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Parcel 1-5 Geotechnical Investigation
�`�� Ir�farrl��tr��z � TaBuzZcr O�r Er�In��ring•Corrssrlriny•Testirrg �� fl �eport of Geotechnical lnvestigatian � Prr�nased Jared Store 4Q82�Winchester Road � Temecula, California � Prepared for Signet Jewelers 375 Ghent �oad Akr�n, �H 44333 Prepared by Pro�essional Service Indust�ies, inc. 633� Gateway ❑rive, Suf�e B Cyp�-e�s, �alifarnia DEcember�'[, 2O�I5 PS! Projec� No. �559��57� � • �. ���° .��tfc�r���on . �►�r�r .�'^'o�3����Un LGn�rin��ring.+►cons�l�i►�r•Tes�ng - December 21, 2D'�5 Mr. Michael Vllaterman . ❑e�elopment Manager -, - 5igne�Jewelers : 375 �hent Road , Akron, DH 44333 ��� . Subject: Report of Geo#echnica� [n�estigation � � Proposed Jared Store 4082� W�nchester Road Temecu�a, California PSI Project D559�67�� Mr. Waterman: Professional 5ervice Industries, Inc. (PSl} has compfeted a Geo�echnical ln�es#igation � �or �he proposed Jared Stare to�be located at 4�825 Winchester Road in Temecula, Californ�a. Dur services were performed �n general accordance with PSI Proposal No. 0559-158155. Based on the resul�s of aur field in�est�gation, and engineering analysis, the project si�e f5 suitable �or the �onstruction o� �he praposed Jared Sfore from a geotechnical standpoint, prov�ded #he recommendafions af this report are fol[owed. Piease note that the upper 'I5 to 3� feet of subsurface soils at the project site have very poor static and seismic foad carrying capa�i�y and therefvre there is some risk far fhe s�a��c and seismic perForman�e of �he propvsed �Jared s�ore founded in fhe upper subsurFace soils at the sife. The recommendativns described in this report are proposed to redu�� the risk of damage to the propased Jared store resuftant ��vm static and seismic laadslsettlements and should be carefully re�iewed prior ta completion vf design. PSi apprecEates you far choosing us as your consultant for this pro�sct. Please canfact us at ?'14-484�860� if you ha�e any questians or�we may be of fu�ther service. � RespectFuffy Su�mitted, PR�FESSIDNAL SERViCE INDLiSTR[ES, INC. . ��`°���'°w� �k.4 IVANA°,IVAYAk�.� fiA7��VlC1F![�A�1 �' �, ��� � 'ldo.�SBI�#� ��_ �1t � �k" � ,� t � � �.�� ��:,� `���� .�; o�cAr.t�' • � Luan Nguyen, EIT. N. Sa�hi Sathialingam, Ph.D., P.E. Project Engineer Chief Engineer Reviewed by Michael S.,Place, Principa� Consu[tant Professional Service lndustries,In�.99D1 S.Meyers Raad,Suite 400 Oakbroo[cTerraoe,IL 60'I8'I Phone B301691-'149�Fax 83U1691-1496 Proposed Jar�ed Store, 7`emecula, Califot-rzia December.ZI, 2015 �SI Project 45591671 TABLE �F C�NTENTS � 'I PR�JIECT INF�RMATIDNa..........s...........u......rrrM�...r..a.r........s........s......r....r...................r.....2 'I.'� PR�JECT AUTH4R[ZATl�N..................................................................................2 �.2 PR�JEGT DESCRIPT[aN ......................................................................................2 'I.3 PURP�SE AND SC�PE DF SERVl�ES................................................................3 2 SiTE AND SUBSIJRFACE C�ND�TI�NS.............................................................................4 �.1 S1TE LaCAT14N AND DESCRIPT�aN ...................................................................4 2.2 REGI�NAL GE�L�GY...........................................................................................4 2.3 REG��NAL SEISMICITY.........................................................................................4 ' 2.4 SEISMIC HAZARD ASSESSMENT.........................................................................5 2.5 SUBSURFA�E C�NDITI�NS.................................................................................7 2.B GR�UN�WATER INF�RMATi�N..........................................................................9 . 2.7 LAB�RATDRY TESTENG........................................................................................9 3 C4NCLUSC�NS AND REC�MNlENDATCQNS...................................................................'i� � 3.� EARTHQUAKE AND SE1SMlC ❑ESIGN C�NSIDERATI4N................................10 3.2 SHALL�W F�UNDATI�NS..................................................................................11 3.3 PAVEMENT DESIGN ...........................................:................................................�13 3.4 SITE PREPARATI�N & GRADING.......................................................................'15 3.5 UTILiTY TRENCH C�NSTRUCTIDN ...................................................................'i7 3.6 TEMP�RARY EXCAVATI�N CnNSIDERATI�NS...............................................'�7 3.7 C�NSTRUCTI�N C�NSfDERATI�NS.................................................................18 3.8 PLAN REVIEW......................................................................................................19 3.9 �BSERVATI�N AND TESTING DURING CDNSTRUCTf�N...............................�9 , . �4 REP�RT LEN[iTAT��NS......................................................................................................2� F�GURES . FlGURE '� - S1TE VICNiTY MAP F��Uf�E 2- SiTE PLAN AND BaRING LQC�ITI4N MAP LIST �F APPENDICES APPENDIX A-- BORING L�GS APPENDlX B - LABORATORY TEST DATA APPENDIX C - LIQUEFACTIQN ANALYSfS , . �� Proposed Jared Store, Temecula, California Decemt�er��, ��l S PSI Project 05591671 '� PR�JECT �NF�RIMATI�N 'I.'I PR�JE�T AIJTH�RlZATI�N Prvfessional Servi�e Industries, Inc. �PSf} has completed a geo�echnical in�est�gafion for the proposed new Jared Store to be located a� 4D825 Winchester Road in Temecula, Californ�a. Sign�t Jewelers au�horized our services on �ctober 30, 2D�5. '�.2 PRC]JEGT DESCRIPTI�N Based vn the site plan provided on June 29, �Q'i 5, the proposed project invo[ves #he demalition and rema�al vf an exisfing sfructure and �he cvnstruction of a sing�e-stary building along the sauthwest cvrner of fihe sit�, and paved parking and drive aisies. The proposed structure wi�l be approximatefy S,��D square feet in plan area. A Site Vicinity Map showing �he site location is inc[uded as Figure �, 5ite VEcinity Map. Although spe�ific sfru�tura[ ioads were nvt provided for this project, based on our experience with pre�ivus Jared store prajects, structuraf loads for the propased retaiE stvre wi�I typically consist of the followir�g: • Maximum calumn [oads of less �han 75 kips per co�umn; dead �oad plus live load; • Maximum wall loads of �ess than 3 kips per linear foot; dead lvad plus iive Ioad; • Finished Flvor Ele�a�ion �FFE}for the buE�ding being constructed afiJor within 3 �eet of the exis#ing site grades; and, • Flaar slab design is based on a maximum floar live [oad of 'i 5D psf. Althvugh specific traffic [oads were not provided for�his project, based on our experience wi�h simElar proje�ts, �raffrc loads for the praposed nerrv asphal�pa�Eng will typically consisf o�the folfowing: • 2-ax[e (6�vuheel} deli�e�y trucks approximately 35,��D pounds at �5 deli�eries per day; and, • 5�axle ('i 8-wheel} V-bed trucks approximately 7q,��� tv �aD,��O pounds a� one deli�ery per day. The geo�echnical recommendations presen�ed in �his report are based on the available p�-oject information, si�e location, [aboratory testing, and the subsurface materiais. [f any of the noted informa�ion is incorrect, piease inform PS[ in writing so #hat we may amend the recommendations presen�ed in th�s report if appropria�e and if desired by the client. PSI wi�! not be responsihle fvr�he implementation of its re�ommendatians when it is no� natified of changes in the pra�ect. �# z Propased Jared Store, Temecula, Califot-rzia Decernber Zl, 2a15 PSI Praject�559167� '1.3 PURP�SE AND SC�PE �F SERVICES The purpose of this geo#e�hnicaf. exp�oration was to explore the subsurface condifiions and pro�ide suitahle �oundation and slab design re�vmmendations for the proposed construction. The geotechnical in�estigatian for this project invofved drilling six tesf borings, labara�ory �esting, and geotechnica� analyses. This report brief[y outlines the tes�ing procedures perFormed, summarizes provided proje�t infvrma�ion, describes the site and subsurface �ondi�ivns encountered, and presents re�vmmendations for the foliowing: • Genera! site preparativn and grading. • �Foundation types, depfhs, al�owvab�e bearing capaci�ies, and an estimated settfemenfs. � � Concrete floor slabs. � Asphalt paving . • 5ife Preparation and Grading • Comments regarding observed factors that may impacf �ons#ructivn andlor perfarmance af�he proposed cvnstruction. The s�ope of services did not include an enviranmental assessment for determining �h� presence or absence of wetiands, or hazardous�vr toxic materials in �he svil, surfa�e water, groundwater, ar air on or below, or around #his sife. Any statemen�s in this report or on the boring [ogs regarding odors, cvlors; and unusual or suspicious Efems❑r condifions are strictly for in�ormat�ona! purpvses. �� 3 Proposed Jared Store, Temecula, Califarnia December 21,�0�5 �'SI Pt-oject�559�671 2 SITE AND SUBSURFACE �DNDITI�NS 2.7 SITE L��ATi�N AND DESCR[PTIQN The project site �s Iocated at 4�825 Vllin�hester Road in Temecula, California. Fumished information indicates the approximafe site GPS coordinates are la�itude: 33°3'!' 38.39" Nor�h and �ongitude: ��7° �9' 26.38" Wes�. The site is [ocated on �he north side of `IlJinchester Road opposite Promenade Malf Vllay. The adjacent properties are generally commercial deve[opments. Figure 2, Site Plan and Boring Lo�ations Map shvws the site plan. The site �s currently,o��upied by a fvrmer Mimi's Cafe Restaurant. The proposed Jared 5tvre will be [ocated within the soufhwestern portion of property, wi�h fhe remaining portion af the sife being de�e[oped with asphalf parking. The site is relatively le�el wi�h a maximum ele�a�ion diffsrentia! of about 3 �eef, sloping dar►vn to the soufh [Google Earth, 2�15}. 2.2 REGI�NAL GE�L�GY The subject si�e is Ivcated at ele�ativns between appraximateiy �062 and ���5 feet above mean sea �e�el �Google Earth} within the Peninsular Ranges Geomorphic Province boundary. The Peninsufar Ranges Geomorphi�c Pra�in�e cons�sfs of a series of nor�hwest trending mountain ranges separated by northwest trending valleys�hat are sub para[[el to faulfs that branch from the San Andreas Fau[t. , Based on a review of�he L1SG5 Gevlogic 1VIap of fhe San Bernardino and 5anfa Ana 3�' x fi4' Quadrangles �USGS, zoo6}, the si�e is underiain by Quaternary alluvial deposits �Terra�e Deposifs}. 5pecifica»y, fhe site is underlain hy P�eistocene-age terrace deposits, which is described as semi-consolidated sand with clay and sil� content and Iocally high gra�el content. Based an a re�iew of the larger scale USGS Prelimrnary Gevlogi� 1V�ap o� fhe Murrre�a 7.5' Quadrangle, Riversrde Counfy, Californra �Kennedy and Mvrton, 2Q�3}, the site is underiain by Holocene and iatest Pleistvicene-age young allu�ial channel depo�its, which are described as fluvial deposi�s along �anyvn floors. 2.3 REG�4NAL SEISM[CITY The project site is located in Sauthern California, which has undergone a complex multiphase structurai history and remains an acti�e tectonic region with documented historic earthquakes. Generally, the seismicity w�thin California can be aftributed to faulting due tv regional �ectoni� mo�ement. This includes the 5an Andreas Fault and other sub-para[le[ strike-slip,faui�s, as weli as norma� and thrust faulting w��hin �he 5�ate of Ca�ifornia. The area of the subject site is considered seismically active. 5eismic hazards within �he site can be attributed to po�entiaf ground shaking resuEting from earthquake events along nearby vr more distant�Faul�s �� � Praposed Jaf•ed Stare, Temecula, Califnrjria Dece�nt�er 1�, �d15 PSI P�•oject 4559�57� The primary causes o�damage in �his general area during seismic e�ents include ground shak�ng and liquefaction of the subsurface strata. Liquefaction occurs when loose granular and Eow plasticity materiaEs below the groundwater tahle are subjected to �yc[ic shear forces resu[ting from se�smic �ven�s. Water pressur�within the pore spaces of the soil incr�ases with a corresponding decrease in the svil's effe��i�e stress and ind�vidual grains vf soil Iose cvntact with each o�her. Excess pvre pressures ulf�mately dissipate and �he soi� consolidates, aften causing significant tofa! and differentia� setflement of the ground surface. � 2.4 SEISMIC HAZARD ASSESSMENT Alquis�-Prio[o Faulf Zone The s�ismicity of the site was eva[uafed u#ilizing determinisfic methods fvr acfive �au[#s within the regional v�cinity. According �o the Alquis��Priolo Special Studies Zones Act of �97� �re�ised �994} faults have been cfassi�ied as acti�e faults, which show apparent mavement during the last 1'1,OD�years �i.e., Ho[ocene time}. The site is not Iocated within a currently designated Earthquake Fault Zane per the Afquist�Priolo Special Studies Zvne rVlap p�odu�ed by the California Geolvgical Survey �CGS}. The nearest zoned fault is the Elsinore Fault located approximafely 0.7 mi�e southwes� of the sife according fo �he AP Special 5tudies Zone Map of�he Murrieta Quadrangle �C�MG, '199D}. Lurch�ng and Shallow Grvund Rupture . � B�eaking of�he grouEid because of active faul�ing is not likefy due to the absence of known acti�e faul�tra�es within �he praject limits: Liquefaction Paten�ial and Seismically lnduced Sett[ement Liquefactian and seismica�ly induced settlement typically vccur in Ioose granular and Iow- pfasfic silt and clay svifs wifh groundr►vater near the grvund surface. During an earthquake, ground shaking causes the soil to consolidate and an increase in the pore pressures in . saturated soils. After dissipation af the excess pore pressures, the saturated saEls tend tv settie. Fine-grained plastic soi[s are g�neral[y not susceptibfe to lique�action or to short- term settlemen�due ta seismic loads. � The site is mapped within a zone o� potential liquefa�tion according to the California Geologica� Survey (CGS Seismic Hazard Zones Murrieta C�uadrangle}. Based on a re�iew of the Seismi� Ha�ard Zone Repor� far the Mu�-rieta 7.5-minute Quadrang[e, the depfh to historic high groundwafer is estimated to be shallower fhan 'I D�eet below grade. At anticipated foundation depths, young a[fuvial channel deposits cansisting ioose to medium dense sands wifi under[ie the proposed structure to depth of abou# 'I 5 ta 3D feet below#he exist�ng grade. A �iquefaction analysis was per�ormed for the project site using historica� ground wa�er le�els and the requirements of CBC ��'i 3 and ASCE 7-'I D. Based an Section 18�3.5.'i2 of CBC �013 and Section ��.8.3 of ASCE 7-'��, Maximum ��r � 5 ���ir�r��r Proposed Jared Store, Temecula, Calaf�rnia December 21, 2015 PS.I.Project�559�671 Considered Earthquake Geome�ric Mean �MCEG} Peak ground Accelera�ion adjusted for Si�e Class Effects �PGAM} is �.793g ��-om USGS w�bsife ht�pJlear�hquake.usqs.qo�lde�ig,n,mapsluslapplication.php and the modal moment magnitude is 7.�6 from USGS de-aggregation website http:liqe�hazards.u���.qovldea,gg,in�12��81 for a 2°Io Probabi��ty o� Ex�eedance in 50 years,��,475 Return Period}. The liquefaction analyses indicated that the upper soils to depths vf about '[5 �0 3� feet belaw the exis�ing grade are potentially susceptible to liquefactivn upon app[ication o��he design earthquake. The most signifi�ant effect of soil lique�action is expected to be grvund surFace set�lement resulting from volumetric strain wi�hin the liquefiable sails and dry settlemen� of soils abo�e �he groundwater fab[e. Based on aur analysis, we estimate a maximum totaf seismic induced settlement on the order of 4 �0 8 inches. Vlle afsv estimate a seismic differential settlement of abou� 2 ta 4 inches across a 'I D� foot span based on our priar experience. The details of iiquefactivn analyses and liquefaction induced set�lement esfimates are prov�ded in Appendix C. The abo�e liquefaction induced settiements were estima�ed using SPT blow counfs obtained frvm borings drilled at the site, a� d�s�rete depths �arying 'I �a 5 feet int�rva�s. Therefare, in general, liquefaction induced sett[emen�s based on SPT blow cvunts tend to estimate higher settlements than those may vccur due to the artifact af discrete sampling. On the other hand, if Cone Penetratian Test �CPT} saunding is ad�anced at the p�ojec�suite tha� cvllects triction and tip resis�ances v�subsurta�e soils �vntinuously, liquefaction induced settlemen� estimates may be reduced, in generai, in the vrder of . 5�°Io. !f a more ac�urate estima�e of the sites fiquefactivn potent�al is needed, PSI could arrange to perForm a CPT on the sife and per�orm a nevu [ique�acfion analysis. If Signet Jewe[ers requests fhis additianal invsstigation and design work, PSI will prepare a change or�der with estimated costs of perForming fhe wo�k. Lateral Spreading Latera� spreading in�olves lateraf dEspla�ement vf large, surfc�al blocks of soil as a resuft of liquefactian vfi a saturated subsurface layer. ❑isp�acement occurs in response to the combination of gra�itationa[ fvrces and inertial �arces generated by an earthquake. Lateral spreading can de�elop in gentle s�opes and mo�e toward a �free face such as a bady af water or water caurse �San#a Gertrudis Creek}. Differen�ial internal movements , w�fhin the spreading mass usually cre�#es�uch fea�ure�as fissures, scarps, and grabens. Lateral displacement may range from a tew inches !.�p to se�eral feet, d�pending on the soil cvnditions, geometry o�F a�jacent slapes and fhe magnitude and du�ation of #h� seismic loadi�g at the site. La�eral sprea�ing rnay also b� presen� at the site due fo conditions present beyond property baundaries and hen�e may not �e able ta mitigate Et within th� site. Diff�rentia� �ertical �novements, ar ground settlemen�s may range up to � about haif the horEzonta[ mo�ement. La�eraf spread�ng commonly dEsrupts faundations vf buildings built an or across fhe fai�ure surfa�:es and severs utElities in the failure mass. �f � 6 Proposed Jared Store, ?'emecula, California �ecerrtl�er 21, Z015 PSI Projec��5591671 , Lands�iding Due fo the generally fla� nature of the sife and surraunding properties, it is our vpinion tha#the site has a low suscep�ibility ta landslide�. Tsunamis and Seiches The site is not near an o�ean coastline. There�Fore, the potential for inundation due to a �sunami is an�icipated to be relati�ely law. Pubfished lifierature was not readily a�ailable from the appficable agencies regarding the poten�ial inundation by seiches �"tida[ waWes" in canfEned bodies af water} tv affec� the subject site. Howe�er, �his type of hazard �s no�likely to be considered a significant threat ta the subje�t sife due tv the absence of lakes or reservoirs in the �icinity af the subject praperty. Seismic Design Category For Seismic Design Ca�egvey designatians of C, D, E or F, which are contingent on the strucfures "Seismic Use Grvup", the code requir�s an assessment o� slope s�abili�y, liquefactian poten�iai and surface rupture due �a fau[ting or later�al spreading. De�ailed evaivations �f#hese factors were beyond fhe scope o��his study. Ho►nrev�r, the fvllvwing ta�le presents a qualitati�e assessment .of these issues cansidering the site class, the subsurFace svil properties, fhe groundv+rater ele�ation and probabilistic ground motions. Table '[: C,�ualifatir►e Seismic Si�e Assessments Haza�d Relafi�e Risk Camments � Design ground water le�els hased ❑n histvric high Liquefacfion High ground water fe�els are shaflawer than '1� fee� belvw � rade and sviis are Ioose to medium dense. Slvpe Stab�i[ity Lvw gased on the presumed grading plans, signifcant cut or fill s�❑ es are no� �anned for constructian. Surface Rupfure Law Acti�e faul�s are not known to underiie the site. 2.5 SU85URFACE C�NDITIDNS The baring loca�ions were marked in the fieEd by a PSI representative referencing existing fandmarks based on fhe informafion provided by the ciien#. A truck mounted dri!! rig and con�inuous fligh�, solid-stem augers were used �o ad�ance the borings. Soil samples were rout�nely obtained during the drilling process. Drilling and sampling te�hniques were accomplished in generaf accordance with ASTM procedures �ASTM D'i586 and D355�}. �� 7 � Proposed.Iared Store, Tejnecula, Califot-nia Decefr2ber 21, 2Q.15 PSI Project D5591671 The subsurfiace conditions uvere explored with a tota! of six soil barings drilled to approximate depths of 'I'[ ta 51 teet belo►nr current site grades. F�gure � shows the approximate boring locations. The soil fypes encountered at fhe specific boring locations are presented on the attached Boring Logs in #he Appendix A. Existing pavement was en�ountered a� the ground surface in the majority of the borings per�ormed wi�h fhe excep#ion of bv�ings B-5 and B-6 which were pe�formed En landscaped areas in the svuthwes� corner of the site. The exis�ing pa�ement section was measured ta consist vf approximatefy 2 fo 4 in�hes of aspha�t underlain by 3 to 4 inches of aggregate base ma�erials. Beneath �he surficial ground cover, the barings generally encountered �layey sand soils which extended to depths of 3 to 1� fee�, underfain by well to paorly graded sands. High plasticity clay soil was encountered at a depth of approximately 35 feet in �he deeper soi� boring B-�. Some or all af the surficial clayey sands are iikely fill materia�s which were pfaced or disturbed during #he pre�ious site development. ❑uring �he sampfing pracedure, Standard Penetration Tesfs {SPT} were p�rformed in �-� accordan�e wi�h ASTM D'�58� and re[a�i�ely undisturbed sampfes were ❑btained using Cali�ornia Modifed Samplers �n genera� accordance with ASTM D355�. The 5PT for soil bvrings is perFormed by dri�ing a��inch diameter spEit�spoon sampler in�o fhe undis�u�bed . �formation ivcated at the bottom of the ad�anced borehole with repeated blows of a 14�- pound hammer fa�ling a �er�i�a[ distance of 3�-Enches. The number of blaws required fv drive th� sampler the [ast '�2-inches of an 'i 8-inch pene�ration depth is a measure of the soil consistency. Far ASTM D�355D �Madified Cali�ornia Sampler, MC Sampler}, �he split barrel samp�er possesses a 3-in�h �.D. and is driven with the same manner as the SPT, but MC Sampler b�ow count require a correc�ivn factor to correlate to SPT blow coun#s. Samples were identifed �n the field, placed in sealed containers and �ransported �v fhe lahora�ory for further�[assificat�on and�testing. The stratificativn presented on the 6vring Lags is based on a visual examinatian vt tl�e recovered soil samp�es and #he inferpretafion of field logs by a gea�echnical p�-ofessional. IncEuded on the Boring Lags are�he standard penetration �esistances �SPT N-values and California Mo�ifi�d sam�ler b�ows} recor�ed in �he indiWidual borings�at standard testing €nterva�s tn the boring term�nativ�3 depths.� The abd��e s��bs�r€a�� infarma�tion is of a c�eneralized nat�re to highlight the major sub�urf���stratifcation featurEs an� rndfieria! char�ac#eristics. The Baring Lo�s, included in ppp�nc�ix�i; �h�ould be revEer��ed far�pec3fi� informativn a��the baring Iocations. These records �nclu�e sail descrEpfiivn�, stratificativn, p�netrafion resistance, Eocativns of fhe s�mplss and �aboratory tzst da±a. : The s�ratific�tion �hown an �he Iogs r�present #he . conditions on[y at the actuaf �ocatic�n a�.the time of our exp�crafion. VariatEons may occur and �hauld be expected betw��n� locations. The s�ratifica�ion that rep�-esen�s the � approximate hourtdary betwe�n subsurtac� materi�ls, �ut �he actua� #ransitivn may be gradual. Lines of demarca#ioii represent the approximat� boundary bet►nreen subsurface � �� 8 . . . + . Praposed Jared Stot-e, Temecula, Califarnia . � Decemhet-�l, 2015 PSI Praject 0559167I ' materials, but the transition may be gradual. ft should be noted�fhat, although the tes� - borings are drilled and�sampfed by experienced professionals, it is sometimes di�ficult to re�ord �hanges in sfratification wifihin narraw �imits, �specially at great depths. In the . absence of foreign substances, it �s alsa sometimes di�ficult tv dis�inguish between discofored soils and �lean fi�i soil.. �.6 GRC]UNDINATER ENF�RMATI�N Groundwater� was nof encounfered in the barings driffed at the project site. However, based on a review vt the 5eismic Hazard Zone Report far the Murrie�a 7.5-minute Quadrangle as attached in Appendix C, the depth �o historic high groundwater is � esfimated ta be a�vut less than '�� feet below grade.. It is possib[e that seasvnal �ariatians [temperature, rainfall, etc.}wi�[ cause fluctuations in the groundwater le�el. Addifiona[[y, perched water may be encountered in discontinuous zones wi#hin �he v�erburden. The,groundwater le�els pres�nfed En this report are �he le�els that were measured at the time of our field acfi�ifies. ]t is recommended that �he cont�actor determine �he a�tual g�oundwater le�els at �he site at the time o� the construction acfivi#ies �o determine the impacf, if any, on the construction prvicedures. 2.7 LAB�RAT4RY TEST�NG The sail samples vbtained during the field exploration were ��ansported to our fabvratory and selected sai[ samples were tested in the labvratvey to determine selected ma#erial praperkies far e�aluativn. Laborafory testing vn sele�ted samp�es were performed in general accordance with ASTM and CTM procedures and included Moisture Content �ASTM D�2'i B}, Un�t Weigh�, corrosion testing �CTM 643, CTM 4'I 7 and CTM 422}, #2�a Wash �ASTM D�14�}, Expansian ]ndex �esfing �ASTM D48�9}, Direct 5hear �ASTM D� 348�}, and Consolidation �ASTM D2435}. Unless otherwise �nfvrmed, �he soil samp[es wE[I be discarded 6� days from the issuance of the report. Laboratvey fest data along with detailed descriptions of the svils can be fvund in the Appendix B. �� 9 � �ar-..rr.� Propasec�Jared Store, Temecarla, Califvrrrru �7ecembe�•2�,�D.15 PS�Project QS591 b7� . 3 C�NCLUSI�NS A�JD RE��NIMENDATIQNS The following geotechnical design recommendations ha�e been deveioped on #he basis of the previously described project characteristics and subsurtace condit�ons encountered. Th� propased project includes fihe demolition of an existing s�ru�ture, and construcfion of a new approximatsly�,D�� square toot, sEngle s�ory Jared S�ore w�thin the southwestern corner of the existing structure footprin�at�he site. �f there are any changes in these project criteria, including building �ocafian on the si��, PS1 should be cvn�acted to determine if modificatians to �he recommendatians are warranted. Based vn the results o�the fieldwork, laboratary eva[ua�ion and engineering analyses, the � sit� can be adapted for �he proposed improWements from a geotechni�al perspective. Details re[ated to site preparafian, faundation and �loor slab design, and pa�ements are presented in the following sections. 3.'i ��4RTHQLJAKE AND ���SIVIIC ���I��V ��NS�DERATIaN "Cl�e projec� site is iocated within a municipality that employs the ��13 California Building Gode �CBC}, the IocafEy ado�ted version vt the International Building Code, 2��2 edition. As part of this code, the design of sfiru��ures must consider dynamic forces resulfiing frvm seismic events. These forces are dependent upon fhe magnitude o�the earthquake event as well as �he properties vf the soi[s fhat underlie the site. As part of �he procedure #o . e�afuafe seismic fvrces, the code requires fhe eWaluation of the Seismic Site C�ass,which categvrizes tf�e�site b�sed upon the cha�ac�eristics of #he subsur�ace profile within the upper ��� feet of the ground surface. To defne the Site C[ass for this project, we ha�e . inter�reted fhe resu�ts of soif test borings dril[ed wi�hin the prvject site and estimated � apprapriate soi! properti�es belaw the base of the borings #o a depth of ��a feet as permitted by the code: The estimated so�l properties were based upvn ❑ur ex�erience with subsur�ace �onditions in the general site area. Based upon our e�aluativn, the subsurFac� conditions within the si�e are �onsistent with the characterist�cs of a Site C�ass "D" as defined in Table �0.3-'I of the ASCE 7-��. The associat�d ASCE 7-�� probabi[isti� grvund accelerafivn �aiues and si�e �oefficients for the g�neral site area were ❑btained from �he USGS geohazards web page: �ftp:llea�thauakE.usgs.,qovlde�iqnma�slu�lapqlica�i4n:pha and ar� presented in Tabfe�. �� �a � Prvpased Jared Store, Ternecula, California �ecemf�er 21,�D15 PSI Praject D559�67.� � Table 2: Graund Motivn Values* Mapped M�E Ad�CE d Design . Period Spectral Si#e 5pectra[ 5pectrai � �sec} Response �ae�ficien#s Response Response Acceleratian Acceleration Acce�era#ion �9� �9� 0.2 SS '1.955 F� 1.� SMS 1.955 SDS 1.3D3 �.0 S� �.795 F„� �.5 SM� '[.�92 �SD� D.795 '�2% Probabilify of Exceec�ance in 5�years far.• Lati�ude 33° 3�'38.39"N and Lorrgrtude 117° n9'�fi.38" W MCF= Maxrmum Consra�ered Farfhquake 3,2 SHALL�W F�CJNDATI�NS Due tv fhe poor quali�y of subsurFace soils {Ioose to medium young alluvia� sands} encvuntered in the proposed store fvundation bearing s�ratum, PSI recvmmends fhe use � of s�ruc�ural mat foundation that suppor�s the proposed stvre underlain by properly campacted soils to have adequate perfvrmance of fhe proposed sfore and reduce #he future risks of static and seismic sett[ement. The cancrete mat �oundation shou[d be designed by a structural engineer in a manner �that allows up ta 4 inches af differentia! settlement acrvss the propased stor�e. The soils immediate[y below the propased mat foundativn should be over-exca�ated to a depth of at least 3G inches, ta place engineered structural fil. � AI[ structura[ fill shall be �ompacted to at least 95°Io vf mvdified proctor and shall be compacted in accordance with ❑ur recammendatians stated in section 3.4 of fhis repart. The compacted fil� should be pla�ed as a continuvus pad so tha� it encompasses a[I of the proposed mat foundation and should ex�end a minimum of 5 feet beyond the outside edge of the praposed bui[ding mat fvundation. Bearing Capacity . � � Mat foundativn placed or� the compacted engineered f II as described above can be designed using an a[iowable bearing pressure of 5�� psf. The recommended allowable bearing pressure applies to the to�al vf dead plus Iong�term li�e loads. The ailowab�e bearing pressure may be increased by one-third for shvrt-�erm laads such as those resulfing trom wind farces. �� r� Pf•apased Jared Store, Temecula, Califarrzia Decenrber ZI,1QI5 �°Sf�'roject a559167'1 5et#�ement The building laads vvi[[ all cause se�tlement due tv consolidation, or campre�sion, vf the underiying soi(s. The subsu�Fa�e in�armation d��eloped �For �his study were used fo estimate set�lement beneath these loads. As stated, in Section 2.4., total settlement of the site �esultant f�vm liquefaction af �he subsurfac� soil in expected to be an the order of 4 fio 8 inches. 5ome di�ferential settlemen# b�fi�veen footings shoufd he expected due to differences in the subsurFace soil condi�ions acro�s tE�e faotprints o� the fank foundations. ❑ifFerential settlements are diffi�ult �o quantify; ho►nrs�er, we ant�cipa�e #hey wi�l likely�be limited tv less than ahaut one ha[�❑�the to�al settlement. � VIle es�imate that foundations designed and cvns�ructed in accordance with the re�ommenda#ions herein will, after mat foundation installation, experience post- cons�ruction total static settlements general[y less than 1-inch with differentEaf static �nvn- earthquake} settlemen# ot less than '/2 inch along a 1 Dfl�favt section of foundation. Totai and differential settlements of these magnitudes are usually considered �olerabfe tor the :��� anticipated construction. F�oweWer, the tolerance ot �he proposed stru�tu�-e ta fihe . pred�cted fotal and dEffereritial s�ttlements shoufd be cvnfirmed hy the structuraf engineer. These f��nd�tiai� recommendatians ar� meant tv reduce the risk vf di�ferential settlemAnt�, but will nat e�iminat� th� �isk�of tvtal settlemen�. We assume that there will , be utility and dra�nage lines fram outside the proposed s�vre that will be connecfed to the prapvsed store. 5ince #he settlemen�s of the utility and drainag� lines are unknown and may ha�e fotai settlement potentia[ different from the foundat�ons recommended for this � �project, PSI recar�mends fhat any�onnect�ons be fixed to the structure with f�exibEe heads that will be capable of handling any differ�ntia� settiem�nt that may❑c�ur between the proposed store describ�ed in� this report and the utility and drainage iines that are cvnnected to. � � � Lateral Resistance For resistance to [ateral laads, an aflowable coe�ficient of friction of D.4 beiween the base of the mat founda�ion and unde�-iying compacted aggregate fvunda�ion layer is recvmmended. In additian, an allowable passive resistanc� equa[ to an equi�afen� fluid wsi�hing 3�� pounds per cubic foot �pcf} ac�ing against �he foundatian may be used to resis# [a#eraf fvrces. The passi�e pressure and frictianal resistance can be combined to resist lat�ra! loads. The top foot c�f passi�e resistanc�e a�toundations should be negiected unless the grauy�d sur�ace a�-ound the footing �s co�ered by concrete vr pa�em�nt. Excava#ions�� - � � The fvundat�on excavations and piacement vf c�mpacted engineered fill Iayer as recommended a�o�e should be vbserved and tested by a repr�ssentative of P5! prior fo ��'"�""� , ra Prnposed Jared Store, Terraecula, California December 21, ��I S �'SI Project 4559�671 stee! ❑r concrete placement to assess that the foundativn materiais are capable of supporting the design loads and are cansistent with the material discussed in fihis report. Foundation excaWa�ions shvuld be observed and cancrete placed as quickly as possib[e to a�oid exposure af the beam bottoms to wetting and drying. Surface run�off water should be drained away from the ex�a�atians and not be allovued #o pvnd, The foundation concrete should be placed during �he same day the excavation is made, if possible. lf it is required that fov�ing exca�ations be left apen tor more than one day, they should be pro�e�ted to reduce e�aporafion vr enfiry of mvisture. 3.3 PAVEIVIENT DESIGN The rec�mmended thicknesses presented below ars �onsidered typical and minimum for the assumed parameters. We understand that �udgetary considerafions sometimes warrant#hinner pa�ement sections fhan thase presented. Hovuever, the clien�, the owner, and the project principals shauld be aware that fhinner pavemen�sections migh� resu[t in increased maintenance cos#s and Iower than an#icipated pavement life. ln designing the proposed pa�ed areas, fhe existing subgrade conditions must be , considered together with the expected traffic use and [oading conditions. The condi�ions tha�will influen�e the pa�ement design can be summarized as follows: 1} Subgrade support characteristics of the subgrade. This is �ypicai�y represen�ed by a R-Value for the design o�flexibfe pa�ements in this region. 2} Vehicu�ar fraffc, in ferms of the number and frequency of vehicles and their range of axle loads. , 3} Probable �n�rease in �ehicular use over the lite of the pa�ement. We recommend that fhe exposed subgrade be prepared in a��ardance wi�h the site preparation requ�rements specified in 5ection 3.4 of this repvrt. The upper one fvot af pa�ement subgrade shouid be compa�ted to at [eas� 95 percent vf fhe maximum dry density as determined by the modified Practor �ASTM D'i 557}, The fiE[ moisture content at the time af campacfion should be within 1 to 3 percen� abvve the op#imum moisture content�a[ue. Undercut soil shvuld be replaced by Engineered FiE�. The appropria#e pavement secfivn depends primarily upan the type o� subgrade soil, shear strength, fraffc Ioad, and planned par�ement life.Afthough speci�ic traffic[oads were not provided for this project, based on our experience with pre�ious projects, fraffic Ioads far�he proposed new asphal� paving will typica[[y cvnsist of the fo»owing: • 2-ax[e �6��heei} deli�ery frucks approximately 35,��0 pounds at 25 deli�eries per . day; and, �� 13 Proposed Jarecl Store, �ernecula, California December ZI,2415 PSl.�roject 05591671 � a 5-axie ('i 8-wheel} V-h�d trucks approx�mately 7�,00o to �oo,��� pounds af one deli�ery per day. The abo�e traffc Ioad is estimated tv be an equivalent 38,5fl� ESAL. Based vn Tabfe �13.3C of CALTRANS Highway Design Manual, the 38;5�0 ESAL is equivalent to a TI of 6.0. The abo�e traffic Ioad and assumed fraffic index should be�erified by the project civil enginee�- prior �o constructivn. Based an the resu[ts of la�vr�afvey testing, we ha�e assumed an R��alue of.24 for the n�ar-surface soils withEn pavemenf areas. Since an evaluafion of the chara�terist��s of the actual soils at pa�emen� subgrade can only be � pro�ided a� �he comple#ion of grading, the fal[owing pa�ement sections shou[d be used �far pfannE�g purposes onfy. Final pa�emen� designs shou[d be e�aluated after R-�alue tests ha�e been performed on the actual subgrade material. It shauld be noted �hat addit�onal ea�thwork andlo� grvund impravement effor�s may he required during grading an the actua[ subgrade material, in order to achieve the aforementioned design parameters and assumptians. Thes�design thicknesses assume that a properly prepared subgrade has been achie�ed. �"able 3: F[exibl� Pavemenf R�cemmendations � . � � ►4ssumed Recommended Assumed TrafF�c Load � Traific Pa�ement � 1 ndex Sect'ron • 2�ax[e �6-whee!} deliWery� trucks approximat�fy 35,��0 paunds at �5 def i�eries per day; and, 4 �nches AC o�er • 5-axle �'i 8�wheel} V�bed trucks 6.� 9-inches approximately 7'�,DQ� to ���,D00 Class I[ Aggrega#e pounds af one delivery per day. Base Concrete pavemen� is re�vmmended in areas �hat recei�e cantinuous repetitive traffi� such as loading areas and parking Io� entrances. Due to heavy wheel loads and impact Ioads, cvncrete approach aprons and dumps#er pads, shvu�d ha�e a minimum thi�kness of 6 inches, wi�h an underly�ng 4-inch thick section vf Class I� Aggregate Base �AB}. Por�fand C�emen� �vncrete pa�ement �sectians shouid Encorpvrate approprEa�e steei reinforcemen�and crack controf joir,�s as desigried by�he project structural engineer. lNe recammend that se�fions be as nearly squared as possible and nv more than 15�feet on a side. F� minimum 3,5D� psi m�x�is recamm�n�ed: The actua! design shvuld alsv be in accordan�e wi�h u�esign criteria specified by the go�erning jurisdic�ion. Asphal� Cvncrete {AC}, Portiand Cemen� Con�rete, and�Class II aggregate base shouid conform to and be placed in accordan�e ►nrith the latesf revision of fhe California Departmen� o� Transpvrtatian Standard 5pecifica��ons and American Cvncrefe Insti�ute �ACI} �vdes. Aggregate base should be �ompacted to a minimum of 95 percent of the �i'�.� . �4 ' Proposed Jared Store, 2'erraecula, Califorrria Decemher 21, 2p15 PSI Prnjec��5591 G71 maximum dry density as defermined by �he madified Proctor �ASTM ❑�557} prior fo placement of AC. 3.4 S[TE PREPARAT��N & GRADING It is ou�apinion that the presence ot Evose sails and undocumented fll soifs in the propvsed foundation areas necessitate the v�er-excaUativn af�oose soif under#he proposed footings. VIle recommend remova� and re�ampaction of up to 36-inches of exis�ing loose natural soils below the proposed foo#ings where loose soif are observed. Loose near surface soils were abserved in boring B5 on the southwest portion of the site and shou�d be expect�d in this area during construction. Engineered fil[ below footings shou[d be compacted �o a� least 95°Io of modified proctar�ASTM D'i 557'}. The fill moisture content at the time of compac�ion shauld be within 1 �0 3 percent ahove �he optimum moisture content �a[ue. The o�er- exca�afed and compacted sails below maf�Foundation shou�d extend at �east 5 feet outside of the fovtprint of ma�foundation. The curren# geo#echn�cal issues at the site that will a�Fe���he cons�ructivn af the proposed � deve[opment include th�faliowing: '!. Surtace and subsurface disturbanc� during demolition and c[earing operativns. �. Removal al� undocumented fill soils, i�any, and replace them as proper[y compacted sails. 3. On-site svils are corrosive tv meta[s. 3.4.1 S1TE PREPARATi�N [nitial site preparation should include demolition of the exisfiing impro�emen�s #hat are in � the zone of new cons#ruc�ion. Demvlftion shvuld include remv�al af all f�oor slabs and any other be[ow-grade construction. Existing underground u�ili�ies �hat will interfere with the new construction should either be properfy capped aff and rema�ed or be re-routed around the new improvements. All soi[s disturbed by �he demolition and c�earing aperations and all existing undo�umented fll soi[s should be remaved and sto�kpiled on- sE#e fvr tuture use as Eng�neered Fill. All debris and de�eterious materials genera�ed by th� site str�pping and demoli�ion operafions shau[d be Iegal�y disposed afF site. Fallowing #he r�mo�al of any inferfering underground uti[ities, existing floor slab, and all existing undacumented fill soils, the exposed subgrade should be scarified, moisture conditioned and �ompacted to at least 90 percent of �he maximum dry density as determ�ned by the ASTM D�557 ta a depth of at least 12 inches. Under�he prapvsed mat founda�ion, vue recommend remo�al and recompaction af at ieast 3�-inches ot existing [oose nafural soi[s. Engin�ered fill belvw foo�ings shou[d be �vmpa�fed to af [easf 95°Iv of �he maximum dry density as de#ermined by the mvdified proctor �ASTM D�557}. The fill moisture content at the time of compacfEon should be within 1 to 3 percent above the � optimum moisture content�alue. The oWer-exca�ated and campacted soils be[ow�ovtings should ex�end a� least 5€ee� vutside of fhe foatprin�o�a�i foofings. Any new fill should be placed in accUrdance with the Engineered Fill section af this repvrt. The adequacy of site ��� xs Propasad Jar�ec�Store, �'emectrla, Calff'ornra December ZI,�015 PSI PrajeGt�5591671 �Eearing op�rativns should be verified by the Geotechni�al Engineer's representati�e during cvnstructian, prior to pfacement af Engineered Fiil., Finai grading shou�d be designed ta pra�ide positi�e drainage away �rom the proposed structure. 5oil areas within '�D-feet of the proposed structure shoufd slope at a minimum of 4 perc�nt away from the building, if �vssible. Roof leaders and downspou#s should discharge onto paved sur�aces sloping arrvay from �he structure ❑r in�a a closed pipe sys�em v+rhich ou�falls tv fhe street gutter pan or dire�tly to the s�orm drain system. If grading occu�s in the winter rainy season, unsfable subgrade conditians may be present. These cvnditions may requ�re stabilizing the subgrade wifh adm�xtures, such as �emen�kiln dust or a coarse ag�regate. Iso[ated areas may be stabilized using a geagrid, such as Tensar TX16� or equal, wEth on� foot compacted Class [[ aggregate base o�er � the geogrid. Add�tional recvmmendativns �an be pro�ided, as required, during cansfruction. 3.4.2 ENG�NEERED FiLL � Engin�ered Fi�l material required at this site shvuld not cantaEn rvcks grea�er �han 3- inches in diameter or ha�e greater than 3� per�ent retain�d on fhe 3/�-inch sie�e, and should not contain more than 3 per�cen� �by weight} vf organic matter or other unsuEtable materiai. The Expansion Index �EI} fvr fhe material shou�d nvt exceed 20. Based an our subsurFace investigation, existing an-site soils are general�y suitable for use as Eng�neered Fil1 with the excep�ion where rnetals are �o be buried within sin�e the an-site soils appear to be a strvngly aggressive carrosive en�ironmenf for metals. This shoufd be � can�irmed by a PSI representati�e during grading. Import mafierEals meeting the abo�e requirements shauld be appro�ed by the Geote�hnical Engineer priar to use as Engineered Fifl. As previously stated, soil �hat is environmentally impac�ed shou[d not be used as En�ineered Fill beneath the proposed building. Engineered Fi�[ should be compacted to a� leas� 9D percent vf the maximum dry density as determined by the modified Proctor �ASTM D�557} with the exception of the enginesred fill soi[s in the footing area needs �o be �vmpacted to 95 percent af the maximum dry density as de#ermined by the modi�ied Practor �ASTM D1557'}. The moisture content of Eng�neered Fil[ should be maintained at approximately 1 �0 3 percent abaWe the material's optimum mais�ure cantent as determined by �he same index during compacfion. .lf the Engineered Fill is too dry, wafier should be unifarmly applied acrass the afFected filf area, lf fhe Engineered Fil[ is tvo we�, it mus� be dried. ln either e�ent, the Engineered Fill should be �horvughly mixed by disking, ar other approved me�hods, to ob�ain refatE�e�y uni�orm moisture content �hroughou� #he lift immedia#e�y prior �o � �ampaction. � � Engineered Fill should be placed in maximum [ifts of 8-inches ot Eovse material. Each Iift of Engineered Fiil should b� tested by a P51 soils �echnician, working under fihe direction vf our Project GeotechniGal Engineer, prior tv placement of subsequent fifts. �f smalie"r �� 16 �����r�Mw� Proposed Jarad Store, Temecula, Califorr�ia December 21,��l S �'SI Praject�5591671 c�mpaction equ�pment such as jumping jacks ar plate compactors are used thinner fifts may be required to achie�e compa�tion Compa�tivn af the backf�l� should be checked with a sufficient numb�r of density tes�s by a representa�i�e o� the Geotechnica! Engineer to determine if adequate cvmpaction is being achieved by the confractor. 3.5 UTILITY TRENCH C�NSTRLJCTi�N Utifity trenches can be backfi[led with on-site sand� soi[s abave �he uf�fity bedding and shading ma�eria�s with the ex�ep#ian when me�als are buried within. Tren�h backfill shauld be moisture conditioned to within 1 fo 3 percen� abv�e the opfimum maisture , content, cvmpacted in 4- to 6�in�h lifts �v a minimum of 90 percent v�the maximum dry densi�y as de�erm�ned by the mvdified Pro��or (ASTM D�557}. The upper 12-inches of the trench backfil in paved ar�as shauld be compacted to a minimum of 95 percent o�the maximum dry density as determined by the maditied Proc�or �ASTM D'I557}. If rocks larger the 3-inches in maximum size are encountered, they shau[d be removed fram the fill material prior �o p[acement in the u�iliiy �renches. Uf�iity bedding and shading cvmpaction requiremenfs should be in canformance wi�h the requirements of the [o�al agencies ha�ing jurisdic�ion. Jetting, vr flaoding, of trench backfilf is not recvmmended. 3.6 TEI�IP�RARY EX�AII'ATI[]N C�NSIDERATI�NS In Federa! Register Volume 54, No. 209 {�ctober, �989}, the United States Department vf Labor, Dc�upatianal Safety and Hea[th Adminis�ratian ��SHA} amended its "Gonst�uctian Standards for Exca�ations, 29 CFR, Par� '1926, Subpart P." This dvcument was issued to insure better the safety of workers en#ering trenches or exca�ativns. It is mandated k�y this federaf regulatiQn #ha� a�l excavativns, whether they be utility firenches, basement excavations, ❑r footing ex�avations, be cvnstruction in accvrdan�e with the re�iewed 45HA guidelines. It is our understanding that �hese regula�ions are being strictiy enforced and if they are no� closely fvliowed, the owner and the confra�tor could be liab[e fvr substantial penal�ies. The contractor is solely responsib[e for designing and constructing stab[e, femporary ' exca�ations and shvuld shore, slope, or ben�h the sides of the excavafions as required �o maintain stability of both the exca�a�ion sides and bvttom. The contractor's responsible person, as defined in 29 CFR P�rt �9�6, should e�a�uate the soil exposed in the excav.ations as p�rt of#he contractor's safe�y pro�edures. In no case should s[ope height, s�ope inc!ination, ❑r exca�a#ian dep�h, including uti[ity trench ex�a�atian dep�h, exceed , , tha�e specif�d �� Iv�al, sta�e, and federa� safefy reguiations. Vlle are providing this informafian so[e[y.ds a service �o our c[ient. P51 is not assuming respansibility for canstructian si�e safe#y or�he contracto�'s acf�vities; such responsibElfty is not being impli�d and should nat be inferred. ,��� . r� - Proposed Jarecl Store, Terraecula, California December 21,2�15 PSI Project 45591671 3.7 C�[VST�tUCTI�N C�NSIDERATI�NS 3.1.1 M�15TURE SEN51TlVE S�ILSIVIIEATHER RELATED C�NCERNS � No�e that the upper soils are sensi���e to disturbances caused by cans�ruction traffic and to changes in moisfure con�ent. During wet wea�her periads, increases in the maisture content of �he soil �an cause significant redu�tian in the svil strength and support capabiiities. Furthermore, �erched groundwater conditions �an de�elop during periods af heavy rainfall as a result of less permeable layers impeding infi[tration. In these instances, o�erfying subgrade 5DfI5 may becvme unsfable and require remedial measures. l� will, #herefore, be ad�antagevus tv perForm earthwork and faundation construc�ion acfi�ities during dry weather. �roundwater was nvt apparent wifhin th� boreholes during drilEEng operations, hvwe�er, �ariativns in the groundwater table may resuit from flu�fivation in the ground surfa�e fopography, subsurFace stratification, precipifafion, irrigafion, and other fa�tvrs that may not ha�e evident af the time o� our explorafion. This sometimes ❑ccurs where refati�ely imperm�abie andlor cemented ma�eriais are o�erlain by fill soils. We recommend tha# a representa#i�e of P51 be present during grading vperations to evalua�e areas of seepage. Drainage de�ices for reduction of wa�er accumulation can be recommended if �hese cond itions occu r. Water should not be al�owed ta callect in fhe foundafion exca�a�ivn, vn floar slab areas, or vn prepared subgrades of the construcfion area either during or after construction. Undercut or excavated areas should be sloped toward ane corner to facili�ate removal of any�vfle��ed rainwater, groundwater, or surfa�e runoff. Positi�s site drainage should be pro�ided to reduce infltration of surface water araund �he perimeter of the building and beneath the tloor slabs. The grades should be s[oped away�rom the building and sur�ace drainage shouid be coliec�ed and discharged such fhat water is naf permitted to infiftrate the backfill and flaor slab areas o�F the building. 3.7.2 C�RR�SIVE SOIL C�NCERNS The carrosi�e tesfing on a representati�e sample of�he site soils Endicates tha� the soils passess a negligible sulfate exposure. Based on �his result, it is our opinion that special suifate-resistant concre�e mix designs are not warranted and Type II cement may be used. Additional �esfing shou[d be performed during site grading �o assess the sulfate content of fhe as-graded soi[s, � . The resisti�ity resuits {Resisti�ity 1,2D� ohm-cm} indi�ate a st�ongly aggressi�e corrosive en�ironment for me�als. Vlle suggest that a cvrrosion engineer be consulted to determine what corrasion protec#ion may be warranfed a�#his site. ��r 18 Proposed Jared Store, Temecula, Califarnia Decerrtber 21,2�15 PSI Project 0559�671 3.8 PLAN REVIEIIU Once tinal design �pfans and spec�frca#ions are a�ailable, a re�iew o�f grading and foundation plans by PS1 �s recommended as a means to check that the e�aluations made in p�-eparativn of this repvrt are correct and fhat earthwark and founda�ion recommendatians have been properly interpreted and implemented. � 3.� �BSERVAT[�N AND TESTING DIJRlNG C�NSTRUCT��N it is recvmmended that PS1 be re�ained to provide vbservation and t�sting services during site preparation, site g�ad�ng, uti�ity trench construction, foundation excavation, and pa�ing. This is ta obser�e compliance with the design concepts, specifcations and � recammendativns, and to ai�o►nr for possible changes in the event that subsurface canditians differ�rom those anf�cipated pr�or to �he start of cansfruc�ion. �� 19 Praposed Jar•ed Store, ?'emecula, California December 21,2�1 S . PSI Praject Q5591671 4 REP�RT LIMITAT[�NS The prvposed professional ser�ices have been performed, findings vbtained, and recvmmendafions prepa�ed in accordance with generalEy accepted geotechnical � � engineering principles and pracfices a� the time af this report. PSI is nafi responsibie for � the canclusians, ❑pinions, vr recommendations made by others based on this data. No other warranties are implied ar expressed. Signet Jevue�ers, its subsidiaries and affliates can refy upvn the report under the same terms as if it was originally prepared fvr them. The scvpe of explorativn was in�ended to eva[uate soi[ conditians wifhin fhe influence of fhe propased foundations. The analyses and re�ommendations subm�tted in this report are based upon the data obtained from the sal borings performed a� the loca�ions ind�cated. [f any subsoi[ variatians becvme evidenf during the course of this project, a re- e�aluation of fhe rscommendations contained in �his �epart vuill be ne�essary after we have had an opporkunity tv observe the characteristics of �he cvnditions encauntered. The appficability of the report shvuld also be re�iewed in fhe e�ent significan� changes occur in �he design, nature, or loca�ion of the proposed structural improvements. �� zo F��u��� �xsnw :.rxr.,n .ewqrt�yz:fgt�v"'Y�:�".°;,,et°_. a:�°?se°85':'s'a,s'.�t:�f;7;�°' , r r; r��s•a s;ss �c i�r s - �s ,.:e., F.Ie...`.." "a,L � r F t; E .. ,, i.' 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Fine-grai�ed soils ha�e less than 5fl°/o of their dry weight retained on a#20�sie��; they are�defned as sil#s or clay depending on their Atterberg Limi�attributes. Major constituents may be added as madifers and minor�onstituents may be added accord�ng to the relative propartions based on grain s�ze. DR[LLI9�G AND SAMPLING SYME�QL� SFA: So1id Fligh#Auger-fypically 4"diame�er fiights, 55: 5piit�Spoon - 1 318" I.D., 2" a.D., except where except where noted. noted. � HSA: Hollow Stem Auger-typical�y 3�/"or 4'/ I.D. 5T: Shelby Tuhe -3"�.D., except where noted. openings, except where noted. B5: 6ulk Sample M.R.: Mud Rotary- Uses a rvtary head,with Bentonite PM: Pressuremeter . or Polymer Slurry CPT-Ll: Cone Penetrometer Tes�ing with Pare-Pressur� R.C.: ❑iamond Bit Care 5ampier Readings H.A.: Hand AUgBI' Sam�le Types: 5helby Tube P.A.: Pawer Auger� Handhe�d motorized auger Auger Cuttirtg � Hand Auger � . • . � 5PT Mod.Cal.Sam�fer S�Il. PR�PERTY SYMB�LS R�ck C�re Texas Cvne N: Standard "N" penetration: Blows pEr foo�of a �4� pa�nd hammer talling 30 inches on a 2-inch Q.�. Split-5pvan. � N�fl: A"h!" per�et�-ation�alue correctEd to an eqUi�aIent 60°Io hammer energy transfer e�ficiency{ETR� � C,��: Ur�con�ined compressi�e streng±h, T5F Qp: PacEcet penetrometer�aEtae, unconfined campressi►ie strength, T5F � w°/o: Mo�sturelwater content, °Ifl LL: Liqu�d Limit, °Io . PL: Plastic Limi#,°Io P!: Plasticity index= (LL-PL},°/o . DD: I7ry unit weig�t, pcf . ,z,�,�. Apparent graundwater 12�eI a��ime noted RELA7I�IE DENSITY OF C�ARSE-GRAINE❑SDi�S ANGULARITY[3F C�ARSE-GRAINE� PARTlCLES Relati�e DensitY N-6fawslfoat Descri tp ion Criteria Very Loose p..4 Angular: Partic�es ha�e sharp edges and relati�ely plane Lovse 4-10 sides with unpolished surfaces Medium D�nse �p-3p � 5ubanc�ular: Particl�s ar�similar tv angular descriptiar�,but have Dense 3p-�p rvund�d edges Very Dense �p_gp Subrounded: Particl�s�ave nearly�fane si�es, but ha�e Extremely��nse $�+ " weil-raur�ded carnera and edges �v�anded: 'Partic[es ha�e smoo#hEy curve�sides and na edg�s GRAlN-�lZE T�RMiN[�L�GY PARTlCLE Si�ApE Component _ __ Size Ranc�e I]e5cripfion Criter�a Boulders: O�er 34�mm���2 in.} , Fla�: .Particles with widthlthicEcness rativ�3 Cabbles: T�mm ta 30�mm{3 irc.to 1�in.} El�r�gated: Particles with length!►rridth ra#iv�3 � Coarse-Grain�d GraveL• 19 mm to 75 mm�%in.ta 3 i�7.} Fla�&Elangat�d: Particles meet criteria for�ofh flat and . Fine-Grair�ed Gra�el: 4.T5 mm to�9 mm�IV�.�to 3/in.} elo�gated Cvars�-Crained Sand: 2 mn�ta,4.75 mrr�{Nv.1a to No.4} ���A�iVE P��P�RTi�]NS �F FlNES. : � • , IVledium-Grained Sand: �.42 mm to 2 mm�1vn.4Q to N�,�4} � , Fin�-Grained 5ar�d: a.07'�mm to 0.4�mm(Na.��0 to N�.4�} p�����p�1►+�Term°/4 Drv YI��iUH# Si[t: 0.��5 mm to d.475 mm Trace: �5°Ia � • Clay: �O.QDS mm Wit�: 5°/v to �2°/0 Mvdifier: �12°Io Page 1 of 2 �'�; , . � CENERAL N�TES . (Contlnued} CONS�STENCY❑F FINE-GRA�NE❑SD1LS M�ISTURE CONDITIDN DESCRIPTI�N ���-TSF, N-Blvwslfaat Consistencv Descripfivn Criteria D-Q.25 a-2 Very Sof� �rY= Absence af maisture,dusty,dry tv the tau�h �.25-D.5d 2-4 Sof� Nlaist: Damp but no�isible water a.5fl-1.OD 4-8 Medium 5tiff �et: Visible free water,usua[ly saif is be[aw water table 1.0�-2.D0 8-�5 � Stiff • RELAT[VE PRnPORTIDNS OF SAND ANO GRAVEL 2.d�-4.d� 15-3d Very Stiff �escripti�e Term °Io arv Weiqht 4.0�-SA� 36-50 Hard Trace: � �5°Ia g.pfl+ 5a+ Very Hard With: 15°Io ta 30°Iv Madifier: �3D°Io STRl1CTl1RE DESCRIPTIaN Des�ription Criteria �escriptian Criteria 5tratified: Alt�rnating layers af varying material ar calor with Bfocky: Cohesi�e soil that�an be brvken dawn into small � layers at least'/-inch(5 mm}thicK angular lumps which res�st further breakdawn Laminated: Afternating layers of varying material ar colar with Lensed: Inclusion af small pockets of different soils layers less�han'/-inch{6 mm�thick Layer: lnclusian greater than 3 inches thick{75 mm} Fissured: B�eaks alang defnite planes of fracture with litt�e Seam: Inclusian 118-inch ta 3 inches{3 tv 75 mm�thi�k resis#ance ta fracturing ext�nding thraugh the sam�[e Slickensided: Fracture planes appear polished ar glossy, Parting: IncEusivn less tF�an '�18�inch(3 mm]thick sametimes striated SCALE QF RELATIVE R�CK HARC3NESS RnCFC BEDDING TH[CKNE55E5 � Q�-TSF � Cv_nsistencv Description Crit�ria Very Thick gedded Greater than 3-fovt���.d m� 2.5-1� Extreme[y Saft Thick Bedded 1-faat to 3-faat(�.3 m ta �A m) 10-5� Very Soft Medium Bedded 4-in��to 1-foat�4.1 m tv�.3 m) �d-��� 5°ft Thin Bedded 1'/-inch ta 4-inch{3D mm to 1 a4 mm� 25�-525 Medium Hard Very Thin Bedded '/�-inch to 1'/-inch{1 a mm to 3Q mm} 525-1,05� Mod�rately Hard Thickly Laminate� 118-inch to'/rinch(3 mm to 10 mm} �,050-2,6Da Hard T�inly Laminat�d; 118-inch or[ess"paper thin"{�3 mm} �2,64� Very Har� ROCI�t VQIDS GRAlN-SIZEO TERMIN�LaGY Voids Void oiameter {Typically Sedimentary Rock} Pit �S mm t��.25 in) Comnonent 5ize Range Vug 6 mm to 54 mm{D.25 in tv 2 in) Very Coarse Grained �4.75 mm Ca�ity 50 mm ta E40 mm[2 in to 24 in} Coarse Grained 2.a mm-4.7fi mm Cave �6�0 mm(�24 in} Medium Grairied 0.42 mm-2.D mm Fine Grained �.�75 mm-0.42 mm Very Fine Grained ��.�75 mm R�CFC QUAL[TY DESCR�PT[+DN DEGREE�F WEATHERING R�CIC_M�55_D�SCrlpt[�n R D Valu� Slightly Weathered: Rock generalfy fresh,joints stained and discoloratian Excellent 9Q-iQD ex�ends into rock up to 25 mm(1 in},open joinfs may Gaod 75-9� car�tain clay,care rings undsr hammer impact. Fair 5�-?5 Poor 25-5Q Weathered: Rock mass is decomposed 54°/o ar less,signi�cant Very Poflr Less t�an 25 pvrtions of tne rack shaw discaloration and , weathering�ffects,�vres cannot be broken by hand , ar scraped by[cnife. Highly Weathered: Rock mass is mare#F�an 5�°/o decompased,cvmplete discalvrativn of rack fabric,core may be extrem�ly braken and gives clun[c sound when struck�y hammer, may he shaved wif�a knife. . Page 2 of 2 S�rL ��.A����'I�AT��N �HART N�TE: DUAL SYMBDl.S ARE lJSEO TQ INDICATE BOR�ERl.IN�SQIL CIr4551FICATI0N5 MAJ�R DIVISI�NS �YMB�LS TYP��AL . GRAPH LETTER DES�RIPTI�NS . CLEAN `�� �'�` WELL-GRADE❑GRAV�LS,GRAVEL- GRAVEL. GRAVELS � ��" � GW SAND MIXTURES,LlT7LE OR NO AND r■.�� F1NES � GRAVELLY Q�o a�o PQQRLY-GRADE�GRAVELS, S�ILS �LITT�E QR ND FINES) � p�� p �P GRAVEL-SAND MI?CTl]RES,LITTL� ��n❑� OR ND FINES CnARSE � Q GRAINE❑ GRAVELS WITH °� �4 Q S[LTY GRAVEl.S,GRAVE�-SAND- 5�1LS M p�C�A 5E o,� F1NES � o O �� SILT MIXTURES FRACTIDN RETAINED ON N�. 4 SiEVE �APPR�CIABLE �� CIAYEY GRAVELS,GRAV�L-SAND- AMOUNT t7�FINES} CLAY MIXTURES . ... . . . . . .. .. .. .. . . . .. .. .. . .. .. . . . . . t�LEAN SANDS •�'�•�•�•�•�•�•�•' �NELL-GRADE�SANDS,GRAVELLY M�7RE THllhf 5n"/o SAN❑ ►;•;•;•;•;•;•;•;►; �Ii'� SANDS,LITfLE�R NO�[NES ❑�ti1ATEREAL i5 AN❑ •• •• • • • •• ... .. .. .. .. ... .. .. �ARGER Tr�AN �SRN DY • , � '=• , N0.200 SIEVE . • '��"�� . PDOR�Y-GRA�ED SAN�S, S1ZE S�ILS �L[TTLE QR ND FINES) �P GRAVELLY 5AN17,LITTLE OR N❑ . FINES SANDS W1TH '•:. '�,. S� SILTY SANDS,SAND-S[�T . MORE THAN 5�°/o FiNES � ti'�'''�ti'�' �ixTUR�S ❑F C�ARSE � ti' :'ti' FRACTIQN PA55fNG ON N�. 4 SIEVE (APPRECIABL.E s� CLAYEY SANDS,SAND-CLAY Ah70UNT�F FINES} ' MIXT�RES .; INORGANIC 51L7S AND VERY FIN� �L SANDS,R�CK FL�UR,SiLTY DR CLAYEY�INE 5AN�5�R CLAYEY SILTS W�TH SLIGHT PI..ASTICITY 51LT5 INORGAN�C C�.AYS QF LQW TO F[NE AND ��QUIO L[MfT MEI]ILJM PLASTIClTY,GRAVELLY G RAi N E❑ C LAYS ��SS THAN 5D �+L CLAYS,5AN�Y CLAYS,5 f LTY CLAYS, SQI LS _ _ L�AN CLAYS �.=� �L �RGANIC S�LTS AND�RGAN�C _ _. 51LTY CL4YS�F LOW Pi�ISTI�ITY MCRE THAN 5d°/o � � " �N�RGANIC 5iLT5,M[CACE�I.lS DR OF fv�ATEf��AI..!S �� ❑IATOMACE�l3S FfNE SAND�R 5P�1Al.l.E�:Tf�AN 5lLTY S�1L5 Nt7.�OU 5fC11E � � � 517_E � �OS LIC�LlI�l.IM1T r � �+� , iNQRGANIC ClAYS��HIGH CLAYS �R�'TER THAN a0 PLA5T1ClTY . ' � �� ORGAh1IC CLAYS�F M��IIJM TO , H1GH PLASTICITI',�RGANIC 51LT5 ��� �. . . . . . . . HIGHLY�RGAhIIC 5�lLS '• +!�■ +"■ ��'� �T PEAT,HLf11iILJ5,aWAMP SOlLS WITH , , ��r, �,�� ,�,�� �,� HIGH❑RGtiNIC CONTENTS , , � � �'4��i . � ���' DATE START�D: �112al15 OR1LL COMPANY: P51,Inc: �pRl NG B'[ flATE COMPLEf�0: 'i 91201�5 ORILLER: Andy��.�GGEI]BY:Luan Nguyen COMPLET[ON DEPTH .. 26.5 ft DRII.l.R1G: . L 90 T � � 9ENCHMARK: NIA ORlI.LING METHDO: _. HQflow 5tem Auc�er � � E�EIIA7I�N: NIA SAMPLING ME�WOD: Mai Cal SF7 LATITLII]E: 33.527329° HAMM�R 7YPF: Autamatic BOi'tING LOCATfQH: l.�NGITUDE: -�17.'f57'2�7° �FFICIENCY NIA STATI�N: IVlA �FFSEf: N1A REVI�WED BY: N.Sathi Satt�ialingam R�MARKS: sra�ntow�o p��Er�-rivN y o 7E57[7A7A ""' ^ � Q o °' � N in blawsJft Q w "°' J ��' Z � � m X Moisture � P� a " L a� � � MATERIAL❑ESCRIPTI�N � � ,�, �� Addifiona! � �- �- a+ U y ° � Remarks � � � � � � � � � � STRE{VGTH,tsf _ ■ Qu � Wp o . � 2a 4.0 e 3"ASPHALT '16 X �D�114�]Cf ayey , rawn,mois,m iurn ense, �2 fine to medi�m sand{fil]?) � �0'�Q'�� ° . N='[6 'f 5 X DD-118 pcf i 2 $-12-24 N=24 � � Becomes darEc brown,fine to coarse sand gC � �a=12T pcf 12 9-29-2� o N�28 �� '•;•;•' Well graded SAND,brown,maist,medium�'" � � aD�T 13 pcf .�.�.� 1 Z dense,�ne to coarse sand 8-i 1-16 ° .�.�.� �,��•� N=1 T . ...� .•. . . .. .�...� .. . .•.•.• .•.•.• .•.•.• .•.• • � . .•. 15 '•�•�• Becomes grey 3 . .. '�'�'� '!2 5-5-6 .•.•.• .•.•.• .. . N='E2 . . ..•. .�.�.� . . . ... .�.,. . . .• 5W �.,.�. .•.•• . .•. .. . . .•. .. •'•'�' QD�117 pcf 2� , �•� n 8ecomes brow�,dense .{ y.A�j 1� •����� �G � lT�2V�Fr7 a • • • ••• N=44 .•.•.• .•.•.• .•.•.• �... . ..•. . . . . . . . . . . .. . . . . .. . . . . .. . 25 '�'�' g �•'•'• Becames grey ...�.. •�•�•� 92 91-13-19 � . '•'•'• N�32 Boring Terminatett at appra�amat�ly 25.5'. No groundwater encour�tered. Boring was ba�kfilleci wifh soil cutfings and patched with asphalt. , Mocf Cal samp[er N values converted tn SP7 equivalent(Mod Ca1'.65}. � t ProfessivnaI 5ervi�e industries, Inc. PRQJ�CT Na.: Q55916?� _ � ��� 6330 Gateway Dri�e,Suite B PROJECT: Jared Temecula � � �, Cypress, CA 9D63� LQCAT[ON: �4p825 Winchesfer Rd. Te�ephone: [714}484-86�� Temecula,cA The siratification I�nes repr�sent appro�amate l�aundaries. Tlze transitian may be gradual. 5heet 1 Df 1 �ATE STARTED: 1112�1�5 OR1LL COMPANY: PSl,Inc. gpRl NG B2 �A`fE C�MP�.�TEI]: 1'112�115 OFt�LlER: Andy LOGGED BY:Luan Nguyen CIXIIIPLETION DEPTH 59.5 f# I]RILE.R1G: L 1 Q T y SL B�NCHMARK: N!A OR[LLING METMDO: Hollow 5tem Auger � 1 ELEVATfON: NIA SAMPLfNG M�THDD: Mod Cal,SPT � � I.ATITLIDE: 33.527329° HAMM�R TYPE: Automatic SQRING l.00ATI�N: l.ONG171JD�: -117.15721 T° EFFICIENCY NIA STATI�N: NIA � AFFSET: N1A REVIEWED BY: N.Sathi Safhialin m R�MARI{S: S7ANOARa AENETRATI�N � v o TESI'�A7A m '^ g' a ti � � a N in blowslft Q � � � ~ � " MATERIAL DESCRIPTI�N N � X Moisture � P� v � � � f LL Addifiona! � � � � � � '� ° '� Remarks e'� °' � � `� o N � w � � � � a u�i � � 57R��lG7H,tsf ■ Du '.� L�p o zn a,o � � 4"ASPNAl.T 0 3"BASE �4 d�=920 p�f �z Glayey SANO,brown and dark grey,maist, 7��1-18 rr�edium densa,fine to med9um sand.[fill?y � . N=19 � 14 []D=129 pcf 1� 7-12-2� o N=21 oo=���� .� Becomes darEc brown,fine ta coarse sand 5C �� Fines=33.3°/u �2 9-14-11 � IV-1 fi ao=�oa�cf �a •;•;•; Weii graded 5AN17,brown,mvist,lQose,�ne ta " 8 Fines=8.�°Io ;•.•�• 12 coarse sand 2-5-5 � � • • a , ••• =� • • • .�•��� �.�'�. •• �•• • .�•�• • • . ••• • •�►�.� • • •� .■ •�• ■ .• • • • r�� �•�•'•' �ecomes grey,medium dense,trace grar�el � .•.•.• • •• 12 5-7-i Q p .�.�.� •• • N�17 .•.•.• .•.•. . . . .. . .•. .. . . . ... .•.•.• . . . . . . .•.•.• ...�.�. •'•'•' �f3�1'[7 pCi. 6er.omes brown,dense � S'� �d ... . : : : 'f 2 � � 22-27-43 � . .. ... •. • N-4fi �.�.�. . . .•.• . .•. ... . . . .�.�.� ... . . . .�.�.� .�.�.� ... .•:.• �5 •�•�•�• B�ames grey, no traca gravel $ . . . •'•'•' 12 14-97-18 � .,. • • • 1�=35 .•.•.• ... . . ..•. . .. ... . . . , .•.•.• .•.•.• . .•.•. � . . . ... . • , . . . 3� ��.�.� -------- -- -------- — C:ontrnued NQxt Pa e � Professional Sen�ce Ind�stries, Inc. ��v��cT�o.: �5�99671 �,��' 633�Gate�vay Drive, Su�te B �Rv.��c�: Jared Temecula �� C]IE7fB5S,CA 9D63� RacAT�oN: 40825 Win�he5ter Rd. Telephone: (7�4)�8�-SGDD Temecula,ca The stratifir.�t9an[i�es represent approximate baundaries. The transition may be gradual. ShEBt 'I �f 2 OAT�STARTF.l7: ���aor�� OFtILL C�MPANY: _. P5l,in�. $pR[N� B2 ❑AT�G�MPLET�D: �1120115 �R1l.l,�R:___Andy L�GGED 8Y:Luan Nguyen C�MPLETION�EP'I'H 51.5 ft DI�LL RIG: L 1�T ^ � � B�NCHMARK: WA DRILLING MEfH�: Hollow 5fe�n Auger, � � ELEVATiON: NfA � SAMPi.1NG METHOD: Mad Cal,5PT I.ATiTU�E� 33.527329° HAMMER TYPE: Automafic �� B�R1HG LOCAT[ON: �UNGITUDE: '• -1�T.95T297° EFF[Ci�NCY N!A STATION: NIA C]F�SET: NIA R�III�INED BY: N.5afhi Sathialingam REMARKS: � STAf�l�AR�PE�VETRATIDN N � TEST�ATA � � � Q o v � o N In�lowslft� � �• .J � 2 c .� X Moisfure 0 PL o � r a� � Z, MATERIAL DESCRIPTI�N ro � ,�, �� Additiona! ; m � � � � � � 0 2s � Remarks t� � � N N � cUn � � � S7RENGTH,t5f ■ �u �IE Qp 6 20 4,Q 30 p�r[y Graded SAN�,grey,moisf,dense,fine - � 12 to medium sand,trace clay �3-(5Q-5"} » :r :s'; :;� 5P •�r L�=73 3� �at CLAY�nrith 5and,grey,moist,very st�ff,low 2� Fines?8�°�a �2 plasficity,fine sand 5-6-13 ° N�19 40 g�mes stiff 32 00=g3 Pcf 12 ' S-&1�4 0 N=14 CH 45 8ecomes brown,very stiff 24 Fines=fi5.7°Io 12 �'i-�2-13 N=25 54 32 ❑a�88 pcf 12 5-19-15 0 N�1 T Boring Terminated at appro�amateiy 59.5'. No groundwater enoountered. �oring was bacEcfilled with svi[cut#ings and pa#�fted with asphalt. Mod Cal sampler N values co�ve�ted to SPT equivalent(Mod CaE*.55}, � PI'��B551dI1a�SBiVIG@ I�1CIl�5tl�B5, in�. PR0.IECT H�.: 0559ifi7'[ ��� 633Q Gafeway�rive, cu[�ite B PR�JECT: .]ared Temecula �� C]Ij31'255, CA 9063D � [.00ATf�N: 40825 Wir�che5ter Rd. Telephone: (714}484-8600 Temecula,cA � The stratification lines represent appra�ama#e poundaries. T�he transilian may be gradual. S�i�Bt 2 Of � DATE START�O: 11/20/15 OF71LL C�MPANY: P51,���. gp��NG B3 �A7�COMPLE�'E�: 1'E12Q115 OWL�ER;�_LDGGED BY:Luan Nguyen COMPLETi�N DEPTH 1 i.5 ft DRiLL RIG: L 1�T d � B�NCHMARK: N1A �1�iLlING ME7ElDD: Hollrnv 5tem Auger . � � �LEVA7l�N: NIA SA�IfPLiNG MEfH00: h7od Gal E.�4TITLi�E: � 33.527329°.� HAMMER TYPE: Aufam�tic BDRING LDCATI�N: � L�NG[TUDE: � '-1�T,15T21T° EFFlC[�ElCY NIA . 57ATi0N: NIA �FFSET: NfA REIIIEVIIEa BY: N.Sat�i Saf�ialingam REMARKS: � � 57W�IDARD PENEfRATI�N v o t�ST pA7A m � g' Q- p - � � � N in hlrnxslft Q u m � � Z c N �i X MoiSture 0 PL o � L a� Q � MATERIAL DESCRIPT[�N � � � �� Additional " Q � � v �' ° �� Remarks m tl7 � � `� '� � � i� � � � N m uUs � a BTRENGTW,tsf ■ qu 31� Qp o zo a.0 d � Z"A5PHALT �2 ayey , rown,mois,m ium ense, �o X oo=��s� �ne tn medium sand 5C �2-�8-21 N�28 Paar�y Graded SANO,�rown,mnist,medium � 9 X aD`�2�p�f �2 dense,fne fa medium sand 12-1418 0 �:r N=�1 5 12 DD=i2D pcf �:f 1� ' ' �1»21-21 � � gp N-2$ :r :f �� .•'•'•' Well graded SAND,kirovs�,n,mcist,medium � 2 � DD=�a5 pcf ;•;•;� 'f� dense,fine to coars�sand �W 8-4?.-�4 � " ' ' N=1 T Boring 7erminatetf at appro�amat�ly 91.5'. No groundwater encountered. Baring was hac[cfilfed with soil cuttings and patohed witY�asphalt. Mod Cal sampler N values can�ertad to 5PT equivalent�Mad Ca1*.fiSJ. � � . . . � Professivnal 5�n�ce Ind�stries, inc. pRo,��cr No.: a559i67i ���' '� 633�Gaf�way Drive, 5uit� Q ��o.��cT: Jared Temecula .�� �� • �ypress, CA 9�53� ' LOCATIDN: 4�825 Winrhester Rd. Tele�Y�one: �7�4)48�-��00� r Temecula,cA 'i�e strati�cafin�lines r�pres�nt appr�xirr�ate houndar�es. The transifi�n niay E�gradual. 5heet 1 �f 'I DATE STARTED: 1'f124115 OR1LI.C�MPANY: PSI,Inc. gpRING B►4 DATE C�MPLETE�: 'i 112D115 I]RILl.ER: Andy LOGG�O BY:L.uan Nguyen . CQIIIIF�LETION D�PTH 'I 9.5 ft �RIL�RIG: � L'10 T � � BENCHMARK: NIA DRIL[.ING METH�D: Ha11ow 5tem Au r � � ELEVATION: NIA � SAMPLING MEi'HOd: M�d Cal LATiTIlO�: 33.527329° HAMMER TYP�: Aufomati� BOR[NG LQCATIDN: I.�NGITUDE: -1'i7.1572�7° EFFICIENCY NIA STATIaN: • WA 'OFFSET: N!A REVIEVIlEO BY: N.5ath!5afhiafingam REMARKS: � STIWaARO P��lEfFtA710N ^, y � fl TEST�A�A a°1i m �' � a � � e N in blowslft� '"' '� `"� � Z � N ni X Moisture 0 PL o " � a� Q �, MATERIAL❑ESCRIPTI�N � � * �.` ►�ditivna� � � � � @ � � o ° � RemarEcs w � � � � � � � � � � STRENGTH,tsf ' ■ Qu � Qp � o zn a.n , 4"ASPHALT 14 X �n=125 pcf �Z C[ayey SAH�,brown and dark grey,moist, 7_�a_zz fl medium dense,fine to medium sand,fow N^�� plasticiy S� 1 E DD�111 pCf . � 12 9-12-94 � N=9 6 � •�•�•� Well graded SAN�,brown,moist,medium �0 DD=193 p�f ;•;•;• 1� dense,fine tv coarse sand 9-15-26 ° . .. •�•,•, - 7 .. . �•�•�• . .•.•.• .•.•.• •'•'•' SW .•.•.• �... . ..•. .�.�.� �Q �•�•�• 5 aQ=103 pcf .�...� • • • 12 8-13-99 0 .•.•.• .•.•.• N=2D Baring Terminatecf at appro�amately 11.5'. No groundwater encountered. Baring was bac[cfilled with soil cuitings and paEched with as�half. � Mod Cal samp[er N val�es canverted t�SPT equivalent{Mod Cal*.65}. � ' � Professional 5ervi�e Industries, II1C. PRO.IECT NO.: �5599fi7'f . ` ' ��� fi330 Gateway Drive,Suife B PR�.,lEC7: Jared Temecula . �� C�press, CA 9Q630 LocarioN: 40825 Winchest�-Rd. Telephone: (7'I4}484-a600 Temecula,cA The strati�cation Iines represent apprwdmate baundaries. The transition may be gradual. SY�eet � Dt 'I ' DAT�STARZED: 911?Ol15 DF�i.L CDMPANY: P51,Inc. �QRI N� BrJ' DATE C�MFLETE�: 19I24115 DR[l.LER: And�LOG��a BY:l.uan Nguyen CONlPLETIDN DEPT�I 25.5 ft ORI�L Ft[G: L 10 T � .� B�NCHMARFC: NIA �RIl.L1�dG METM�O: Flallow Stem Auger � � �l.EVATIDN: NIA SAMPLING ME'TWOD: Mod Ca1,5PT LATiTIlDE: 33.5273�9° HAMMER TYP�: Automatio BQRIHG L�CATiON: L�NGITU�E: -'E�7.'�5721.7° �FFlCIENCY NIA STATI�N: NIH �FFSET: N!A REV�EWED BY: N.5athi Sathial9ngam REMARKS: � STIW�ARD PENE�RATION u o TEST DATA � � � Q, Q � � � N in hlowsJft� = p PL � ` � ~ � " MATERfA�DESCRiPTION N � X �'I°i5#"re o � r � Q �, �c � f LL Addifional �� � @ � � � � o ° 25 Remarks u� o � N � a r�n � � � 57RENGTH,tsf ■ Qu � ap 0 0 2.o a.o Clayey SAND,brawn,maist,loose,fine ta medium sand,p�anf roots 1 p X DD=98 pcf 12 5-fi-fi Q 5C N�8 Becomes very loose � ❑D=1�5 pcf ' 12 4-3-4 � N� � � _ --r_ � Paorly Graded 5AN0 with Cf ay,�rowm,mais#, 4 �D=1�4 paf � 12 very�oose,fine ta mec�ium sand " 2-3-4 Q , ' N=4 5P-SC �� '•'•'•' WeIE Graded 5AN0,grey,m�ist,medium 2 ��-����� . _.;•;•;• �2 dense,f�ne to coarse sand 8-9-9 � • •• N=12 . . . . . . � •.•.•. . . .. SW.,.,., .,. . . ..,.. . :.•. . . . . .. . .. . . . i.. . . . ���"� Paorly Grade�5Ahl0,�ra�+rrn,maist,loose,frie � �� -� . �2 tv medium sand 3-�4-E o :'�.�.;:: N='[U .f � ;�r SP ;r ' 20 •;•;•. Weli Graded SAH�,grey,moist,laase,fine to r � �p�����f •.•.'. 12 cvarse sand , 5-fi-7 Q . . . '•'•'•' N=$ .. . . . . . .•. . . . . ... . o•. •.•. . •'•'•' SW . . ..•. . , , . . . . . .. . . . . � .. . . . . . 2� . .. 11 ' �•:•:•: � Qecomes medium c�ense '''•' �2 ' 9•��[3-�5 d . . .• A •�•�•�• I Vr�L� 8aring Terminated at appra�am3t�ly 2v.5'. No graundwater encounfered. Boring was bac�lled wi�h s�i;cutiings ard patched K�th asphalt. . � , �+Aad Cal sampler N values oonverfed to S�7 equi+ralent{Mod Csl".65y. , � � Professional Sen�ice[ndustries, Inc. �RaECT No.: Q5591571 � ,���� 6330 Gateway I]ri�P,S�ite B PRaIECT: Jared Temecula �� � C]I��'BSS,CA 9�fi3� LOCATf�N: 4d825 Win�hester Rd. Tele�hane: {7'1.4)484-$�DD Temecula,ca 1"he strati�icatian fines represent ap�raxim�te baundaries. The transition may be gradual. Sheet 'I �f 1 aATE STARTE�: 111241'i 5 ORlLL C�MPAAiY: �si,in�. B�RI NG Bfi ' �ATE C�MP�E"I'��: 11/20115 ORILLER: Andy LOGGEB BY:Luan Nguyen COMPL�TION I]EPTH 28.5 ff DRI�L RI�: � L 10 T � � BENCHMARK: N1A � ORIl.I.ING METH�D: Hollow 5tem Au r � � El.EVATI�N: N!A SAMALIt�G METHO�: Mo[i Cal,5�T LATI'�L10�: , 33,527329° HAMMER TYP�: Automatic S�RING L4CA71DN: . 1.�NGITUDE: »9�7.157217° E��1CI�NCY NIA STATION: NIA OFFS�T: N!A REVIEVIIED BY: N.5athi 5atfi�ialingam R�MARICS: � � ��� � ' STANDARD PENE7'RATI�N y , � 7EST DAT'A a°'r m � Q- p � � q N ln hlawslft � `'' .�►-°'. '� � Z � y � X Ma[sture � �� � � s m Q Z, MATER�AL DESCR[PTI�N � 3 * �L Additivnal �' � � a+ � N ° � RernarEcs �v n � E � � ❑ � � � � � � � � STREi�GTH,tsf � � ■ Qu � Qp 0 20 4.0 � Paor�y Graded 5AH0 with Clay,hrown,maist, , medium dense,fine to medium sand �4 DD�11fi p�f 92 5-9-94 0 N=15 '�7 DD=91�pcF �z 9-��-zo 0 , N=21 5 5C �3 DD=118 pcf 12 fi-13-29 0 � IV=22 ' . �� ;•;•; Wel!Graded SAH[],brown,mois#,medium � 9 DD�'1D8 pCf . ;•;•;• �2 dense,fine fo ooarse sand 6-8-9 ° • •• N-�1 ... .... . . .•. .. . .•. ...... ... .•.•.• .•.•.• .•.•.• . . . . .. .. .. . . 15 • •'• ? .�.�.� '•'-'• 1� 5-6-E . . . .•.�.• . .. N=12 . . . . .. .�.�.� .�.�.� ����.� 5W ' .�.�.� .�.�.� ... � . . . ... .•.•.• 20 .'.'.' � D�=105 pcf .'.'.• .•:.• i2 7-12-�4 � .•.•.• �•.•�• N=17 ... .�.�.� .�.�.� . . . .•.•.• .•.•.• . . . .. . . . . ,.. .•.•.• 25 •'•'•' B . . . . . ;•;•;• '�2 6-7-10 � . . . ... N�17 Boring Terminafed at apprn�amafely 26.5'. No groundwater encountered. Baring was backfilled with sail cuttings and patched with asphalt. Mod Cal sampler N valu�s canverted to 5PT equivalent{Mod Ca[*.55). � PI'�fe55E�IlaI SBIVICe I11dll5tl'IBS, �C1G. PR0.IECT NO.: �5599671 ��� , fi33D Gateway Orive,5uite B PRQJECT: Jared Temecula �■ Cypress,CA 9�G3D LOCATiON: 4Q825 Winchester Rd. Telephone: (7�4}484-8600 Temecula,CA Ti�e stratification lines represent apprv�amate houndaries. �he tra�sition r�ay�e gradual. Sh�Gt � �f '� APPEIVDIX B -- LAB�RAT4RY TE�T DATA ��� ��„��������� Moisture Cvntent and �� " In Piace Density by Dri►►e Cylinder � �����z���� �ASTM �22�1 fi, D2937} �El��il'11�1�#P11F� � �:D�'1I�J►�'1��* T#*S�'� Praject Name .�ared Teme�ula Pro'ect Number 1671 Laborato Numher .�,D Date Tested 1214115 Sample [3escription orin um er ' ' ' B1 ' B1 B1 BI: , Sam le De th ft • 1 3 5 1� ;;;';; 15; ; P P Notes: � � �,.�� x �ill41$�.T�,URE�.Gg01�.'TEMT' Tare a 95,4 ; 9?�7 94:4 ; 97�7 ; �1:9 ( C7 . + Wet Wer ht Tare �b], '; : �51;,7i ;; ;157�7 ''' '; ' ; 1;d3:2 �64;Z 163:6 . , ,. 0 Wei ht+Tare c ; 143 1 1 4 ; ; .7 SQ, 159. , �57.� 1�1.5. Wei ht of Water [d�b-c� 8.ti 7.5 3.8 3.1 2.1 Wei ht of� Sample� e=c-a 48.7 52.4 65.� 59.4 69.6 Moisture Conter�t °/o f--= dle *'100 1 fi.4 14.5 5.8 5.2 3.0 0�:��5���..� ; �� � ���� �� � ; �. Wei ht of 5am �e+ Rin ';: ' '�;2aG':4 ; ;1;228,1 1,219:0 ;;1;1;1�:9 ' '"' " Numher of Rin s ;; , , , , ; ; 6.� G�4 G:U 5:D ; ; ; ;; ; Wei ht of Rin 44.� ; , '' 44�� ' '44:a 44:a 44:4 9 [ L9l Wei ht of Sample h=f- ] 942.4 9G4.1 955.d 84�.9 Diameter of Rin in 2:4' ;;; ; ;;2:4' ;; ; ;�2:4; 24 ; ; ; ; ,, ; J � . 2.4. Area of Rin in^2 [A] 4.5 4.5 4.5 4.5 , ei f a t e ample in i] ; 1.4 ; 1;0: ;1:4; ; ; ; ; 1:U, " ;1':4 Wet Densit of Sam 1e�pcfy �j=(h*3.89}!{A*i]] I32.3 135.3 134.� � I 18.9 D [3ensit c k�'1 '[+f110U '[13.6 'I'i S.2 '12fi.fi 1'13.D Borin Numher , , , , BI B1 B2 ; ; B2 ;; ';'' B2 ; ; , Sample Depth {ft� 2� 25'' ; ,I' ' ' : ' 3 ' '; ; 5 ' Notes: � ; ,; M��S,�.T�t.IRE C�QN,�T�ENT' � , �� ' � � F � ` � i , Tare a � � ; ; f7;7 d4:3 ' ' 59:9; ' S7;:4; ; '' ' �4�4 , ; ;; ; ;. . ef ei ht+ are h ; ; ID9:3 143:4 ' ' 127:4 '' ' ' '118:'1 'I29�6. e� �+ are c ; I05:3 ; ;' ;; 100:3 ' '; '119.1 ' ' ;`; 114:7 ' I25:5 � Wei ht of 1�Vater [d=h-c] �.fl 3.I 8.3 7.4 4.1 Wei ht vf D Sample [e=�-a] 37.d 3d.4 59.2 53.3 3I.1 Mois#ure Conten� °/o f= dle*'I UD] 1�.fi S.fi '14.0 13.9 '13.2 ������ � � � �� f %' � �� � � ����.�� � � ��.� � .� � � �� Wei h#af 5am le+Ri n ; : ;1 I87:4 �; ; ' ; ;I 237;1:; ;; 1 Z43:4 1 191:$ J p s � , � � Number of Rin s g ; 6:D �; ; 6:D b:0 ; d;:� Wei ht o#Rin , ; 44.� ; ' ; 44:0: ' ' ;;44:4' ' ; ; ; 44:� ' ' 44:U Wei ht of Sam !E h=f 923.4 973.t 979.4 9Z7.8 ; Diameter of Rin in ; 2 4; ; ; ; 2�; ; ;; ;; 2 4; ; 2 2 . . . Area af Ring in^� [A� 4.5 4.5 4.S 4.5 Hei ht af the 5am Ie in i ; , ; ; ; R � ll ; �.Q ; �;:Q ; X:4 � �.4 1.Q : Wet Density af Sam�l�[pcf} [j-[h*3.8��1(A*i]] 12�.d 13b.d 137.5 13D.2 , ,. Dry❑ensity pc#� [k=jf 1Yf1'!�0 ] 't'I'7.� 'I'19.8 '�20.7 1'15.1 ' ��� ��,,���������� Moisture Con�enf and ��� ��`''�������� in PEace Density hy Dri�e Cylinder �ASTlV� D2216, D2937} ,L'��ix��*�1'x� w��n���1�i1'�� � TeSt�r��,�' Project Name Jared_Temecula ' Pro'ect Number 1571 Lahoratory Numb�r �,D Da#e 7ested 12141I5 Sampfe Description ❑rin um er S2' ' ' ' ' B2'', ' ; BZ '; ' S2 ' ' B2 Sample�epth f� ; 1'Q:: ' ' ' ' 15';, ' ' 2� ; ' 2;5 ' ' '' 34 Notes: ; �;::::. ::� : , , M..�.qIS�,U.IR__-�C���IT��N� � y � ' � �� � � � � � � ° n . Tare [a� 97,7 ; ; ; ; ;29:6 65:5 64:3' 582 Wet Wei ht+Tare , [h] I49�3 7I:9 ;129:3 ' ' '' ;122:'1; ; 13$:Z �3 We�gh#+Tare rY J c] ; ;1'45�6 7O:S; ; ' '' 123:3 ' ' 1I8:a ; 135.� WEi ht of Vllater ld�h-c� 3.7 �.4 6.0 �4,1 3.1 Weight of Dry Sampie [e=c�a] 47.9 �4D.9 57.8 53.7 76.9 Moisture Content °Io � dte'�'I�� 7.7 3.4 �10.4 l.fi 4.Q D�E���;�.� F � i: ��• . ,�$ � �.�� � . � � Wei h#.af Sam le+�i n ;, , ' � 1;033:9 ; ; ;; 1;I87:4 ' ; '; � 1��4D:1; •- . ; . . , , ,;: ; ; , , , Nurn�er.-+af R�ngs � 6,� G.4 d.4 d.a. ,. Wei h f ' t o R�n �. �� ; : , ' ; ,, ; ,, ' ; : . __9_�9� I9l .� , 44.� 44.D , 44.4 44.0 � Wei�ht of;�aivaple j , . ���[h=�-g�. 7�9.9 . 923.4 776.1 •. Diam�t�r o�R�n in . :. -:� � , 9 . , Area of�inq in^Z�- � A] • � 4.5 4.S 4.5 Hei h�ofi fihe Sampie[irt}• [E] 1.�� 1:0 ;"' ; ; 1.0 ' ; ' I:�; ; ' ';I.Q 1Net Dens� of Sam [e [pcf} �j=��*3.8�I]!{A*i]�� �48.1 129.6 1�8.9 D Densit pc � � k='! '[+fl'10� 100.3 . '117.4 'IQ4.7 vrin um er � B2';;;,;;'' , , 'B2 ' ' ; B2 '' '''B2; ; ' � ' am e�]e h ; ; , , p P 3.S ; ; �44 ' ' ; '45 ; ; 5� ; ' , ' Notes: Iti��Q�S�Tl�1�RE�C�Q.����E,�T� � � t �� �, � ,Po , Tare ' ; ; ; ,; , ; �9� a] ' ':::: 94:9 ; 57:8 ' ' „ ;; ' ?�:8 ; 3a:I ; . ; , , ;, ,,;; , , ; Wet Wei ht+Tare b ;;;131:9 I35:9 11�.4 �72.4 ; � e� + are c �� �' 125:6, ;' ;,' ;,' 1;17:1; 94:8 ; ' S2;1 ' ; Wei ht of Water � [d-b-c d.3 I8.8 15.d 1a.3 Weight af Dry Sampl� � [e=c-a] 3D.7 59.3 65.� • 32.a Moisture Contenf °/o [f� dte *100] ZQ.5 . 3�1.7 24.0 32.2 D�E�SI��.' . � �: � �'� � � . �� �� � . _ . ,. ei� #o ample+k�n g � Cf� , , ; ;: •; �; ;.: ; �; : ':' :� l����;i; ;,., 1;�9d;4 ' ; ' � Numbero� in : ; , � s ' ; :5:f� : ' ' 6;Q: ' ' , '' S;0: '6:4 ' ;:d::�. Wei ht o#Rin w---- . �J 9 • 44.�; ' ;' '' 44;D' � ' ':44:4' ' ' 44.Q; ; ;''''; '4�':� Wei ht of Sam' fe rrf � � $74.1 832.4 • Diarneter of ain �n � � '� " ; : �:4' � ' 2.4 ; , ;:� 2:4 ' ' : 2:4' ' 2:4 Area of Rinq in"�) A� • 4.5 4.5 He` h • • , r o e amp e in � � � • ; 1:� ; 1:4 ' ; '' 1•0 ; ' I:Q �' � ; ' ' 1:0' Wet Qen�i� af 5ample[pcfy [j={h*3.8��I�A*i)� • 122.7 �16.8 Dry Density pc k='! 'I+f1100 � 93.2 88.4 � ■ ' . ��� ����'����� Moisture Cantent and ��� �������� �� In Place Density by Dri�e Cylinder �ASTM D22'I fi, D2937y ����n���g � ������� � ���� Pra'ect Name �ared Temecula Project Number 1671 Labora�a Number J,D E3a�e Tested 1214115 5ample�escri tion 6orin Numher ; ; , , 9 'S3 �3' '' B3 ;;;,' B3 Sam [e De th ft , : 1 ; ; ; ; p P 3 S ,, 1D: Notes: ' : � � � � , �,�; . .. a µ �;� �a a � • ¢,�,E ,. _ _ . ,. ' ' 0 9q ' � w.,��V.a,�_bR_ G,b,�.a�.T�,EN�� �,. � � � : .� Tare , , ,, ; ; ; � a 3U;4 ' ' ' ; ''29:9 29:9 ;; 3�.0 , , , Wet We[ ht+Tare h ;75�8 7Z:7 79:$ ; 96:4 ; ;. 9 [ , , ,, , , , , . , 0 Wei ht+Tare c ; � � ; ; ; C 7 � .s s�. 74,� �.s.1 Wei ht of Water [d=h-c] 4.3 3.b 5.2 1.3 Wei ht of Dry Sample �e�c-a 41.5 39.2 44.7 65.1 Mois#ure Content °/o � f= dle *'IDO '1�.4 9.2 '11.fi 2.0 D�ENS�IiY i : � � � � � 3 '. � , , , Wei ht af Sam !e+ Rin ;;;;; 1;i90:� ' 1,2QG:7" '"; 1;22;�;G' i,d�3:8 ' ' ' ' Numher of Rin s , , 9 , , Wei h#of Rin ;. . ;; ; g {g ;; 44:� ;;, �4�:4 ; ; 44;� ;; ; ;44:0 '44'.4' Weight of Sample � [h�f- g2d.9 942.7 957.6 759.8 . . , Diameter of Rin �n ;' ' 2:4 2;4 ; ;2:4 ;; 2:4 , , ,2:4, Area af•Rin in"'2 [A� 4.5 4.5 4.5 4.5 H�'r ht of the Sam [e in � , ; p L�] i:a i:a ;�.o �.o: i:o Wet�ensit of Sam ie�pcf� [j=�h*3.8��1(A*i)] 13Q.1 132.3 I34.4 l�d.d D Densi c . k='1'I+fl'I�0 '!'l7.9 '12'I.� '120.4 '�fl4.fi Borin Numher : B4 B4 : ' B4 ' B4 '' , ; ;; Sam I 0 ,,; , ; p e e th ft ;: 1 3 S 1� ' ''' ' Notes: I�(�I�S��T�UR��C.�.DN�TE��, � � Tr ; ; ;; ; ; ;; ; ;'',, ; ; a e g a] 2�:d 3�:D 29.8: 3Q.� • ; , Wet Wei ht+Tare b 78:3 ;;; ; ;;;GG:�';; , gd:2; ; `79:Q . , ; D We[ hf+Ta re c ;; 73:8 � G 1:2: , :; ;;;: 9d:4 ; ; 75:9 ; Weighf ot Wafer [d=b-c] 4.5 4.g 5.8 2,1 Weight of Ory 5ampie g e=c-a 44,2 31.2 ��.5 45.9 Moisture Cvnte��t{°/a [f= dle*�100] 'i�.2 '15.7 9.6 4.5 DCI�SI� � � _.� � " �� � � � ��� . �'_ 6 ' � � �� eig o amp e+ �ng , . ;, , , . , : , , . ;;_ Numher of Rin s g G.0 ; G�U ; ;6.� 6:0'; ; ' Wei h f R'n , ;; ; : , t o i 44.�; ; ; 44:4; �44:D ' ;: 44:0 ; ;; 44:4. Wei ht o�Sam !e h=f 977.8 918.a 884.0 767.7 , iameter o Rin in �:4 2:4' ' ' : 2:4 '; 2:4 2:4. Area�f Rin in"2 [Aj 4.5 �.5 4.5 4.5 Hei ht of the Sample in [i , . ; Wet Densi�y af Sampl��pcfy �j=[h*3.8��1(A*if] 137.2 12$,9 124.1 1a7.8 I]r�►Density pc [k='1{'I+f11�� ] '124.6 '�'I'�.4 1'13.2 1D3.'1 � `�� :��t ����"�t.�� �� � Nioisture Content and '�� ���������� En Pfa�e Densi�y by Dri�e Cy�inder �►QSTM D22'[fi, D�937) �1�1��1��1�1�1�� • �[t�Sr�l�`�`i1�� � T'�'S��' Praject Name Jared Temecula Project Numher 1671 Labaratory Number J,D � � Date Tested 1214115 5ample Descriptian arEn um er B5 ' B5 ' B5 ' '" B5 ' ' B5 : . 5am le De th p p 5; ;; ' I '' 15 No#es: ��...r_ . n , �IfC�]��S;T�URC�,OhlTEN� ro� _ � "` ,` � � � `' � � E Tare , , , g [a] 3�.d '91�9:; ' ';' g7�7 ; 3D:D "2g:g. � Wet Wei ht+Tare g h $4:Z' ' 149�4 '153:7' : ; ' 88.�9 ;;75':S; ❑ Wei hf+Tare � - [c] ; ; ; ; ; ; ,, , '19:5 � 14d:5' � ;1 S I:'2 ; $7:8 ' ' 72�5 Weiqht of Wa#er[ [d=b-c� 4.7 2.� 2.D 1.I 4.3 Wei ht of❑ 5ample e=C-a �49.5 54.6 54.0 57.$ 42.6 l�Iloistur�Cos�fent °'o f= dte '"'1 n0 9.5 5.3 3.7 '1.9 'i 0.1 DE,11ISi:� � � . . - . ei t.o �rrt e+ �n . [f� 1;43d:a� ; :;I;�49;9 ' 1,435�6' ' 1;�2�:�; ' . .. . - .. Number of Rinc€s� . � �� ; � �: G�� h:L' d:d d:0 ,. , , -- , UVe€ght a'FRinr� g � :;; ;. •. , . . ;�4:Q' ' 44�Q '', ; ;44:q ' ' 4�.Q 44:a : W�ight�af 5arnple g} [h�f-g] � 7dG.3 785.9 771.6 756.� ranbe er v in En � • . � . • ' : 2:4 2:4 ; , ;2:4 2:4 2:4 Area of Ring in"2 [A] 4.5 4.5 4.5 4.5 e�g t o t e amp e in [i� . 1:0 ' " 1�� 1':D ; ; I:4 1.D. Wet Densit of Sam !e �pc#� [j=[h*3.89j1[A*iy] 1�7.d 110.3 1�8.3 lpd.l D Densit pc k�'1 1+�1'I pa 98.2 'I�4.? '1 a4.4 'i 04.'1 � Barih Numb�r , ,';; , "B5 ;;;BS: , ,; ; . ; ; , ; Sam !e I3e th ft , , , ; � � p 2a ; ; ;'25 ; ' ' : ; '; ' ' ' ' ; Notes: �D�S�T��,.�E���Di��IE;NT � ` ��� � � � � � � �' �� � �' , � Tare g a � � � ;;;3a.� - ; ;; 3,U:1 ' '' '; ' '' ' ' ' ' Wet Wei ht+Tare : '�94.1 '' 11�:2 - : - , ' ; , ;; ; Q Wei ht+'��re ;: ; ; ;; ; ,, c 92:5 ; 1 DZ:4 , ; ' WeigFit vf l�lfater�g� [d�b-�] l.d 7.8 Weiqht of� �ample{g) je-c-a� G2.5 72.3 MJaisture Confier�t� °I4 � . • . [f=[dle *.'�00� � 2.fi 'i�.S• � , �"'�'. . . �, �€.. Q�NS�t��s � . ; � , . .. ` , ; � ' � ����� �� � ; ,_.-_.._.�_-__ _ .. _ .. � : : , - . ;: , Vlleic�ht af 5ample Ror�J y [fl . . ' I��33C.2 ;;; � �;� � ,� � � ; ' : � . . . ; , , Number of Rings � ; . , :: . ,: ..r_.._...._ We9 h#af F��n �• •� ' : ; 4h:Q: ' ;', ' ' 44�D ' ''� 44:�' ' '44:a ; 44:a Wei ht a'F Sam [e .' , [h=f-g] 77z.2 Diameter of Rin in w '' • ; Z:4 : ' ' ; ;;2:4' ' 24; 2�4 ; 2:4 ArPa of Rin [in'��j rA 4.5 Hei ht of the Samp[e [in� [i] ' 1�4 ';' ' '�:0 ;' ; '';' 1:4; , '1:q 1:4;. , VNet Den�ity QF 5ample�pcf� [j-�h*3.8�j1[A*i�] 108.4 Dry Densify pc � [k-'i �+t��00�1 � . �os.7 � ���� ��„�������� Moisture Content and ��,� �������� �� In Place Density by Dri►►e Cylinder [ASTM D22'I fi, D293?] f"n�1�ne►et�`r�� w �+��n�l'���� � Test�'� Project Name .Tared Temecula Prajec#Numher 1G71 Laborato Number J,D Date Tested Iz1412�15 Sam le �es�ri tivn Borin Number , Bd : � Bd B5 B5 ; ; B6 ' Sam le De th ft ,, ; ;;1'; ;; ; 3 5 14 ; i p p � S Notes: ���;�5a��u��c,�o���T����T� �� � � ��� � � Tare ; [a] � 29:8; ;; ' 30:4 ; ;; ' 2�:$ ' 34:a ' ; 29�7 • Wet We� ht+Tare b 89:5 �3�:� ;; ;;; 88�7: :; :. ' '81:4 ' , 121:2 . ; , , , ei + are c : $2,4 11G:3 '; '' 81�8 ;; 7d:9 ' �1'S':d. Wei ht of Water d=b-c 7.1 14.7 d.9 4.1 5.5 Wei ht of D Sample e=c-a� 52.G 8d.3 52.� 46.9 85.9 Moisture Cantent °Io [f� dle *'I�0 '13.5 '�7.0 '13.3 8.7 fi.5 D.�`r:s,�'rELE � .:.: . ,.. �.�. . e � � � ...� , , a ' � �� i ei o amp e+ in } [fJ 1;24I�6' ;;;'„ i;17�;4' ,1';218:8; '1;a97:2 ' ' Number of Rin s � ; d.4 6:4� ,' '' ' 6:0 ' � G.Q 6�4 . . • , , ei h#of Rin [g] ;.; 44:�; ; ; ;44:d ; 44��' '' ' ' 44:0' '; 4�':� . � Wei ht of Sam le h=f- � 937.d 915.4 954.8 833,2 . . ;.. �ame er o in �n � � 2:4 ; ;: "'2:4 ' 2:4 ; ; 2:4: ' ;; 2:4' Ar�a of Rin in"2 A 4.S 4.5 4.5 4.5 Hei ht of the 5am le in i ; ;, ; 9 p � C I 1:�:: l;fl ;; ; ; , 1;:� ; ; ' 1�� �' ' 1 Q. WeE Densi of Sample{pcf� [j-(h*3.8�}t[A*ij] 131.6 128.5 I34.a 117.� �ry Density[pcf� [k jl 'I+f!'I�U ] '!'[fi.� '109.8 'I'!8.3 'I Dl.fi . Borin Number ; ; 9 5am le De th fE ' ;; , , P p Notes: . _ 1'�[]����.UR���.a��TE�I`V�T , :::� �:� ._�. � f e .. Tare ;: ; ; ; ; ; , ; ; , [a] 3D:1 ;:;; 30.� ; Wet Wei h�+Tare b 9 J � , ei + are g c , 1Nei h�of Water{ [d=b-c� I.5 3.g Vllei ht of 0 Samp[e } [e=c-a] 68.2 63.6 Moisture Contenf °/o f= dle *'100 2.2 fi.'I , , 9, _ �3E.1►1S��.�.. � �, � � • �e : : ��.. � R' � �' � ` �. ` � � _ 4 ei o am e+ �n , , .. um er o in s Woi h f R'n ; ;; �n i L9] ' : 44.4 44:� ','44�a 44:a ''; 44.� � 11Vei h�of 5ample [h=f gj 76d.5 . �ameter o �n in � � ;2:4 2,4 2:4 ' ' ; ; '';�;4 ' ' 2•4 Area of Ri ng i n"2 �A] 4.5 Hei ht af th�Sample{in} [i� 1.�; ; ' , ' ' I:4 ' : '' 1:� ' 1:U ; '; 1',p, W�t Densi af�am I�{pcf} [j= h*3.8�j1(A*iy� 1�7.d D Densit c k='1 'I+f11 DO 'I�5.3 � • ���'p' �j? �'�"l��tlQYt Material Finer then No.Z00 ��'� eTo Br���d�n S�erre in Mineral Aggregate by Wa� Engrnearing,C�nauNing�T�i�ng �ASTM D'I'14D) _ " , .. __ Pro'ect Name are Temecula ' Pra'ect Number , a ora�o N�imbe ' ' ; ; ; ': ' ' ' : Dat�Tested 1;'1123124'15; , , 5am le Descri #ia ; ; ,, , , ; Barin Num�er ' ' 'h2 b2' ; b2' ; ' '' am e e t ;; S' ' ' ' �� ' ' 45: , ,, ' ' are T3fl ' ' 253:Z ;; 26�.2 ;;; ' Wet Wei h#+Tare before Wash ;;237:6 '; '357:2 ' '' 39'1:9 ' e� t+ are e �re Wash ;;226�'28 349:7 371:8 ' ; '' Wei ht af Water 1 Q.82 7.5 2d.I Wei ht of D Sampie 96.78 96.5 IQ7.� ei ht+Tare a er Wash 1'94:6 341:9 '' '3�G:1' ' ''; ';;; ; Wei ht of Sample bVashed Throu h Sie�e 32.18 7.3 55.7 Passin No.2Da Sie�� 33.3°Ia 8.'1°Io fi'I.'I°/o � Mvisture Cvntent 11.2% 7.8% 24.3% . . � Borin Number ,: ,, ., ,. _ 5ampte De �h �i� ;, Ta re . , Wet Wei ht+Tare I�efure Wash ' D Wei !�fi+Tare befare Wash , : Wei ht v�Water � ' Vldei� ht nf� .Sample� � D Wei ht�-Tare a�ter Was�Y , , ;, Wei hf�of Sampl�Washed�Throu h Si�ve Passin l�o.,�DO�5ie�e ' - Moist�i•e Con#ent or�n Numher ; ; , , am le ❑e th f� ; . , Ta re ; , Wet Wei ht+Tare before Wash � , ;, ; ❑ Wei ht+Tare before Wash . VYei ht o�Yldater � � � Wei ht ot D Sam !e � 0 Wei ht+Tare a�t�er Wash Wei ht of�Sam�le Was�ed Throu h Sie�e � Passin No.2d�Sie�e � • • � ' Maisture Content - � � • 'I�'ASH #24� SIEVE � A5T1U! D 114� �lob Name PSI#0559�fi74 ❑ate �2-7 Job Na. 2Qd8-Q26 By LD Samp[e B-�[c�35' Sample Sample Soil T e Soil T e 5oil T e °/o water 3�.3 °Io water °IQ water Wet wei ht 149.1. Wet wei ht V1let wei ht D wei ht ��4.4 Dr wei �t D wei ht + 2QD sie�e 21.3 +2Qa sie�e +2QD sie�e °Io Retained 18.6 °Io Retained °/a Retained °/pPass.#200 8�[ °IaPass.#20� °/oPass.#20� Sample Sample Sampte Svil T e Soil T e Soil T e °Io wa�er °Ifl water °Ia water Wet wei ht Wet wei ht Wet wei ht Dr wei Ftt D wei Y�t D wei ht +200 sie�e +2QQ sie�e +20Q sie�e � °Ia Retained °Ifl Retained °Io Retained °IQPass.#2D0 °IaPass.#2�D �/apas$,�pp Sample � Sample Sample Soil T e 5oil T e 5oil T e °Ia water � °Io water °Ia water Vllet wei ht Wet wei ht Wet wei ht ❑r wei ht D wei ht Dr wei ht +2pD sie�e +2Q0 sieve + 20Q sie�e °Io Retained °Io Retained °/o Retained °IaPass.#2�0 °/nPass.#2QU °/oPass.#2�0 Sample Sample � Sample SviI T e Soii T e Soil T e °/o wa�er °Io water °Io water W�t wei ht Wet wei ht Wet we� h� Dr wei ht D wei ht D wei ht +2na sie�e +2�a sieve +2Q0 sieve °IQ Retained °Io Retained °Io Retained � ' °IoPass,#200 °IoPass.�#2Da °/oPass.#200 . Gea-�og�c ASSQCIATES PLASTlG1TY INDEX ASTM D4�18 so � ' "A"line 50 � CH 4� �C B-2 a[7r 35' � � a c �, 3� �U m CL a �H and H . 2� . �0 . � CL-�411L �IiL an �[. U D �0 �� 34 44 5a BD 70 . $� 90 140 � Liqufd Limft 5ample Depth LL PL PI USCS h4aterial Descriptivn B-� �a7 35' 73 22 5� CH Job Name:PSI #�559�fi'l1 Date: 1�-7-15 Job Na.: �Q�8-�26 � Geo;�agic ��RECT SHEAR TEST �ASTM D�3D8� Psr#a�ss�srl Jo6 IVo:2Da8-��8 Jared s Temecula ■ peak shear�sf�ength ■ strength at 114" displacement �ooa 450� 4�04 3500 • � � ux3oaa Q � .� — � a� c oae�ov L 'y-n-� V� L � ' � - .�000 tn - ��oa �vao � 500 v � �oa �oao ��o� �aao 25�0 3000 3�oa 4aoa ��av 5ooa Norma[ Pressure �pst} Strain Rate: �.�084 in. l min. Sam�le T�, n� Descri #ion Dry ��nsity [�cfl Ini#ial 1N.C. �°Io� Final W.C�,�°/o� B-513A Undisturbed Sil#y Sand �D7.7 7.'! 2�.� & Safurated Normal_Pressure �psf� Peak 5hear Strength �ps�� Ultima�e Shear Stren�th �psf� � 1000 8�D a[,7 D,�95�" 7�� 3��4 ���� a�,7 0.24D5" �99� ���D � 344� a[,7 �.�950" 337� . C � Opsf C � � psf �= 34deg. �= 34 deg. Date: ��-07-15 GeaLogic Associa�es Psi#v��s�s7r Jab No.2oos-o�s DIREGT SHEAR TE�T -�ASTM D-�oso Jared�s, r�m��ura � peak shear�trength • s�renc�th at �14" displacement �avo 454Q i 4Q�� 3500 .--. � uxiooa a .� s � � e�vo � - - L r`i�--� - V, L � v - .c�aoo u3 . - ��oo � �- - - �000 , � - - - �- � �oa Q a �ao �vva �sna �000 � 2�va 3000 350� 4aoo 4�av 5ooa Normal Pressure �psf} � � 5�rain Rate: a.��84 in. � min. S�m�e � D�scri �p ian I]�y �ensi�y �fl Ini�i�l W.C. �°Io� Final W.C. �°I,�„1 B-515A Undisturbed Silfy 5and '!02.4 7.� �7.7 & Saturated � Normal Pressure sf Peak Shear Stren th sf LJlti.mate Shear Stren�th sf . ���0 SD� @ 0.�9D�" 790 30�� 20�0 a��D.��oo" � 2040 50�� 359D @ �.2DD�" 359� � C = ��4 p�f C = 1�� psf �.= 35deg. �� 35 deg. . Date: '!�-�7-15 GeoLogic Asso�ia�es Ps�#a��s�s» CpNSOLI DATI4N TEST-ASTM D�435 J��.�aa-02s Boring 1 Sample No. B�513A Depth: 3.�' Date 1���3-15 ° o. s . 9 � 2 � � � Natura� .. �� o Submerged 4 � � .� � � N 5 fi F.M. Silty 5a�d ❑ry Density: i D7.7 pcf I nitial Vllater Cantent: 7.1 °� FinaE Water Conten�: 21.� °� H2D ��0� P5F 7 3 9 - � 1� 'laQ �ODQ 1�00� �QQDO❑ Verlical Pressur� {psf} , ....._.� � �+e�a�Loc�ic ASSDCIAiLS P5I#05591671 CQNS�L�DATI C)N TEST-ASTM D2435 � ��n�.�oa8-0�s Baring I 5ampfe Na. B-515A D�pth: 5.0` Date 1�-03�15 0 1 2 . Natural � a Submerged 3 . .� � 4 � � � . .� � »• N 5 6 F.M. Silty Sand , Dry Density: �02.4 p�f I nifial LNater Cont�nt: 7.5 °� Final UVater Co��en#: �2.8 °� , H2� �500 PSF � 7 8 S �fl '�Qfl 1 DOfl 1�D� 't QQ00� Vertical Pressure {psf} ���Loc�ic EXPANSI�N INDEX � A�TM D 4829 PRQJECT PS!#D5591�71 J�g N�. 2008-025 Sample B-5� 1'-5' � By LD Sample 6y Sta. No. 5ta. Na. Soil Type Brown, F.C. Cla e Sar�d Soif Type Date Time ❑ial Reading IIVet+Tare 633.1 Date Dial Reading Wet+Tare �2141�015 15:00 a.3559 Tare 2�9.8 Tare H2Q Net Wei ht 413.3 Net Vllei i�t 1�1512Q15 9:�� 0.3416 °/o Water 8.5 °Io Water 115.4 ❑ Derts. °/o Max °Io Max W et+Tare 654.� W et+Tare Tare 219.8 Tare Net Weight 444.3 Net Weight lNDFx 14 1.4°Io °/o Water 15.6 INOEx °/Q Water 5arnp�e By Sample By 5ta. N�. Sta. No. Soil Type 5vii Type Da#e ❑ial Reading Wet+Tare Date ❑iai Reading Wet+Tare Tare Tare Net W ei ht Net W ei ht °Io W a�er °Io W ate r � Dr ❑en�. D Qens. � �Ia Max ' °Io Max W et+T�re W et+Tare Tare Tare Net Wei�ht Net Weight I�DEX °/o Vllater iNDE7C °/o Water Gea-d���c A 5 S P C 1 A T E S ��i� ���.U� CA 301 Prv�ec� P51 #0559�67� Job No. �oos-o2s 5ample g-4� 1'-5' � By: LD Soil Type • Br�wn, F.M. Sand CIa Date 121712��5 TEST SPECIMEN A B C Grain 5ize Distribution " As Rec'vti. As Tested Campactor Air Pressure psi 750 5D 5� Sie�e °/oPass. °IoPass. �nitial Moisture Content °Io � 1Q.7 10.7 '�Q.7 3" WVater Added m! Q 2� 35 2t�a" Mais�ure at C�mpaction °/0 1 Q.7 12.5 �3.9 2" Sample& Mold Weight gms 3222 3229 3f 69 1���" 1�� Mold Weight gms ���4 2U9� 209fi �" 95 Net Samp�e Weight gms 1108 �137 1 D73 314" 91 Sampie Height in. 2.471 2.56 2.449 �i12" 79 ❑ry Density pcf 12�.7 119.6� 116.5 318" 7� Pressure . Ibs 5580 32fi0 205� #4 53 , Exudatian Pressure psi 444 26D �63 #S 42 Expansion Dial x�.a�Q� 4� 25 18 #�fi 33 Expansion Pressure psf 178 1�8 78 #3� 23 Ph at 1 QQQIbs psi 2G 58 72 #50 �4 � Ph at 200fl1bs psi 52 y 09 13? #100 9 Displacement turns 4.25 4.48 4.59 #2�� ? . R'Value 55 21 8 Sand Equiva2ent Corrected 'R'Value 55 2i 8 FINAL'R'VALUE By Exudation Pressure{�3p�ps9}: 27 By Epansion Pressure . 2� T�� 5 G�o�-L.o�ic ' nssocrw��s PSt#a559757� 5�f L TEST RE5!]LTS Jo6 No.�oos-a�s SAMPLF i�Q.: �'���B � ❑ESCR[FT10h Clayey Sand n 1- y 8 .�: Pc.-� ... '^.,e...i [nitia� Mois�ure Cc��2n� a�n ❑ ❑ensi cf} � � tiormal 5�res� sf Peak 5hear Stress sf llltimaie She�r S�ress sf Cohesivn � � l sf Internal Fricfian ,4nqle d� rees ' � ��. � . �. i�i�i21 D Densit ct ir�itiai MazsLure��rtEn: °/a Finaf ivloist�re Con�ent °/o Pressure sf} Ex ansion I�dex SweiI °/o �� � .::�.� . � Resistivi CTfi�fi�3 �ohm-cm �200 H CTMG43 7•2 � _,� Sof uble Sulfate CT�'�417 m �84 Chloride Content[CTM 422} [ppm} �98 �.�.. � �x � � G�*D�Lt7[J�C � �APPEN�iX C':� LIC�LIEFAGTI4N ANALYSIS � � � r� - � . :ra�ie or�,rr,�s+�.�ac�n5��,�m�warn,�or�n�c CFSAW7RdIGCQl4Y�it'A[.SURYtY � 111filSf�ugtF4Fr.iu:Y.A[rE[IfpaSCkLt57CfxilueY AdwiaMLlr�wAan�ktlanSl 1p�i1N4P ifl ![T.IR�. M:15i CVrARrhqxifoT[[x1S.(�rtxlk'�I.Ipa[Y.s3'x1.s111MkY�'�1! ECItWCiWAsepzart.0 11t ��Yu fi'7f'W' . � � �� � i ��� ���'Y.. ^� �". q 8'�� �.�. ! �. f ; ..�.,..,..� .r ,�.,.«. � � � . tw: � � �� � � i � � . „�„ [1Q � r � �� , � � � � � ti0 � � i . �. ' '.�� � E � € ,•..✓. � �� ,� �: � � j� �'� . t t `� � rs`.' � � � t�^ T� � A ' � � � �!� � �� � ����� � ��� � ��E�Yiq � �' �' . ��;� ,�" w '. ,{` x � �,j i � �� s, � � � • �.� � � ` �' .+• 7G r a , � .�{� e� H .. •� � � � �. � �.�. � �° `� , „ � � �� �� y-' � ��; �� � � [ � �� a ; Approximate lacation vf subje�t site � �� To o =ra a s. ,� � ����� f � . � � -tn � , . � � � t . �� i � � . r � � `�` �� Cib iw� � . �.� '""ti^- r. ' 6 �1D �'y. f g �30 '� �$7f'fi��'f$��£t��t 'y� ���T � � n•� iir� �e maG v��7.4r�esE���m 1JS G.S.�Ef�G�mi�sme xer�rs 1►�[I3iIt1I;1'.�Qf}�'II]F�1�\G�'� scro� � k„w:::.,.�.:::3»�::�..�.��: :• . '�E�.ed::::::::1F�,a,�::�:�..�LW»ID!:r.r.:.n�&P.�::,:�..'�5�"" Swr.w.:wA:,r..�.. !�F 1 T[ �� Graund•wacerd�ptf�cuntourx{�nteet? � �1A �, . . PL3;e z,2 t}epth t�s li€Starlr,ally?�igl�Grounr!•wla[er levefy fn[�uattrnaryP.ilu�fall)epnsit�s,Murr3eta.7.5•M[nut�Qu�adrsEsg�e,Caitfarni�. � ` � �....._..� ►��� n o�ta�ion � Ps, Murric��a 7.5-�Ainut�Quadrangle PRdJECT ��'� y���������� 12��'12��5 �ep'�h to Historic High Ground V�la�er NUMBER: N F�gFr�ee►f�� Con�u�f�•Fbsi��g . Le�els 05591571 [��f,�ktvC.'� ❑RAVIIN � � G33�GAT�',�+�A��o���C,s[�!'�E�' BY: [.N ���TC3R�C i�IGH —VIIATER LEVEL CYPRESS, CALEFDRMIA . , ; ' ' " ; . :L�C�U�_�'A�T��N A�VA�.YS�� � � J�re�d Teme.cu��a f�'ol� �a.=8-� V�Ia���-Depf�=�"f� Nfagr�if�r�'e�7.:�6 A�celera�ian=Q:7�3g �S�ear Stress Refib � Factorof Safety, �Seffrerr��rit Soil Descripfiori. {�,�a � . ;� a i 5 0(in.J. 'f�: . E �.�.. � � , ��� . ' •' � �: ��� �� �. � `�" ��� � � ... a. ,. A..�� � ��� � �� � ��' � � ��. � ' , a.�Ss . � �, ��: �0. �' ,� , �� 4�+� . Q� � �. 9 �. 4,0, , �c� a � �; . ��� C� f���.� � 5o s�-3 r�in. a : CRR�. CSR fsf�► Sa'turaferi --� �; ;Shaded�'one iias�rquefac�ran,Pvfenfia! Unsaturaf.. -�--� �� � .� .� �` - � . ;�. 60 ' . m� �: ��. . 0 �� . . � � • . t . .,, . �. . n - � �7� � ° � �. � � Ci�►�[Tech �arpor�t�4� 4.�59���'��t Plafe A-'[ Jared Stare in TemecUla g-2.sum ��*���*�������*������**��������**�������*�*��*�������**���*���*�**��������*��*����* �����*��**��*�����** �IQUE�ACTTQN ANA�YS�S S�MMARY Copyright hy Ci�ilTech Software � www.ci�iltechsoftware.cam ���������������*���*�����*�������*���*���������**����������*������*�**�����*�����*� �����*�*��*�����**�* Fant: CaGrier New, Regular, Size 8 is recommended for this report. Licensed to , 12�21�2015 5:48:37 PM Input File Name: P:105611�48-xxxx �015 Projects�1671 �areds Temeculal�ared � 5tore in Temecula e�Z.liq � Title: 3ared Temec��a Subtitle: 0559-1671 5urface Ele�.= Ho1e No.=Q-2 • Depth of Hole= 50.00 ft Water Table durxng EartY�quake= 5.00 ft water Table d�ring In-Szt� Testing= 60.00 ft �Ma;c. Acc�leratian= 0.79 g �arthquake Alagnitude= 7.16 �r�pcat Data: Surface Ele�.= Hale No.=B-2 Depth of i�vle=50.00 ft Water Table during Earthquake� 5.00 �t Water Table during �n-Situ Test�.ng= 60.00 ft Max. A�cel.eration=0.79 g �arthq�ake f�lagnitude=7.�.G 1, SPT or RPT Calculztio�. 2. 5ettlement Analysis Method: Tsha.hara 1 Ycrshimine* 3. Fines �arrectian for Liquefactior7: idrissl5eed 4. Fine [arrectian far Settlement: During �iquefactior�* S. Settlement Calculation a.n: A11 zones* 6; Hamme�,, �nergy Ratio, � Ce = 1,�5 7. Borehole Diam�ter, Cb= 1 8. S�mpling Metf�od, Cs= 1 � 9., User request factor af safety �app�.y t❑ C5R} , U$er= 1 Plot o�ie C5R cur�e �fs1-1} 10. �se �urve Smoothing: Yes* * R�commended ��tians Page 1 aared Store in Tem�cula B-2,sum In-Situ Test Data: Depth SPT gamma Fines ft pcf % 0.00 19.00 137.00 33.00 3.00 21.00 138.00 33.00 5.00 15.00 130.00 33.00 • 10.00 5.00 108.00 8.10 �15.00 17.00 7,08.00 8.00 2�.00 46,00 1Z9.00 8.00 Z�.00 35.00 129:00 8.00 30.00 50.00 109,00 8.00 35.00 19.00 1Z5.00 NoLiq . 40,00 14.00 125.00 NoLiq 45.00 25.00 �.Z5.00 Noliq 50.00 17.00 125.00 NoLiq Output Results: � Settlement of Saturated Sands=3.7� in. Settlement ❑f Unsaturated Sands=0.01 in. Tota1 Settlement ❑f Saturated and Unsaturated 5ands=3.74 ir�. Differential 5ettlement=1.868 to 2.466 in. Dept� CRRm CSRsf F,S. 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3.74 1.30 �.25 0.51 5.00 3.72 �.01 3.74 1.35 2.25 0.5� 5.00 3.72 0.01 3.73 1.49 2.25 0.51 �.00 3.72 0.01 3.73 1,45 2.�5 0.51 5.00 3.7� 0.21 3.7� 1.50 �.25 0.51 5.00 3.72 0.01 3.73 1.55 2.25 0.51 5.00 3.72 0.01 3.73 1.fi0 2.Z� 0.51 5.00 3.7Z 0.01 3.73 1.65 2.25 0.51 5.00 3.7� 0.01 3.73 1.70 Z.25 0.51 5.00 3.72 0.01 3.73 1.75 2.25 0.51 5.00 3.7� 0.01 3.73 1.80 2.25 O.Sl 5.00 3.72 0.01 3.73 1.�5 �.�5 @:51 5.00 3.72 0.01 3.73 1.90 2.25- 0.51 5.00 �.72 0.01 3.73 1.g5 Z.�S 0.51 5.00 3.72 0.01 3.73 �.0� Z.25 �.51 5.00 3.7� 8.01 3.73 2.�5 2.25 �.51 5.g9 3.72 0.01 3.7� �.19 �.25 0.51 �.@0 3.�� 0.01 3.73 2.15 2.25 0.5� 5.60 3.72 0.01 3.73 2.�0 �.25 0.51 5.00 3.12 0.01 3.73 �.�5 �.25 0.57. 5.00 3.72 0.01 3.73 • 2.�0 �.25 0.51 5.�0 3.72 0.01 3.73 2.35 2.25 0.51 5.�0 3.7Z �.01 3.�3 2.40 Z.25 0.51 5.00 3.72 0.01 3.73 2.4� �.�5 0.�1 5,00 3.72 0001 3.73 2.54 �.�5 0.51 5.00 3.72 0.01 3,73 2.55 2.25 0,5� 5.00 3.72 �.01 3.73 2.69 2.25 0.51 5.00 3.72 fl.01 3.7� � 2.65 2.25 0,51 5.00 3.72 0.01 3.73 2.79 2.25 0.51 5.0� �.7Z �.0� 3.73 Z.75 �.?� 0.51 �.00 3.72 0.01 3.73 Z.8� �.�5 0.51 5.00 3.72 0.01 3.73 Z.85 2.25 0.51 5.00 3.72 0.01 3.73 2.90 2.Z5 0.51 5.�0 � 3.7� 0.01 �.7� 2.95 �.25 O.SI a.00 3.7� 0.01 3.73 3.0� �.�5 0,51 5.00 3.72 0.01 , 3.73 3.05 �.��• 0.51 �.�9 3,7Z 0.01 3.7� 3.�� �.25 0.�1 5,�0� 3.7� 0.01 3.73 3.y� 2.�5 0.51 5.60 3.72 @.@1 �.73 3.2.0 ?.?5 0.5� 5.09 3.7� 0.01 3.73 3.�5 �.�5 @.51 5.0a 3.72 �.01 3.73 3.30 2.25 0.51 5.E0 3.7� ' a.n1 �.23 3.�5 Z.25 0.51 5.�a. .3 3.7Z 0.01 3.73 Pa;e 3 Jared 5tore in Temecula B�z.s�m 3.40 2.25 0.51 5.00 3.72 0.01 3.73 3.45 2.25 0.51 5.00 3.7� 0.01 3.73 3.50 Z.25 0.51 5.00 3.72 0.01 3.73 3.55 2.25 0.51 5.00 3.72 0,01 3.73 �.6� 2.�5 0.51 5.00 3.7Z 0.01 3.73 3.65 2.�5 0.�1 5.00 3.72 0.01 3.73 3.70 2.25 0.51 5.00 3.72 0.01 3.73 3.75 2.25 0.51 �.00 �,72 0.01 3.73 3.80 2.25 0.51 5.00 3.72 0.01 �.73 3.85 2.25 0.51 5.00 3.72 0.01 3.73 �.90 �.2� 0.51 5.00 �.72 0.01 3.73 3.95 �.�5 0.�1 5.00 3.72 0.01 3.73 4.00 2.25 0.51 5.00 3.72 0.01 3.73 , 4.05 2.25 0.51 5.00 3,72 0.00 3.73 4.10 Z.25 0.51 5.00 3.72 0.00 3.73 4.15 2.25 0.51 5.00 3.72 0.00 �.73 4.Z0 2.2� 0.51 5.00 3.72 0.00 3.73 � 4.25 2.Z5 0.�1 5.00 3.7Z 0.00 3.7� 4.30 2.Z5 0.51 5.00 3.72 0.00 3.73 � 4.35 Z.25 0.51 5.00 3.72 0.00 3.73 4.49 2.25 0.51 5.00 3.72 0.00 3.73 4.45 �.25 0.51 5.00 �.7� 0.00 3.73 4.50 Z.�S 0.51 • 5.00 3.7Z 0.00 �.73 4.55 2.�5 0.�1 5.00 3.72 0.00 3.73 4.60 2.Z5 0.51 5.00 3.72 0,00 3.73 4.65 2.25 0.51 5.00 3.72 0.00 3.73 4.70 z.�5 0.51 �.00 3.72 0.00 3.72 4.75 Z.25 0.51 5.00 3.72 0.00 3.72 4.80 2.�5 0.51 5.00 3.7� � 0.00 3.72 4.85 2.�5 0.�1 5.00 3.72 0.00 3,7Z 4.90 2.25 0.51 5.00 3.72 0.00 3.7Z . 4.95 2.25 0.51 5.00 3.72 0.00 3.72 5.00 2.25 0.51 4.42 3.72 0.00 3.72 5.05 �.25 0.51 4.40 3,72 0.00 3.72 5.10 Z.��. 0.51 4.38 3.72 0.00 3.72 5.15 2.25 O.SZ 4.36 3.72 0.00 3.72 5.20 2.25 0.�2 4.34 3.72 0.00 3.72 5.25 2.Z5 0.52 4.33 3.7� 0.00 3.72 5.30 �.25 0.52 4.31 3.72 0.00 3.7� • 5.35 2.�5 0.52 4.29 3.7Z 0.00 3.7Z 5.40 2.25 0,53 4.27 3.72 0.00 3.7Z ' S.45 2.25 0.53 4.26 3.7� 0.00 3.72 5.50 �.25 0.5� 4.24 3.72 0.00 3.72 5,55 2.25 9.53 4.2� 3.72 0.00 3.72 5.60 2.25 0.54 4.Z1 3.72 0.00 �.72 5.6a 2.25 0.54 4.19 3.7Z 0.00 3.72 � 5.70 0.53 0.54 0.98* 3.72 0.00 3.72 5.75 0.47 0.54 0.87* 3.72 0.00 3.7Z Page 4 Jared Store in Temecula B�z.sum 5.80 0.44 0.54 0.81� 3.72 0.00 3.72 5.85 0.4Z 0.55 0.78* 3.71 0.00 3.71 5.90 0.41 O.SS 0.75* 3.71 0.00 3.71 5.95 0.40 0.55 0.73* 3.70 0.0� 3.70 6.00 0.39 0.55 0.70� 3.fi9 0.00 3.69 6.05 0.38 0.55 0.69* 3.69 �.@0 3.69 fi.10 0.37 0.55 0.fi7* �.68 0.00 3.68 fi.15 0.36 0.56 0.6�� 3.67 0.00 3.67 6.20 0.36 0.56 0.64* 3.66 0.00 3.66 6.Z5 0.35 0.56 0.62* 3.65 0.00 3.65 6.30 0.3� 0.56 0.61* 3.55 0.00 3.65 6.35 0.34 0.56 0.68* 3.64 0.00 3.64 6.40 0.33 0.57 0.58* 3.63 9.00 3.63 6.45 0.3z 0.57 0.57* 3.62 0.00 3.fi� 6.50 0.3� 0.�7 0.56* 3.61 0.00 3.6� 6.55 0.31 0.57 0.55*� �.60, 0.00 3.50 S.GO 0.31 0.57 0..54* 3,59 0.00 3.59 fi.6S 0.3g 0.57 0.�3� 3.�8 0.00 3.58 5.7� 0.30 0.58 0.52* 3,57 0.00 �.57 6.75 0.Z9 0.58 O.S1* 3.55 0.00 3.55 � 6.E0 0.29 0.�8 0.50* �.54 0.00 3.54 5.85 0.�9 0.58 0.49� 3.53 0.00 3,53 6.9@ 0.�8 0.58 0.48* �.52 0.00 3.52 6.95 0.28 0.58 0.47* 3.51 0.00 3.51 7.0� 0.27 0.59 9.47* 3.50 0.00 3.50 7.Q5 0.27 0.59 0.46* 3.48 0.00 �.48 7.19 0.27 0.59 0.45� 3.47 0.00 3.47 7.15 0.26 0.�9 0.44* 3.46 0.00 3.46 7.20 0.�6 0.59 0,44� 3.45 0.00 3.45 7.25 0.�5 0.59 0.43� 3.44 0.g0 3.44 7.30 0.25 0.59 0.42* 3.4Z 0.00 3.42 7.3� 0.25 0.60 0.42* 3.41 0.00 3.41 7.40 0.24 0.50 0.41* 3.40 0.00 3.40 7.45 0.24 0.50 @.40* 3.38 0.00 3.38 7.50 0.�4 0,fi0 0.40� 3.37 0.00 3,37 7.55 0.23 0.6@ 0.39* 3.3fi 0.00 3.36 7.50 0.23 0.60 0.38* 3.34 0.00 3.34 7.6� 0.23 0.61 0.3�* �.�3 0.00 3.33 7.7Q 0.Z3 0.51 0.37* 3.3� �.0@ 3.32 7.75 � �.�2 0.fi1 0.37* 3.�D �.00 3.30 � � 7.��� . 0.?� 0.61 0.35�� � 3.29 �.00 3.29 7.�5 0.�� �.61 0.35� � 3.�7 0.00 �.27 1.90 d.?1 0.61 0.35* 3.26 �.00 3.Z6 7.9� Q.�1 • 0.61 0.34* 3.25 0.00 3.25 8.00 �.11 0.6� 0.34� . 3.23 0.00 3.Z3 8.05 9.?0 0.62 0.33* 3.22 0.00 3.22 8.10 0.�� 0.62 8.33* 3.20 0.00 3.�0 �.15 0.29 0.6� Q.32� 3.19 0.00 3.19 P�ge � �ared 5tore in Temecula B�2,sum 8.20 0.�0 0.6� 0.31* 3.17 0.00 3.17 8.ZS 0.�1 0.62 0.34* 3.15 0.00 3.15 8.30 0.21 0.62 �.34* 3.14 0.00 �.14 8.35 �.21 0.63 0.33* 3.12 0.00 3,12 8.40 9.20 0.63 0.32* �.11 0.00 3.1� 8.45� 0.20 0.63 0.32� 3.09 0.00 • 3.09 8.50 0.20 0.63 0.31* 3.08 0.00 3.08 8.55 0.19 0.fi� 0.31* 3.06 0.00 3.06 8.60 0.19 0.53 0.3@* 3.05 9.00 3.05 . 8.6� 0.19 0.63 0.�9* 3.03 0.00 3.03 8.70 0.18 0.63 0.�9* 3.02 0.00 �.02 8.75 0.18 0.64 0.28* 3.00 0.00 3.00 8.80 0.18 0.fi4 0.28� 2.98 0.00 2.98 8.SS 0.17 0.64 0.27* 2.97 0.00 2.97 8.90 0.17 0.64 0.Z7* 2.95 0.00 2.95 8.95 9.17 0.64 0.26* 2.93 0.00 2.93 9.00 0.16 � 0.64 0.26� 2.92 0.00 2.92 9.05 0.16 0.64 0.25* �.90 0.00 2.90 � 9.10 0.16 0.fi4 0.�4* 2.88 0.00 2,88 9,15 0.15 0.65 @.24* 2.86 0.00 2.86 9.20 0.15 0.65 @.2�* 2.84 0.00 2.84 9.25 0.15 0.65 0.Z3* 2.8Z 0.00 2.82 9.30 0.14 0.55 0.22* 2.81 0.00 2.8� 9.35 0.14 0.65 0.2�� �.79 g.00 2.79 9.40 0.14 0.65 0.21� 2.77 0.00 Z.77 9.45 0.14 0.65 0.21* 2.75 0.00 Z.75 9.50 0.13 0.65 0.20* 2.73 0.00 2.73 9.55 0.13 0.66 0.20* Z.71 0.00 2.71 . 9.60 0.13 0.6fi 0.19� 2.69 0.0� 2.69 9.6� � 0.12 0.66 0.19* �.67 0.00 2.67 9.70 9.12 0.66 0.18* 2.65 0.00 2.65 9.75 0.1Z 0.56 0.18* Z.63 0.00 2.fi� 9.80 0.11 0.66 0.17* 2.69 0.00 �.60 9.85 0.11 0.66 0.17* 2.58 O.BB 2.58 9.9� 0.11 0.66 0,15* �.56 0.00 2.56 9.95 0.11 0.67 0.16� Z.54 0.00 Z.54 10.00 0.10 0.57 0.15* Z.S1 0.00 2.51 10.05 0.11 0.67 0.1fi* Z.49 0.00 2.49 10.10 0.11 0,67 0.16* 2.47 0,00 2.47 10.15 0.11 0.67 0.16* �.45 0.00 2.45 10.Z0 0.11 0.67 0.16* 2.42 0.00 2.42 10.25 0.11 0.57 0.�7� 2.40 0.00 2.40 � 10.30 0.11 0.67 0.17* 2,38 0.00 �.38 10.�5 g.11 0.67 0.17� 2.36 0.00 2.36 10.40 0.1� 0.68 0.17* 2.33 0.00 �.33 10.45 0.12 0,68 0.17* 2.31 0.00 Z.31 ' 10.50 0.1Z 0.68 0.17* 2.29 0.00 2.�29 10.55 0.12 0,68 0.18* 2.27 0.00 2.Z7 . Page 6 Jared 5tore in Temecu�a B-2.sum 10.50 0.1� 0.68 0.18* 2.Z5 0.00 2.25 10.65 9.12 0.58 0.18* 2.23 0.00 2.�3 10.70 0.12 0.68 0.18* 2.21 0.00 2.21 10.75 0.13 0.68 0.18* �.19 0.00 Z.19 10.80 0.13 0.68 0.19� 2.17 0.00 2.17 10.85 0.1� 0.69 0.19* �2.15 0.00 2.15 10.90 0.13 0.69 . 0.19* 2.13 0.00 2.13 10.95 0.13 0.69 0.19* �.11 0.00 2.11 11.00 0.13 0.69 0.19* 2.09 0.00 �.09 11.05 0.13 0.69 0.20* �.07 0.00 2.07 11.10 0.14 0.69 0.20* �.05 0.00 2.05 11.15 0.14 0.69 0.20� Z.03 0.00 Z.03 11.20 0.14 0.69 0.20* 2.01 0.00 2.01 11.25 0.14 0,69 0.�0� 1.99 0.00 1.99 • 11.39 0.14 0.69 0.20* 1.97 0.00 �.97 11,35 0.14 0.70 0.21* 1.95 0.00 1.95 11.40 0.14 0.70 0.21* 1.93 0.00 1.93 11,45 0.1� 0.70 0.21* 1,91 0.00 1.91 11.50 0.15 0.70 0.�1* �1.89 0.00 1.89 11.55 0.15 0.70 0.21* 1.87 0.00 1.87 11.60 0.15 0.70 D.21� 1.85 0.00 1.85 11.fi5 @.15 0.70 @.2�* 1.83 0.00 1.83 11.70 0.15 0.70 O.Z�* 1.82 0.00 1.8Z 11.75 0.1� 0.70 0.22* 1.80 0,00 1.80 is.8a e.16 e.�e a.zz� 1.�$ e.ee s.�s 11.8� e.16 0.�1 e.�z� 1.�6 e.ea z.�6 11.90 0.16 0.71 0.22* 1.74 0.00 1.74 1�.95 0.16 0.71 0.�3� �.73 0.00 1.73 12.08 @.15 0.71 0.2�* 1.71 0.00 1.71 1�.05 0.16 0.71 0.Z3* 1.59 0.00 1,59 12.10 0.16 0.71 0.23* 1.67 0.00 1.67 12.15 0.17 0.71 0.�3* 1,65 0.00 1.65 12.�0 0.17 0.71 0.23* 1.�4 0.00 1.fi4 12.�5 0.17 0.71 0.24* 1.62 0.00 1.6� 12.�0 0.17 0.71 0.24* 1.60 0.00 1.60 1�.35 0.17 0.71 0.Z4* 1.59 0.00 1.59 12.40 0.17 0.7� 0.24* 1.57 0.00 1.57 12.4� 0.17 0.72 0.24* 1.55 0.00 1.SS 12.50 0.18 0.72 0.24* 1.�3 0.00 1.53 12.55 0.18 0,72 0.25* 1.52 0.00 1.52 12.60 0.15 0.7Z 0.25* 1.50 0.00 1.�0 12.65 0.18 0.72 0.25� 1.48 0.00 1.48 12.70 0.18 0.72 9.25* 1.47 0.00 1.47 1�.75 O.lH 0.7Z 0.25* 1.45 0.0g 1.45 12,80 0..18 0,7Z 0.�5* 1.43 0.00 1.43 12.85 0.18 0.72 0.25� 1.42 �.08 1.42 12.90 �.19 0.72 0.26* 1.40 0.00 1.40 1�.95 0.19 0.73 0.2fi* 1.39 0.00 1.39 Page 7 �ared Store in TemecUla B-�.sum 13.00 �.19 0.73 0.26* 1.37 0.00 1.37 13.05 0.19 0.73 0.2fi* 1.35 0.00 1.35 13.10 0.19 0.73 0.26* 1.34 0.00 1.34 13.15 0,19 0.73 0.26* 1.32 0.00 1.32 13.20 0.19 0.73 0.26* 1.31 0.00 1.31 13.25 0.19 0,73 0.�7* 1.29 0,00 1.29 � 13.30 0.�0 0.73 0.27* 1.27 0.00 1.27 13.35 0.20 0.73 0.27* 1.26 0.00 1.26 13.40 0.20 0.73 0.27* 1,24 0.00 1.Z4 13.45 0.Z9 0.73 0.27� 1.23 0.00 1.23 13.50 0.20 0.73 0.27* 1.Z1 0.00 1.21 13.55 0.Z0 0.74 0.Z7* 1.20 0.00 1.20 13.60 0.20 0.74 0.28* 1.18 0.00 1.18 13.65 0.�0 9.74 0.28* 1.17 0.00 1.17 13.70 0.21 0.74 0.�8* 1.15 0.00 1.15 13.75 0.Z1 0.74 0.z8� 1.14 0.00 1,14 13.80 0.21 0.74 0.28* 1.1� 0.00 1.12 13.85 0.21 0.74 0.28* 1.11 0.90 1.11 13.90 0.21 0.74 0.28* 1.09 0.00 1.09 13.95 0.�1 0.74 9.29* 1.08 0.00 1.08 14.00 0.21 0.74 0.29* 1.96 0.00 1.06 14.05 0.Z1 0.74 0.29* 1,05 0.00 1.05 14.10 0.22 �.74 0.Z9� 1.03 0.00 1,03 14.15 0.�2 0.75 0.29* 1.02 0.00 1.02 14.20 0.22 0.75 0.29� 1.00 0.00 1.00 • 14.ZS 0.�2 0.75 0.�9* 0.99 0.90 0.99 � 14.30 0.22 0.75 0.�9* 0.98 0.00 0.98 14.35 0.�� 0.75 0.30� 0.96 0.00 0.96 14.40 0.22 0.75 0.30* 0.95 0.00 0.95 14.45 @.22 0.75 0.30� �.93 0.00 0.93 14.50 0.22 0.75 0.30� �.92 0.00 0.92 14.55 0.23 0.75 0.30* 0.91 0.00 0.91 14.50 0.�3 0.75 0.�0� 0.89 0.00 0.89 14.65 0.23 0.75 0.30* 0.88 g.00 0.88 14.70 0.23 0.75 0.30* 0.86 0.00 0.86 � 14.75 0.Z3 0.75 0.31* 0.85 0.00 0.85 14.80 @.26 0.75 0.35* 0.84 0.00 0.84 14.8� 0.26 0.76 0.3�* 0.82 0.00 0.8� 14.90 0.26 0.76 0.35� 0.81 0.00 0.81 14.95 0.�7 0.76 0.35* 0.80 0.00 0.80 15.00 0.27 0.76 0.35* 0.79 0.00 0.79 15.05 0.Z7 0.76 0.36* 0.78 0.00 0.78 �5.10 0.28 0.76 0.36* 0.76 0.00 0.76 15.15 0.28 0.76 0.37� 0.75 0.0@ 0.75 1�.20 0.29 0.75 0.38* 0.74 0.00 0.74 15.25 0.29 0.76 �.38* 0.73 0.00 0.73 15.30 0.30 0.76 0.39* 0.7Z 0.00 0.72 15.35 0.30 0.76 0.40* 0.71 0.00 0.71 . Page 8 �ared Store in Temecula B-2.sum 15.4� 0.31 0.76 0.40� 0.70 0.00 0.70 15.4� 0.31 0.76 0.41* 0.68 0.00 0.68 15.50 0.32 0.76 0.4Z* 0.67 0.00 0.67 15.SS 0.3Z 0.77 0.42* 0.66 0.00 0.66 15.50 0.33 0.77 0.43* 0.65 0.00 0.65 15.65 0.�4 0.77 0.44* 0.�4 0.09 0.64 15.70 0.34 0.77 0.45* 0.63 0.00 0�.63 15.75 @.35 0.77 0.46* 0,6� 0.00 0.62 15.80 0.36 0.77 0.47* 0.61 0.00 0.61 15.85 0.37 0,77 0.48* 0.60 0.00 0.60 15.90 0.37 0,77 0.49� 0.59 0.00 0.�9 1�.95 0.38 0.77 0.50* 0.55 0.00 0.58 1fi.00 0.39 0.77 0.51* 0.58 0.00 0.58 � 1fi.05 0.40 @.77 0.5�* 0.�7 0.�0 0.57 16.10 0.42 0.77 0.54* 0.5fi 0.00 0.56 15.15 0.43 0.77 0.�6* 0.55 0.00 0.55 1b.20 0.45 0,77 � 9.58* 0.54 0.00 0.54 1fi.2S 0.48 0.77 0.62* �.54 0.00 0.54 . 26.30 0.55 0.77 0.71* O.S� 0.00 @.�3� 1fi.3S �.25 0.78 2.90 O.SZ 0.00 0.52 16.40 �.25 0.78 2.90 0.�2 0.00 0.52 � 15.45 2.25 0.78 2.90 �.5� 0.0� 0.52 � 16.�0 2.25 0.78 2.90 0.52 0.00 0.52 ,. 1fi.35 2.Z5 0,78 �.90 0.52 8.00 0.52 , 15.60 2.�5 0.78 ?.39 0.5� 0.00 0.52 16.65 Z.�5 0.78 2.89 0.5� 0.00 0.52 16.70 2.25 0.78 2.89 0.52 0.00 9.52 16.�5 2.25 0.78 2.89 0.�2 0.90 0.52 16.80 2.25 0.78 2.89 0,52 0.00 0.5� 16.85 2.25 0.78 2.88 0.52 0.00 0.52 16.90 �.�5 0.78 2.88 O.S� 0.00 0.52 16.95 Z.25 0.78 2.88 0.5� 0.00 0.52 17.00 2.25 0.78 2.88 0.52 0.00 0.5Z - 17.�5 2.25 0.78 �.88 0.52 0.�0 0.52 17.10 2.25 0.78 2,88 0.52 0.00 0.5� 17.15 �.Z5 0.78 2.87 0.52 0.00 0.52 17.�0 2.2� 0.78 2.87 0.5� 0.00 0.52 17.25 2.25 0.78 �.87 0.52 0.00 0.5� 17.30 2.25 0.78 2.87 4.5� 0.00 0.52 17.35 �.25 . 0.79 Z.87 � 0.52 0.00 0.52 17.49 �.�5 0.79 2.85 0.52 �.�0 0.5Z 17.45 �.25 0.79 2.8v �.5� 0.00 � _�.52 ' 1�.5� 2.25 �.79 �.a� 0.52 �.00 0.5Z • 17.55 Z.25 0.79 2.8�- 0.�2 0.90 0.52 17.60 2.25 0.79 �.BG 0.52 0.�0 0.52 � ' 17.65 �.ZS 0.7� 2.86 0.52 0.00 0.52 7.'7.?0 . 2.25 0.79 2.86 0.5� 0.00 0.52 � 17.75 �.25 0:79 2.85 0.52 0.00 O.SZ Pa�e 9 . �ared Store in Temecula B-z.sum 17.80 2.25 0.79 2.85 0.5� 0.00 0.5Z 17.85 2.25 0.79 �.BS 0.52 0.00 0.52 17.90 Z.�S 0.79 2.85 0.52 0.00 O.SZ 17.95 2.2� 0.79 2.85 0.�2 0.90 0.52 18.00 2.25 0.79 2.85 0.52 0.00 0,�2 18.05 2.25 0.79 2.84. 0.52 0.00 0.5� 18.10 2.25 0.79 2.84 0.5� 0.00 0.52 18.15 2.25 0.79 2.84 0.52 0.00 0.52 18.20 2.Z5 0.79 2.84 O.S� 0.00 0.52 � 18.25 2.25 0.79 2.84 0.52 0.00 0.52 18.30 2.2� 0.79 2.84 0.52 0.00 0.52 18.35 �.�5 0.79 2.84 0.�2 0.00 0.52 18.40 2.25 0.79 2.83 0.52 0.00 0.52 18.45 2.25 0,79 Z.83 0.52 0.@0 0.52 18.50 Z.ZS 0.79 Z.83 0.52 0.00 0.5� 18.55 Z.�5 0.80 Z.83 0.52 0.00 O.S� 18.50 2.25 0.80 2.83 0.5� 0.00 0.52 18.6� 2,25 0.80 2.83 0.52 0.00 0.52 18.70 2.25 0.80 2.83 0.5Z 0.00 0.52 18.75 �.25 0.80 2.83 �.52 0.00 0.52 18.80 �.Z5 0.80 2.82 0.52 0.00 0.52 18.85 2.�5 0.80 Z.8� 0.5Z 0.0@ 0.52 18.90 Z.�5 0.80 Z.82 0.52 0.00 0.5� 18.95 2.25 0.80 Z.82 0.5� 0.00 0.�2 . 19.00 2.25 0.80 2.82 0.52 0.00 0.52 19.05 2.�5 0.80 2.82 0.52 0.00 0.52 19.10 2.25 0.80 2.82 0.5� 0.00 0.52 19.15 �.25 0.80 2.82 0.52 0.00 0.5Z 19.20 2.25 0.80 2.82 0.52 @.00 0.52 19.25 2.25 0.80 2.81 0.52 0.00 0.5Z 19.30 �.25 0.80 2.81 0.52 0.00 0.52 19.�5 2.2� 0.80 Z.81 0.52 0.09 0,52 19.40 Z.�S 0.80 �.81 0.5� 0.00 0.52 19.45 2.�5 0.80 2.81 0.52 0.00 0.�2 19.50 2.25 0.80 �.81 0.52 0.00 0.52 19.SS �.25 0.80 2.81 0.52 0.�0 0.5� 19.fi0 2.25 0.80 2.81 0.52 0.00 0.5� 19.65 2.25 0.80 2,81 0.5Z 9.00 0.52 19.70 2.25 0.80 2.81 0.�2 0.00 0.5� 19.75 2.25 0.80 2.81 0.52 0.00 0.52 � 19.80 Z.ZS 0.80 Z.80 g.S2 0.00 0.5Z 19.85 2.z5 0.80 2.80 0.52 0.00 0.52 19.90 2,25 0.80 2.80 0.52 0.00 0.52 19.95 2.25 0.80 2.80 O.S� 0.00 0.�2 20.00 2.25 0.89 2.80 0.52 0.00 0.52 20.05 2.25 0.80 2.80 9.5Z 0.00 0.52 20.10 Z.2� 0,80 z.80 0.�2 0.00 0.52 �0.15 Z.�5 0.80 2.80 0,52 0.00 0.5Z Page 10 �ared Store �n Temecula B-Z.sum Z0.�0 �.25 0.80 2.80 0.52 0.00 0.52 20.25 2.25 0.81 2.80 0.5� 0.00 0.52 20.30 2.�5 0.81 2.80 O.S� 0.09 0.52 �0.35 2.25 0.81 2,80 0.52 0.00 0.52 � 20.40 2.25 0.81 Z.79 0.52 0.00 0.5Z 20.45 2.Z5 0.81 2.79 0.52 0.00 � ' 0.5Z �0.50 2.25 0.81 2.79 0.52 0.00 0.52 20.55 Z.25 0.81 2.79 O.�Z 0.00 0.5� 20.60 2.25 0.81 �.79 0.52 0.00 0.�2 Z0.65 Z.Z5 0.81 2.79 0.52 0.00 @.S2 �0.70 2.25 0.81 2.79 0.52 0.00 0.52 20.75 2.25 0.81 2.79 0.52 0.00 0.52 20.80 2.25 0.81 2.79 0.5�, 0.00 0,52 Z0.85 �.25 0.81 2.79 0.52 0.00 0.52 Z0.90 2.25 0.81 2.79 0.�2 0.00 0.5Z 20.95 2.2� �.81 2.79 0.52 0.00 0.�2 21.00 2.25 0.81 2.79 0.52 0.00 0.52 21.05 2.25 0.81 2.78 0.5z 0.00 0.52 21.10 2.�5 0.81 �.78 O.Sz 0.00 0.52 21.1� 2.25 0.81 2.78 0.5Z 0.00 0.5� 21.20 2.25 0.81 2.78 0.�2 0.00 0.52 �1.25 �.ZS 0.81 2.78 0.52 0.00 0.52 ' 21.30 2.25 0.81 2.78 0.52 0.00 0.�2 21.35 2.Z5 0.81 2.78 0.52 0.00 0.52 � Z1.40 2.25 0.81 2,78 0.52 0.0� 0.5� 21.4� 2.�5 0.8� 2.78 0.52 0.00 9.52 � . 21.50 �.ZS �0.81 2.78 0.52 0.00 0.5Z 21.55 2.25 �.81 2,78 0.52 0.00 0.52 21.fi0 2.25 0.81 2.78 0.5� 0.00 0.52 ��.65 �.�5 0,81 �.78 0.52 0.00 0.5Z 21.70 2.25 0.81 �.78 0.52 0.00 0.52 21.75 2.�5 @.81 2.78 0.52 0.�0 0.5� 21.80 �.25 � 0.8� 2.77 0.52 0.00 0.52 21.85 2.25. 0.51 Z.77 0.52 0.�0 0.52 21.90 �.25 0.81 2.77 0.�2 0.00 0.52 ��.95 2.25 0.81 • z.77 0.5Z @.00 0.5Z 22.00 �.Z5 0.81 �.77 0.52 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0.52 0.00 0.52 Z4.75 2.�5 0.82 �.74 0.52 9.00 0.52 �4.80 2.25 0.82 2.74 0.52 0.00 0.52 - 24.85 2.25 0.82 2.74 0.52 0.00 0.52 �4.°0 2.25 0.8� 2.74 0.52 0.00 0.52 � 24.95 2.25 0.82 2.74 0.�2 0.00 0.52 Page lZ �ared Store i� Temecula 6-�.s�m �5.00 Z.�S 0.82 �.74 0.5Z 0.00 0.52 25.05 2.25 @.82 2.74 0.52 0.00 0.5� 25.10 2.25 0.82 2.74 0.52 0.00 0.5� Z5.15 2.25 0.8� 2,74 0.5Z 0.00 0.52 25.20 2.�7 0.8� �.75 0.52 0.00 0.5� 25.25 2.26 0.8� 2.76 0.52 0.00 0.5Z �5.30 Z.�6� 0.82 2.75 O.SZ 0.00 0.52 25.35 2.26 0.82 2.75 0.�2 0.00 �.52 2�.40 2.25 0.8Z 2.75 0.52 0.00 0.52 Z5.45 2.26 0.82 2.75 0.52 0.00 0.52 _ z5.�0 �.26 0.82 2.75 0.5� 0.00 0.52 25.55 2.26 0.82 Z.75 0.52 0.00 0.52 . �5.60 Z.�6 0.82 2.75 O.SZ 0.00 0.52 25.65 2.26 0.82 Z.75 0.52 0.00 0.5Z 2�.70 2.Z6 0.82 Z.74 0.�� 0.00 0.5� 25.75 2.Zfi 0.82 2.74 0.52 0.00 0.5� 25.80 �.26 0.82 2.74 0.52 0.00 0.52 25.85 2.26 O.SZ 2.74 0.52 0.00 0.52 25.90 2.�5 0.82 2.74 0.5� 0.00 0.52 Z5.95 2.25 0.82 2.74 0.52 0.00 0.�2 � �6.00 2.25 0.82 Z.74 0.5Z 0.00 0.52 26.05 �.25 0.8Z 2.73 0.52 0.00 0.52 26.10 Z.25 0.82 2.73 0.52 0.09 0.52 26.�5 2.25 0.8� �.73 0.5Z 0.00 0.52 � 26.20 2.2� 0.82 2.73 0.5� 0.00 0.52 26.25 2.25 0.82 2.73 0.52 0.00 0.52 26.30 2.�5 0.82 2.73 0.5� 0.00 0.52 Z6.35 2.25, 0.82 Z.73 0.52 0.00 0.5� 26,40 2.25 0.8� 2.73 0.52 0.00 0.�2 26.45 2.25 9.82 �.7Z 0.�� 0.00 0.52 26.50 2.25 0.82 �.7Z 0.52 0.00 0.52 26.5� 2.�5 0.83 2.7Z 9.52 0.00 0.52 26.60 2.24 0.83 �.72 0.52 0.00 0.52 25.65 2.24 0.83 2.72 0.52 0.00 0.52 � Z6.70 2.�4 0.83 2.7� 0.52 0.00 0.5Z �6.75 �.24 0.83 2.72 0.52 0.00 0.5Z 26.80 2.24 0.83 �.71 0.52 0.00 0.52 26.85 2.�4 0.83 2.71 0.52 0.80 0.52 �6.90 �.24 0.83 2.71 0.5Z 0.00 0.52 26.95 Z.24 0.83 2.71 @.52 0.00 0.5� �7.00 �.24 0.83 2.71 0.52 0.00 0.52 27.05 2.24 0.83 �.7� 0.52 0.00 0.52 27.10 2.24 0.83 �.71 0.52 0.00 0.5Z 27.15 � 2.24 0.83 2.71 0.5� 0.00 0.5� � 27.20 2.24 @.83 2.79 0.52 0.00 O.SZ 27.�5 �.24 0.83 �.70 0.�� 0.00 0.52 27.30 2.24 0.53 Z.70 0.52 0.00 0.52 �7.35 Z.�3 0.83 2.70 0.5Z 0.00 0.�2 Page 13 � 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0.83 2.62 O.S� 0.00 0.5Z 31.45 Z.18 0.83 2.61 0.52 9.00 0.5Z 31.50 2.18 0.83 �.61 0.52 @.00 0.5Z " �1,55 2.�18 0.83 Z.61 0.52 0.00 0.52 31e60 2.18 0.83 2.61 �.52 0.00 O.�Z �1.65 a.18 0.83 ?..61 0.5� 0.00 �.52 31.70 2.18 0.53 �.61 0.�7_ 0.00 0.52 31.75 ?,1� : � 0.83 2.�1 �.5Z 0.00 0.52 31.80 �.�8 0.83 �.61 0.52 0.00 a.52 31.85 2.18 0.8� Z.�l 0.52 9.00 0.52 31.90 2.18 0.83 2.61 0.52 0.00 0.5Z 31.95 2.18 0.8� Z.61 0.5� 0.00 O.SZ 32.00 2.18 0.83 �.51 0.52 0.00 0.52 3�.05 �.18 0.83 �.�1 0.52 0.00 0.52 • 32.10 �.17 0.83 2.61 0.5� � 0.@9 0.�2 � 3Z.1� 2.17 0.a3 2.G1 O.S2 S.@0 �.�� �age 1S � �ared Store xn Temecula B-�.sUm 32.�0 2.17 0.8� 2.61 0.52 @.00 0.5� � 32.25 2.17 0,83 �.6� 0.52 0.00 O.S� 3�.30 �.17 0.83 2.61 0.5� 0.00 0.�2 , 32.35 2.17 0.83 Z.61 0.52 0.00 0.52 32.40 2.17 0.83 2.61 0.52 0.00 0.5� 32.45 �.17 0.83 2.61 O,�Z 0.00 0.5� 32.50 2.17 0.83 �.61 0.52 0.00 0.52 3Z.S5 Z.17 0.83 2.61 0.52 0.00 0.52 32.60 2.17 0.83 Z.6� 0.52 0.00 0.52 32.fi5 2.17 0.83 2.61 0.52 0.00 0.5Z 3Z.70 �.17 0.83 �.61 0.52 0.00 0.52 32.75 0.48 0.83 0.58* O.SZ 0.00 0.52 3Z.80 0.44 0.83 0.53� 0.52 � 0.00 0.52 32.85 0.42 0.83 0.51* 0.�1 0.00 0.51 32.90 0.41 0.83 0.49* 0,50 0.00 0.50 32.95 0.40 0.83 0.48* 0.49 0.00 0.49 33.00 0.38 0.8� 0.46* 0.48 0.00 0.48 33,05 0.�8 0.83 0.45* 0.48 0.00 0.48 33.10 0.37 0.83 0.44* 0.47 0.00 0.47 33.15 0.36 0.83 0.43* 0.46 0.00 0.46 33.20 0.35 0.83 0.42* 0.45 0.00 0.45 33.25 0.34 0.83 0.41* 0.44 0.00 0.44 33.30 0.34 0,83 0.41* 0.43 0.00 0.43 � 33.35 0.33 0.83 0.40* 0,42 0.00 0.4� . 33.40 0.32 0.83 0.39� 0.41 0.00 0.41 33.4� 0.32 0.83 0.39* 0.40 0.00 0.40 33.50 0.31 0.83 0.38* 0.39 0.00 0.39 33.55 0.31 0.83 0.37* 0.38 0.00 0.38 33.60 0.30 0.83 0.37* 0.37 0.00 0.37 33.65 0.39 0.83 0.�6* 0.35 0.90 0.35 33.70 0.29 0.8� 0.35* 0.35 0.00 0.35 33.75 0.29 0.83 0.35* 0.�4 0.00 0.34 33.80 0.28 0.83 0,34* 0.33 0.00 0.33 33.85 0.28 0.83 0.34� 9.31 0.00 0.31 3�.90 0.27 0.83 0.33* 0.30 0.00 0.30 ` 33.95 0.�7 0.83 0.33* 0.29 0.00 .0.29 34.00 0.�7 @.83 0.32* 0.Z8 0.00 0.28 34.05 0.26 0.83 0.3�* 0.27 0.00 0,27 34.10 0.Z6. 0.83 0.�1* 0.26 0.00 0.26 34.15 0.25 0.83 0.31* 0.24 0.00 0.�4 34.20 0.25 0.83 0.30* 0.Z3 0.00 0.23 34.25 0.25 0.83 0.30* 0.22 0.00 0.22 34.30 0.�4 0.83 0.29* 0.21 0.00 0.�1 � 34.35 0.24 0.82 0.Z9� 0.19 0.00 0.19 34.40 0.24 0.8Z 0.29* 0.18 0.00 0.18 34.45 0.Z3 0.82 0.28* 0.17 0.00 0.17 34.50 0.23 0.82 0.�8* 0.16 0.00 0.16 34.55 0.22 0.8� 0.27* 0.14 9.00 0.14 Page l6 1 �ared Store �.n Temecula B-2.sum 34.60 0.�2 0.82 0.27* 0.13 0.00 0.13 34.fi5 0.22 0.82 0.�5�` 0.12 0.00 0.12 34.70 0.21 O.SZ 0.25�` 0.10 0.00 0.10 34.75 0.�1 0.82 0.26* 0.09 0,00 0.09 34.80 0.21 0.82 0.25* 0.07 0.00 0.07 34.8� 0.20 0.82 0.25* 0.06 0.00 0.06 �4.90 0.20 0.8� 0.24'� @.04 0.00 0.04 34.95 0.20 0.82 0.Z4* 0.03 0.00 0.03 35.00 0.19 0.8� 0.24* 0.02 0.00 0.0z 35.05 2.00 0.82 �.00 0.00 0.00 0.00 � 35.10 2.00 0.8Z 5.00 0.00 0.00 0.00 35.15 2.00 0.82 5.00 0.00 0.00 0.00 35.�0 2.00 0.82 5.00 0.00 0.00 0.00 35.25 2.00 0.82 5.00 0.00 0.00 0.00 35.30 2.00 0.8� 5.00 �.00 0.00 0.00 35.35 2.00 O.SZ 5.00 0.00 0.00 0.00 35.40 Z.00 0.82 5.00 0.00 0.00 0.00 35.45 2.00 0.82 5.00 0.00 0.00 0.00 3�.50 2.00 0.82 5.00 0.00 0.00 0.00 35.55 2.00 0.52 5.00 0.00 0.00 0.00 � 35.60 2.00 0.82 5.00 0.00 0.00 0.00 35.65 z.00 0.82 �.00 0.00 9.00 0.00 . 35.70 2.D0 0,82 �.00 0.00 0.00 0.00 3�.75 2.00 O.SZ 5.00 0.00 0.00 0.00 35.80 2.90 0.82 5.00 0.00 0.00 0.00 35.8� 2.00 0.82 5.00 0.00 0.00 0.00 . 35.90 2.00 0.82 5.00 0.00 0.00 0.00 35.95 2.00 0.82 5.00 0.00 0.00 0,00 36.00 2.00 0.8� 5.00 0.00 0.00 0.00 36.05 �.00 0.82 5.00 8.00 0.00 0.00 35.10 2.00 0.82 5.00 0.00 0.00 0.00 36.15 2.00 0.82 5.00 0.09 0.00 0.00 36.20 Z.00 0.82 5.00 0.00 0.00 0.00 36.2�' 2.00 0.82 5.00 0.00 0.00 0.00 36.30 2.00 0.81 5.00 0.00 0.00 0.00 � 36.35 2,00 0.81 5.�0 0.00 0.00 0.00 � 35.40 �.0� 0.83. 5.00 0.00 0,00 0.00 3E.45 2.00 0.81 5.00 0.00 0.00 0.00 35.50 2.00 0.E1 5.00 0.00 0.00 0.00 36.�5� �.0@ 0.81 5.00 �.09 0.00 0.00 3s.60�� � 2.�0 0.81 5.00 �.00 0.00 0.00 36.65 Z.00 0.81 5.�0 0.00 �.00 0.00 36.�0 2.00 0.81 5.00 0.00 �.00 0.00 36.75 2.F3� 0.81 5.00 � 0.00 0.00 0.00 3s.80 �.00 0.81 5.�0 0.00 0.�0 0.00 3fi.85 2.82 0.81 5.09 �3.00 0.00. 0.0g 36.90 7.20 0.81 5.00 0.00 0.00 0.00 - 36.95 Z.00 0.81 5.00 �.09 0.00 0.00 Page 17 � lared 5tore in Temecula B-2.sum 37.00 Z.00 0.81 5.00 0.00 0.00 0.00 37.95 2.00 0.81 5.00 0.00 0.00 0.00 , 37.10 2.00 0.81 5.00 0.00 0.00 0.00 37.15 �.00 0.81 5.00 0.00 0.00 0.00 � 37.20 2.00 0.81 5.00 0.00 0.00 0.00 37.25 �.00 0.81 5.00 0.00 0.00 0.00 37.30 2.00 0.81 5.00 0.00 0.00 0.00 37.35 Z.00 •0.81 5.0� 0.00 0.00 0.00 37.40 2.00 0.81 5.90 0.00 0.00 0.00 37.45 �.00 0.81 5.00 0.00 0.00 0.00 , 37.50 Z.00. 0.81 5.00 0.00 0.00 0.00 37.55 2.00 0.81 5.00 0.00 0.00 0.00 37.60 2.00 0.81 5.00 0.00 0.00 0.00 37.6� 2.00 0.81 5.00 0.00 0.00 0.00 37.70 2.00 0.81 5.00 0.00 0.00 0.00 37.75 2.00 0.81 5.00 0.00 0.�0 0.00 37.80 2.00 0.81 5.00 0.00 0.00 9.00 37.85 �.00 0.81 5.00 0.00 0.00 0.0� �7.90 2.00 0.81 �.00 0.00 0.00 0.00 37.95 2.00 0.81 5.00 0.00 0.00 �.00 38.00 2.00 0.81 5.00 0.00 0.00 0.00 38.05 �.00 0.81 5,00 0.00 0.00 0.00 38.10 2.00 0.81 5.00 0:00 0,00 0.00 38.15 2.00 0.80 5.00 0.08 0.00 0.00 38.�0 Z.00 0.80 5.00 0.00 0.00 0.00 38.�5 2.00 0.80 �.00 0.00 0.00 0.00 38.30 2.90 0.80 5.00 0.00 0.00 0.00 38.35 2,00 0.80 5.00 0.00 0.00 0.00 38.40 2.00 0.80 5.00 0.00 0.00 0.00 38.45 2.00 0.80 5.00 0.00 0.00 0.00 38.50 �.00 0.80 5.00 0.00 0.00 0.00 38.55 2.00 0.80 5.00 0.00 0.0� 0.00 38.60 2.00 0.80 5.00 0.00 0.00 0.00 38.65 2.00 0.80 �.00 0.00 0.00 0.00 38.70 2.00 0.80 5.00 0.@0 0.00 0.00 38.75 2.00 0.80 5.00 0.00 0.00 0.00 38.80 �.00 0.80 5.0g �0.00 0.00 0.00 38.85 2.00 0.80 5.00 0.00 0.00 9.00 38.90 2.00 0.80 5.00 0.00 0.00 0.00 38.9� 2.00 0.80 5.00 0.00 0.00 0.00 3�9.00 2.00 0.80 5.00 0.00 0.00 0.00 39.05 �.00 0.89 5.�0 0.00 0.00 0.00 39.10 2.00 0.80 5.00 0.00 0.00 0.00 39.15 2,00 0.80 5.00 0.00 0.00 0.00 39.20 2.00 0.80 5.00 0.00 0.00 0.00 39.�5 2.00 0.80 5.00 0.00 0.00 0.00 � 39.30 2.00 0.80 5.00 0.00 0.00 0.00 39.35 �.00 0.80 5.00 0.00 0.00 0.00 � Page 18 - Jared 5tare in TQmecula B�2.�um 39.40 2.00 0.80 5.00 0.00 0.00 0.00 39.4� Z.00 0.80 5.00 0.00 0.00 0.00 39.50 2.90 0.80 5.00 0.00 0.00 0.00 39.55 2.00 0.80 5.00 0.00 0.00 0.00 39.fi0 2.00 0.80 5.00 0.00 0.00 0.00 39.fi5 Z.00 0.80 5.00 0.00 0.00 0.00 39.70 �.00 0.8� 5.00 0.00 0.00 0.00 39.7� 2.00� 0.80 5.00 0.00 0.00 0.00 39.80 2.00 0.80 5.00 0.00 g.00 g.00 39.85 2.00 0.80 5.00 0.00 0.00 0.00 39.90 2.00 0.80 5.00 0.00 0.00 0.00 39.95 2.00 0.79 5.00 0.00 0.00 0.00 40.00 2.00 0.79 5.00 0.00 0.00 0.00 � 40.0� 2.00 0.79 5.00 0.00 0.00 0.00 � � 40.10 Z.00 0.79 5.00 0.00 0.00 0.00 40.15 2.00 0.79 5.00 0.00 0.00 �.00 40.Z0 2.00 0.79 5.00 0.00 0.00 0.00 40.25 2.00 0.79 5.00 0.00 0.00 0.00 40.30 Z.00 0.79 5.00 0.00 0.00 0.00 40.35 2.00 0.79 �.00 0.00 0.00 0.00 . 49.40 Z.00 0.79 5.00 0.00 0.00 0.00 40.45 2.00 0.79 5.00 0.00 0.00 0.00 . 40.50 2.00 �.79 5.00 0.00 0.00 0.00 40.55 2.00 0.79 5.00 0.00 0.00 0.00 40.60 2.00 0.79 5.00 0.00 0.00 0.00 40.65 2.00 0.79 5.00 0.00 0.@0 0.00 40.70 Z.00 @.79 �.00 0.00 0.�0 0.00 • 40.75 Z.aO 0.79 5.00 0.00 0,g0 0.00 , 40.80 2.00 0.79 5.90 0.00 0.00 0.00 40.85 2.00 0.75 5.00 0.09 0.00 0.00 40.90 2.0@ 0.79 5.00 0.00 0.00 0.00 40.9� 2.00 0.79 5.00 0.00 0.00 0.00 41.00 2.00 0.79 5.00 �.00 0.00 0.00 41.05 2.00 0.79 5.00 0.00 0.00 0.00 41.10 2.00 0.79 �.00 0.00 0.00 0.00 41.15 2.00 0.79 5.00 0.00 0.00 0.00 41.�0 �.00 0.79 5.00 0.00 0.00 0.00 41.25 2.00 0.79 5.00 0.00 0.00 0.00 . 41.30 2.00 0.79 5.00 �.00 0.00 0.00 41.35 2.00 0.79 5.00 0.00 0.00 0.00 41.40 2.00 0.79 5.00 0.00 0.00 0.00 41.45 2.00 0.79 a.00 0.00 0.00 0.�0 41.50 2.00 0.79 5.00 0.00 0.02 0.00 41.55 2.00 0.79 5.00 0.00 0.00 0.00 41.60 2.00 0.79 5.00 0.00 0.00 0.00 41.6� 2.00 0.78 5.00 0.00 0.00 0.00 41.70 2.00 0.78 5.00 0.00 0.00 0.00 41.75 2.00 0.78 5.00 0.00 0.�0 0.00 Page 19 �ared 5tore in Temecula B-2.�um 41.80 2.00 0.78 �.00 0.00 0.00 0.00 41,85 2.00 0.78 5.00 0.00 0.00 0.00 41.90 2.00 0.78 5.00 0.00 0,00 0.00 41.95 �.00 0.78 5.00 0.00 0.00 0.00 42.00 2.00 0.78 5.00 0.00 0.00 0.00 42.05 2.00 0.78 5.00 0.00 0.00 0.00 42.10 2.00 0.78 5.00 0.00 0.00 0.00 42.1� 2.00 9.78 �.00 9.00 0.00 0.00 42.Z0 Z.00 0.78 5.00 0.00 0.00 0,g0 . • 42.25 2.00 0.78 5.00 0.00 0.00 0.00 42.30 2.00 0.78 5.00 0.00 0.00 0.00 42.35 Z.00 0.78 5.00 0.00 0.00 0.80 42.40 2.00 0.78 5.00 0.00 0.00 0.00 4z.45 2.00 0.78 5.00 0.90 0.00 0.00 4�.50 2.�0 0.78 5.00 0.00 0.00 0.00 42.55 2.00 0.78 5.00 0.00 0.00 0.00 42.60 2.00 0.78 5.00 0.0@ 0.00 0.00 42.fi5 2.00 0.78 5.00 0.00 0.00 0.00 42.70 Z.00 0.78 5.�0 0.00 0.00 0.00 42.75 2.09 0.78 5.00 0.00 0.00 0.00 42.80 �.00 0.78 5.00 0.00 0.00 0.00 42.85 2.00 0.78 5.00 0.00 0.0@ 0.00 42.90 2.00 0.78 5.00 0.00 0.00 0.00 42.95 2.00 0.78 5.00 0.00 0.00 0.00 43.00 2.00 0.78 5.00 0.00 0.00 0.00 4�.05 2.00 0.78 5.00 0.00 0.00 0.00 43.10 2.00 0.78 �.00 �.00 0.00 0.00 43.15 2.00 0.78 5.00 �.00 0.0@ 0.00 43.�0 �.00 0.78 5.00 0.00 0.00 0.00 43.25 2.00 0.78 5.00 0.00 0.00 0.00 43.30 2.00 0.77 5.00 0.00 0.00 0.0� 43.35 2.00 0.77 5.00 0.00 0.00 0.00 43.40 2.00 0.77 5.00 0.00 0.00 0.00 43.45 2.00 0.77 5.00 0.00 0.00 0.00 43.50 �.�00 0.77 5.00 0.00 0.00 0.00 43.�5 2.00 0.77 5.00 0.00 0.00 0.99 43.60 Z.00 0.77 5,00 0.00 0.00 0.00 43.6� 2.00 0.77 5.00 0.00 0.00 0.00 43.70 2.00 0.77 5.00 0.00 0.00 0.00 43.75 2.00 0.77 5.00 0.00 @.00 0.�0 43.80 2.00 0.77 5.00 0.00 0.00 0.00 . 43.85 �.00 0.77 5.00 0.00 0.00 0.00 43.90 �.00 0.77 5.00 0.00 0.00 0.00 43.9� 2.00 0.77 5,00 0.00 0.00 0.00 44.00 2.00 0.77 5.00 0.00 0.�0 0.00 44.05 2.00 0.77 5.00 0.09 0.00 0.00 44.10 2.00 0.77 5.00 0.00 0.00 0.00 44.�5 �.00, 0.77 5.00 0.00 0.00 0.00 Page 20 Jared Store in Temecu�a 6-2.sum 44.�0 2.00 0.77 5.00 0.00 0.00 0.00 44.2� 2.00 0.77 5.00 0.00 0.00 0.00 44.30 2.00 0.77 5.00 0.00 0.00 0.00 44.35 2.00 0.77 5.00 0.00 0.00 0.00 44.40 2.00 0.77 �.00 0.00 0.00 0.00 44.45 �.00 0.77 �5.00 0.00 0.00 0.00 44.50 2.00 0.77 5.00 0.00 0.00 0,00 44,5� 2,00 0.77 5.00 0.00 0.00 • 0.00 � 44.60 z.00 0.77 5.00 0.00 0.00 0.00 44.65 2.00 0.77 5.00 0.00 0.00 0.00 44.70 2.00 0.77 5.00 0.00 0.00 0.00 44.75 Z.00 0.77 �.00 0.00 0.00 0.00 44.80 Z.00 0.77 5.00 0.00 0.00 0.00 44.85 2.00 0.77 5.00 0.00 0.00 0.00 44.90 �.00 0.76 5.00 0.00 0.00 0.00 44.95 2.00 0.75 5.00 0.00 0.00 0.00 45.00 2.00 0.76 5.00 0.00 0.00 0.00 45.05 2.00 0.76 5.00 0.00 0.00 0.00 45.10 2.00 0.76 5.00 0.00 0.00 0.00 45.15 2.00 0.76 5.00 0.00 0.00 0.00 45.20 2.�0 0.76 5.00 0.00 0.00 0,00 4S.ZS Z.00 0.76 5.00 0.00 0.00 0.00 45.30 2.00 0.75 5.00 0.00 0.00 0.00 45.�5 2.0�� 0.76 5.00 0.0� �.00 0.00 45.40 2.90 0.76 5.00 0.00 0.00 0.00 45.45 2.00 0.76 5.00 0.00 0.00 0.00 . 45,50 2,�0 0.76 5.00 0.00 0,00 0.00 45.55 Z.00 0.76 5.00 0.00 0.00 0.00 45.fi0 2.00 0.76 5.00 0.00 0.00 0.00 . 45.65 2.00 0.76 5.00 0.00 0.00 0.00 45.70 Z.00 0.�6 5.00 0.00 0.09 0.00 - 4�.75 2.00 0.7fi 5.00 0.00 0.00 0.00 45.80 2.00 0.76 5.00 0.00 �.00 0.00 45.85 2.00 0.76 5.00 0.00 0.00 0.00 45.90 2.00 0.76 5.00 0.90 0.00 0.00 45.9� 2.00 0.76 5.00 0.00 0.00 0.00 46.00 Z.00 0.76 5.00 0.00 0.00 0.00 45.05 2.00 0.76 5.00 0.00 0.00 0.00 46.10 2.00 0.76 5.00 0.0D 0.00 0.0@ 46.15 �.�0 0.76 5.00 0.00 0.00 0.00 46.20 2.00 0.76 5.00 0.00 0.00 0.00 4�.25 2.�0 0.76 5.00 0.00 0.00 0.00 4fi.30 2.00 0.76 5.00 0.00 0.00 0.00 46.35 2.00 0.76 5.00 0.00 0.00 0.00 46.40 2.00 0.76 5.00 0.00 0.00 0.00 46.45 2.00 0.76 5.00 0.00 0.00 @.00 4fi.S0 2.00 0.7� 5.00 0.00 0.00 0.00 46.55 2.00 0.?5 5.00 0.00 0.00 0.00 Page 21 � Jared 5tare in Temecula B-2.�um 46.60 2.00 0.75 5.00 0.00 0.00 0.00 46.65 2.00 0.75 5.00 0.00 0.00 0.00 46.70 Z.00 0.75 5.00 0.00 0.00 0.00 46.7� 2.00 0.75 5.00 0.00 0.00 �.00 46.80 2.00 0.75 5.00 0.00 0.00 0.00 46.85 2.90 0.75 5.00 0.00 0.00 0.00 45.90 2.00 0.7� 5.00 0.00 0.00 0.00 � 46.95 �.00 0.75 5.g0 0.00 0.00 0.00 47,09 2.90 0.75 5.00 0.00 0.00 0.00 47.05 2.00 0.75 5.00 0.00 0.00 0.00 47.10 2.00 0.75 5.00 0.00 0.00 0.00 47.15 2.00 0.75 5.00 0.00 0.00 0.00 47.20 2.00 0.75 5.00 0.00 0.9� 0.00 47.25 �.00 0.75 5.00 0,0� 0.00 0.00 47.30 2.00 0.75 5.00 0.00 0.00 0.00 47.35 2.00 0.75 5.00 ' 0.00 0.00 0.00 47.40 2.00 0.75 5.00 0.00 0.00 0.�� 47.45 2.00 0.75 5.00 0.00 � 0.00 0.00 47.50 2.00 0.75 5.00 0.00 0.90 0.00 47.55 2.00 0.75 5.00 0.00 0.00 0.00 47.fi0 2,00 0.75 5.00 0.00 0.0� 0.00 47.fi5 Z.00 0.7� 5.00 �.00 0.00 0.g0 47.70 '2.00 0.75 5.00 0.00 0.00 0.00 47.75 2.00 0.75 5.00 0.00 0.00 0.�0 � 47.80 2.00 � 0.75 5.00 0.00 0.00 0.00 47.85 2.00 0.75 5.00 0.00 0.00 0.00 47.90 2.00 0.75 5.00 0.00 0.00 0.00 47.95 �.00 0.75 5.00 0.00 0.00 0.00 • 48,0� 2.00 0.75 5.00 0.00 0.00 0.00 48.05 2.00 0.74 5.00 0.00 0.00 0.00 � � 48.10 2.00 0.74 5.90 0.00 0.00 0.00 48.1� �.00 0.74 5.00 0.00 0.00 0.00 48.20 2.00 0.74 �.00 0.00 0.00 0.00 48.ZS �.00 0.74 5.00 0.00 0.00 0.00 48.30 2.00 0.74 5.00 0.00 0.00 0.00 � 48.35 2,00 0.74 5.00 0.00 0.00 0.00 48.40 2.00 0.74 5.00 0.00 0.00 0.00 48.45 �.00 0.74 5.00 0.90 0.00 0.00 48.50 2.00 0.74 5.00 0.00 0.00 0.00 48.55 Z.00 0.74 5.00 0.00 0.g0 0.00 48.60 2.00 0.74 5.00 @.00 0.00 0.00 48.65 2.00. 0.74 5.00 0.00 0.00 0.00 48.70 2.00 0.74 �.00 0.00 0.00 0.00 48.75 Z.00 0.74 5.00 �.00 0.00 0.00 48.80 2.00 0.74 5.00 0.00 0.00 0.0g 48.85 2.00 0.74 5.00 0.00 0.00 0.00 48.90 2.00 0.74 5.00 0.00 0.00 0.00 48.95 2.00 0.74 5.00 0.09 0.00 0.00 Page ZZ Jared 5tore �n Temecula B�2,sum 49.00 2.00 0.74 5.00 0.00 0.00 0.00 49.05 2.00 0.74 5.00 0.00 0.00 0.00 49.10 2.00 0.74 5.00 0.00 0.00 0.00 49.15 2.90 0.74 5.00 0.00 0.00 �.00 49.20 2.00 0.74 5.00 0.00 0.00 0.00 49.25 2.00 0.74 5.00 0.00 0.00 0.00 49.30 �.00 0.74 5.00 0.00 0.00 0.00 49.35 2.00 0.74 5.00 �.00 0.00 0.00 49.40 2.00 0.74 5.00 0.00 0.00 0.00 49.45 2.00 0.74 �.00 0.00 0.00 0.00 49.50 2.00 0.74 5.00 0.00 0.00 0.00 49.�5 2.00 0.73 5.00 0.00 0.00 0.00 49.60 2.00 0.73 5.00 0.@0 0.00 0.00 49.6� 2.0g 0.73 5.00 g.80 0.00 0.00 49.70 2.00 0.73 5.00 0.00 0.00 0.00 49.75 �.00 0.73 5.00 0.00 0.00 0.00 . 49.80 �.00 9.73 5.00 0.00 0.00 0.00 49.85 �.00 0.73 5.00 0.00 0.00 0.00 49.90 ' 2.00 0.73 5.00 0.00 0.00 0.00 ,49.95 2.00 0.73 5.00 0.00 0.00 0.00 . 50.00 2.00 0,73 5.00 0.00 0.00 0.00 -' �� F.S,<1, �iquefactian Potential Zo�e -{�.5, xs limited to 5, CRR �s limited to 2; [5R is lim�ted to 2� �U�iits Depth W ft, Stre�s or Pressure = atm (tsf}, �nit weight = : pcf, Settyem�nt = an. �,. r 1 atm �atmospF�ere} = l tsf (ton�ft2} CRRm Cyclic resistance ratia f r�m soils CSRs-F Cyclic stress ratia induced by a gi�en earthquake {with user request factor of safety� F.S. �actor of Safety against liquefactian, F.S.��RRm�CSRsf S sat 5ettlement fram saturated sands 5_dry , 5ettlement f rvm Unsaturated 5ands ' 5 all Total Settlement from 5aturated and Unsaturated Sands NoLiq � No-Liquefy Sails Page �3 � L���:L�F�FA�T��C7.�V ANAL�'S�� � �Jared 7e���cula l�v�1e=1�1o.=B-5 Water�]�pt�=5 ft� N1a,gnit�r�ate=7.�fi �4cceteratran=n;T93g SFiear.5fress.Rafia F.acfar o�$a��ty �Settfeit�ertt Sv11 Descrip�or�: (ft�Q d � �4 � 5 a(in,} TD . . .- �� . � �� o� � � ��. � . � � . � . a� �fl � ,y� � . �4� � C}'.. . r,q . � � � . :f�, , �. � . �. �.. �.. . �� 4 m� L�'. . 2�' ��. � �;�. . ¢�� � . ��� �� fsf�=� •5=�7:85In:� o�� �� CRR :CSR�fs�-�;. . . Seturated �: . . �: 5tradedZarre:h�s�f trefactJan Patei�tial Un'saf�}rat: ^.. � �.. �. • . , .�, .� :� . :a, 3� � ' �� . � . .� � � � •a �� .'�' ''.� :� �iv�l"�e,ch �orpo�r��ion p5a9��!G�'�I Plate A�'� �ared Stare �n Temecula B-5.sum.txt �*����**������**����*����*�**�����*��*��**����*�*�*������**����������������**������ �������������������* LYQU��ACTIDN ANALY5�5 SUMMARY Copyright by Ci�ilTech 5oftware www.ci�ilt�chsoftware.com ���������*����*��*�����������**�����*�����������***��������������*����������������� *����*���*�*���*�*�*� Fant: Courier New, Regular, Size 8 is recommended for this repart. �icensed to , 12��1�2015 5:42:01 PM TnpUt File Name: P:�0�6�1�48-xxxx Z015 Projects�1�71 �areds Temecula�aared Store in Temecula B-�.liq Title: �ared Temecula suetitie: 0559-1671 Surface Ele�.= Hole No.=B-5 � Dept� vf Hale� 25.00 ft Water Table during �arthqua!<e� 5.00 ft � Water Ta�le during in-Situ Testing= 60.00 ft Max. Acceleratian= 0.79 g . Earthquake Magnitude� 7.16 Input �ata: 1 5urface �le�.= Ha1e No.=B�� Depth af Hole�25.00 ft Water Table during �arthquake� 5.00 ft Water Table during In-Situ Testa.ng- 60.00 ft Max. Acceleration=0.79 g Eart�quake Magnitude=7.16 1. SPT or BPT Ca�.culatian. 2. Settlement Analysis Met�od: Isha.hara 1 Yoshim�ne* � 3. Fines Carrection for �iquefaction: zdriss/5eed 4. �ine Carrection for Settlement: During �.a.quefaction'� �. Settlement Calculatian a�n: AJ.l zones* G. Hammer �nergy Ratzo, Ce = 1.z5 7. Bore�ole Diameter, Cb= 1 8. Sampling I�lethvd, Cs= 1 9. User request fact�r of safety (apply to CSR} , User= 1 P1ot one CSR cur�e (fs1�1} ' 10. Use Cur�e 5moothing: Yes* � * Recamm�nded Optians Page l �ared Store in Temecula B�S..sum.txt In-Situ Test Data: Depth SPT gamma Fines ft pcf � 0.00 8.00 137:00 �3.00 3.00 4.00 138,00 33.00 5.00 4.00 130.00 33.00 10.00 1�.00 108.00 8.10 15.00 10.00 108.00 -8.00 Z0.00 8.00 1�9.00 8.00 25.00 28.00 129.00 8.00 nutput Results: Settlement of Saturated 5ands=5.80 ir�. 5ettlement of Unsaturated Sands=1.05 in. Total Settlement of Saturated and lJnsaturated Sands=7.85 in. Differenta.al Settlement=3.923 ta 5.179 in. Depth CRRm CSRsf F.S. 5_sat. 5_dry S_all . ft in. in. in. 0.00 0.�4 O.�Z 5.00 6.80 1.05 7.85 0.05 0.24 0.5Z 5.00 6.8@ 1.05 7.85 0.10 0.24 0,52 5.00 fi.80 1.05 7.85 0.15 0.24 0.52 5.00 6.80 1.0� 7.85 0.20 @.24 0.5� 5.00 6.80 1.05 7.85 0.25 0.23 0.52 5.00 6.80 1.05 7.85 0.30 0.z3 0.52 5.00 6.80 1.05 7.85 0.3� 0.�3 0.52 5.00 6.80 1.05 7.85 0.40 0.23 0.51 5,00 5.80 1.05 7,85 0.45 0.23 0.51 5.00 f.80 1,05 7.85 0.50 0.23 0.51 5.00 f.80 1.05 7.85 0.55 0.23 0.51 5.00 6.80 1.05 7.85 0.60 9.22 0.51 5.00 6,80 1.05 7.84 0.fi� 0.�� 0.51 5.00 6.80 1.05 7.84 0.70 0.22 0.51 5.00 6.80 1.05 7.84 0.75 0.22 0.�1 5.00 6.80 1.05 7.84 0.80 0.2� 0.51 5,00 fi.80 1.05 7.84 � 0.85 0.2� 0.51 5.00 6.80 1.05 7.84 � 0.90 0.21 �.51 5.00 6.80 1.05 7.84 0.9� 0.21 0.51 5.@0 6.80 1.05 7.84 1.00 0.�1 0.51 5.00 6.80 1.05 7.84 . 1.05 0.21 0.51 5.00 6.80 1,0� 7.84 1.10 0.21 0.51 5.00 6.80 1.05 7.84 1,15 0.21 0.51 5.00 6.80 1.05 7.84 1.20 0.21 0.51 5.00 6.80 1.04 7.84 Page 2 aared Store in Temecula B-5,sum.txt 1.�5 0.20 0.51 5.00 6.80 1.04 7.84 1.30 0.20 0.51 5.00 6.80 1.04 7.84 1.35 0.20 0.51 5.00 6.80 1.04 7.84 � 1.40 0.20� 0.51 5.00 6.80 1.04 7.84 1.4� 0.Z0 0.51 5.00 6.80 1.04 7.84 1.50 0.20 0.51 5.00 5.80 1.04 7.84 • 1.55 0.20 0.51 5.00 6.80 1.04 7.84 1.60 0.19 0.51 5.00 6.80 1.04 7.84 1.65 0.19 0.51 5.@0 fi.80 1,04 7.84 1.70 0.19 �.51 5.00 fi.80 1.04 7.83 � 1.75 0.19 �.51 �.00 6.80 1.04 7.83 1.80 0.19 0.51 5.00 6.80 1.04 7.83 1.85 0.19 0.51 5.00 6.80 1.04 7.83 1,90 0.18 0.51 5.00 5.80 1.03 7.83 1.95 0.18 0.�1 5.00, 6.80 1.03 7.83 2.00 0.18 0.51 5.00 6.80 1.03 7.83 �.05 0.18 0.51 5.00 6.80 1.03 7.82 2.1� ' 0.18 0.51 5.00 fi.80 1.02 7.8Z Z.1� 0.18 0.51 5.00 6.80 1.0� 7.81 . 2.20 0.18 0.51 5.00 6.80 1.01 7.81 • ..2.25 0.17 0.51 5.00 6.80 1.01 7.80 ,�2.30 0.17 0.51 5.00 6.80 1.�0 7,79 2.35 0.17 0.�1 5.00 6.80 0.98 7.78 2.40 0.17 0.51 5.00 6.80 0.96 7.7fi 2.45 0.17 0.51 5.00 5.80 0.95 7.74 �.50 0.17 0.51 5.@0 6.80 0.93 7.72 2.55 0.16 0.51 5.00 6.80 0.91 7.70 ° Z.60 0.16 0.51 5.00 6.80 0,89 7,68 � 2.65 0.16 0.51 5.00 6.80 0.87 7.67 2.70 0.15 0.51 5.00 6.80 0.85 7.�5 �.75 � 0.16 0.51 5.00 6.80 0.83 7.63 2.80 0.15 0.�1 5.00 6.80 0.81 7.61 2.85 9.16 0.51 5.00 6.80 0.79 7.59 �.90 0.15 0.51 5.00 5.80 0.77 7.57 2.95 0.15 0.51 5.00 5.80 0.75 7.54 3.00 0.15 0.51 5.00 6.80 0.73 7.5� 3.05 0.15 0.51 �.0@ fi.80 0.71 7.�0 3.10 0.15 0.51 5.00 6.80 @.69 7.4a 3.15 0.15 0.51 5.00 6.80 0.66 7.46 3.�0 0.15 0.51 5.00 6.80 0.5� 7.44 3.2� 0.15 0.�1 5.00 6.80 0.6Z 7.42 3.30 0.7.5 0.51 5.00 � : �.�0 0.60 7.40 3.35 0.15 0.51 5.00 5.80 0.�8 7.38 3.40 0.15 0.51 5.00 �.80 O.Sfi 7.3� 3.45 0.15 0.51 5.00 5.80 0.55 7.3� 3.50 0.15 0.51 5.00 5.80 0.54 7.34 3.55 0.15. 0.51 5.00 6.80 0.54 7.33 3.69 0.15 0.51 5.00 �.8@ 0.53 7.32 Page 3 - Jared Stare �n Temecula g-�.sum.txt 3.65 0.15 0.51 5.00 6.80 0.52 7,31 3.70 0.15 0.51 5.00 6.80 0.�1 7.30 3.75 0.15 0.51 5.00 6.80 0.50 7.29 3.80 0.1� 0.51 5.00 6.80 0.49 7.28 3.85 0.15 0.51 5.00 5.80 0.47 7.27 3.90 0.15 0.51 5.00 6.80 0.46 7.ZS 3.95 0.15 0.51 5.00 6.80 0.44 7.24 4.00 0.15 0.51 5.00 5.80 0.42 7.22 4.@5 0.15 g.S1 5.00 5.80 0.40 7.�0 4.10 0.1� 0.51 5.00 fi.80 0.38 7.18 4.15 0.15 0.51 5.00 6.80 0.36 7.16 4.20 0.15 0.51 5.00 6.80 0.34 7.14 4.25 0.15 O.Sl 5.00 6.80 0.32 7.11 4.30 0.15 0.51 5.00 6.80 0.30 7.09 4.35 0.15 0.51 5.00 6.80 0.28 7,07 4.40 0.15 0.51 5.00 6.80 0.25 7.0� 4.45 0.15 0.51 5.80 fi.80 0.23 7.03 4.50 0.15 0.51 5.00 6.80 0.21 7.01 4.55 0.15 0.51 5.00 6.80 0.19 6.99 4.60 0.15 0.51 5.00 6.80 0.17 fi.97 4,65 0.15 0.51 5.00 6.80 0.15 6.94 4.70 0.15 0.51 5.00 6.80 0.13 6.92 4.75 0.1�� 0.51 5.00 �.80 0.11 6,90 4.80 0.15 0.51 5.00 �.80 0.08 6.88 4.85 0.15 0.51 5.00 �.80 0.06 6.8fi 4.90 0.15 0.51 5.00 �.80 0.04 6.84 4.95 0.15 0.51 5.00 6.80 0.02 5.8� 5.00 0.15 0.�1 0.�0* 6.80 0.00 6.80 . 5.05 0.15 9.51 0.30* 6.78 0.00 6.78 5.10 0.1� 0.51 0.30* �.76 0.00 6.76 5.15 0.16 0.52 0.30* 6.74 0.00 fi.74 5.20 0.1fi 0.5� 0.30* �.72 0.00 6.72 5.25 0.16 0.52 0.30* 6.70 0.00 6.70 5.30 0.16 0.�2 0.30� 6.59 0.00 6.fi9 5.35 0.16 0.52 0.30* 6.fi7 0.00 6.67 5.40 0.16 0.53 0.30* 6.65 0.00 6.65 5.45 0.15 9.53 0.30* 6.63 0.00 6.�3 5.50 0.16 0.53 0.39* 6.61 0.00 6.61 5.55 0.16 0.5� 0.31� 6.60 0.00 6.60 S.fiO 9.1fi 0.54 0.31* 6.58 0.00 6.58 5.65 0.16 0.54 0.31* 6,56 0.00 5.55 5.70 0.17 0.�4 0.31� 6.54 0.00 6.�4 S.7S 0.17 0.54 0.31* 6.53 0.00 6.53 5.80 0.17. 0.54 0.31* 6.51 0.00 6.51 5.85 0.17 0.55 0.31* 6.49 0.00 6.49 5.90 @.17 0.55 0.31� 6.47 0.00 � 6.47 � 5.95 0.17 0.55 0.3�* 6.46 0.0@ 6.46 � fi.00 � 0,17 0.55 0.31* 6.44 0,g9 6.44 Page 4 Jared Stare in Temecula B-5.sum.txt 5.05 0.17 0.�5 0.31* 6,42 0.00 6.42 fi.10 0.17 9.5� 0.�1* 6.41 0.00 6.41 6.15 0.17 0.5fi � 0.31* 6.39 0.00 5.39 6.�0 0.17 0.56 0.31* 5.37 0.00 6.37 6.�5 0.17 0.56 0.31* 6.35 0.00 fi.3S 6.30 0.17 0.56 0.31� 6.34 0.00 6.34 6.35 0.17 0.�6 �.31� 6.32 0.00 6.32 6.40 0.18 0.57 0.31* 6.�0 0.00 6.30 6.45 0.18 0.57 0.�1* 6.�9 0,00 6.29 6.50 0.18 0.57 0.31* 6.27 0.00 fi.Z7 6.5� 0.18 �.57 0.31* 6.25 0.00 5.25 G.60 0.18 0.57 0.31* fi.24 0.00 6.Z4 6.65 0.18 0.57 8.31* 6.22 0.00 6.22 6.70 0.18 0.58 0.31* 6.20 0.00 6.�0 6.75 0.18 0.58 0.31* 6.19 0.00 6.19 6.89 0.18 0.58 0.31* 6.17 0.00 6.17 5.85 0.18 0.58 0.31* 6.1� 0.00 6.15 6.90 0.18 0.58 0.31* fi.14 0.90 6.14 6.95 @.18 0.58 0.31� 5.12 0.00 6.1Z 7.00 0.18 0.�9 0.31* 6.10 0.00 6.10 7,05 0.18 0.59 �.31* 6.09 0.00 �.09 7.10 0.18 0.59 0.31* 6.07 0.00 6.07 7.�� B.18 0.59 0.31* 6.05 0.00 6.06 . 7.20 0.?8 0.59 0.31* 5.04 0.00 fi.04 . , 7.Z5 �.Z8 0.59 0,31* 5.02 0.00 6.02 � . 7,30 �.18 0.�9 9.31* 6.01 9.00 5.01 , 7.35 0.1$ 0.60 0.31� 5.9� 0.09 5.99 ... 7.�0 0.18 0.60 0.31* 5.97 0.00 5.97 ��7.45 0.19 0.60 0.�1* 5.96 0.00 5.95 � • 7.50 0.19 0.60 0.31* 5.94 0.00 5.94 7.55 �.19 0.60 0.31* 5.93 0.00 5.93 7.60 0.19 0.fi0 �.31� �.91 0.00 5.91 7.65 0.19 0.61 0.31* 5.89 0.00 5.89 1.70 0.19 0.61 0.31* 5,88 0.00 5.88 7.75 0.19 0.61 0.31� �.86 0.00 5.86 7.80 0.19 0.61 0.31* 5.84 0.00 5.84 �.8� �.19 0.61 0.31* 5.83 0.00 5.83 7.y� @.19 0.51 0.31* 5.81 0.00 5.81 7.95 �.19 0.61 0.3�* � 5.80 0.0� 5.80 8.00 0.19 0.fi�� . 0.30* 5.78 0.00 5.78 8.05 �.19 0.62 0.30� 5.76 0.00 5.76 8.10 0.19 0.62 �.30* 5.75 0.00 5.75 5.�5 0.19 0,62 �.30* 5.73 9,00� 5.73 5.2� 0.19 0.62 0.30* 5.72 0.�0 5.72 $.25 O.Zl 0.62 0.33� 5.70 0.00 5.70 8.3� �.a1 0.fi� 0.33* 5.69 0.00 • 5.69 8.35 �.21 0.fi3 9.33* 5.67 0.00 5.fi7 8.�4 �.21 0.63 0.33�= 5.6� 0.f30 � 5.6f � Page� 5 . �ared Store in Temecula B-S.sum.txt 8.45 0.21 0.fi3 0.33* 5.64 0.00 �.64 8.50 0.21 0.63 0.33* 5.5� 0.00 5.63 8.55 0.�1 0.63 0.33* 5.61 0.00 5.61 8.60 0.21 0.63 0.33� 5.50 @.00 5.60 8.65 0.21 0.63 0.33* 5,58 0.00 5.58 8.70 0.Z1 0.63 0.33* 5.57 0.00 5.57 8.75 0.21 0.fi4 0.33* 5.55 0.00 5.55 8.80 0.�1 0.54 0.32* 5.54 0.00 5.54 8.85 0.21 0.64 0.3Z* �.52 0.00 5.52 8.90 0.21 0.64 0.32* 5.51 9.00 5.51 8.95 0.�1 0.64 0.�2* 5.49 0.00 5.49 9.00 O.Zl 0.64 0.3�* 5.48 0.00 5.48 9.05 0.21 0.fi4 9.32* 5.46 0.00 5.46 9.10 0.21 0.64 0.3�* 5.45 0.00 5.45 9.15 0.20 g.65 0.3Z* 5.43 0.00 5.43 9.20 0.20, 0.65 0.3Z* �.42 0.00 5.42 9.Z5 0.20 0.65 0.31* 5.40 0.00 5.40 9.30 0.20 0.65 0.31* 5.39 0.00 5.39 9.35 0.20 0.65 0.31* 5.37 0.00 5.37 9.40 0.20 0.65 0.31* 5.36 0.09 5.36 9.45 9.20 0.65 0.31* 5.34 0.00 5.34 9.50 0.Z0 0.65 0.31� 5.3� 0.00 5.32 9.55 0.20 0.66 0.31* 5.31 0.00 5.31 9.60 0.20 0.66 0.31* 5.29 0.00 �.29 9.65 0.20 0.66 0.�1� 5.Z8 0.00 5.Z8 9.70 0.Z0 0.66 0.�1* 5.�6 0.00 5.�6 9.75 0.20 0.fi6 0.30* 5.25 0.00 5.2� 9.80 0.20 0.66 0.30* 5.23 0.00 5.23 � 9.85 0.20 0.66 0.30� 5.�2 0.0� S.2Z 9.90 0.�0 0.66 0.30* �.�0 0.00 5.20 . 9.95 0.20 0.67 0.30� 5.19 0.00 �.19 10.00 0.20 0.67 0.30* 5.17 0.00 5.17 10.0� 0.20 0.57 0.30* 5.16 0.00 5.16 10.10 0.20 0.67 0.30* 5.14 0.00 5.14 10.15 0.20 0.67 0.30* 5.13 0.00 5.13 10.20 0.�0 0.67 0.29* 5.11 0.00 5.11 10.25 0.�0 0.67 0.29* 5.10 0.09 5.10 10.30 0.20� 0.67 0.29* �.08 0.00 5.08 10.35 0.Z0 0.67 0.29* 5.06 0.00 5.0fi � 10.40 0.19 0,68 0.29� 5.05 0.00 5.05 10.4� 0.19 0.68 0.29� 5.03 0.00 5.03 � 10.50 0.19 0.fi8 0.29* 5.02 0.00 5.02 10.55 0.19 0.fi8 0.28* 5.00 0.00 5.00 10.60 0.19 0.68 0.28* 4.99 0.00 4.99 . 10.65 0.19 0.68 0.28* 4.97 0.00 4.97 10.70 0.19 0.�8 0.�8* 4.95 0,00 4.95 10.75 0.19 0.68 0.28� 4.94 0,00 4.94 10.80 0.19 0.68 0.28* 4.9Z 0.00 4.92 Page 5 3ared Store in Temecula B-5.sum.txt � 10.85 0.19 0.69 0.28* 4.91 0.�0 4.91 10.90 0.19 0.69 0,27* 4.89 0.00 4.89 10.95 0.19 0.69 0.z7� 4.87 0.00 4.87 11.00 0.19 0.69 0.27* 4.86 0.00 4.86 11.05 0.19 0.69 0.27* 4.84 0.00 4.84 ss.sa e.s9 8.6g e.z�� 4.�3 a.ee 4.�3 11.15 0.18 0.fi9 0.27* 4.81 0.00 4.81 11.20 0.18 0.69 0.27* 4.79 0.00 4.79 11.25 0.18 0.69 0.26* 4.78 0.00 4.78 11.30 0.18 0.69 0.26* 4.7fi 0.00 4.76 11.3� 0.18 0.70 0.25� 4.74 0.00 4.74 11.40 0.18 0.70 0.Z6� 4.73 0.00 4,73 11.45 0.18. 0.70 0.26* 4.71 0.00 4.71 11.50 0.18 0.70 0.Z6* 4.69 0.00 4.fi9 11.�5 0.18 0.70 0.26* 4.68 0.00 4.68 11.60 0.18 g.70 0.26� 4.66 0.0� 4.66 ' 11.fi� 0.18 0.70 0.25* 4,fi5 0.00 4.65 11.70 0.18 0.70 O.�S* 4.63 0.00 4.6� 11.75 0.18 0.79 0.25* 4.61 0.40 4.61 11.80 0.18 0.79 0.25* 4.60 0.90 4.50 11.85 0.18 0.71 0.Z5* 4.58 0.00 4.58 . �11.90 0.17 0.71 0.25* 4.55 0.00 4.56 11.9� 0.17 0.7�. 0.25'� 4.�� 0.00 4.54 1�.00 0.17 0.71 0.25* 4.53 0.00 4.53 . 12.05 0.17 0.71 0.24* 4.51 0.00 4.51 12.10 0.17 0.71 0.�4'� 4.49 0.00 4.49 12.15 0.17 0.71 0.24* 4.48 0.00 4.48 12.20 0.17 0.71 0.24'� 4.46 0.00 4.46 12.25 0.17 0.71 0.24* 4.44 0.00 4.44 1�.30 0.17 0.71 0.24* 4.43 0.00 4.43 1�.35 0.17 0.71 0.24* 4.41 0.00 4.41 12.40 0.17 0.72 0.�4* 4.39 0.00 4.39 1Z.45 0.17 0.72 0.23* 4.37 0.00 4.37 12.50 0.17 0.7� 0.23�` 4.36 0.00 4.36 12.55 0.17 0.72 0.23* 4.34 9.00 4.34 12:fi0 0.17 0.7Z 0.23* 4.32 0.00 4.32 � 1�.65 0.17 0.72 0.23* 4.31 0.00 4.31 12.70 0.17 0.72 0.23* 4.Z9 0.00 4.29 12.75 0.16 0.7� 0.23* A�.27 0.00 � 4.27 12.80 0.16 0.7� 0.2�* �.25 0.00 4.ZS 1Z.85 9.16 0.72 0.2�* 4,z4 0.00 4.24 12.90 0.16 0.72 ' 0.2�* �.�2 0.00 4.22 12.95 0.16 0.73 0.�2* 4.20 0.00 4.20 13.00 0.15 0.73 0.22* �,18 0.00 4.18 13.05 0.16 0.73 0.�2�` �.15 �9.�0 4.16 13.10 �.16 0.7� 0.22�` �4.1� 0.�0 4.15 13.15 0.16 0.73 0.2�* 4.13 0.00 4.13 13.20 0.16 � 0.73 0.22* �.11 0.00 4.11 Page 7 ' �ared 5tare in Temecula B-5.sum.txt 13.25 0.16 9.73 0.�2� 4.@9 0.00 4.09 13.30 0.16 0.73 0.22* 4.07 0.00 4.07 13.35 0.16 0.73 O.Z�* 4.06 0.00 4.06 13.40 0.1fi 0.73 0.22* 4.04 0.00 4.04 13.45 0.16 0.73 0.21* 4,02 0.00 4.02 1�.50 0.16 0.73 0.21* 4.00 0,00 4.00 13.SS 0.16 0.74 0.21* �.98 0.00 3.98 13.60 0.16 0.74 0.�1� 3.97 0.00 3.97 13.65 0.15 0.74 0.�1* 3.95 0.00 3.95 , 13.70 0.15� 0.74 0.21* 3.93 0.00 3.93 13.7� 0.15 0.74 O.Zl* 3.91 0.00 3.91 13.80 0.15 0.74 0.�1* 3.89 0.00 3.89 � 13.85 0.15 0.74 0.21* 3.87 0.00 3.87 13.90 0.15 0.74 0.21* 3.86 0.00 3.86 13.95 0.15 0.74 0.20� 3.84 0.�9 3.84 14.00 0.15 0.74 0.Z0* 3.82 0.00 3.82 14.05 0.15 0.74 0.20* 3.80 0.00 3.80 14.10 0.15 0.74 0.20* 3.78 0.00 3.78 14.15 0.15 0.75 0.�0* 3.76 0.09 3.76 14.20 0.15 0.75 0.�0* 3.75 0.00 �.75 14.25 0.1� 0.75 0.20� 3.73 0,00 3.73 14.30 0.15 0.75 0.20* 3.71 0.00 3.71 14.35 0.15 0.75 @.20* �.69 0.00 3.69 14.40 0.15 0.75 0.Z0* 3.67 0.00 3.fi7 14.45 0.15 0.75 0.20� 3.65 0.00 3.65 14.50 0.15 0.75 0.19* 3.5� 0.00 3.63 .14.55 0.15 0.75 0.19* 3.61 0.00 3.61 14.60 0.15 0.75 , 0.19� 3.59 0.00 3.59 14.55 0.14 0.75 0.19* 3.58 0.00 3.58 14.70 0.14 0.75 0.19* �.5fi 0.00 3.56 14.75 0.14 0.75 0.19* 3.54 0.00 3.54 14.80 0.16 0.75 0.21* 3.5� 0.00 3.�2 14.85 0,16 0.76 0.21* 3.50 0.00 3.50 14.90 0.16 0.76 0.21* 3.48 0.00 3.48 14.95 0.16 0.76 0.21* 3.45 0.00 3.46 15.00 0.16 0.76 0.�1� 3.45 0.00 3.45 15.05 0.1fi 0.76 0.21� 3.43 0.00 3.43 � 15.10 0.1E• 0.76 0.�1� 3.41 0.00 3.41 15.15 0.16 0.76 0.21* 3.39 0.00 3,39 15.Z0 0.16 0.76 0.�0* 3.37 0.00 3.37 15.25 0.15 0.76 0.20* 3.36 0.00 3.35 15.30 0.15 0.75 0.�0* 3.34 0.00 3.34 15.�5 0.15 0.76 0.20* 3.3� 0.00 3.3Z 15.40 0.15 0.76 0.20* 3.30 0.00 3.30 15.4� 0.15 0.75 0:20* �.28 0.00 3.�8 � 15.50 0.15 0.7fi 0.Z0* 3.26 0.0@ 3.26 15.SS 0.15 0.77 0.Z0* 3.25 0.00 3.25 15.60 0.15 @.77 0.20* 3.�3 0.00 3.23 Page S �ared Store in Temecula B-5.sum.txt 15.65 0.15 0.77 0.20* 3.21 0.00 �.21 1�.70 0.15 0.77 0.20* 3.19 0.00 3.19 15.75 0.15 0.77 0.19� 3.17 0.00 3.17 . 15.80 8.15 0.77 0.19* 3.15 0,00 3.15 15.85 0.15 0.77 0.19* 3.13 0.00 3.13 � 15.90 0.15 0.77 0.19* 3.11 0.00 3.11 15.95 0.15 0.77 0.19* 3.10 0.00 3.10 1fi.00 0.15 0.77 0.19* 3.08 0.00 3.08 16.05 0.1� 0.77 0.19* 3.06 0.00 3.06 16.10 0.15 0.77 0.19* 3.04 0.00 �.04 � 16.15 0.15 �0.77 0.19* 3.02 0.0� �,02 1�.�0 0.14 0.77 0.19* 3.00 0.00 3.00 16.25 0.14 0.77 0.19� 2.98 0.00 2.98 15.30 0.14 0.77 0.19* Z.96 0.00 2.96 16.35 0.14 9.78 0.19� 2.94 0.00 2.94 15.40 0.14 0.78 0.18� 2.93 @.00 2.93 16.45 0,.14 0.78 0.18* 2.91 0.00 2,91 16.50 0.14 0.78 0.18* 2.89 0.00 2.89 16.55 0.14 0.78 0.18* Z.87 0.00 2.87 16.60 0.14 0.78 0.18* 2.85 0.00 2.85 16.65 0.14 0.78 0.18* Z.83 0.00 2.83 . �16.70 0.14 0.78 0.18* 2.81 0.00 Z.81 16.75 0.14 0.78 0.18� �.79 0.00 2.79 16.8� 0.14 0.78 0.18* 2.77 �.00 2.77 16.85 0.14 0.78 0.18� 2,75 0.00 2.75 16.90 0.14 � 0.78 0.18* 2.7� 0.00 �.73 16.95 0.14 0.78 0.18* Z.71 0.00 2.71 17.00 0.14 0.78 0.18� 2.69 0.0g 2.59 17.05 0.14 0.78 0.17* 2.67 0.00 2.67 17.10 0.14 0.78 0.17* �.65 0.00 2.55 17.15 0.14 0.78 0.17� �.63 0.00 2.63 17.�0 0.14 0.78 0.17* 2.61 0.00 2.61 17.25' 0.13 0.78 0.17* �.59 0.00 2.59 � 17.30 0.13 0.78 0.17* 2.57 0.00 2.57 17.35 0.13 �.79 0.17* Z.55 0.00 2.55 17.40 0.13 0.79 0.17* 2.53 0.00 2.53 17.45 0.13 0.79 0.17* 2.51 0.00 �.51 17.50 . 0.13 0.79 0.17* 2.49 0.00 2.49 17.55 0.13 0.79 0.17* �.47 0.00 �.47 '17.60 0.13 0.79 0.17* 2.45 0.00 2.45 17.fi5 0.13 0.79 0.17* 2,43 0.00 2.43 17.70 0.13 0.79 0.17* 2.41 0.00 Z.41 17.75 0.13 0.79 0.16* 2.39 0.00 2.39 17.80 0.13 0.79 0.16* 2.37 0.00 Z.37 17.85 0.13 0.79 ' fl.16* 2.35 0.00 2.35 17.90 0.13 0.79 0.16* �.33 0.00 �.33 17.95 0.13 0.79 0.16* 2.31 0.00 2.31 18.00 0.13 0.79 0.1fi* �.29 0.00 2.29 Page 9 �ared Store in Temecula B-�.sum.txt 18.05 0.13 0.79 0.16* 2,27 0.00 2.27 18.10 0.13 ' 0.79 0,16* Z.�S 0.00 2.25 18.15 @.13 0.79 0.16* 2.23 0.00 2.23 18.Z0 0.13 0.79 0.15* 2.21 0.00 2.�1 18.25 0.13 0.79 0.16* 2.19 0.00 2.19 18.30 0.13 0.79 0.16� 2.17 0.00 2,17 18.3� 0.12 0.79 0.1fi* 2.15 0.00 2.15 18.40 0.12 0.79 0.16* 2.13 0.00 2.1� � 18,45 0.1Z 0.79 0.16* 2.11 0.00 Z.11 18.50 0.12 0.79 0,16* Z.09 0.00 2.09 18.55 0.12 0.80 0.15* 2.07 0.00 2.07 18.60 0.12 0.80 0.15* 2.05 0.00 �.OS 18.65 0.1� 0.80 0.15* 2.92 0.00 2.02 18.70 0.12 0.80 0.15� 2.00 0.00 2.00 18.75 0.12 0.80 0.15* 1.98 0.00 1.98 � 18.80 0.1Z 0.80 0.15* 1.95 0.00 1.95 18.85 0.12 0.80 0.15* 1.94 0.00 1.94 18.90 0.12 0.80 0.15* 1.92 0.00 1.92 18.95 0.12 0.80 0.15* 1.90 0.00 1.90 19.00 0.12 0.80 0.15* 1.88 0,00 1.88 19.05 0.12 0.80 0.15* 1.86 0.00 1.86 19.10 0.1� 0.80 0.1�* 1..84 0.00 1.84 . 19.15 0.12 0.80 0.15* 1,S1 0.00 1.81 19.20 0.12 0.80 0.15* 1.79 0.00 1.79 19.25 0.12 0.80 0.15* 1.77 0.00 1.77 19.30 0.1Z 0.80 0.15* 1.75 0.00 1.75 19.35 0.12 0.80 0.15* 1.73 0.00 1.73 19.40 0.12 0.80 0.14* 1.71 0.00 1.71 19.45 0.12 0.80 0.14* 1.69 0.00 1.69 19.50 0.1Z 0.80 0.14� 1.56 0.00 1.66 19.55 0.11 0.80 0.14* 1,64 0.00 1.64 � 19.60 0.11 0,80 0.14* 1.62 @.00 1.62 19.fiS 0.11 0.80 0.14* 1.60 0.00 1.50 � 19.70 0.11 0.80 0.14* 1.58 0.00 1.58 19.75 0.11 0.80 0.14* 1.56 0.00 1.�6 19.80 0.11 0.80 0.14* 1.53 0.00 1.�3 19.85 0.11 0.80 0.14* 1.51 0.00 1.51 19.90 0.11 0.80 0.14* 1.49 0.00 1.49 19.95 0.11 0.80 0.14* 1.47 0.00 1.47 20.00 0.11 0.80 0.14* 1,45 0.00 1.45 20.05 0.11 0.80 0.14� 1.42 0.00 1.42 20.10 0.12 0.80 0.14* 1.40 0.00 1.40 29.1� 0.12 0.80 0.15* 1.38 0.00 1.38 20.�0 0.1� 0.80 0.15* 1.3fi 0.00 1.36 20.25 0.12 0.81 0.15* 1.34 0.00 1,�4 20.30 0.13 0.81 0.16* 1.32 0.90 1.32 20.35 0.13 0.81 0.15* 1.30 0.00 1.30 �0.40 0.13 0.51 0.15* 1.28 0.00 1.28 Page 10 . �ared Store zn Temecula B-5.sum.txt 20.45 0.13 0.81 0.17* 1.26 0.00 1.26 20.50 0.14 0.81 0.17* 1.24 0.00 1.24 20.55 0.14 0.81 0.17* 1.22 0.00 1.�2 20.60 0.14 0.81 0.17� 1.20 0.00 1.2� 20.fiS 0.14 � 0.81 0.18* 1.18 0.00 1.18 �0.70 0.15 0.81 0.18* 1.16 0.00 1.16 20.75 0.15 0.81 0.18* 1.14 0.00 �.14 20.80 0.1� 0.81 0.19� 1.12 0.00 1.12 20.85 0.15 0.81 0.19* 1.10 0.00 1.10 20.90 0.15 0.81 0.19* 1.08 0.00 1.08 20.95 0.16 0.81 0.19* 1.06 0.00 1.06 21.00 0.16 0.81 0.20* 1.0� 0.00 1.05 21.05 0.16 0.81 0.20� 1.03 0.00 1.03 �1.10 0.16 0.81 0.20* 1.01 0.00 1.01 Z1.15 0.17 0.81 0.21� 0.99 0.00 0.99 21.20 0.17 0.81 0.21* 0.98 0.00 0.98 21.25 �.17 0.81 0.21* 0.96 0,00 0.96 z1.30 0.17 0.81 0.21� 0.94 0.00 0.94 21.35 0.18 0.81 0.�2* 0.92 0.00 0.92 21.40 0.18 0.81 0.22* �.91 0.00 0.91 - ZZ.45 0.18 0.$1 . 0.22� 0.89 0.00 0.89 � ���.50 0.18 0.81 0.23� 0.87 0.00 0.87 � �1.55 0.19 0.81 0.23� 0,86 0.00 0.86 �1.60 0.19 0.81 0.23* 0.84 0.00 0,84 21.55 0.19 0,81 0.23� 0.8� 0.00 0.83 � 21.70 0.19 0.81 0.Z4* �.81 0.00 0.81 �Z1.75 0.19 0.81 0.�4* 9.79 0.00 0.79 - �.?1.Sd 0.20 0.81 0.24* 0.78 9.00 0.78 . ':21.55 0.20 0.�1 0.2�� 0.75 0.00 0.76 �1.9D 0.�0 0.81 �.25* 0.75 @.00 0.75 �1.95 0.20 0.81 0.25� 0.73 0.00 0.73 2�.00 0.21 0.81 0.25* 0.72 �.00 0.7Z Z�.05 O.Zl 0.81 0.26* �.7g 0.00 0.70 22.10 0.21 0.81 0.26* 0.69 0.00 0.69 22.15 0.21 0.81 0.26* 0.67 0.00 0.fi7 ��.�0 0.22 0.81 0.26* 0.65 0.00 0.66 2�.�5 0.22 0.81 0.27� 0.64 0.00 @.54 22.30 0.2� 0.81 �.27* �.63 0.00 0.63 22.35 0.22 0.51 �.�7* 0.62 0.00 0.62 . . �2.40� �:22 0.81 0.28� 0.6a 0.00 0.60 2�.�� 4.23 @.81 0.28* 0.59 0.00 0.59 ?�.50� 6.23 � 0.81 0.28* 0.�7 �.00� 0.57 . 22.55 0.23 0.81 0.28* 9.56 9.00 0.56 • ?2.00 g.23 0.81 9.29* �.55 0.00 0.5� 2�.65 0.z4 0.8� 0.29* 0.53 �.00 0.�3 Z2.70 �.24 0.81 0.�9� 0.52 0.0� 0.52 2�.75 Q,24 0.81 0.29� 0.51 0.0� 0.51 �2.80 0.24 � �.81 0.30* n.49 0.00 0.49 Page 13 Jared Store in Temecula 6-5.sum.txt 22.85 0.24 0.82 0.30* 0.48 0.09 0.48 • �2.90 0.�5 0.82 0.30* 0.47 0.00 0.47 22.95 0.Z5 0.82 0.31� 0.45 0.00 0.4� 23.00 0.25 0.8Z 0.31* 0.44 0.00 0.44 23.05 0.25 0.82 0.3�* 0.43 0.00 0.43 23.10 0.26 0.82 0.31* 0.42 0.00 0.4� Z3.15 0.26 0.82 0.32* 0.40 0.00 0.40 23.20 0.26 0.8� 0.32* 0.39 0.00 0.39 �3.25 0.Z6 0.82 0.�2* 0.38 0.00 0.38 �3.30 0.27 0.82 0.33� 0.37 0.00 0.�7� Z3.35 0.27 0.82 0,33* 0.3� 0.00 0.�� 23.40 0.27 0.82 0.33* 0.34 0.00 0.34 2�.45 0.27 0,82 0.34* 0.33 0.00 0.33 �3.50 0.�8 0.82 0.�4* 0.3� 0.00 0.32 23.55 0.28' 0.82 0.34� 0.31 0.00 0.31 23.60 0.28 0.82 0.34* 0.29 0.00 0.29 Z3.65 0.Z8 0.8Z 0.35� 0.28 0.00 0.�8 23.70 0.29� 0.82 0.35� 0.�7 0,g0 0.27 23.75 0.�9 0.8Z 0.35* 0.26 0.00 0.25 23.80 0.29 0.82 0..36* 0.Z5 0.00 0.2� �3.85 0.30 0.82 9.36* 0.�4 0.00 0.24 23.90 0.30 0.82 0.36* 0.23 0.00 @.23 23.95 0,�0 0.8� 0.37* 0.21 0.00 0.�1 Z4.00 0.30 0.82 0.37* 9.�0 0.00 0.20 24.05 0.31 0.82 0.37� 0.19 9.0@ 0.19 �4.10 0.31 0.8Z 0.38* 0.18 0.00 0.18 �4.15 0.31 0.82 �.38* 0.17 0.00 0.17 24.Z0 0.32 0.82 0.39* 0.16 0.00 0.1fi _ .24.ZS 0.3� 0.82 0.39* 0.15 0.00 0.1� 24.30 0.32 0.82 0.39� �.14 0.00 0.14 24.35 0.�2 0.8Z 0.40* 0.13 0.00 0.13 24.40 0.33 0.82 0.49* 0.12 0.90 0.12 �4.45 0.3� 0.82 0.40� 0.11 0.00 �.11 Z4.50 0.33 0.82 0.41* �.10 0.00 0.19 24.55 0.34 0.82 0.41� 0.09 0.00 0.09 24.60 0.34 0.52 0.42* 0.08 0.00 0.08 24.65 0.35 0.82 0.4�* 0.07 0.00 0.07 �4.70 0.35 0.82 0.43* 0.06 0.00 0.06 24.75 0,�5 0.82 0.43* 0.05 0.00 0.05 24.80 0.36 0.82 0.43* 0.04 9.00 0.04 24.85 0.36 0:82 0.44* 0.03 0.00 0.03 Z4.90 0.36 0.82 0.44� 0.02 9.00 0.0� 24.95 0.37 0.52 0.45� 0.01 0.00 0.01 �5.00 0.37 0.82 0.45* 0.0� 0.00 0.00 � F.S.<l, `iquefactian Patential Zane (F.S. is �amited to 5, CRR is limited to 2, [SR is limited ta 2} Page 12 �ared Store in Temecula 6�5,sum.txt Units ❑epth = ft, Stress or Pressure = atm {tsf}, Unit Weight � pcf, Settlement = in. , r 1 atm �atmosphere} = l tsf (tan/ft2� CRRm Cyclic resistance rati❑ from sails CSRsf Cyc�ic stress rati❑ induced by a gi�en eart�q�ake (with user request factor of safety} F.S. Factor of Safety against liquefaction, _F.S.=CRRmICSRsf 5 sat � 5ettlement from saturated sands S�,dry Settlement from Unsaturated Sands 5 all Tatal Settlement fram 5aturated and Unsaturated 5ands � � N��iq No��iquefy 5oils Page 13