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&Boulanger(2008)shown in Figure 3-2. The residual undrained shear strength used in design was taken <br /> as the greater of the values calculated using the strength ratio and undrained shear strength approaches in <br /> Figure 3-2. <br /> 0 a T._ . 50 <br /> • , ".a.rr ; ' � / 4 • !.? ' °"""'-CIn�Frrr+w wMw.worr..n...ne ; <br /> .b, i ti r+a.sr..ao.o <br /> • A 1. C555vp2A1 oM001o'mme MMs <br /> r <br /> GMvO x wwa nA.ffM,,,,.nn nMwn / H b ; • e O G.aw.r a cn«M 7 ,.a._. r <br /> Vj .._ .._.,. .r...oKM.n nonyapl,,. / C r <br /> Q / Qi • •• s..e our, • / <br /> 0:0 -' � O ..O.�a 1 Sew.. �n0 , • ', <br /> • 0 � - <br /> y <br /> y q 1 ti! <br /> ' <br /> 0 5 '0 ,5 .. 2i ,. o • a f7 ,R 20 <br /> Equivalent clean sand SPT corrected blowcounl,(N,4, Equivalent clean sand SPT corrected blowcount,(Nd <br /> au..-s, <br /> Figure 3-2 Correlations Used for Liquefied Residual Shear Strength Estimates <br /> Stiffness parameters were developed for use in static settlement analyses. Young's modulus for sand <br /> layers were calculated using the correlation with CPT tip resistance(El qf =2.5 )(Duncan and Bursey <br /> 2007)and sometimes modified based on our experience and for consistence with typical published values <br /> (e.g.,Table 28 of Sabatini et al.2002). Drained Poisson's ratio was taken as 0.3. The drained constrained <br /> modulus was estimated for the FILL 2 ML layer using a relationship presented in Duncan and Bursey <br /> (2007)shown in Figure 30-3. The resulting soil properties are summarized in Table 3-2. <br /> 77 hiliMI n' a 1 , tcf Norre311. l.uadcd <br /> ow. <br /> ,a <br /> L I <br /> 0 tsf <br /> a 2 22,) <br /> c l0 <br /> irrainiam— Ammirsill. 1 <br /> MI <br /> c Il <br /> ° <br /> c.1 20 ?u 40 50 70 100 2.00 l •l ull oll <br /> Natural water content("n) <br /> Figure 3-3 Correlations Used for Constrained Modulus Estimate for FILL 2 ML Layer <br /> 5I <br />