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Hart Crowser <br /> J-344b-01 <br /> aspect of liquefaction w�l not be total settlements but diff'erential <br /> setclements. <br /> ► A catastrophic fai7ure of the structure due to liquefaction-induced <br /> sett]emenu is not likely. Under the design earthquake that footin�s <br /> supporting columns may setde. Portions of the slab-on-grade and <br /> pavement may aLso experience some vertical settlemenu. <br /> �Ve recommend the following options be considered for design with <br /> respect to liquefaction: <br /> ► Accept the potential liquefaction-induced settlements of a shallow <br /> foundation system. If sigu6cant settlemenu do occur, andcipate <br /> cosu for s�uctural repair. <br /> ► Support the column loads on p�les. Lique£3ction-induced <br /> setUements would be limited to slabs-on-gr.ide and pavemenu. <br /> Liquefaction may inczease the so�7 load on p�ling due to downdrag <br /> but not to faz7ure. <br /> ► Mitigate the liquefaction potential with ground modification � <br /> techniques. Thic is an extreme option. The costs of such mitigative � <br /> methods would probably exceed repair costs. <br /> In our opinion the potential for major liquefaction-induced damage to <br /> the structure(s) does not warrant midgative ground modi6cabons nor <br /> supporting columns on p�7es. <br /> Structural Fill � <br /> Structu.�al fill w�l be required for backfilling and subslab material i <br /> placement ' <br /> � <br /> We .�ake the following recommendations regazding structur-a1 fi11: � <br /> � <br /> ► Place all fiIl in lifts (maximum 10-inch ]oase thickness) and compacc <br /> it to a minimum of 95 percent of the modified Practor maximum dry <br /> densiry (as determined by ASTM D 1557 test procedure) below.the <br /> strucnue. Below pavements, place the material at 92 percent <br /> modified Proctor maximum dry density except the upper 2 feet <br /> � Page (10 � �, <br />