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Test 2 - Closed book exam CE 3413 Student Name No notes...

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Unformatted text preview: Closed book exam. CE 3413 Student Name: No notes allowed. GEOTECHNICAL ENGINEERING Wmemsress 4 EXAM 2— FALL ‘07 {as .a s 0544-4 3 1. Whatar the assumptions for lBoussinesq’ W (3 pts) mime“ as 32441464 kl 8043440 / bhombgenebus 450%? to 6 MN (true 41414404me distrim’red below %LL44M& 2. What are the three components of total settlement? (3 pts) 6404844 L , 044-2 544 (men 04444643044 WW ** 494444444433 \jomm / ‘ ‘ ’ Henge Bed 304444404644 LOheswesml L4 ocoiiri 4% «who 44h 444014494 444 New. comm 3. What do you understand by average degree of consolidation? How can you express degree of consolidation 1n- -terrns of ore water ressure? 3 + 3 ts p p ( p ) MI 04% 44441 mum on (wow CA 3044 MM 004m Mme $4?) 04450 .4 90 {for $54625 '" Add [41 fl (fl \Cohap?€t€ (5'3 - Adam / 4 on so 4. Why the CD triaxial rtest takes more time than the ot er§1€i loo 54444844494” @ 4 gecowfifl it mus’r be rpev4ovmed4v‘r ocevmm 1211 tests? (3 pts) 0444 444044444 44446 (5nd 4mm 03A 424.065) 0 - (USU 44044424 WHE mustom fl?” ‘6 5044443453 1+ 45 404 3414 44440444444444? 0444444441443 \4444 [email protected]%€mi 3444444443 04 44 drum 06 com damn 458444423- 5. Draw the Mohr’s circle and failure envelope for UU test. (5 pts) , fl 4424/74/55 6. The area shown in Figure below is uniformly loaded with q = 50 ksf, determine the vertical stress at point A at a depth of 10’ (10 pts). 2:: ‘0‘ z 40 a :40 , 20. 20. . n T5 q m vfij‘c‘q Ipt’ olq}Z W; . . 51 :_ I C maggazf _ Z?) _% _ A $0 in: zezzitl ' ZS ZSDKZXZBOHH 2%15‘) W 2-— [2.2535 lag? 7. For a clay soil, ¢’ = 320 and at = 220. A consolidated-undiained triaxial test was conducted on this clay soil with a confining pressure of 15 psi. Determine the deviator stress and the pore water pressure at failure. (15 pts) :3 - 2 " 3 2 £2;— 2 2.q :— Egmn (Wig) {Stun (43+?) ég ’+ :07 8. Consolidation test was performed at the middle of clay layer at point A, which produced the following results. If it takes 45 days to have a consolidation of 0.25 m, estimate the time required for the clay layer to settle 0.5 m when a 120 kPa vertical stress is applied to the soil layer. (25 pts) ‘— lhmndl H. flxsartfimdf C1599 Vilnius W 61.43%] i ~434in tlm Clsbfrlzo QM] :- 1++3<M.°r+ta\\q llzifig/ LlSmf stew 2503\1. dam), Extra Credit: 7. 3. Draw the Mohr’s circle for unconfined compression test_(3 pts) 20 b. What is the difference between Skempton’s parameters B and A? (4 pts) Table 9. 7 Variation of A’ with ziR and HR” ——._———~——-—-———‘"——'_“———7 . r/R ZIR 0 0.2 0.4 0.5 0.8 1 1.2 1.5 2 0 1.0 1.0 1.0 1.0 1.0 0.5 0 0 0 0.1 0.90050 0.89748 0.88679 0.86126 0.78797 0.43015 0.09645 0.02787 0.00856 02 0.80388 0.79824 0.77884 0.73483 0.63014 0.38269 0.15433 0.05251 0.01680 0.3 0.71265 0.70518 0.68316 0.62690 0.52081 0.34375 0.17964 0.07199 0.02440 0.4 0.62861 0.62015 0.59241 0.53767 0.44329 0.31048 0.18709 0.08593 0.03118 05 0.55279 0.54403 0.51622 0.46448 0.38390 0.28156 0.18556 0.09499 0.03701 06 0.48550 0.47691 0.45078 0.40427 0.33676 0.25588 0.17952 0.10010 07 0.42654 0.41874 0.39491 0.35428 0.29833 0.21727 0.17124 0.10228 0.04558 0.8 0.37531 0.36832 0.34729 0.31243 0.2.6581 0.21297 0.16206 0.10236 0.9 0.33104 0.32492 0.30669 0.27707 0.23832 0.19488 0.15253 0.10094 1 0.29289 0.28763 0.27005 0.24697 0.21468 0.17868 0.14329 0.09849 0.05185 1.2 0.23178 0.22795 0.21662 0.19890 0.17626 0.15101 0.12570 0.09192 0.05260 1.5 0.16795 0.16552 0.15877 0.14804 0.13436 0.11892 0.10296 0.08048 0.05116 0 0 0 0 0 0 0 0 0 0 0.1 0.09852 0.10140 0.11138 0.13424 0.18796 0.05388 *0.07899 -0.02672 —0.00845 0.2 0.18857 0.19306 0.20772 0.73524 0.25983 0.08513 —0.07759 —-0.04448 40.01593 0.3 0.26362 0.26787 0.28018 0.29483 0.27257 0.10757 -0.04316 —0.04999 —0.02166 0.4 0.32016 0.32259 0.32748 0.32273 0.26915 0.12404 -0.00766 ”0.04535 -0.02522 0.5 0.35777 0.35752 0.35323 0.33106 0.26236 0.13591 0.02165 - 0.03455 —0.02651 0.6 0.37831 0.37531 0.36308 0.32822 0.25411 0.14440 0.04457 —0.02101 0.7 0.38487 ' 0.37962 0.36072 0.31929 0.24638 0.14986 0.06209 - 0.00702 — 0.02329 08 0.38091 0.37408 0.35133 0.30699 0.23779 0.15292 0.07530 0.00614 09 0.36962 0.36275 0.33734 0.29299 0.22891 0.15404 0.08507 0.01795 1 0.35355 0.34553 0.32075 0.27819 0.21978 0.15355 0.09210 0.02814 —0.01005 Table 9.9 Variation of 1'4 with m and 11 [Eq. (9.35)] WW m ________—._——-—————— n 0.1 0.2 0.3 0.4 0.5 1.0 2.0 2.5 3.0 4.0 5.0 ______—______—__—_—.——-—————— 0.1 0.0047 0.0092 0.0132 0.0168 0.0198 0.0279 0.0311 0.0314 0.0315 0.0316 0.0316 0.2 0.0092 0.0179 0.0259 0.0328 0.0387 0.0547 0.0610 0.0616 0.0618 0.0619 0.0620 0.3 0.0132 0.0259 0.0374 0.0474 0.0559 0.0794 0.0887 0.0895 0.0898 0.0901 0.0901 0.4 0.0168 0.0328 0.0474 0.0602 0.0711 0.1013 0.1.134 0.1145 0.1150 0.1153 0.1154 0.5 0.0198 0.0387 0.0559 0.0711 0.0840 0.1202 0.1350 0.1363 0.1368 0.1372 0.1374 0.6 0.0222 0.0435 0.0629 0.0801 0.0947 0.1361 0.1533 0.1548 0.1555 0.1560 0.1561 0.7 0.0242 0.0474 0.0686 0.0873 0.1034 0.1491 0.1686 0.1704 0.1711 0.1717 0.1719 0.8 0.0258 0.0504 0.0731 0.0931 0.1104 0.1598 0.1812 0.1832 0.1841 0.1847 0.1849 0.9 0.0270 0.0528 0.0766 0.0977 0.1158 0.1684 0.1915 0.1938 0.1947 0.1954 0.1956 1.0 0.0279 0.0547 0.0794 0.1013 0.1202 0.1752 0.1999 0.2024 0.2034 0.2042 0.2044 1.2 0.0293 0.0573 0.0832 0.1063 0.1263 0.1351 0.2124 0.2151 0.2163 0.2172 0.2175 1.4 0.0301 0.0589 0.0856 0.1094 0.1300 0.1914 0.2206 0.2236 0.2250 0.2260 0.2263 1.6 0.0306 0.0599 0.0871 0.1114 0.1324 0.1955 0.2261 0.2294 0.2309 0.2320 0.2323 1.8 0.0309 0.0606 0.0880 0.1 126 0.1340 0.1981 0.2299 0.2333 0.2350 0.2362 0.2366 2.0 0.0311 0.0610 0.0887 0.1134 0.1350 0.1999 0.2325 0.2361 0.2378 0.2391 0.2395 2.5 0.0314 0.0616 0.0895 0.1145 0.1363 0.2024 0.2361 0.2401 0.2420 0.2434 0.2439 3.0 0.0315 0.0618 0.0898 0.1150 0.1368 0.2034 0.2378 0.2420 0.2439 0.2455 0.2461 4.0 0.0316 0.0619 0.0901 0.1153 0.1372 .2042 0.2391 0.2434 0.2455 0.2472 0.2479 5.0 0.0316 0.0620 0.0901 0.1154 0.1374 0.2044 0.2395 0.2439 0.2460 0.2479 0.2486 6.0 0.0316 0.0620 0.0902 0.1154 0.1374 0.2045 0.2397 0.2441 0.2463 0.2482 0.2489 _______.___—_.__—H———‘——i_——______._______.___—— AHAF‘RF‘AF‘F‘HHF‘AAAAAMF‘F‘ ...
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