8310 RIM DR Geotech Report 2018-01-02 MF Import

Gcotcchnical L'ngincering G�-��.�.�tion R310 Rim Drive- R�an Novembcr R, 2004 R1�11 �ilc No. '_'1 G04 Pf�ec S Found»tions Conventional sh�illo�v sprcnd foundalions should be pinced on undisturbed medium dense or better native soi's. Wherc Icss thnn mcdium dense soils nre cncamtered at footing bcaring clevntion, tlie subgrnde should be overescavated to c�pose suitablc bcnring soii. Thc o��erexcavation could bo fill.:d with structural fill (sec subseclion on Structural Filp or the f'ooting may be estendcd do�vn to the benring n�tive soils. If footings are supported on structural fill, the ill zone should cxtend outside the edges of the footing a distance equnl to the depth oP o�'erescavation belo�v thc footing. Pootings, including inlerior footings, should extcnd at I�nst 18 inchcs bclow the lo�vest adjacent finished ground surface for 1'rost protection and/or bcnring caE.ncit}' considcrations. Minimum foundation widths of IR :jnd ?4 inches arc rccommcndcd for continuous und isulated sprcad footings, respectively. S�andinE ��•.ner should not bc allo��cd to accumulatc in footing trenchcs. All loose or disturbcd soil should be removed from the foundation e�cavation prior to pouring of the concrete. Por foundations constructcd as outlincd above, �vc recommend an allowable design bearing pressure of not mor� ih�n 2,000 pounds per square fo�t (ps� bc used for the footinu design. Current Iniemational 13uilding Code Q[3C) guidelincs should be used ��hen considering increased allownble benrine pressure fur short-term transitoq �vind or seismic londs. Potertial found;tion senlement using the recommended allo��ablc bcaring prcssurc is estimateJ to bc Icss than I inch total nnd 1/?-inch differenti�l behaeen adjacent footings or across a distancc of about 25 fcct. Latcral loads nmy be resisted by 1'riction on the base of the footing ancl pa,si�'c resistnnce acainst the subsurfnce portions of dic tiwndation. A cocPficient of friction of 0.35 may be used to calculute the base Giction, and should be applicd to the vertical dead load only. Passivc resistance may be calculated as a triargular cquivalcnt iluid prc��e:: distribution. An cquivalent fluid dcnsity of 200 pounds per cubic timt (pc� shuuld bc used ibr pnssivc rcsis:ance design. These recommcndeJ values incorpornte safety tactors of IS and ?0 appl�ed to the estimnted ultimate values for Gictional nnd pnssivc resistancc. respectively. To achie��e ihis value of passivc resistance, the foundations should be pinced "ncai' (�+idiout fnnns) aeainst the aa��c medium dcnsc or beiter soils or cumpacted soil should be placed against the Icont of the f'ooting. \Vc rccommend that tl�c upper foot of soil bc neglectcd when calculating dic passivc resistancc. 'ihc soil surfacc should bc horizontal in Gont ofthn footing for a distancc equal to nt Icast thrcc timcs the depth of embcdnxnt of thc lonting. RMI Associates, Ltd.