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(_�cotechnical I[m_incirim� Rc��or[ <br /> Singlc-Pamily Rccidcncc <br /> Gvcrett, Washineton <br /> Dcccmber 9. _>00� <br /> CG Pilc Nc. 2017 <br /> P�ac I1 <br /> �lunbcdment (ft) I'otal Len�th (ft) 12 inch 1'ilc <br /> mto compctcnt Diametcr <br /> bcarin� soils _ <br /> ' S.0 � 10.0 4.2 tons � <br /> 1Q0 15A G.5 tons __� <br /> 15.0 20.0 9.4 tons I <br /> I Embedment(ft) Total Length (ft) ]G inch Pile � <br /> into competent Diametcr I <br /> � bcarin soils I <br /> 5.0 10.0 73 tons � <br /> 10.0 15A 11? tons <br /> � 1`,.0 20.0 __ 1 G? tons � <br />� , Latcral Loads <br /> � <br /> The lateral earth prcssure acting on retaming �calls is dcpenden; nn the n�ture :md den;ity of the soil <br /> bchind the w„II, the amnunt of lateral wall muvemcnt, which can occur as backfill is placed, and the <br /> ' indination of tl�c backfill. Walls that arc frcc to yield at least one-thousandth of the hcight of thc wall arc <br /> i in an "acti��c" condition. �Valls restrained (rom movcnunt by stif5�ess or bracing are in an "at-rest" <br /> condition. Active carth pressure and at-rest carth pressure can be calculated based on equivalent fluid <br /> 1 density. Gquivalcnt Iluid densities for acti�-c and at-rest earth pressure of 35 pounds per cubic foot (pc� <br /> � and 55 pcf, resper,tively, may bc useJ for design for a lc�cl backslope. Thesc ��alues assume that the on- <br /> site soils or imported granular fill are uscd for backtill, and Qmt the �vall backfill is drained. Thc <br /> Ipreccding values do not includc the effects of surcharges, such as due to foundation loads or othcr surfacc <br /> loads. Surcharge effects sl�ould be considered «�hcre appropriate. Thc abo��c drained active an� at-rest <br />, values shocld be inereased by a uniforni pressure uC G.OiI an�l 1G.SI1, respecticcly, o�hen consid�ring <br /> seismic conditions. H represents the wall height. <br /> Latcral pressures may bc resistcd by fnction at thc busc of thc �c�ll and passi�t resistancc against thc <br /> foundation. A cocfficient of (riction of 0.45 may be used to detern»ne the base friction in the nativz <br /> glacial soils. Fassivc resistance may be calculated as a tri�ngular equivalent fuid pressure distributiou. <br /> VVc recommend that an equivalent fluid density of 200 pounds per cubic f�ot(pc�be used to calculate die <br /> allo�vable lateral passive resistance for the case of a level ground surface adjaceat to the footing. To <br /> achie��c this �'alue of p�ssi��c pressure, the foimdations should Ue poured "neaC' agsinst the native dense <br /> soils, or ccmpact�d till sliould be used as hackfill against tli_ front of the footing, and the soil in front of <br /> Cornerstone Geotechnical, Inc. <br /> �z�25 <br />