3430 SEVENICH DR Geotech Report 2018-01-02 MF Import

� Mr. Bill Rueker W-8396 25 Sepnmbsr 1992 Paps 12 — or tensitive utilitisa aro loeated within �pprozimatsly 20 fset of the top of the retaininp wall, or M such slemenu within this zone aro conciderod to bs eapable of tolewtinp thie depres settlement, h would __ bs appropriats to desipn the soldisr pile wall utilizinp activs earth pressurss. An 'at-resY sarth prossuro condition aasumes Meorodully no movement of the soil mass behind the watl. However, soms settlement should realictically be antieipated due to limitations oi construction and/or the faet l Mat h ia not posaible to construct a perfectly stiff retaininp wall system. ^ For a eantilever soidier pile retaininp wall system, it may be assumed that ths soils will impoee an active prossure equal to that developed by a fluid with a density of 85 pou�ds psr cubic foot(trianpular -� distributionl. For desipn of cantilevereJ retaininp walis for assumed'at-resY earth preasure conditions, we►ecommend usinp an equivaisnt fluid danaity of 130 pounds per cubic foot Itrianpular distributionl. ., Additional lateral preasuro ahould be added to these values to modet surcharpes such aa tra�c, conttruction equipment, or storape/stockpile loads, etc. Tris above racommended lateral earth pressuroa aaaume a backslops of ai4hl:t V and drained conditions behind the wall. Refer to Fpuro 3 for � representation of the active and at•rest laterat earth pressure distributions. Soldi�r PNes � ' Soldisr piles for the shorinp system are typically set in pre-aupured holes and backfilled with structural t , concreta below the pianned axcavated level and lean concrete above this level. Vertical loada on such piles could be resisted by a combination oi friction and end-bearinp beiow pround Isvsl. We ncommend an allowable side friction value of 500 psf and an end•bearinp value of 6,000 paf for rouininp wall desipn. Side fricaon ahould be neplected within the upper 2 feet below adjacent Oround leval. Ths end-bearinp value ia predicated on embedment of �t least 10 faet below adjacent Oround level and assumes peneuation of at least 5 feet into the hard native soils. The above valusa include a feMor of safety of at least 2. Durinp soidier pile installstion, the contractor should be prepared to hand!� sespa0e and prevent cavinp or loss of pround with casinp or other means, as necessary. Embedment depM of soldier piles below finished pround tevel must be desipned to provide adequate Irterat or"kickrouY resistance to horizontal loads imposed by the retained soils. For desipn,the lateral resistance may be computed on the basis of the desipn passive pressures presented o� Fpure 3 of this report, aciinp over twice the diameter of the concreted soldier pile section or the pile spacinp, , , AGRA Earth&Environmental Group