Find the settlement due to consolidation of a 9ft × 9ft coloumn foundation (figure) with a load of 1500 Ibs. The foundation is placed at 3 ft below the top surface and the clay layer is 25 ft thick. There is a sand layer underneath of the clay layer. The density of the clay layer is 115 Ibs/cf the compression index of the clay layer is 0.32 and the initial void ratio of the clay is 0.085. Assume that the pressure is distributed at a 2:1 ratio and clay is normally consolidated.
Find the settlement due to consolidation of a 9ft × 9ft coloumn foundation (figure) with a load of 1500 Ibs. The foundation is placed at 3 ft below the top surface and the clay layer is 25 ft thick. There is a sand layer underneath of the clay layer. The density of the clay layer is 115 Ibs/cf the compression index of the clay layer is 0.32 and the initial void ratio of the clay is 0.085. Assume that the pressure is distributed at a 2:1 ratio and clay is normally consolidated.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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Question
Find the settlement due to consolidation of a 9ft × 9ft coloumn foundation (figure) with a load of 1500 Ibs. The foundation is placed at 3 ft below the top surface and the clay layer is 25 ft thick. There is a sand layer underneath of the clay layer. The density of the clay layer is 115 Ibs/cf the compression index of the clay layer is 0.32 and the initial void ratio of the clay is 0.085. Assume that the pressure is distributed at a 2:1 ratio and clay is normally consolidated.
Transcribed Image Text:10
dead
1.5'
04
(b) Find the settlement due to consolidation of a 9 ft x 9 ft column foundation (Figure 06
3) with a load of 1500 lbs. The foundation is placed 3 ft below the top surface,
and the clay layer is 25ft thick. There is a sand layer underneath the clay layer.
The density of the clay layer is 115 lbs/cf, the compression index of the clay layer
is 0.32, and the initial void ratio of the clay is .085. Assume that the pressure is
distributed at a 2:1 ratio and the clay is normally consolidated.
Transcribed Image Text:1500 lbs
3 ft
9 ft
11 ft
22 ft
18 ft
Figure 3
Table 01
Terzaghi's Bearing Capacity Factors
(For General Shear Failure)
Table 02
Bearing Capacity Factors for General Bearing Capacity Equation
Ne
N,
Ne
Ny
Ny(M) N, (V) N, (H)• N. N.
Ny{M) N, (V)| N, (H)
N.
N.
0°
5.70
1.00
0.00
25
25.13
12.72
8.34
5.10
1.00
0.00
0.00
0.00
25
20.72
10.66
6.77
10.88
6.76
1°
6.00
1.10
0.01
26
27.09
14.21
9.84
538
1.09
0.00
0.07
0.00
26
22.25
11.85
8.00
12.54
7.94
2°
6.30
1.22
0.04
27
29.24
15.90
11.60
2
5.63
120
0.01
0.15
0.01
27
23.94
13.20
9.46
14.47
9.32
3°
6.62
1.35
0.06
28°
31.61
17.81
13.70
3"
5.90
131
0.02
0.24
0.02
28
25.80
14.72
11.19
16.72
10.94
4°
6.97
1.49
0.10
29
34.24
19.98
16.18
4"
6.19
1.43
0.04
0.34
0.05
29
27.86
16.44
13.24
19.34
1284
5°
7.34
1.64
0.14
30
37.16
2246
19.13
6.49
1.57
0.07
0.45
0.07
30
30.14
18.40
15.67
22.40
15.07
31
32
6°
7.73
1.81
0.20
40.41
25.28
22.65
6"
6.81
1.72
0.11
0.57
0.11
31
32.67
20.63
1856
25.99
17.69
7°
8.15
2.00
0.27
44.04
28.52
26.87
7.16
188
0.15
0.71
0.16
32
35.49
23.18
22.02
30.21
20.79
8
8.60
2.21
0.35
33
48.09
32.23
31.94
7.53
2.06
0.21
0.86
0.22
33
38.64
26.09
26.17
35.19
24.44
34
35
9°
9.09
2.44
0.44
52.64
36.50
38.04
7.92
2.25
34
29.44
31.15
28.77
0.28
1.03
0.30
42.16
41.06
10
9.60
2.69
0.56
57.75
41.44
45.41
10
834
2.47
0.37
1.22
0.39
35
46.12
3330
37.15
48.03
33.92
11
10.16
2.98
0.69
36°
63.53
47.16
54.36
11
2.71
0.47
0.50
36
50.59
37.75
44.43
56.31
40.05
1.44
12
10.76
3.29
0.85
37
70.07
53.80
65.27
12
9.28
2.97
0.60
1.69
0.63
37
55.63
4292
53.27
66.19
47.38
13
11.41
3.63
1.04
38
77.50
61.55
78.61
13
981
3.26
0.74
1.97
0.78
38
61.35
48.93
64.07
78.02
56.17
14
12.11
4.02
1.26
39
85.97
70.61
95.03
14
10.37
3.59
0.92
2.29
0.97
39
67.87
55.96
7733
92.25
66.76
15
10.98
3.94
1.13
2.65
1.18
40
75.31
64.20
93.69
109.41
7954
15
12.86
4.45
1.52
40
95.66
81.27
115.31
16
11.63
434
1.37
3.06
1.43
41
83.86
73.90
113.99
130.21
95.05
16
13.68
4.92
1.82
41
106.81
93.85
140.51
17
1234
4.77
1.66
3.53
1.73
42
93.71
85.37
139.32
155.54
113.96
17°
14.56
5.45
2.18
42
119.67 108.75
171.99
18
13.10
5.26
2.00
4.07
2.08
43
105.11
99.01
17114
186.53
137.10
18
15.52
6.04
2.59
43°
134.58
126.50 211.56
19
13.93
5.80
2.40
4.68
2.48
44
118.37 115.31
21141
224.64
165.58
19
16.56
6.70
3.07
44
151.95
147.74
261.60
20
14.83
6.40
2.87
5.39
2.95
45
133.87
13487
262.74 271.75
200.81
20
17.69
7.44
3.64
45°
172.29
173.29
325.34
21
1581
7.07
3.42
6.20
3.50
46
152.10
158.50
328.73
330,34
244.65
196.22 204.19
224.55 241.80
21°
18.92
8.26
4.31
46°
407.11
22
16.88
7.82
4.07
7.13
4.13
173.64
187.21
414.33
403.66
299.52
47
22
20.27
9.19
5.09
47
512.84
23
18.05
866
4.82
8.20
4.88
48
199.26
222.30
526.46
496.00
368.67
23°
21.75
10.23
6.00
48°
258.29
287.86
650.67
19.32
5,72
9,44
5.75
229.93
265.50
674.92
613.15
456.41
24
9.60
49
24
23.36
1140
7.08
49
298.72
344.64
831.99
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