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<br />. <br /> <br />-. <br /> <br />45 <br /> <br />EM 1111).2.2504 <br />31 Mar 94 <br /> <br /> <br />III 40 <br />'" <br />'" <br />cr <br />" <br />'" <br />C <br />~ <br />:e. 35 <br />..; , <br />...J ,,"0 <br />" <br />~ ",' 4 <br /> , <br />Z <br />0 30 <br />~ <br />u <br />ii: ,'.....,'~, <br />... <br /> "...... <br />c ,......., <br />'" <D SCHMERTMANN (1975) <br />z <br />Cl: <br />cr 25 f.,~~~i @ BOWLES (1982) after MEYERHOf' (1956) <br />c <br /> ~ Q) CAS (1984) <br />. @ PECK. HANSON .. THORNBURN (1974) <br /> 20 <br /> 0 10 20 30 40 SO 60 <br /> PENETRATION RESISTANCE, N' <br /> <br /> <br />Flgur. 3-&, Correlation. blItwHI1 SPT r..ulla .nd .h.... atrength of granul... m.llIrlala <br /> <br />guidance conlained in EM 1110-2-1902 regarding the <br />selection of design strengths at or below the thirty-third <br />percentile of.the leSt results is also applicable 10 walls. <br />For sma11 projects, conservative Selection of design <br />strengths near the lower boWld of plausible values may . <br />be man: cosl-i:ffective than performing additional IeSlS. <br />Where expecled values of drilined strengths (+ values) <br />are estimated from correIaIions, tables. and/or experi- <br />ence, a design strength of 90 percenl of the expected <br />(most likely) value will usually be sufficiently <br />COIlSClValive. <br /> <br />Pbo' = effective at-resl horizonlal pressure <br /> <br />Kb .. a coefficienl Iypically in the IlIIIge of 2.5 10 3.5 <br />for most clays <br /> <br />Again, conelalion with laboratory IeStS and local experi- <br />ence is recommended. <br /> <br />3-5. Design Strength Selection <br /> <br />As soils are belerOgenous (or random) malerials, <br />strength tCsts invariably exhibil scattered results. The: <br /> <br />. <br /> <br />3-9 <br />