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I <br /> � <br /> i�.�n hc Il;iucurd, rcgrnJiJ iu ;�,IJ iwc,mcJi;ita .lo�,c brnihc�.. „r midiiian:il dc�r;ilcrinc c:in b�� pra:i;lr�i i1� <br /> � �!m puur slupc p�r(ornt:mic i> icla�r�? lo ;�i�,und���;nct >cr�i:r.�r. <br /> FOUNDAIIUN SUPPORT <br /> , SettlQmant Estlmates <br /> u <br /> � Thc sitc conlains variabic ground cunditiuns �h;u include fill and cumpressible silUclay soils. 'I'liese soils <br /> may inducc sculemenl under building lo:�ds tmdcr ccrlain conditions. S�atic londs from the building will <br /> ( cumpress and subscyuently induce seulement of the nati��c silVclay soils and to a Iesser esteni the luoscr <br /> fill soils. Settlemenis in (I�e n;dire silt/ciay soils are a signifirmt concem at Qic sile. Up �0 12 (cM ��; <br /> compressible nati��e sih/clay soiis were obsen�ed under the soulh side of A�c building in boring 13-G. \Vc <br /> � �siim�i� a,�< <�p i�> n �n�n�5 ot s�ui��»���i �,,,y occur where hcavily-luaded column footings arc located <br /> over Iliese compressible silUclay suils, i( nu( properly miligated. To mitigate pomntially dam;igine <br /> seltlemenl wc rccotumcnd ihoi �hc building founJntions hc supported on :i pad uf impo�ted slructurnl till <br /> as described below. <br /> � Foundation Design <br /> Shallow spread fooling may be uscd tu supporl Ihe building provided thal stn�ctwal fill is placed bclo�v <br /> the footings, as described below. Por shallow foundation supporl, wc recommend widths of at Ieast ''4 <br /> and 36 iuches, respeclivcly, 1'or continuous wall and isolnted calumn footings supporting the proposed <br /> building. An allowaUle bcaring pressurc of 3,000��5r�n:�y be used for foaiugs suppuning the wes� sidc <br /> I of the building in Ihc lockcr room arca from gridlines A �u C. An allowable bcaring pressure of 2,500 psf <br /> should bc used for foo�ings supporting the remaindcr ot Ihe building east of gridline C. 7hese allo�vahlc <br /> bc.�ring prcssures apply lo thc tolal dcad and long-tcrm li��c loads and m�y bc incrcased up lo one4hird <br /> I, � for short-lciin livc loads such as wind or scismic forces. <br />, '1'hc dcsign Gost depth lor thc 1'uget Souod are:� is 12 inches; �herefore, we recommend thal exlcriur <br /> footings for thc building be f'ounded at least 1R iuchcs bclow lotvest adjacent �inished gradc. ln�crior <br /> If'oatings should bc fomided at Icast 12 ind�c,bcluw houom ol'slab ur adjaccnt tinishcd�:radc. <br /> Partial Overexcavation and Replacement <br /> I Supporting Ihc buildiug on sh��llum sprcaJ fuulings will rcqnire rcmnving Ihc upper portion nf <br /> undocumentcd fill :md cumpressible silUclay soils from bclo�v Ihe footings and replacing these materials <br /> will� properly compacted imported strucwral fill. 't'his melhod of partial overexcavation nnd replacemcnt <br /> with slruciural fill �vill mitigme the risk associated with c�cessive setllement under the building. <br /> I- Wc reconunend that dic building 1'ounclalions lucated frmn gridlines D to K and from B' lo M' bc <br /> overeacavated by n� Icnst 3 1ce1 below the bottom of ihe foundalions. f�ootings located along gridline Il' <br /> should be overcsca��a�ed by 2 fecl. In our opinion, lhe footings located from gridlines A �o C do not nccJ <br /> _ to be ovcrexcavated .md cmi he supponed on caposed subgrnde soils afler excavatiou and :dicr thc <br /> crposed soils arc rccompacted using a hne-pack. The overexcavated wncs bclow tlic building <br />� foundations should be backfilled with imported structur�l Gll such as Gravel I3orrotv per WSDO'1' <br /> Stundard Specification 9-03J4. Removal ufthe existing fll nnd silUclay soils should extend beyond the <br /> edges of thc building foundations a distancc eqaal w the deplh of' the excav�tion bclow pl�mned <br /> li�widmi��ns. I'hc concrctc slobs-on-cradc should alsu bc supponed on ;u Icas� a i.5-foot Ihick pad ol' <br /> I . clrai�lnrnl fill <br /> 1 <br /> — -- _..-------- <br /> .. -------- <br /> t::,�,e.� �s,raon,-iro PaA�c /0 <br />� � �, �� .,��,�, GEOENGINEER� <br />' S5 <br />