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Ihc c�c:rvations �or thc building will bc com�deted primarily in densc to vcry densc nativc glacial <br /> deposiu and in medium dcnse to densu fill soils composed of advance ounvash and till soils. Thc <br /> following sections sununarize the general excaaation rccommcndations. <br /> for planning purposes, temporar� unsupportea cut slopes morc Ihan 4 fect high may be inr,lined at <br /> ii4F1:1 V or Flatter within the derse ?u very dens� glaeial till and ISH:I V or (latter in structural fill. If <br /> signific:mt seepage is prescnt on the cut �irec, d e cut slopcs ntay have to be flattened. Ilowcver, <br /> temporary cuts should be discussed with the geotechnical engincer during tinal design devclopmen[ to <br /> evaluate suitablc cut slope inclinations ti�r the various portions oC the excavalion. <br /> Ihc above guidelines assume lhcll stu�acc luads such as tnt7ic, conslnutiori equipmenl, stockpiles or <br /> building supplics tvill be kept awtry Crom thc lop of thc cut slopes a sufficicnt distancc so that the stability <br /> oC thu excsvation is not afCcctcd. Wc rcconunend thnt this disr.i�cc be at Ieast 5 fect from the top of the <br /> cut for tcmporary cuts madc at I I I:I V ur tlattcr. <br /> "I�cmporary cul slopes should bc planncd such �hal thc� do not cncru:tch on a I!I:IV inllucncc linc <br /> projecteJ down Goin ihe edges o(nearby or planncd foundation demen�s. <br /> FOUNDATION� <br /> Wc rccommcnd �hat thc proposcd buildin� bc supportcd on sh:dlow sprcad ti�otings finmded un <br /> undistu�bcd dcnsc tu vcry dcnsc glacial dcposils or on properly compnctcd slructural fill cxtending down <br /> to the densc to ��cry dcnsc gl:icial dcp�isits. Afier escavation, nli fuoting subgridcs sltould bc <br /> rccompacicd tn at lcast 9; perccnt \�IIJD per :\5'I'\( I) I»7 u�ine � hoc-pack or a hca•:y str.el drum <br /> vibratory rollcr. <br /> F�undation Design <br /> Por shalluw foundation supprnt, wc recommend ���idths of at Ieas[ 2d and 36 inches, respe.tivcly, for <br /> cuntinuous wall and isolatcd column footings supporting thc proposcd building. Providcd that footing <br /> cscavations are prcpnred as recommendcd;ibove,an ailowable bcaring valuc of 3,000 psf may bz used for <br /> dcsign. This allawablc bcaring pressurc .�pplics W thc total dcad and long-tcmi livc loads :md may bc <br /> incrcascd up to unathird for sLort-tcrm licc luads such as wind or scismic furecs. <br /> Ilxtcrior footings for thc building should bc foundcd at Icast 18 inchts bclow lowcst adjaccnt linishcd <br /> cradc. Intcrior foulings s'hould bc �i�undcd a[ Icast l2 inchcs bclow bottom of slab or adjaccnt tinishcd <br /> gradc. <br /> All (ootings near bclow-gr.ide walls shoulL be supported on a lFI:I V prism of s�»I that ducs not in,crsect <br /> the wall. Altemoiivcly, �hc bclow-gr:�dc walls r,m Lc designed to resist the latcr.il load imposed by dic <br /> liwting. <br /> Foundation Settlement <br /> \Ve eslimate tha[Ihe to�:il po,tcun,tn��iiun sculement of luotings foundcd on tha densr,gl:�ci�l dcpusits or <br /> ;�:uctural fill cstending :o thc dcnse ;;�:�cial dcpu;us, ;�s recommended above, shoulu bc Icss than Y� inch. <br /> Uitt'crcntial sctticmcnt bchvccn cr,mparably loadcd column f'ootings or :dong a 25-fuot sectian uf <br /> I continuous wall luuting shoulu be Iess than '/i inch. Uifl'erential setdemen! sliould be anticipated <br /> follotving tiltup of pcmcls supperted on thc difFcring soils (such as' thc transi!ion from structura� lill to <br /> n;ui�-c glaci:il till). Somc nicvcling of panels using shints mny 6e approprinte prior to welding <br /> cnnnccuon, 11'c espcct nx•st uf the 1'outing scttlemcnts will occur as loads am apnlicd. Luosc or <br /> 1-�:� ..,�. 1:rN` . , uu� �������� �� ��������� Pn�i Il GEOENGiNEZRSI� � <br /> l,r., ur_.. .i,r;.i� <br />