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I <br />I <br />T <br />I <br />T <br />T <br />T <br />I <br />I <br />I <br />I <br />I <br />I <br />T <br />I <br />I <br />I <br />I <br />T <br />tfiz <br />a min. <br />cinv <br />cRR?.5 <br />Ksig <br />CRRllr <br />!ISE <br />csR <br />CSRfs <br />fs1 <br />F. S. <br />cebs <br />CT <br />Cn <br />(N1) 60 <br />d(Nr)50 <br />(N1) 60f <br />qc1 <br />dqclgclf <br />qc 1n <br />KC <br />qcl f <br />IC <br />(NI) 503 <br />CSRm <br />l,iquefy. cal <br />,,inear accel,eration reduction coefficient x depth <br />Miniilun acceleration under Iinear reduction, mZ <br />cRR afteE overbrrrden stress coErection, CRRV-CRR?,5 r (sig <br />Cyclic resistance ratro (ltl-7 - 5 ) <br />overburden slress correction factor for CRR'7.5 <br />After nagnitude scaling correction CRRn=CRRv ' MSF <br />Uagnitude scaling factor fron M=7.5 to user input M <br />Cyclic stress rati.o induced by earthquake <br />CSRfs=CSRrfsl ( Default fsl=1)Elrst csR curve j.n graphic defined in ll9 of Advanced page <br />2nd CSR culve io graphic defined in L9 of Advanced page <br />cdlcufdted factor of safety against liquefaction F.S.=cRRn/csRsf <br />Energy Ratio, Borehole Dia., and Sampling lrethod correctioDs <br />Rod Length Corrections <br />Overburden Pressure Correction <br />SPT after corrections, (N1)60-SPT r Cr r Cn r Cebs <br />Fines correction of SPT <br />(N1)60 after fines co!rections, (N1)60f-{N1)60 + d(N1)60 <br />overburden st ress correction factor <br />CPT after Overburden stress correction <br />Fines correctiofl of CPT <br />CPT after Ej,nes anal Overburden correction, qclf=qc1 + dqcl <br />CPT after nortnalization in Robertson's nethod <br />Fi,ne co!rection facto! in Robertson's Method <br />CPT afteE Eines correctioo rn Robertson's MethodSoil type index in Suzukirs and RobeEtson's lrethocls <br />(N1)50 after settl.enenE fines colrectionsA!te! magnitude scaliog correctioD for Settlenent calculation csfun=csRsf <br />Cyclrc stress rattg itduced by e.tthqu.ta rith u!€r inputcd fs <br />Scaling facto! fron csR, MsE*=l, based on Item 2 of Page c. <br />volurnetric strain for saturated sands <br />Calculation segment, dz=o. 050 ft <br />Settlement in each segment, dz <br />User defined print interval <br />settlement in each print intelvaI, dp <br />Shear l.loduLus at low strain <br />garuna_eff, Ef lectrve shear Strarnganma_eff,G_efflc_max, Strain-nodulusratio <br />volumetrlc strain for rnagnitude=7. 5 <br />Magnjtude colrection factoE fo! any naqnitudevolunetric sttain for unsaturated sands, ec=Cec ' ec7.5 <br />No-Liquefy SoiIs <br />/ MSF' <br />csR!s <br />HSFT <br />dz <br />dsz <br />dp <br />dsp <br />Gnaxg_eff <br />g*celGn <br />ec?- 5 <br />cec <br />NoLrq <br />References <br />Note: Print Interval you selected does not shou complete resul!s. To get complete <br />resulls, you should selecl 'Segment' in Print Intelval lIlem 12, Paqe C). <br />, and <br />Idriss, I.M., eds., Technical Report NCEER 9?-0022. <br />5P111. Southern California Earthquake Center. Recodnended Procedules for <br />ImplenentaEion of DI'IG Special Publica!ion 11?, Guide.Iines for <br />AnalyzinE and uitigatj.ng Liquefactj.on in california. University of Southern <br />California. uarch 1999. <br />2. RECENT ADVANCES IN SOIL LIOUEFACTlON ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, <br />Paper No, SPL-2, PROCEEDINGS: Fourth <br />Intelnational ConfeEence on Recent Advances in Geotechnical EaEthquake Engineerrng and <br />Soil oynahics, San Diego, CA, March 2001.. <br />3. RECENT ADVANCES IN SOIL I,IoUEPACTIOI{ ENGINEERING: A UNIFIED AND CONSISTENT FR]I{E}IORK, <br />Earchquake Engj.neering Resealch Cente!, <br />Repolt No. EERC 2003-05 by R.B seed and erc. April 2003. <br />Page 11