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ul/O:J7�ID3 0�:15 5032749351 PPJU:TTQVI DVLPIMIT Q PAf 11 <br /> GEOTECHNICAL ENGINEERING STUDY <br /> Panattoni Development Compuny, LLC E-10134-1 <br /> Octobrr 2, 2002 Page 6 <br /> If the native silty snnd and silt soil is exposed tn moisture andlor is disturbed by heavy <br /> equipmen[ trr�ffic, il may degrade rapidly, and may not be suitable for support nf <br /> ' building desifln loads. if adequste compaction cannot be achiavnd, it may be <br /> necessary to import a pranulur soil that can be compac[ed or mixed with the poo�ly <br /> graded sand encountered in the western portion of the site. During dry weather, any <br /> non-organic granular compectible soil with a maximunt size of six inches can be used. <br /> Fill for uso during wut we�ther shouid consi,t of a fairly well graded pranular material <br /> having a maximurn size ot six inches and no more than 5 percent fires passing tha No. <br /> 200 sieve based on the minus 3/4-inch frnr.Gan. /� contingency in the eorthwork <br /> budpot chould be includ�d for this po,sihility. <br /> Founda[iona <br /> Based on the r�sults of our study and provided our recommendations are followed, in <br /> our opinion, the proposed buildin�s can be supported on a conveMional spread and <br /> continuaus footin� foundation system bearing on competent native soil or structural fill <br /> used to modity sitn grades. <br /> Exterior foundniion elomr.nts should be placr,d at e minimum depth of eighteen 118) <br /> inches below final e�terio� grad!;, Interior ,pread foundotions can be placed at a <br /> minimum depth af :welve (121 inches beluw thc ton of slub, except in unhealed areas, <br /> whcre interior toundation elements should 6e fuunded at a minimum depth ot eiphtecn <br /> (16) inclies. <br /> With foundatio�� supFort obtaincd as described, for design, an allaweble soil heArinp <br /> copacity of six thousend (6,0001 (.ounds per square foot (psi) can be used tor lhe <br /> densa native soi! and two thousand five hundred (2,500) psf for structural till. <br /> Continuous and individual spread footinc�s sliould have minimum widths ot eiphteen <br /> (18) and twenty-four (24) inches, respectively. Loading of this magnitude would be <br /> previded with a theoretical factar-of-sai�ty in oxcess of three against actual shear <br /> j f,iWre. For short-term dynnmir, loedin� conditions, a one-third increase in the obove <br /> � nnnwable bearinp capacities cnn bo us�d. <br /> ��, '."uh slructur�l louding ns expected, and providad the above design criteria is (ollowed, <br /> � t:il settlement in thc range of onc inch is anticipsted with dif(erential settlement of <br /> �' rn�t one l,�lf inr.h. PAcst nt tha 2nticipated seltlements should occur durinc� <br /> � . . ' i . iL"�I�� :�I1.'.I1:: :�I11 .r . <br /> I <br /> � ,itM1 Cuneulln'.lu. n . <br />