the performance of the slab 1s critlcsl vj.th resPect to Eoveoents and spalllng at the control joints and supporting capa ci ty of the concreLe. If such usage is anticipated, the oHner should notlfy the contractors and deslgn consulEanLs so that approprlate treasures are !akerr to reduce the rlsk of floor slab failures. The folloving construclion procedures are presented for consideration: ]. The f i ni shed grade of i-he building pad sho u1d be nade by overf11llng and cutLlng back to a f lrm coEPact surface. 2. The concre!e contractor should be prohiblted froo spread in g so11 froB fooEing exca va t ions oD the bui 1d ing pad u nder these oaterlals are coEpacced. Concrete Slab Constructlon It is our opinloD that concrete floor areas or in other areas to be covered sensltive cov erl ngs be con slruc t ed over meobrane, The Plastic nenbrane should be sealed, and p r oLected Ylth sand. 3. If an adequarely conpacted roaintalned, the use of a 4 inch Iayer of base strould be considered belon the s18b. Pavemen t Desl The project structural angineer ehould be consulted regarding the deslgn of slab thicl<ness reinforcing, and controt Jolnts for thls tyPe of ioadlng. A coef ficient of subgrade reactlon (X value) of il5 ps1/1nch roay be used for deslgn of rhe concrete floor e 1a bs. slabs 1n office wi th moisture a 6 roil plastlc proper Iy lapped, surface cannot be compacted aggreSate soil has been determlned by 1n accordance wi th Californla of rhe Eests are as follovst I L t I L n The st.abllity of the performing *R!t Value tests Te6t Hethod 3016. The regulLs L L L I I t Job NO. 4871 Locetlon Page 7 Tr=4.5 2-t/2"AC/4nABTI=5.5 3"AC/5r'AB or Alternate 2-l / 2t' Ac / 6" AB trRrtvalue P-1ra1-rr l+9 An trRrr Value of A9 and the follovlng assumed trafflc indexes have been used to conpute the fo1loL'1n8, pavenent sectlon io accordence \iith the 0range County Road Department, design procedures: Parking Ar eas/Automobl les Driver"'ay Areas, Autos and LlBht Trucks Dr lveway Areas, Truck TI=3.5 zttAc/AttLB I E is assurred in Lhi. s design that the subgrade eolls imEedi.ately beneath the aggreBate base w111 be conpacted to at lesst 90 percent of maximun density. Unless ot-hervise specified, aggregate base should conforo to Processed !'liscellaneous Base as Per the Standard SpecificaLions for Public l,'orks Construction, latest "iition. Aggrega te base should be comPacted to 95 percent of Californla Tes t lierhod 216. Unl ess other\dise specified, asphalLic coocrete should conf c,rm to Section 39, State of California, Caltrans Standard Speclfications, latest edition. Asphaltic concrete should be Type B, 1/2 inch naxinuo slze, medi.uo graded. Since Ehis design is based on a ssuned traffic data ' this of fice shou 1d be notified 1f def ini te lof orrnation becomes available vhlch rdarrants an 6lteratioo of the deslgn pa veme n L section, It should be noEed that grading of the proiect. Eay the distribution of subgrade so1ls and, as a additional testing ni11 be needed afEer Srading. alter such, recommended the Grading the Appendix Thls paving determination rnay be subjecr to approval by the governing agency vho nay have nininuE requireGenEs. GradlngI I I I I The folLowing special Sradlng provisions for the gradlng of this project 1n addition Speclfications, General Provlsions included of thls report. are to in L I t Job N0.4871 1. The natursl shal1 be scarlfled below the existing 1s deeper. 6. The soils bel or., the bottom coEpacEed Lo at least 92 Percenf, deteroirred in accordance yi th A. S.T.M Page 8 soils f 111 outside of the bui l d1ng area and compacted to a deprh of 12 inches surface or finished subgrade, vhichever 2, The so11 i.n ghe bullding area sha1l be reooved to a depth of 24 lnehes belov rough pad grade or exl st 1n I Eround s uifa ce uhlchever 1s deeper, the exposed surface scarified and compacted to a depth of 12 inches. Removals should be performed to a ninimum of 5 feet outside the bullding 1lml t s or as property 11ne c o tr s i- d e r a t i o n s dictate. 3. Natlve soil 1n footing area shall' be renoved and recompacLed to a depth of aL least 3 feet below the boLLoE of tire footlngs. The reo,oval sha1l exEend to at least 5 feet beyo nd either footing edge ' 4. Soil ut11lzed for fi111ng shal1 cons i st of approved on-site na Ler ia 1s or imported so11' 5. A11 iBported so11 sha1l be approved by the Soils Engj-neer for both expansi.ve and s!rengEh qualities Prior to inportation on to the projec E site. Final ac cep tanc e of any iropo:'t sr:i1s will be based on the soil ac!ua11y delivered to the siEe. 7. Except for subgrade coEpacted Lo at leasE 90 deteroined in acc or da nc e vlth of to Si te Deslgtr of Lire footlng sha11 of na>;imum densil-y Test MeLhod lJ-1557. for paving, a1l fill sha11 perceot of rBaxj-auE densily A.S.T.M. Test Method D-i557. be as be as o the the All Bradlng plans should be project soils englneer for s Eart of construction. forvarded reviev and to the offlce comnent prior This project grades adequate consLrucLlon. be designed and ensure proper constructed at drainage af t.er L 8. Areas Eo receive Pavement sha1l be comPacted to a mlnlmum depth of 6 inches belon flnished subgrade. Final eubgrade coEpactlon should be perforned Just prlor Eo placlng aggregaie base after conPaction of 811 utillty Lrench ba ckf 111.IL- should to L Job N0. 4871 Page 9 General It has geotechnlcal excavations excavaEiong. report. been assumed, and 1t 1s expecged' that the condltlons vhlch exlst betl,een the test are s1m11ar to that encounLered 1n the those Hovever, no va r rant y of such 1s inplied 1n this I L The conclusions and o pl n lons cootained 1n this report are based on the results of the descrlbed Eeotechnlcal eval ua t 1o ns and repre sen t our besL engineerlnB Judgment' The flndings, conclusions, and oplnions con t a ined in this report are ro be considered EenEatlve on1y, subject to co;firmation by the undersigned engJ-neer during the constru ct lon process. Without this coofirEatlon ' thls reporL 1s to be considered incomplete and this firn or the und er si gned professional assr:oe no responslbiliEy for its use. I; addilion, this report is considered valid for a perlod of one year. L I This report is issued with the understanding Eha L 1t the responslbility of t.he ovner or h1s represenLattve ensure that lnterested persons have this inforEaEion. is to L This reporE is subiect to revleu authoriEies for the subJecL project.by the controlling Re KE "pt .ctful bmit t & ed ' /-ETH. G.E ASSOCIATES I(l L L Ken G.E et 1\n e ilu I I f,G0:rrk APPEI{D1X L SHEAR STRENGTH The ehear strengEhperforming direct shear te6ts. LABORATORY TESTING PROCEDURES of the soil is determined by tests and unconflned conpression I Direct shear tests are performed on both undisturbed specirnens and on samples r emol ded to va r ious dens itie s nhtch re presen t anticipated condi !ions 8t the f j.nlshed site. The sanples are either tested s! in siiu Eolsture or are saturaled to sltrulate the nosE severe field condiEions anticipated, The relationship betHeen normal sLress and shear tests is shovn on the aLrached Direct Shear Sumnary. The unconfined shear str enSth of selected undlsturbed specitrens is deternined in ac cord ance vith A.S.T.M. Tesl Method D-2166. The results of these tests are shovn on the Bor i ng Logs. EXPANSION II L L Tests for conpac re d so11 Method 29-2. v ol ume change vi th Doi st ur e are performed on in accordance vi th Unlform Building cod e Test L L S ETTLEMET{T The settletrent characLerisEics of the 1n si !u so11 are determined by perfornlng consolidation tests on undisturbed or remolded speciEens. The samples are tested 1n the original sample liner rlng and the lncrement loads for consolidatlon are applled for periods of 12 or 24 hours by neans of a s1ng1e counterbalanced lever systeE. The pressure setlleI[ent curves are shovn on the attached pl.ates. MOISTURE DENSITY L The ool st u re-den s 1t y rela t ionship of or types i8 detertrined 1n accordance Method D-1557. The test results are Logs. the major wit.h A. S shown on 1 type. Te s t Boring soi . T ,l,l the 't /87 Page A i I t I CLASSIFICAT]O}i The folloving test classlficatlon of soils Classification system: me thod s are 1n accordance used wlth to the ald in the Unified Soil L L L L L I L L L L I 2 t.s.T.l'1 .Tesu Test Te s t Hethod Hethod Method D-L2Z D-tl23 D-42/1 A.S.T,H. A.S.T.M. The resul ts of grain size lests, r,rhen conducted, are shoxn on the Gradlng Analysis sheets. The results of c onsl6tenc y tests are shown on the Borlng Logs or tBbulated in the Appendix of this rePort. RESISTANCE IIR'' VALI]E The resistance t'R" Value of soils deternj.ned by means of Callfornla Test to 6upport Method No. pa v enent is 301. SAND EQUIVALENT The sand ag8reBetes is l'lethod D-2419 . equivBlent deterr,ined (S.E.) of granular sol1s and in accordance with A.S.T.M. flne Te s t SOLUBLE STILFATE CONTEIIT The concerrtraEion of soluble sulfaEes 1n the soils 1s determined by A.S.T.)'1 . Test Hethod D-5i6, llethod A and 1s expressed as a percentage by ueight of the dry so11 tested. L L L L L IL- 7 /87 Page B RESPO}iSIBILITY I . The o,rnert6 orpurpose of Lhe soil perforned responsiblereport. GRADING SPECIFICATIONS GENERAL PROVISJONS soils engi ne er end engineerlng geologlst sre the bullder t s representative on the proJec E. For Ehe these speclfica!ions, observBtion and testlng by enBineer includes the observBtion and Eesting by any persor, or persons employed by' and to, the licensed civil engineer slgning the 2. All clearlng, 6iie preparatlonr or earthwork performed on this proJect shal1 be conducted by the contractor under the observatlon of the s o11 engineer. 3. It is the contractorrs responsibility to conform to the Grading Specifications for the project and the applicable grading ordinances for the jurlsdiction in vhich the project is located. CLEARI}iG L all veBetable sEuDps, 1ogs, 1. The site sha11 be cleared of lncludlng but not limlted to trees' hea vy weed grovth, and organic deposits. 2. A11 houses, barrrs, r eoove d froo the site, or oLher structures shal1 be 3. Unless otherL,ise approved, the f oun dat ion and slabs left f roo the demolition of structures shail be renoved f rom the s1te. lncluded ni th the renoval of foundatlons and slabs shaIl be the removal of basenents, ce11ars, cisterns ' geptlc tanks, paving, curbs , pi pes, a band oned ve11s, both vater and petroLeuE, or other deleterious maLerlals. lio cavi t y left from demolltion sha1l be backfilled until 1t has been observed by the soi 1 engineer. 4. Unless oEhernise speclfied, all cleared materials sha11 be reraoved f rom the boundarles of the ProJect to an approved disposal slte. 7 /87 Page C grovth trash, L L L L l. Loose sot 1s Ylthin aress of fill sha11 be processed by either excavaLing and sLockpillng the loose so11 or by siarifylng' sdjusting the so11 Eoisture content to the aDount s!ecifiid in thls rePort, and corEPacting to-the recoonendLd relative coopsctlon 8s determined by A'S'T'X' Tesr l,lerhod D-1557, SITE PREPARATION 2. The soils vlthin areas of f111 placeoent processed to a depth adequate to insure Lhe renoval ir"" roots and piPe l1nes and the compaction of left fr om tree removal. sha11 be of na jor csvlties L 4. Cesspools sha11 be punped of liquids and.solids and backfilled with clean sand or pea gravel. The sa nd backf i1'1' vhlch sha11 be approved prior to use, may be flooded and Jetted for obtaini n g compaitio, ' Any unsuitable backf iI1 of iesspools shal1 be removed when found to be not in co*piian." rdiEh the recoErDendai-lons contalned in the report(s). The preparation of cesspools sha 11 be observed by th; soil enginLer, Pernits ooy be required by the local governmental aBency f or this proJect and - -thelrJpecifications ior abandonmer,t, 1f anL should be considered. 5. Abandonment of oi1 r'e11s sha11 be in eccordance Yith California State Lav. The backfilL of cavlLies resultlng from the abandonment of oi1 ve11s sha11 be coopacted in thln 1j.f ts und er con Linu ou s observa tlon of the soi 1 engineer as specified in "Slte Preparatlon", Iten 3 above. 6. UnL es s oLher\dise specified ' the tops of any abandoned subsurface structure sha11 be reooved to a depth of 5 feet belov the f i n lshed grade in bu 11d1ng areas and Eo a depth of 1O feet below flnished Srede 1n all other areas. The area when backfilllng 1s required shal1 be perforned 1n accordance wlth ttSlte Preparatlon", Itens 3 and 5 above. 3. Excavatlons required for the renoval of subsurface 6tructures sha 11 be cl eared of any loose soil ' the reBultlng surface oolsture cond 1t loned , and fi11ed nith conPacted soil. The ba ck f 111 of such excavations sha1l be c ornpac Ee d to the relative c ompac t ion reco:rmended in this report. t_ L 7 187 Page D FILL PLACE}1ENT 1. tlnlessdisposal plan cobbles over f 111. otherL,ise a pprov ed end unless 1s shown on the plens ln 12 in ches in dianeter sha11 be a s pec 1f 1c rock th 1s report, no accepted in any 2. All on-siEe and iEported eoils to be used for en englneered fill sha 11 be subjecE to the approval of the soil englneer prlor to placetrent. Prelinlnary approval of a source of lmported soi I sha 11 rrot relieve the contractor of delivering proper oaterials to the slte. Flnal acceptance of iuported soil will be based upon the traterial actually del ive red to the slte. 3. The placeoenE of fill sha11 conforo to the rrSpecial Grading Provi.sionsrr presenled in the bod y of this report. 4. Fi11 sha 11 be placed in rrear horizootal lifts vi th I Eax j.nuB placed thickness 6 uch !hat the required conpaction can be achleved vi th in the entire 1i ft thickness. I t_ Il- I L t 7 /87 Page E SUPJACE ELEVAT T ON SH 89 l1.6 i SAND, s11ty, yelIov f iru, ellgh porous, thln gra veI, baeecover-clav 1aver. soft . oolst ML 17 .093 P s11 91 19.8 2 CH SAND, si1ty, o1i ve grey, f lro d amp, e1lghtly porous, trace nodulea CLAY, s11ty, yellovish brovn, ,Doderat.ely flru, molst, sliBhtly porous I xWs tlltL.\+ola"1E*,E{.,r, o'-g 83 11 1 1 SM 83 36 .1 P c0 31.f ,) 2 Lfl 89 10 12 14 I6 iu 20 26 6 B .l -l 11- SAND, si1ly, ye11or,, f irn, danp, s 1i ght 1y porous CLAY, vith sllt, d6rk Breyooderately flrm, nolst, porous, trace organics, trace nodules s11ght1y porous r ver y Eolst Bot tom of No Cavlng No Ground Boring 26r vater }:E\\ETIJ C. OSBONNE & ASSOCI.'ITES BORING LOG ?EST HOLE NO.B-1 F.J th. LJUo\ >or(! ztrc> l-r FIFFL, Ja.LltclO U u.ic)F V. o,: F FtrA& L:O7 <nr.i C'&&LlxF>du-I ZJO OF,tA< UO F.{NE 3r, (4 FT ('Jv< o bcs xo, 1487 l STSHEET I or I3U{.J F z'!),OLI x.vi<AI] ,-r o Fd Q.Z L]z lrih IIIII I Page F L- 28- SURFACE ELEVA? ION r a1 u6 rovn,trace ri)I or an p ICveoan Il- 2- b- 6- r 1d tr rc 1 I 7t LL 103 10.'SIND, al lEy, o11v e grâ‚¬y to yel lovt sh brovn , fine, dense daorr- trace of voJ ds 9i 2.2 SAND, poorly gra ded, fine, 1oose, dry HL SILT, c1aye,, Eoderately f lrm Eolat, altghtly porous, o11ve grey SAND, ellty, ye 11ov, f ine, denee, daop to nolat, 99 2 -1 1 1 SM CL 8q 18.8 ICLAY, eilty, oli I roderately flr l__sl1ghtlv porou ve b1ack, D, Eolst, s. trace organlc Bottoo of No Cavtng No Ground Borng 16r Uater 83 35 .l+ (.u a, oluo\ >n/.ca ,-a t. z, ,l:,OU xv)<.oI.-l z!cc l.l F.FU(<JA.t!tr(o FEl!Ft)trt& L)O2 z,JO OIr'6O l.(!)&HF's. t,,:>aO 33 U j<t]FrOec<6JIt->4u.f KEN\-ETH C, OSBOIi\E & .4,SSOCIATES BORING LOG rES? HOLE NO. B-2 JOB NO. 4871 7 S!{EET t oF t DATE Irot20/d Paoe C 20- s l.{ .:..,.:.'..'SP t: &, Fa z o Ftd Ez lr:& I l I 2' 6- o 10- 12- I4- 16 - t8* lu 22 ML s r hEu p",11f,?1,' otEdts,brovn, f lru S ILTIS AND, ye1lov brovn, flne, den se, danp, s 11g ht 1y porous SAND, poorly graded, f1ne, yel lovlsh grey 101 6 5 SH 4.6 SP o')26 ,6 CLAY , eilty, very fi rn, tolet porous, ol1ve grey sandy9032 .4 CH CLAY, silty, grey-b1ack, soft, Eoi st r trace of organlcs firu, moist, sllghtly poroua, Bot uon of llo Cavlng No ground Boring 21r I'later 87 96 a. t) o, td t)o\ >f)&AO-. c.. z.D=oo Y,O<.o!.-r 7-t!o>FlriFFU4<,la&txt(oU elE F U) o:! z F & hzzuA t-FtrF lrlALt)C2 -l<JtioEGr.r EF><at zJO OFo<(JoFi!i L.HFI!i(4* tt)7-< U IiIINNETII G. OSBOR\E & ASSOCI.TITES BORING LOG TEST HOLZ NO. B-3 JOB NO. 4871 D^TE Ito/2o/d7 sHEEr I oF I Page H SLIRFACE ELEVATION I vt SURFAEE ELEVAT I ON L L I I T t- 6- ,l r cr'1 ,; 1 ; I 18- 20- 22 t.t 26 al CLA Yto ,. Blltr Tioin, IliE, ditdalrD. DorouE SAND, s11ty, ye11ov brovD togrey, flne, dense, danp,trace of vo 1d a, trace organlce 86 14 .9 SH 95 3,r 93 25.5 CL CLAY, eandy, !he grey-brotn f 1rn, nolst SAND, s11ty, flne, y e 11ov brovn dense, Eoist !o veE 3H CH CLAY, WITH SILT, OLIVE sof t to flrm, Eolst,of organics black trace firE, rnottled Bot LoE of No Cavlng Ho Ground Bor I ng 25r I{ater 91 30. 7 89 33. I F, .r @, truo\ >G&AO-i F. U) u{ztl{,oL) x,<.oZ,I z3!c> l.rHFFU IAlri Xr(o U H& ts U) o:t 2o F ct<,N2!l& F Fb: $ r.. d2 tl<tI F.r o!(c Irl Xri>d. u,I u,ro l-.1 Hot<'6OxLt&HH0r(nl-l tJ) B5 U XENNETH G. OSBORI\E & ASSOCIATES BORING LOG TES? HOLE NO. B-4 SHEET 1 OF 1'8E,Io '1, 82IBr {, Page I I ,' I t I SUF.FAC9 ELEVATlO}i 14.(82 a1 abJ 23.088 SAND, s11ty, y e 11or grey, d enee, damp , alightly poroug oliYe to te 11ou Erey ' verY f irn, notst, Eoderstelf POTOUS cv ML t3.278! SILT, yelloYlsh broYn, noderate firm, nois! CLAY , si 1ty, o11ve b1ack, soft lit o h fdte 1 no i s trat.e1 er rrm, Botton of No Cavi.ng No ground Bor i ng 16r WAter t9. s-11 ilty sand 1a BORING LOG TES? HOLE No, B-5 i J(rJF.Cga tr: ,lFt'< l,:r ,.,JO OFU)(,UOHL:L aL(,t4 l/1'ln1 () 2"o t-4l( F, b: ,\ F,:Ell.:FL)LLt' t, z,lr'oo xt<.c 7-trl C>'"r r-< FFU JAtIXc(o U F! ta.z,aioo\ >n OP II I xL\NE'lt{ C. OSII(JIi\tl 6i ASSo(ll.\TL,( Oi1 NC.DA?E ro /20 7 SHEET I OF I4871 Page J IL_ I l- I I 1 l I I 1 CH Ir:tr]F V, T. I l L L KENNETH G. OSBOHNE & ASSOCIATES PRESSURE CONSOLIDATION 0.1 0.2 0.3 0.4 0.5 1.0 2.0 3.0 4.0 5.0 10.0 0 2 g EJa CL iIF o =oo oo 3 { 5 6 7 8 9 10 \) I t $ .l I i I I I SAMPLE INFORMATION Borrng tlo I -/ , Sample Oeplh: ,. # ' 4867 tt/skt I Page KL PRESSURE - kips per ft.2 1 -l-\l i I l i I I I i I t(60 KENNETH G. OSBORNE & ASSOCIATES PRESSURE CONSOLIDATION fl57 PRESSURE - klps per fl.2 0.1 0.2 0.3 0.4 0.5 10 2.O 3.0 4.0 5.0 10.0 0 a.,o o CL zo tr o =oozoo 4 5 6 8 I 10 -o-+tI I I ? , \{r I I \.l I .\s, I I SAMPLE INFORMATION Borng No. J -/ Sample Deptn: 51 6 ' u/qbt tr60 Page L L l- 1 \t a i I PRESSURE - kips per ft.2 0.1 o.2 0.3 0.4 0.5 1.0 2.0 3.0 4.0 5.0 0 2 c)o c!oiIF ofo cr) o c) 4 5 5 7 6 I 10 lL- -t t- I I I It (! I I I l I KENNETH G, OSBORNE & ASSOC]ATES PRESSURE CONSOLIDATION 4â‚¬67 tr/s/et /(60 SAMPLE INFOHMATION Boring No. fi - / Sample Cepth: / O'- tJ ' Page M I 10.0 1 \t- ffi-l L] I I PRESSURE - kips per ft.2 0.1 0.2 0.3 0.4 0.5 1.0 2.0 3.0 4.0 5.0 10.0 I 0 2 c c)(J oo IF ofo U' o(,) 3 1 t et I 8 10 I L. *-, - I \ I I I I I ) l S I I I -l $ i KENNETH G. OSBORNE & ASSOCIATES PRESSURE CONSOLIDATION ?867 t/s/ar K6o SAMPLE INFORMATION Boring No. t -/ Sample Depth: /S - /a Page N I I 1 I F L L L L L KENNETH G. OSBORNE & ASSOCIATES PRESSURE CONSOLIDATION t067 u/sbz K60 PRESSURE - klps per ft.2 0.1 0.2 0.3 0.4 0.5 1.0 2.O 30 4.0 5.0 0 , c,o o ; o F J ozoo 7 I 10 l \ r{ Irs I I I lll llr SAMPLE INFORMATION Boring No. !-f, Sample Depth: J14' Pag,e u L I 10.0 1 6 --{-- I I I I l KENNETH G. OSBORNE & ASSOCIATES PRESSUBE CONSOLIDATION {867 ry's/q kc .' PRESSURE - kips per tl.z 0.1 1.0 2.0 3.0 4.0 5.0 10.0 0 1 troot-q) CLio tr o Joo oo 3 8 I 10 SAMPLE INFORMATION Bortng No. d-5 Sample Oeplh: 5 '. L ' I I _-_-"1 -+a + ) \ I I It I \ I , I ll ltI Page P I L L 0.2 0.3 0.4 0.5 6 7 !lll il L KENNETH G. OSBORNE & ASSOCIATES PRESSURE CONSOLIDATION ///#//(604867 PRESSURE - kiPs Per ft.2 0.1 0,2 0.3 0.4 0.5 1.0 2,0 3.0 4.0 5.0 10.0 0 2 6 7 I o 10 t SAMPLE INFORMATION Boring No. J.5 , Sample Deplhi /.t : /a \\ \ I , \ \* \ Pa ge Q L c(,o o io tr o =o o() KENNETH G. OSBORNE & ASSOCIATES DIRECT SHEAR SUMMARY #67 ,(60///q 2000 1600 4qc o o a =E tu ah 1 200 800 400 0 400 800 1200 1600 2000 NORMAL LOAD, P.S.F. SAMPLE INFORMATION Boring No. Sample Depth: TEST INFORMATION a Undisturbed C) Remolded Moislure Conlâ‚¬nt I Saturaled Râ‚¬molded Oensily tr 900/0 ol Max -() l )( q) IIIIIIIT llLL II IIIIIIII rII II I IIIIIIIIIII IIIITTIIrIII IIIII I IIII IIII]IIII]Ilrr llllI]I IIITIIIIIII lIIIIIIII ltItII III]IIIIIII IIIIIIIlIIIII]IIIIIIIIIIII III III IIIIIIIIIIIII ITIIII]IIltILrrrtITItrIIIIITIllIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII]ITTIIIII] E Nalural E Natural t_ L L Page R 0 KENNETH G. OSBORNE & ASSOCIATES DIRECT SHEAR SUMMARY Kâ‚¬O#67 tr/s,bz 20c0 + q. 4 o oJ oz E UJ Io 1200 0 0 400 80c 1200 1 6C0 2000 NORMAL LOAD, P,S.F. SAMPLE INFORMATION Boring No. Sample Dsplh: l I,| t 1 1 I D 1 I : I I IIIIIIII IITllITI]ITT]III]III]IIII!III] III II TII rl IIIIIII ]I ITII IIIIIIIrlIIIIIIlIIIIIIIIIIIIIItrIIII It III] IIrIrII If,lIIItrIIIIlIIIIIITI] ITIIIIII : Natural tr Nalural I t L L L Page S 1 600 800 TEST INFORMATION a Undisturbod C Remolded Moisture Conlenl 8 Saturatsd Bemolded DGnsity tr 9006 ol Max. i t t L L. SQrzâ‚¬: /t/= /ao/ Page 1 F4/Ru/â‚¬tv 8-/ PA *r/12 3Y z /r4 &zaF co.1/67ROc,7/AV co, KENNETH G. OSBOBNE & ASSOCIATES BORING LOCATIONS \ \ \ R.l \PRAP4;â‚¬D .y4u474.<â‚¬ t/6*1487///.5il #' a-+ '2a a L t L ,l3r\t$l {l ill:l Il I I ! KI,NNI: I I I (i. ()slt()RNI: & .\\\rX l.\ll,S t o DATE JOB AODFESS CITY Tâ‚¬CHNICIAN PROJECT ENGINEEFI )GENEFAT CONIFACTOF PURPOSE OF FILL OF NAIURE OF STAUCTURE TO AE SUPPOFIEO OAIE GFAOING ON EAATIIWOFK CONTFACIOF ENSITY STANOARO 5 LAYEF cr rGEN CONIFACIORS SUPT SOUFCE ANO CLASSIFICATION OF FIT L MATEFIAL WEATHER TIME CHAFGâ‚¬D TO PROJEC] )iIME CAAFGED APPROVED BY HAULING EOUIPMENTt SPFIEAOING EqUIPMEN'I WATEFIING EOUIPMENT GAL lRUCK COMPACTION EOUIPMENT TTSEFEOUTPMENr 'uFrrHrcKNEss T NEFAL OESCRIPTION OF AREA SEINC WOF|(ED. M"IINGS VISIiORS IFENCII \A/IOIHS ANO Dâ‚¬PTHS fOF UIILIIY LINE IESIS ET( \, )v II I I EIEVAIIONS LOCATION TEST COPY SENT TO CLIENI CONIINUED ON NEXT PAGE OF IIIIIIIIIIIIII IIrIIII TIIIII IIIIIII DAILY REPORT OF GRADING CONTROL ! no". tr tr Vil,Es o Co. CIV IL ENG IN EE B ING AND SU BV EY ING WILLIAM F, HAYNES, L,S (1 928 - 1987) ROBERT E, STEAFFENS, P E |.lARCH 23, 1988 CITY OF SANTA ANA BUILOING DEPARTMENT 206 IIEST FOURTH STREET SANTA ANA, CA. 92701 L^,* N N U ATTENTI0N: LEV R0S0VSKY SUBJECT: CIVIL ENGINEER.S CERTIFICATION OF COMPLIANCE FOR BUILDING PAD Lr PROJE CT :GRADING PERMIT NUMBER: 00173 PLAN CHECK NUiIIBER: G1959 J0B ADDRESS: 3220 S. FAIRYIEU OIINER: I'IAXIE'S INDUSTRIES GENERAL CONTRACTOR: LAGERLOF CONSTRUCTION f{0RK BEGAN: 2/27 /88 l,,0RK C0I'IPLETED: 3/21/88 r) IN ACCORDANCE I,IITH THE CIIY OF SANTA ANA GRADING AND EXCAVATION CODE AND THE REQUIREMENTS OF THE "U.B.C." I CERTIFY APPROVAL OF THIS PROJECT, AS OUTLINED ABOVE, TO BUILDING PAO GRADE. GRADING HAS BEEN COMPLETED IN CONFORMANCE I.IITH THE APPROVEO PRECISE GRADING PLAN FOR THIS PR0JECT AND IN FULL C0MPLIANCE I'JITH SAI0 C0DES. CERTIFICATI0N INCLUDES HORIZONTAL AND VERTICAL CONTROL. THIS CERTIFICATION OOES N()T INCLUDE APPROVAL OF THE PLACEMENT AND COMPACTION OF EARTHWORK WITHIN THE PURVIEI.I OF OTHERS. \ ^)\ c\ \ DATE: 3lZ3/88 RCE#: 25068 (ExPIRES 12-31-89) PRES DENT Lrllllt rltt-+ 4 0fc , * R.E F 3829 BIFCH STREET . NEWPOFT BEACH, CA 92660 . IELEPHONE 17 14) A52 A626 BY }l. R. HAYNES & CO. 7r/ I rB .qtr \n R6 v) KENNE'I'H G. OSBORNE & ASSO( I,{IES C]ITYOFSAN?AANA GRADINGSECTION APPROVDD lhie eoil nport & specifications must be kept on Lite 1, at all times and it is unlarvlul to nrakL. any chlr r.;.- .-, alterations on samc rlithout wntL'n i,(nljssro,r Iro,l GRADING SECTION City ofSanta AIa. The stamping ofthis soil report & specifications SHALL NOT be held to permit or [x, r,rr upproval ol the vrolvtion of any provisions of any City oISanL.r Ana Ordinance or Stale Law. REVISED SETOF PIANS REQUIRDD u )'â‚¬z oLD -v/'%^sBy a.t9.e-? Date fi1+u,p I I I I I I L KENNETH G. OSBORNE & ASSOCIATES February L0, 198 9 LagerLof construction 1607-L E. Edinger santa Ana, california 92705 Attention: ltr. Lagerlof Subj ect :Final Soils Report Kleenline Industrial Building 3220 5- Fairview Street santa Ana, California Dear l.tr. Lagerlof : Attached to this letter You wilI following reports which constitute our for the subject proj ect. find copies Final Soils of the Report L. ceotechnical Report January 28, 1988. of Rough Grading dated 2 Interj.or Sewer Trench Density Tests letter dated April 26, 1,988. 3 on-site Exterior sewer and water trenches off-Site Exterior conmon Electric and Trenches letter dated June 20, 1,988. and on and Te lephone 4. Subgrade and water Trench Density Testing letter dated September 20, 1988. Based on the results of tests presented in these reports, it is the opinion of this engineer that the earthrrork, utility trench backfills, and pavement area preparation have been performed in accordance with the reconmendations of this firn and the city of Santa Ana crading ordinance. The site is considered suitable for support of the structure and improvenents. Job No. 4871,Page 1 GEOTECHN ICAL E NGIN EERING 17141 MURPHY AVENUE IRVINE. CALIFORN IA 92714 \714) 174-2001 I I L I I I KENNETH G. OSBORNE & ASSOCIATESLagerlof Construction Co.February 1,0, 198 9 The opportunity to be of further service is appreciated and please do not hesitate to cal.l if we can of additional service. Respectfully submitted, KENNETH G. OSBORNE JRC : rrk anes R. coleman.8. 229G oF cAt ++ Job No. 4871 llo. GE 229 txp.6.3l.9l t t I I I Page 2 T I KENNETH G. OSBORNE & ASSOCIATES GEOTECHNICAL REPORT OF ROUGH GRADING Kleenline IndusErial Building 3220 S. Fairview Street SanEa Ana, Calif ornia Cl-ient:Lagerlof Cons truction Co. 1607-L E. Edinger Santa Ana , CA 92705AttenEion: Mr. Lagerlof Job No. 4871 January 28, 19 88 GEOTECHNICAL ENGINEERING IRVINE, CALIFORNIA 92714 l7 141 47 a.20o1'| 71i11 MURPHY AVENUE TABLE OF CONTENTS Pap,e INTRODUCTION---------- I FIELD TESTING AND OBSERVATIONS----------1 2LABORATORY TESTING---- REMARKS AND RECOMMENDATIONS Footings and Bearing 2 2 J 3 3 J Concrete Slab Construction----- Expansion-- Soluble Sulf ates--- Limi t s of ReportinB---------- General APPENDIX Table of Test Results---------- A-B Test Locations-------- C I I I I I Job No. 487 |Page J. This report presents the results of testlng and observations made by thls firm during the rouBh grading perforned on the property located al 3220 S. Falrview Streetj.n the city of Santa Ana, Callfornia. Planned for construcElon is a slngle t$o-story of f i.ce/r.,arehouse building which will be of concrete tilt-up type. The sfructure is to be supporLed on conventiotral continuous and pad footings with slab-on-grade concrete f 1oors. Reference should be made to the Geotechnlcal Investigation as prepared by this f irm on November 5, 1987. Please also refer to our Grading Plan Reviev letEer dated January 21, 1988. FIELD TESTING AND OBSERVATIONS As part of the buildings, and debris the clearing opera!1on,all site.removed froE thewere for vege!aEion, was the 6 to bottom of This area As preparation perf ormed: receiving fi11, the f ollouing was 1. The existing ground in the areas of the bu11ding, ext.ending a ni.nimun of 5 feet outside the building line' was undercut Eo a depth of 3 feet below the bottoo of uhe f oot.ings. The exposed surface was Ehen scarifled and conpacted to a depth of 6 to 12 inches. 2. The existing ground in the truck well area undercut to a depth of 3 feet below the boEton of footings and then scar ified and compacted to a depth of 12 inches. 3. The existing ground in the driveway and parking areas were scarified and coopacEed to a depth of 10 to 12 inches. 4. Benches were constructed into t.he prevlously placed f i.11 during the undercut operatinB and as the new fill was placed. 5. A sofr and weE area Eruck well area at the L,as encount.ered in the completion of grading. I NTRODUCT I ON I I I I I , Job No. 487 L Page 2 vt11 need date. inspecEion and possible stabilization at a later The fill was placed in 4 inch lifts and compacted by rneans of a 5 r x5 | sheepsfoot. roller atEached to a D-6 bul-ldozer and by means of vheelrolling vith loaded scrapers and a L,ater truck. The required noisture was supplied by a 3500 ga11on vater truck. The fill naterial consisted of both on-si.te and iEported so11s. The on-site material consisted of si1ts, sandy si1ts, silty sands, and sands, vhile the inport consisted of s11ty sand obtained from three sources. The denslty of the soils was determined in accordance rvith A.S.T.M. Test Methods D-1556 and D-2937. The test results were compared to the naximun density as determined in accordance with A.S.T.M. Test Method D-1557. The resultsof the tests are presented on the attached "Tab1e of Test Results" with their approximate locations shown on the attached plot p1an. TeSES conpacted70-') for soil volune change L,i th moisture in accordance with the \Jere UBC performed on Test Standard The naxinun density of accordance with A.S.T.M. Te st the soil vas Method D-1557. determined in Ln areas Eo constructed The concenEration of soluble sulfates in the soil was det.ermined by A.S.T.M. Test Method D-516 Method A and is expressed as a percentage by Ueight of dry soil tested. REMARKS AND RECOMMENDATIONS Footings and Bearing Footings may be designed for an al1ovab1e bearing value of 1925 pounds per square foot provided they are placed Eo a Einimum width of 12 inches and a ninimum depth of 18 inches below the lowest adjacent final grade. Thls value may beincreased by 300 pounds per square foot for each addltioDalfoot in vidth to a oaxinun value of 2825 pounds per square foot. An increase of 1/3 of the above bearlng value is permi ssible for shorE duration loadlng. II iS be covered reconmended that coDcrete floor slabs with troisture sensit.ive coverings be I LABORATORY TESTING Concrete Slab Construction t I Job No. 4871 Page 3 over a 6 rnil plastic membrane. The plastic membrane should be properly lapped, sealed, and protected vith sand. It is cautioned that concrete slabs 1n areas to receive ceranic Eile or other crack sensitive floor coverlngs nust be desi.gned and constructed to minlmize hairllne cracking. Expansion The results of tests indicate that the soils existing t.he site possess 1ow expansion potential. The results are f oLlovs: on AS Expanslon Index Source Location Ma x irnun Density 121.5Huntington Beach 0so Par kr.,a y Mission Vie jo As a result, no necessary for expansive 14 neg. is considered pro j ect. The soi 1s existing on Ehe site conta j-n a soluble sul fate content less than 0.20 percent vhich is not considered detrj.Dental to standard concrete mixes. As a result, no special ceEenE type or constructlon is considered necessary for solubLe sulfates for this project. Limlts of Re orEin perforned f orof January 7, the 1988 General The grad j.ng performed on this site Lras done in an acceptable manner and in conformance rith the GeoEechnicaL Investigation. The results of testing indicate thaE the fill has been compacted go aE least 90 percent of maximuo density. Based on test results and observations rBade by this firm, iE is the opinlon of this englneer Ehat Ehis project is suitable for the constructlon of the KleenIlne Industrial Butlding. I 0ptinum Moisture L2.2 special constructi.on so11 purposes on lhis SoLuble Sulfates This report covers the grading lndustrial building between the dates t.hrough January 25, I988. t T I T Job No. 4871 Page 4 Thls reporE is lssued l{ith the understandlng thaE it is Ehe responslbtlity of the ovner or hls representative t.o insure that the informatlon and recorornendatlons contained herein are cal1ed to the attention of the ProjecE Archltect and Englneer and are incorporated lnLo the plans and spectfications and that necessary steps are taken to see that the Contractors and Subcootractors carry out such reconmendations. Res bmitted, KE NE & ASSOCIATES Ke ne VGMc F : dhd G.E I t 11 v C CAL\\ th lr APPEN D I X I L TABLE OF TEST RESULTS RI!4KS ?tesEreES ttest re es Job No.-Ctient 4871 - Laqerlof Location Tesl Type Code: S = Sand Cone, T = Drive Tube SanEa Ana ELEVATIONS FIELD MOIST FIELO DENS, MAX DENSTESTNATFG TEST NO o-TE ST .DIIE. 9i98.9 t9 .2 108.532.0 37.0 38.5 15.3T ryoot/8 9198.4 79.2 108.5232.O 37.0 38.5 14.6T1/8 93I00.8 10 ,108.53T32.O 37.0 38.5 tu.!t/8 79 .2 108.5 o,T 32.O 37 .0 38.5 t9.7 100.1L1/8 19.2 108.5 9234.0 37.0 38.5 16 .9 100. 25Tr/11 111 .2 9l+34.0 37 .O 38.5 16 .9 105.2 77 .66T7/tr 111.2 88ao <13.3 98 .4 17.67T1/tl ?? q 37.0 93i01.0 t9 .2 108.58T1/11 34.0 37.0 38.5 18.3 93103.6 t7 .6 111.29T7/r1 33.5 37.0 38.5 20 .1 s317 -6 111.210T1/11 34.0 37.0 38. s 19.4 103. 7 9317 .6 111.211r/11 36.5 37 .O 38.5 19.0 103.5 t7 .6 111.2 9312Tt /71 36.5 37.0 38.5 20.8 103.3 t9 .2 108.5 9313Tt/rr 36 .5 37.0 38.5 19.0 100.8 77 .6 111.2 937LTt/Ll 36.5 37.0 38.5 18.0 103.8 77 .6 111.2 9315Tt/tt 37 .O 37.0 38.5 702.9 l7 .6 111.2 o?16 T 1/ tt 36.0 37.0 'lo <79 .7 102 .0 106.8 77 .6 11i.2 96l1Tt/t2 36.7 38.5 17 .6 9418Tr/12 34.5 36.7 38.5 t4.9 105.6 r7.6 111.2 111.2 9319Tt /72 36.0 37.0 38.5 20. 1 r03.6 t7 .6 20 T 36.0 37.0 18.7 103.2 77 ,6 111.2 93t/L2 2T T 37.0 37.0 38.5 16.9 100.2 77 .6 111.2 901/12 9222T| / t2 1t -u 37.0 38.5 19 .4 102.8 t7.6 111.2 t7t -2 95)1 T 1/12 37.0 37.0 38.5 16.6 106.1 t7.6 77 .6 111.2 93t4r/t2 J4. U 36.0 38.5 ,1 ')toz.9 25 T t/72 34 .0 37 .O 38.5 t9 .4 I n? o 77 .6 111.2 93 9itoT7/r3 36.0 36.5 38. s 14.9 109.9 72.2 121.5 T 12t.5 9327L/13 36.0 36.5 38.5 74.3 I12.8 72.2 28 T 1/73 35.0 36.5 38.5 14.6 113.3 t2 .2 121.5 93 29 T 7 / 13 35.0 38.5 13.0 113.9 11 ')t2t .5 94 30 T 1 / 13 36.5 36.0 38. s 13.3 i13.5 r2.2 127 .5 93 7 /17 37 -O 36 - 531T 38.5 12 .4 1I3.8 12.2 t27.5 94 7)T 1/1t 77 -\i6 - 5 i8 - 5 'li-5 11i-0 72.2 t21 .5 93 33 T t/r4 37 .5 36.5 38.5 14.0 11I.8 t2.2 t2t.5 92 Technician - Karl Zinme rnan KENNETH G OSDORNE C, ASSOCIATES MAX OPT MOIST, 1 20. 1 I I I I Page A KENNEIH G OSBORNE C' ASSOCIATES TABLE OF TEST RESULTS RMKS Job No..611"n, 4871 - Lagerlof Location Test Type Code: S = Sand Cone, T = Orive Tube Kar 1 Zinne rman ELEVATIONS MAX OPT MOIST MAX DENSFG FIELD MOISI FIELD DE NSTESTNAT o- F TEST DATE 121.5 9311.7 113.0 t2 .236. s 36.534T r966t/r4 121.5 97t2.7 111 .8 tz.235.5 36. s 38.535Tr/r4 t2t .5 9377.7 ttz .5 t2.235.5 36.0 38.5JOTL /t5 121.5 9313.3 ttz .6 t2.235. s 36.0 38.511Tt/15 111.2 9316.3 103 .6 t7.633.5 37.038L/rs 111.2 92101.6 t7 .633.5 37 .O 34.5 t6.939Tt/Ls 110.5 o')16.538.5 15.9 1o2.240S1/2s 38.5 94110.538.5 13. 6 103 .9 16.54lSr/2s 38.5 9017.6 11I.234.5 19.7 100.0l+2 3/+.5Sr/2s I Tech n ician I TE ST No. 38.5 34.5T I I I L I Santa Ana Abdullah MisklnYar Page B I t I I I I I t t I I t t I I T I I I KENNETE G. OSBORNE & ASSOCIATES TEST LOCATIONS D'TE ,..zr.ga to--o."a&fu^. n.c.E. ,a310 JOA NO, 4U7/ 29 .+l t, 37 ?oh 2+ v5,)a eb + a , "+ZD ./o tZ .2t b oZ9 t? 5 17. o l(o 24 '7 9'27 ol8 .rz tS Z(P 9220 5. ,4/.Q ?/â‚¬.,1/ t a so.7 / $ N N \ \ $ ,\ \ $ vt \t \) \$ h \ //PAI b N \ \ N \ \ e2 zz-*.12,/3 a1- 1a44.P47-42 64422//G ,e?aPasa .r7:.,?/â‚¬741r -2 o/-.?Z-.{s/rt/ 7'157- ,4e-AA<a -rrZP Af w..<. .?, y44 / â‚¬e. .944â‚¬: ,/'/: /42. Page C I I 77aâ‚¬< W64. I ( , I KENNETH G. OSBORNE &ASSOCIATES April 26, 1988 Lagerof Construction Conpany 1607 East Ed inger Santa Ana, California 92705 Ref erence:Interior Sewer Trench Density Tests KIeenline fndustrial Bullding 3220 S. Fairvien Street Santa Ana , Calif ornia Dear Hr. Lagerlof : This letter presents the results ofperformed by this f j.rm for the backfill serder trench at the referenced project. density testinS of the interior The depth. trench. interior seuer 0ur Eests are trench liEi.ted uas about to the upper three feet 1.5 feet of in the ' The density of the soil vas deternined in accordance vith A.S.T.M. Test MeEhod D-2937. The results Here conpared to the naxinum density as deterEined in accordance vith A.S.T.M. Test l,lethod D-1557. The results are presented on the attached "Tab1e of Test Resultsrr vith the approxinate test locatr.ons shovn on the attached plot p1an. The results of Eesting indicaEe that the above referenced backfill have been conpacted to at least 90 percent of naxlnum density. --.-.-.-\Respec Af'u11y cu\it ted, \ KENNETH G, OSBORNE\& ASSOCIATES YGM:ed Job No. 4871 GEOTECHN ICAL ENGIN EERING 17141 MURPHY AVENU E G. 0sbor IRVINE, CALIFORN IA 92714 (7141471-2001 Kennet G.E. 6 Attention: Mr. Lagerlof J-./ -1?rzr.+ Alll I I I i I ir F.::ET\.INIE-TH G -TABL E OSECRT{EOF TEST ININIfi SEH Et ASSCf E I A-f ES RE S ff f-:t's ESI IYPT EST}{]. mE LETiilr ELEVAT I trNs TEST I&IIfiA, FIH. FIR.O FISI) nliI. Do6. rTl ,l r$I mrs]. Ds6,MAX REStrS 1S T l/lifi T UllS -q8.5 91 97 lqr,0 r0{,0 19.7 100.1 105.1 l6,5 110.5 9l 110,5 95x JOB NO. 487 1 TEST TYPE CODE: CL 1 EI.IT : S=SAND CONE. Laqerlof ConstrLrction LOCATION: Santa Ana T= DRIVE TUBE TECHNICIAN: - J. Malcom i t I 0 D t + \ U t \- U $ { \l N\ a h \ s U \ $ a t..\ N $( \) \l N N \ \ N \ .1â‚¬-A<A!â‚¬ /U/rP 8f t{.?. 4,,r rt'Y15 / 'o' o/S - //vr-a?/e< 5dt(â‚¬< 2*7/ 7â‚¬g- NZ- L-,_ __ 25 v N .\) d N b $ \J h t $ \ l5 KENNETE G. OSBORNE & ASSOCIATES TEST LOC ATIONS A7p.o'.c@pEl ZZ4Et EEI EDZ'ZTZAGZEA@1e@ z S;C4zâ‚¬: /4=/aO' June 20, 1988 Lagerlof construction co. 1609-L East Edinger santa Ana, california 92705 Attention: Mr. Lagerlof subj ect :Geotechnical Testing for on-site Exterior Se$rer and water Trenches and on and off-Site Exterior Conmon Electric and Telephone Trenches Xleen1ine Industrial Building 3220 South Fairview street Santa Ana, cal i fornia Dear 1,1r. Lagerlof : This letter presents the results of density testing perforrned by this firm in the backfill of the on-site exterior se\^rer and water trenches and in the backfill of the on and off-site exterior conmon etectric and telephone trenches at the subject project. Please refer to our letter dated April 26, 1,988 for prior interior sewer trench density tests . The sewer trench was reported to be 4 feet in depth. our tests are linited to the upper 2 feet of the trench. The water trench was reported our tests are lirnited to the upper one be feet to be 2 feet in depth. foot of the trench. The 3.5 of conmon electric and telephone trench r.ras reported to feet in depth. our tests are limited to the upper 1,.5 the trench. The density of the soil was determined in accordance with A.s.T.l,t. Test uethod D-2937. The results were compared to the maxj,mum density as deterrnined in accordance with A.S.T.l,t. Test llethod D-1.557. The results are presented on the attached I'TabIe of Test Resultsrt with the approximate test Locations shown on the attached plot plan. Page 1 GEOTECHN ICAL ENGIN EERING 17141 MURPHY AVENUE 1.714) 474.2001 il KENNETH G. OSBORNE & ASSOCIATES Job No. 4871. I lr IBVINE. CALIFORN IA 92714 KENNETH G. OSBORNE & ASSOCIATES Lagerlof construction The results of testing indicate that the on-site sewer, water, and conmon electric and telephone trenches have been compacted to at least 90 percent of rnaximum density. The northern or off-site end of the connon electric and telephone trench did not neet the minimum 90 percent Baximum density reguirenent. .1= Res tfu lIy subnitted, G. OSBORNE & ASSOCIATES VGM: rrk Ke G. . osborne E Job No. 4871 Page 2 I June 20, 1988 I l, t I I I I I t I I I I I I I I I I I I I F:.E]\INIE'I-H T= - T]SBff FT{E TABI-E OF TEST 8t ASSOC r A-[ES R,EST,]I.,TS COMMC)N ELECTITIC & TELEPHC)NE TRENCI{ IESI ,'YPE IEST M. MIE l0lll iS,J ELE!/AT I OI.JS ITSI ilATlfIL FIIIfl. TIE.O FIA..D il1151, [)E.6. gi;rui mI r{tst.086 ./- MA X REER(s 1 T 6/l!/S T o/15/B 1b!15t8 T 6/l:/ts N.E SrdE Si SidP 100.0 100.0 qqe I r'a l 90.: 111, ? 86 ir! ! q, ll1.? 81 lPtPst 11 .ifrE lnll " 4Li7 1 - ,:il- I EllT: L.ager ! o+ Ccln--trLtc trori TECHNICIAN: TEST TYPE CODE: S=SAND CONE, T= DRIVE TUBE i, !!Hl Ifil.lt Santa J-,',:, Abdullah Misklnyar I T t1 L i /.6 1;.5 l7.6 F.:,ENlFlE=-l-H t5 - L]SEOF:I{E E1 ASSOC I A-f ES TABI-E ()F TEST RESf'I-'TS WATEI.T & SEWEIi EsI n?E IEST IS, MIE ELEUA'i i DNS EST t*Trfi[- FUH. FIA.D F]S-D mtsl. Do6. OPTIIT'I IIAI t'IcT tErq -/- HA il RB*f,rS It 1 6/9/B 8.0 ffi.o 100,0 17.6 103.6 16.l ll3.8 91 ls T a/9/88 9-q.0 %.r.' 1frJ,0 16.9 t02,6 16.1 lr3,g 90 JOE f,lfi . 4A7 1 - CL.IE.i'lT: Sinta Ana LOCAIIETI'I! Santa Ana TECHNICIAN: Kevin Peyton TEST TYPE CODE: S=SAND CONE, ?= DRIVE TUBE I I I li t I I I t I t I I I t t I I I I I t I KENNETE G. OSBORNE & ASSOCTATES TEST LOCATIONS @14oo.or" 6-2o #1 ",.c E. /4310 .t{ A/o. 4t 7/ ,.7?//<l//â‚¬t( .574â‚¬17 N q \, \ \, t & l4 2Z It IL lt I -rc-5 \ t N\t,$ tJ' I $ \, \ $ e t \ N N! \ ol5 - 5al?â‚¬.1 2â‚¬.1/5/ 7Y -47' ./W - ttL/rrA? 21-1/-5r'at/ 457- ./â‚¬ - â‚¬a.(za/ â‚¬dâ‚¬/-?/â‚¬ / zZ:ce+euc e4-;.* TTSZ- u N v) il $ \(\' u \ SE4zâ‚¬.'//=/aa' I KENNETH G. OSBORNE & ASSOCIATES Lagerlof construction 1509-L East Edinger Santa Ana, Cal ifornia backfill ing and as such, Co. 92'105 of the waterthe backfill ing Attention: ur. Dave Lagerlof Subj ect :Subgrade and water Trench Density Testing KIeenline Industrial Building 3220 south Fairview Street Santa Ana, CaI ifornia Dear Mr. Lagerlof: This letter presents the results of density testing and inspection perforrned by this fj.nn for the subgrade and the backfill of the exterior water trench of the above referenced proj ect. The uater trench was reportedly 3.5 feet in depth with no shading. Backfill material was native silty sand with a trace of clay which was placed in a 3.5 foot Iift. compaction was obtained by rneans of a hydraulic harnrner and moisture was supplied by a water hose. The subgrade for paving consisted of imported sandy silt placed in 6 to 10 inch lifts. The lifts qrere compacted by means of a loaded D860A scraper and a 545A loader. The required moisture lras supplied by a 1500 gallon water truck. The density of the soil was determined in accordance with A.S.T.M. Test Method D-2937. The results qtere compared to the maxirnum dens j,ty as determined in accordance with A.S.T.M. Test Method D-L557 for the subgrade. The results are presented on the attached "Table of Test Resultstt \./ith the approxirnate test Locations shown on the rrTest Locationsrl p1an. The test ing trench was operat i ons done were prior to not Job No. 4871 Page 1 17141 MUBPHY AVENUE IBVIN E, CALIFORN IA 92714 \711) 474.2001GEOTECH NICAL ENGIN EERING I September 20, 1,988 I KENNETH G. OSBORNE & ASSOCIATES Iagerlof construction co.Page 2 observed by this firm. our opinions concernj.ng this area are based on the assunption that aII fill is represented by the results of density tests taken at randon. Holrever, no lrarranty is offered or should be inplied as to the adequacy of areas not tested. The results of testing and inspection indicate that the above referenced soils have been coDpacted to at least 90 percent of maxinum density for the subgrade. RespectfulLy subnitted, KENNETH G. OSBORNE S ( RT : JRC: rrk mes R. colemanE. 229 Job No. 4871,Page 2 I &p.6.31.91 RS [' FiEt{N.!E-rH G -TABLE f]5ETClR]\-IEC)F TEST IAIB Et ASSOC I A-I-ESREST,'LTS ESi t-l!! lESirrr rEi; EL EI"'AT ] DI.]S ;EST I$TIFTL FIIA, Fts.! FiE-0 I'l_: l'T ,lc!a SF.IIP; IiAI II.ICT nlrJl f,tAx REstrs I rlX./8! iASi SiDE1 UZIA E,',mEflEi!i allta :â‚¬a1 atta ; I.'IIAE lt S:!i aal :: J! ; 17,1 !q I t,1 a t7 L iil.: :1 \!t,2 9: :t!: q: -. -. I rlt';' I S=SAND CONE, ii]'iiERLDF T= DRIVE TUBE r.-rl:-; il:1"'1 : TECHNICIAN: CTEST TYFE CODE:D I'1U T I t KENNETH GTABL E C)SBC)I.?NE & ASSOCIATES C)F TEST RESt]I.TS lEi;.qE lii. i)?! i:!i iit!r!-,::t n:Nl rl:lti :,4!i .j,1 " F:r.ur'l .n - nD T ltE. 'nilDF T!Ci{NICIAN: C : -.r - RLT!LTIST TIPE CODE: S=SAND COliE. I l' I I I T T T ! ! I T I T I I T I I I I KENNEIE G. OSBORNE & ASSOCIATES TEST LOCATIONS w497/ cra Te oo9 Aoo-o-.o&,.-, A.c.z. /at10 il{$ t U t U I $r Iu 0 it I It*l L w z* \ 3t( ,Ul I < 4vl +5a ' l* Sarcro4aâ‚¬ Dâ‚¬/rtgrr 1457 tt/rfâ‚¬R 77â‚¬tt,/ E{gg "Arlut RaFaR&â‚¬ ,HrP ar MR. //if-/a5 / aa. (\ z- I I I I I I .qe,r?zâ‚¬: /r=/@'