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/ MSFT <br />AZ <br />a_min. <br />CRRv <br />CRRT.5(sig <br />CRRrn <br />MSF <br />csR <br />CSRfs <br />fsL <br />fs2 <br />Cr <br />Cn <br />{N1) 50 <br />d(N1)50 <br />(N1) 50f <br />Cq <br />qc1 <br />dqclqclf <br />qcln <br />xc <br />qc 1f <br />Ic <br />{N1) 6Os <br />CSRm <br />CSRfs <br />usEr <br />dz <br />dsz <br />dp <br />dsp <br />Gmax <br />g_e ff <br />g*Ge /Gn <br />ec7.5 <br />Cec <br />NoLiq <br />Refe(ences <br />Liquefy.cal <br />Linear acceleration redllction coefficient x depth <br />Minimum acceleratioD undeE linear r€ductron, mz <br />CRR after overburden stress correction, CRRV=CRR7.5 r Ksigcyclic resislance ratlo (M-7. 5 ) <br />Overburden stEess corlection factor for cRR7.5 <br />After magnitude scaling co!rection CRR =CRRV r MSF <br />llagnitude scaling facto! from M-?.5 to user input l{ <br />CycIic stress ratio induced by earthquake <br />csRfs=CSR,fs1 (DefauIt fs1-l)Eirsl CSR culve in graphic defined in lt9 of Advanced page <br />2nd CSR curve in graphic defined in *9 of Advanced page <br />calculated factor of safety against liquefaction P.S.=CRRin/CSRsf <br />Energy Ratio, Borehole Dia., and Sampfirlg [,!ethod Corrections <br />Rod Length CorEections <br />overburden Pressure Correction <br />SPT after corrections, (N1)60=SPT r Cr r Cn ' Cebs <br />Fines correction of SPT <br />(N1)60 afteE fines corrections, (N1)50f=(N1)60 + d(N1)50 <br />Overbulden s tress correction factor <br />CPT after Overburden Stress corlecti,on <br />l'1nes correction of CPT <br />CPT after Sines and Overburden correction, qclf-qc1 + dqcl <br />CPT after normaLization in Robertson's method <br />Eine correction factor io Robertson's Method <br />CPT after Fines correction in Robertson's Methodsorl type index in Suzuki's and Robertson's Methods <br />(N1)60 after settlenent fines corlections <br />After maqnj.tude scaling correction for Settfement calculation CSFrr-CSRsf <br />Cyclic strcsr ratlo lnduced by ealthquake llith uscEscallrg factor from CSR, MSF,=l, based on rtem 2 of <br />VoLumetric stlain for saturated sands <br />cal.culation segment, dz=o.050 ft <br />settlement j,n each seqment, dz <br />User defined prtnt interval <br />Settlement in each print intelva1, dp <br />Shea! Modulus at Iow strainganna_eff, Ef fect ive shedr Strdlnganna_effrG_efflc_max, Strain-nodulusratro <br />Volunetric StEain for magnitude=7.5 <br />Magnitude correction facEor for any magnitude <br />vol,unetEj-c stlain for unsaturated sands, ec=Cec r ec7.5 <br />No-Liquefy Soils <br />inputed fs <br />Page C. <br />l' ierBR iork@nesistance of soi]s. Youd, T,L., and <br />Idriss, I.!1., eds., ?echnical Report NCEER 9?-0022. <br />SP117. Southern Califolnia Earthquake Center. Recomrnended ProceduEes fo! <br />Implementation of DMG Special Publication 11'7, Guidelines for <br />Analyzinq and Mitj.gatlng Lr.quefaction in California. Unlverslty of Southern <br />caI i folnia. March 1999. <br />2. RECENT ADVANCES IN SOIL LIQUEEACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, <br />?APET NO. SPI.-2, PROCEEDINGS: EOuTth <br />Intelnational Co[terence on Recent Advances in Geotechnical Ea!Lhquake Engineering and <br />SoiI Dynandcs, San Diego, CA, March 2001. <br />3. RECENT ADVANCES IN SOIL LIoUETACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEIIORX,garlhquake Engineering ReseaEch Center, <br />Report No. ESRC 2003-06 by R.B Seed and eEc. Aprj.I 2003. <br />Note: Print Interval you selected does not shol, conplete results. To get conplete <br />results, you should select 'Segnent' in Print Interval (Mm 12, Page c). <br />Page 11 <br />n <br />E <br />E <br />n <br />T <br />I <br />T <br />T <br />t <br />I <br />u <br />t.l <br />E <br />I <br />t <br />r <br />I.t <br />I <br />T