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%move <br /> 9 .0 <br /> .......... .................. .... ...... <br /> . . . . . ....... <br /> .......... <br /> ...... ......................... .. ......... ..... <br /> .... ......... <br /> ............. <br /> ........... <br /> U) 6.0 <br /> ......... .... <br /> .............. <br /> ... ... ..... <br /> .......... <br /> .......... <br /> Y : <br /> ............ .... ............ <br /> V) <br /> Ld <br /> Of O.. <br /> ..... ........ <br /> ........... <br /> Y 3 .0 <br /> < <br /> ............... <br /> .................. .... ............. <br /> Li <br /> n <br /> PEAK U I t imate <br /> ai ............ <br /> is <br /> C ksf 0.83 0. 70 <br /> .............. ... <br /> deg 54. 7 43 .3 <br /> ......... .... ......... .............. <br /> I <br /> TA <br /> 0 <br /> ........... � ; t q . N 1 .41 0.94 <br /> 0 3.0 6.0 9 .0 12.0 15 .0 18.0 <br /> Normal Stress , ksf <br /> 9 .0 <br /> ........... 1 4- SAMPLE NO. : 1 2 3 <br /> WATER CONTENT, % 10 .5 11 .4 10 .3 <br /> 7.5 <br /> -J DRY DENSITY, pcf 1 19 .3 125.8 127 .6 <br /> .......... <br /> H SATURATION , % 63 .4 82.3 78 .2 <br /> .......... ............. <br /> 6.0 z VOID RATIO 0.466 0.390 0.370 <br /> H <br /> DIAMETER, in 1 .92 1 .93 1 .92 <br /> ................. HEIGHT, in 1 .00 1 .00 1 .00 <br /> 4.5 <br /> 3 <br /> . ...... ........... ........... WATER CONTENT, % 17 . 2 14.8 13.0 <br /> (n <br /> .......... <br /> DRY DENSITY, pcf 117 .4 123 .3 128. 1 <br /> ................................. <br /> ... ....... <br /> 3.0 wSATURATION, % 98 .8 99 . 2 100.0 <br /> cn . . ........................... 2 VOID RATIO 0.489 0 .417 0. 364 <br /> .......... <br /> < DIAMETER , in 1 . 92 1 .93 1 .92 <br /> 1 .5 F <br /> .... ....... ..... HEIGHT, i n 1 .02 1 .02 1 .00 <br /> ......... <br /> .......... <br /> NORMAL STRESS , ksf 1 .00 2.00 4.00 <br /> ................... <br /> ................... .......... <br /> 0 <br /> PEAK STRESS, ksf 1 .84 4.26 6 . 27 <br /> . . . . <br /> 0 7 14 21 28 STRAIN, % 5 . 2 5. 2 5 .2 <br /> Strain, % Ultimate , ksf 1 . 49 2. 62 4. 63 <br /> STRAIN , % 23 .4 26.0 23.4 <br /> IStrain rate, %/min 1 .00 1 .00 1 .00 <br /> SAMPLE TYPE: Undisturbed CLIENT: Advanced GeoEviromental Inc . <br /> DESCRIPTION : brown clayey SAND <br /> hard and cemented PROJECT: Weston Ranch <br /> ASSUMED SPECIFIC GRAVITY= 2.8 SAMPLE LOCATION : S131 @ 5 ' <br /> REMARKS: The high C and phi is <br /> due to cementation . A triax PROJ . NO. : 255-021A DATE: 10/22/01 <br /> test would give more realist- DIRECT SHEAR TEST REPORT <br /> is values . *DS-CU* <br /> jFig . No. : COOPER TESTING LABORATORY <br />