Principles Of Foundation Engineering 8th Edition Das -Books Pdf

Principles of Foundation Engineering 8th Edition Das
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Gs w Gs 9 81,b 16 48 kN m3,Eq 2 14 e wGs 0 22 Gs So. 16 48 Gs 2 67,Gs w 1 w 2 65 62 4 1 0 12,2 3 a 119 5 e 0 55. wGs 0 12 2 65,c S 100 57 8,106 7 lb ft 3,w 85 43 e 0 97. 1 e 1 0 97,Gs e w 2 69 0 97 62 4,115 9 lb ft 3,2 5 From Eqs 2 11 and 2 12 d 108 lb ft 3. Gs w 2 65 62 4,Eq 2 12 d 108 e 0 53,em a x e em a x 0 53.
Eq 2 23 Dr 0 82 e 0 94,em ax em in em ax 0 44,Gs w 2 65 62 4. d m in 85 2 lb ft 3,1 em ax 1 0 94,2 6 Refer to Table 2 7 for classification. Soil A A 7 6 9 Note PI is greater than LL 30,GI F200 35 0 2 0 005 LL 40 0 01 F200 15 PI 10. 65 35 0 2 0 005 42 40 0 01 65 15 16 10,Soil B A 6 5. GI 55 35 0 2 0 005 38 40 0 01 55 15 13 10,Soil C A 3 0.
Soil D A 4 5,GI 64 35 0 2 0 005 35 40 0 01 64 15 9 10. Soil E A 2 6 1,GI 0 01 F200 15 PI 10 0 01 33 15 13 10 0 54 1. Soil F A 7 6 19 PI is greater than LL 30,GI 76 35 0 2 0 005 52 40 0 01 76 15 24 10. 2 7 Soil A Table 2 8 65 passing No 200 sieve,Fine grained soil LL 42 PI 16. Figure 2 5 ML,Figure 2 7 Plus No 200 30 Plus No 4 0.
sand gravel sandy silt,Soil B Table 2 8 55 passing No 200 sieve. Fine grained soil LL 38 PI 13,Figure 2 5 Plots below A line ML. Figure 2 7 Plus No 200 30,sand gravel sandy silt,Soil C Table 2 8 8 passing No 200 sieve. sand gravel sandy soil SP,Figure 2 6 gravel 100 95 5 15 poorly graded sand. Soil D Table 2 8 64 passing No 200 sieve,Fine grained soil LL 35 PI 9.
Figure 2 5 ML,Figure 2 7 sand 31 gravel 5 sandy silt. Soil E Table 2 8 33 passing No 200 sieve 100 passing No 4 sieve. Sandy soil LL 38 PI 13,Figure 2 5 Plots below A line SM. Figure 2 6 gravel 0 15 silty sand, Soil F Table 2 8 76 passing No 200 sieve LL 52 PI 24. Figure 2 5 CH,Figure 2 7 Plus No 200 is 100 76 24,gravel gravel fat clay with sand. Gs w Gs w 2 68 62 4,2 8 d e 1 1 0 43,k1 1 e1 0 22 1 0 63.
Eq 2 37 k 0 08 cm s,k2 k2 0 433,1 e2 1 0 43,2 9 From Eq 2 41. k1 1 e2 e1,0 2 10 2 9 1 2,0 1667 0 6316 n,k 1e e 0 91 106 2 2 1 9. log 0 1667 0 778,log 0 6316 0 1996,k 1 e 0 2 10 2 2. C 1 1n 3 998,en 0 93 998,k3 C 0 216 106 0 075 10 6 cm s. 2 10 The flow net is shown,k 6 5 104 cm s hm a x H1 H 2 7 1 75 5 25 m So.
6 5 104 5 25 4,17 06 10 m m s,0 7825 0 7825,2 11 a k 2 4622D 2. e 2 4622 0 2 2,0 041 cm s,e3 0 6 0 6 0 4,b k 35 C D 2 32 35 0 2 2 32 0 171 cm s. 1e 1 0 6 0 2,2 12 Gs w 2 66 9 81,16 84 kN m3,9 81 2 66 0 48. sa t sa nd Gs w e w,1 0 48 20 81 kN m3,Gs w 1 w 2 74 9 81 1 0 3478 3. sa t c la y 18 55 kN m,1 wGs 1 0 3478 2 74,At A 0 u 0 0.
At B 16 84 3 50 52 kN m2,50 52 kN m2,At C B 20 81 1 5 50 52 31 22 81 74 kN m2. u 9 81 1 5 14 72 kN m2,81 74 14 72 67 02 kN m2,At D C 18 55 5 81 74 92 75 174 49 kN m2. u 9 81 6 5 63 77 kN m2,174 49 63 77 110 72 kN m2,2 13 Eq 2 54 Cc 0 009 LL 10 0 009 42 10 0 288. CH 0 288 3 7 1000 mm 155,Sc c c log o log 87 2 mm,1 eo o 1 0 82 110. 2 14 Eq 2 69,sC cH c c C cH,5 128 0 288 3700 155,log log 56 69 mm.
1 0 75 110 1 0 82 128,e1 e2 0 91 0 792,2 15 a Eq 2 53 C 0 392. From Eq 2 65 Sc log o,Using the results of Problem 2 12. 3 16 84 1 5 20 81 9 81 18 55 9 81 88 87 kN m2,eo wGs 0 3478 2 74 0 953. 0 392 5000 mm 88 87 50,Sc log 194 54 mm,1 0 953 88 87. b Eq 2 73 Tv For U 50 Tv 0 197 Table 2 11 So,9 36 104 t.
0 197 t 5262 104 sec 609 days,e1 e2 0 82 0 64,2 16 a Eq 2 53 C 0 377. e1 e2 0 82 e2,b C 0 377 e 0 736, 2 17 Eq 2 73 Tv For 60 consolidation Tv 0 286 Table 2 11. Lab time t 8 min min,0 286 1 5 2 Cv 0 0788 in min,Field U 50 Tv 0 197. 0 197 t 9000 min 6 25 days,2 18 U 0 5,Cv 1 t 2 t 6. Cv 2 t 2 t 2, So Tv 1 0 25Tv 2 The following table can be prepared for trial and error.
U1 U2 U1 H1 U 2 H 2,Tv 1 Tv 2 U,Figure 2 22 H1 H 2. 0 05 0 2 0 26 0 51 0 34,0 10 0 4 0 36 0 70 0 473,0 125 0 5 0 40 0 76 0 52. 0 1125 0 45 0 385 0 73 0 50,So Tv 1 0 1125 2 10 6t t 56 250 min 39 06 days. 2 19 Eq 2 84 Tc 2 tc 60 days 60 24 60 60 sec H m 1000 mm. 8 103 60 24 60 60,v t 8 103 30 24 60 60,After 30 days T 0 0207. From Figure 2 24 for Tv 0 0207 and Tc 0 0415 U 5 So. Sc 0 05 120 6 mm,Cvt 8 103 100 24 60 60,After 100 days Tv 0 069.
From Figure 2 24 for Tv 0 069 and Tc 0 0415 U 23 So. Sc 0 23 120 27 6 mm,2 20 tan 1,Normal force N lb Shear force S lb tan 1 S deg. 50 43 5 41 02,110 95 5 40 96,150 132 0 41 35,From the graph 41. 2 21 Normally consolidated clay c 0,tan2 45 30 96 30 tan2 45 38. 2 22 tan2 45 20 40 20 tan2 45 30,2 23 c 0 Eq 2 91 tan2 45 140 tan2 45 387 8 kN m2. 2 24 Eq 2 91 1 3 45,368 140 tan2 45 2c ta 45 a,701 280 tan2 45 2c ta 45 b.
Solving Eqs a and b 24 c 12 kN m2,2 25 sin sin 25,3 32 5 5 26 5 lb in 3 13 5 5 7 5 lb in.


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