Preliminary Design of Silo 0
Revision Page
No
Date
00
2013-04-21
1/11
2.0 LOADING CALCULATION 2.1 Design parameters -as per EN 1991-4:2006
Internal Diameter of silo (dc) Height of silo above ground level Stored Material
17.90
m
40.00 Maize
m
31.00
deg
7.00
kN/m
Angle of Repose of material (φr)
35.00
deg
Chamber Height Effective storage height (hc)
40.00
m
39.00
m
Internal friction angle of Material (φi) Unit Weight of Material (Υ)
251.65
Plan area of silo (A)
mm
3
2
Internal perimeter of the silo (U)
56.23
m
Capacity of Silo
6810
Metric Tons
Overall height of silo (hb)
39.00
m
Assumed thickness of silo
0.35
m
Limits of Silo: (Clause 1.1.2(3)) hb /dc
<
10
hb
<
100
m
dc
<
60
m
TRUE TRUE
TRUE
No Internal Structure Inside:
Classification of Silo Eccentricity of the outlet opening (eo) eo /dc
m
7.00 0.391
Assessment #3:
TRUE
Assessment #2:
FALSE
Assessment #1:
FALSE
hb /dc
2.18 >
2.00
Slender Silo
Cl 5.1
dc / t
51.14 <
200
Thicked Silo
Cl 1.5.43
Properties of Filling Material (Lime Stone Powder) W all surface category considered
D3
Modification coefficient for lateral pressure ratio ( ak)
1.14
Modification coefficient for wall friction coefficient ( aμ)
1.24
Mean value of lateral pressure ratio (km)
0.53
Mean value of wall friction coefficient (μm)
0.53
Modification coefficient for internal angle friction (aφ)
1.14
Mean value of internal angle friction (φm)
31.00
Table 4.1
Preliminary Design of Silo 0
Revision Page
No
Date
00
2013-04-21
K = 0.25
4/11
K = 0.40
Depth from silo top (m)
Pressure on wall in falling zone (kN/m2)
Pressure on wall far from falling zone (kN/m2)
High Pressure on wall at static zone (kN/m2)
Pressure on wall in falling zone (kN/m2)
Pressure on wall far from falling zone (kN/m2)
High Pressure on wall at static zone (kN/m2)
Z
Phce
Phse = Phf
Phae
Phce
Phse = Phf
Phae
1
3.41
4.11
4.81
3.76
4.11
4.46
2
5.58
7.99
10.39
6.73
7.99
9.25
3
6.97
11.65
16.33
9.07
11.65
14.24
4
7.86
15.11
22.35
10.91
15.11
19.31
5
8.43
18.37
28.31
12.36
18.37
24.38
6
8.79
21.45
34.11
13.50
21.45
29.40
7
9.02
24.36
39.69
14.40
24.36
34.31
8
9.17
27.10
45.03
15.11
27.10
39.09
9
9.26
29.69
50.12
15.67
29.69
43.71
10
9.32
32.13
54.95
16.11
32.13
48.16
11
9.36
34.44
59.52
16.46
34.44
52.42
12
9.39
36.62
63.85
16.73
36.62
56.51
13
9.40
38.68
67.95
16.95
38.68
60.40
14
9.41
40.62
71.82
17.12
40.62
64.12
15
9.42
42.45
75.48
17.25
42.45
67.65
16
9.42
44.18
78.93
17.36
44.18
71.00
17
9.43
45.81
82.20
17.44
45.81
74.18
18
9.43
47.35
85.28
17.51
47.35
77.20
19
9.43
48.81
88.18
17.56
48.81
80.05
20
9.43
50.18
90.93
17.60
50.18
82.76
21
9.43
51.48
93.52
17.63
51.48
85.32
22
9.43
52.70
95.97
17.66
52.70
87.74
23
9.43
53.85
98.28
17.68
53.85
90.03
24
9.43
54.94
100.46
17.69
54.94
92.19
25
9.43
55.97
102.51
17.71
55.97
94.24
26
9.43
56.94
104.45
17.72
56.94
96.17
27
9.43
57.86
106.29
17.72
57.86
97.99
28
9.43
58.72
108.02
17.73
58.72
99.72
29
9.43
59.54
109.65
17.73
59.54
101.35
30
9.43
60.31
111.19
17.74
60.31
102.89
31
9.43
61.04
112.65
17.74
61.04
104.34
32
9.43
61.73
114.02
17.74
61.73
105.71
33
9.43
62.38
115.32
17.75
62.38
107.00
34
9.43
62.99
116.54
17.75
62.99
108.23
35
9.43
63.56
117.70
17.75
63.56
109.38
36
9.43
64.11
118.79
17.75
64.11
110.47
37
9.43
64.62
119.82
17.75
64.62
111.50
38
9.43
65.11
120.79
17.75
65.11
112.47
39
9.43
65.57
121.71
17.75
65.57
113.39
Preliminary Design of Silo 0
Revision Page
No
Date
00
2013-04-21
5/11
K = 0.60 Depth from silo top (m)
Pressure on wall in falling zone (kN/m2)
Pressure on wall far from falling zone (kN/m2)
High Pressure on wall at static zone (kN/m2)
Symmetrical discharge loads (kN/m2)
Z
Phce
Phse = Phf
Phae
Phe
Ppe
Ppe /7
1
3.94
4.11
4.28
4.73
3.92
0.56
2
7.36
7.99
8.61
9.19
7.61
1.09
3
10.33
11.65
12.97
13.40
11.10
1.59
4
12.91
15.11
17.30
17.37
14.40
2.06
5
15.15
18.37
21.59
21.12
17.51
2.50
6
17.09
21.45
25.81
24.67
20.44
2.92
7
18.77
24.36
29.94
28.01
23.21
3.32
8
20.23
27.10
33.97
31.16
25.83
3.69
9
21.50
29.69
37.88
34.14
28.29
4.04
10
22.60
32.13
41.67
36.96
30.62
4.37
11
23.55
34.44
45.33
39.61
32.82
4.69
12
24.38
36.62
48.86
42.11
34.90
4.99
13
25.10
38.68
52.26
44.48
36.86
5.27
14
25.72
40.62
55.52
46.71
38.71
5.53
15
26.26
42.45
58.64
48.82
40.45
5.78
16
26.73
44.18
61.63
50.81
42.10
6.01
17
27.14
45.81
64.48
52.68
43.66
6.24
18
27.49
47.35
67.21
54.46
45.13
6.45
19
27.80
48.81
69.81
56.13
46.51
6.64
20
28.06
50.18
72.29
57.71
47.82
6.83
21
28.30
51.48
74.65
59.20
49.06
7.01
22
28.50
52.70
76.90
60.60
50.22
7.17
23
28.67
53.85
79.04
61.93
51.32
7.33
24
28.82
54.94
81.06
63.18
52.36
7.48
25
28.95
55.97
82.99
64.37
53.34
7.62
26
29.07
56.94
84.82
65.48
54.27
7.75
27
29.16
57.86
86.55
66.54
55.14
7.88
28
29.25
58.72
88.20
67.53
55.96
7.99
29
29.32
59.54
89.76
68.47
56.74
8.11
30
29.39
60.31
91.24
69.36
57.48
8.21
31
29.44
61.04
92.64
70.20
58.17
8.31
32
29.49
61.73
93.96
70.99
58.82
8.40
33
29.53
62.38
95.22
71.73
59.44
8.49
34
29.57
62.99
96.40
72.44
60.03
8.58
35
29.60
63.56
97.53
73.10
60.58
8.65
36
29.63
64.11
98.59
73.73
61.10
8.73
37
29.65
64.62
99.59
74.32
61.59
8.80
38
29.68
65.11
100.55
74.88
62.05
8.86
39
29.69
65.57
101.44
75.40
62.49
8.93
Discharge outward patch pressure (kN/m2)
Preliminary Design of Silo 0
Revision Page
No
Date
00
2013-04-21
Pressure on Silo Wall Caused by Seismic Forces
Bulk unit weight of the particulate material in seismic design (ϒu)
8.00
rs* = min(hb,dc/2)
8.95
Na (NSCP 2010, Seismic Source Type A)
1.20
Nv (NSCP 2010, Seismic Source Type A)
1.60
Ca (NSCP 2010, Soil Sc)
0.48 0.90
Cv (NSCP 2010, Soil Sc) 3/4
Elastic fundamental period of vibration, T = 0.05 x (hn)
0.80
Overstrength and Ductility Capacity for System
3.00
Importance Factor, I =
1.00
Zone Factor, Z =
0.40
Calculation of ratio of response acceleration to the accelaration of gravity based on NSCP 2010
Design α(z)
α1 =
0.376
α2 =
0.400
α3 =
0.269
α4 =
0.341
α(z) =
0.376
kN/m m
3
6/11
Revision
Preliminary Design of Silo 0
Depth from silo top (m)
Page
No
Date
00
2013-04-21
Δph,s(kN/m2) Part 1
Reference Pressure
Z
α(z)
min(rs*,3x)
1
0.38
3.00
2
0.38
3
7/11
2 )
0
15
30
45
60
90
9.01
9.01
8.71
7.81
6.37
4.51
0.00
6.00
18.03
18.03
17.41
15.61
12.75
9.01
0.00
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
4
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
5
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
6
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
7
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
8
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
9
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
10
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
11
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
12
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
13
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
14
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
15
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
16
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
17
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
18
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
19
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
20
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
21
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
22
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
23
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
24
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
25
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
26
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
27
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
28
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
29
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
30
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
31
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
32
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
33
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
34
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
35
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
36
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
37
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
38
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
39
0.38
8.95
26.89
26.89
25.97
23.29
19.01
13.44
0.00
Δph,so (kN/m
Revision
Preliminary Design of Silo 0
Depth from silo top (m)
Page
No
Date
00
2013-04-21
8/11
Δph,s(kN/m2) Part 3
Z
105
120
135
150
165
180
195
210
225
240
255
270
1
-2.33
-4. 51
-6.37
-7.81
-8.71
-9. 01
-8.71
-7.81
-6.37
-4.51
-2.33
0.00
2
-4.67
-9.01
-12.75 -15.61
-17.41
-18.03 -17.41 -15.61 -12.75
-9.01
-4.67
0.00
3
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
4
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
5
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
6
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
7
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
8
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
9
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
10
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
11
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
12
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
13
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
14
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
15
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
16
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
17
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
18
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
19
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
20
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
21
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
22
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
23
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
24
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
25
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
26
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
27
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
28
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
29
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
30
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
31
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
32
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
33
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
34
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
35
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
36
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
37
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
38
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
39
-6.96
-13.44 -19.01 -23.29
-25.97
-26.89 -25.97 -23.29 -19.01 -13.44
-6.96
0.00
Preliminary Design of Silo 0
Depth from silo top (m)
Δph,s(kN/m2) Part 4
Z
285
300
315
330
345
360
1
2.33
4.51
6.37
7.81
8.71
9.01
2
4.67
9.01
12.75
15.61
17.41
18.03
3
6.96
13.44
19.01
23.29
25.97
26.89
4
6.96
13.44
19.01
23.29
25.97
26.89
5
6.96
13.44
19.01
23.29
25.97
26.89
6
6.96
13.44
19.01
23.29
25.97
26.89
7
6.96
13.44
19.01
23.29
25.97
26.89
8
6.96
13.44
19.01
23.29
25.97
26.89
9
6.96
13.44
19.01
23.29
25.97
26.89
10
6.96
13.44
19.01
2 3.29
25.97
26.89
11
6.96
13.44
19.01
2 3.29
25.97
26.89
12
6.96
13.44
19.01
2 3.29
25.97
26.89
13
6.96
13.44
19.01
2 3.29
25.97
26.89
14
6.96
13.44
19.01
2 3.29
25.97
26.89
15
6.96
13.44
19.01
2 3.29
25.97
26.89
16
6.96
13.44
19.01
2 3.29
25.97
26.89
17
6.96
13.44
19.01
2 3.29
25.97
26.89
18
6.96
13.44
19.01
2 3.29
25.97
26.89
19
6.96
13.44
19.01
2 3.29
25.97
26.89
20
6.96
13.44
19.01
2 3.29
25.97
26.89
21
6.96
13.44
19.01
2 3.29
25.97
26.89
22
6.96
13.44
19.01
2 3.29
25.97
26.89
23
6.96
13.44
19.01
2 3.29
25.97
26.89
24
6.96
13.44
19.01
2 3.29
25.97
26.89
25
6.96
13.44
19.01
2 3.29
25.97
26.89
26
6.96
13.44
19.01
2 3.29
25.97
26.89
27
6.96
13.44
19.01
2 3.29
25.97
26.89
28
6.96
13.44
19.01
2 3.29
25.97
26.89
29
6.96
13.44
19.01
2 3.29
25.97
26.89
30
6.96
13.44
19.01
2 3.29
25.97
26.89
31
6.96
13.44
19.01
2 3.29
25.97
26.89
32
6.96
13.44
19.01
2 3.29
25.97
26.89
33
6.96
13.44
19.01
2 3.29
25.97
26.89
34
6.96
13.44
19.01
2 3.29
25.97
26.89
35
6.96
13.44
19.01
2 3.29
25.97
26.89
36
6.96
13.44
19.01
2 3.29
25.97
26.89
37
6.96
13.44
19.01
2 3.29
25.97
26.89
38
6.96
13.44
19.01
2 3.29
25.97
26.89
39
6.96
13.44
19.01
2 3.29
25.97
26.89
Revision Page
No
Date
00
2013-04-21
9/11
Revision
Preliminary Design of Silo 0
Page
No
Date
00
2013-04-21
10/11
Pressure on Silo Wall Caused by Wind Forces
Basic Wind Velocity
Vb,o =
55.56 m/s ( NSCP 2010, Tarlac - 200kph)
Directional factor
Cdir =
1.00
Seasonal factor
Cseason
1.00
Vb Vb,o x Cdir X Cseaso=
Wind Velocity
55.56 m/s
II
Terrain Category Zo =
0.05
m
Zmin =
2.00
m
1.25
kg/m
Air Density ρ = Cr (z) = 0.19 x ln (z / zo)
Roughness factor
C0 (z) =
Orthography factor
1.00
Vm(z) = Vb x Cr (z) X Co(z)
Mean wind Standard deviation of turbulence
σv = kr X Vb X Ki =
Turbulence Intensity
Iv(z) =
Peak velocity pressure
10.56
σv / Vm(z)
qp (z)
qp (z) = [1+7l v(z)] (1/2 ) ρ Vm2 (z) Basic wind velocity Vb = Level Z (m) Cr (z)
(1/2 ) ρ Vm2 (z)
Vm (z) (m/s)
Iv (z)
qp (z) [kN/m2]
V (ze) (m/s)
Re
0
0.701 38.941 0.271
2.746
66.287
8.17E+07
2
0.701 38.941 0.271
2.746
66.287
8.17E+07
5
0.875 48.614 0.217
3.722
77.173
9.51E+07
10
1.007 55.931 0.189
4.538
85.213
1.05E+08
15
1.084 60.211 0.175
5.047
89.859
1.11E+08
20
1.138 63.248 0.167
5.421
93.135
1.15E+08
25
1.181 65.604 0.161
5.720
95.664
1.18E+08
30
1.215 67.529 0.156
5.969
97.725
1.20E+08
35
1.245 69.156 0.153
6.183
99.462
1.23E+08
40
1.270 70.565 0.150
6.371
100.965
1.24E+08
45
1.292 71.809 0.147
6.539
102.288
1.26E+08
50
1.312 72.921 0.145
6.691
103.470
1.27E+08
Wind Pressure
We = qp (ze) Cpe
Reynolds number
Re = b V(ze) / ν
Diameter of silo
b=
18.6
Height of silo
H=
39.00 m
Kinatic viscosity of air
ν=
Pek wind velocity
V(ze) = (2*qp/ρ)0.5
Roughness of concrete
k= k/b =
Reynolds number considered
Re =
m
1.51E-05
0.20
mm
##### 1.24E+08
Therefore, αmin=
75
deg
α A=
105
deg
cop,min =
-1.5
cop,h =
-0.8
2
m /s 2
m /s
Table 4.1 of EN 1991-1-4
3
Revision
Preliminary Design of Silo 0
Solidity ratio
Ψ =
1
Slenderness
λ =
2.18
End effect factor
Ψλ =
0.63
Page
No
Date
00
2013-04-21
11/11
Fig. 7.36
External pressure coefficient Cpe =
Cp,o Ψλ
External pressure coefficient without free end flow, C po Ψλα =
End effect factor
1
0 <= α
=
Ψλ +(1-Ψλ )cos(π/2 (α-αmin)/(αa-αmin))
αmin <
=
Ψλ
αa
α
<= α
<= αmin αa
< <=
180
Calculation of Cpe 2
We = qp(ze) Cpe (kN/m ) α
Cp,o
Ψλα
Cpe
Z
2
5
10
15
20
25
30
35
40
qp
2. 746
3.722
4.538
5.047
5.421
5.720
5.969
6. 183
6.371
0
1
1.00
1.000
2.75
3.72
4.54
5.05
5.42
5.72
5.97
6.18
6.37
15
0.76
1.00
0.760
2.09
2.83
3.45
3.84
4.12
4.35
4.54
4.70
4.84
30
0.13
1.00
0.130
0.36
0.48
0.59
0.66
0.70
0.74
0.78
0.80
0.83
45
-0.63
1.00
-0.630
-1.73
-2.35
-2.86
-3.18
-3.42
-3.60
-3.76
-3.90
-4.01
60
-1.26
1.00
-1.260
-3.46
-4.69
-5.72
-6.36
-6.83
-7.21
-7.52
-7.79
-8.03
75
-1.5
1.00
-1.500
-4.12
-5.58
-6.81
-7.57
-8.13
-8.58
-8.95
-9.27
-9.56
90
-0.29
0.89
-0.258
-0.71
-0.96
-1.17
-1.30
-1.40
-1.48
-1.54
-1.60
-1.64
105
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
120
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
135
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
150
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
165
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
180
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
195
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
210
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
225
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
240
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
255
-0.8
0.64
-0.512
-1.41
-1.91
-2.32
-2.58
-2.78
-2.93
-3.06
-3.17
-3.26
270
-1.5
1.00
-1.500
-4.12
-5.58
-6.81
-7.57
-8.13
-8.58
-8.95
-9.27
-9.56
285
-1.5
1.00
-1.500
-4.12
-5.58
-6.81
-7.57
-8.13
-8.58
-8.95
-9.27
-9.56
300
-1.26
1.00
-1.260
-3.46
-4.69
-5.72
-6.36
-6.83
-7.21
-7.52
-7.79
-8.03
315
-0.63
1.00
-0.630
-1.73
-2.35
-2.86
-3.18
-3.42
-3.60
-3.76
-3.90
-4.01
330
0.13
1.00
0.130
0.36
0.48
0.59
0.66
0.70
0.74
0.78
0.80
0.83
345
0.76
1.00
0.760
2.09
2.83
3.45
3.84
4.12
4.35
4.54
4.70
4.84
Note: Since Wind Pressures are small compare t o Seismic Pressures, Seismic Pressures are only considered
Preliminary Design of Silo 0
Revision Page
No .
Date
00
2013-04-22
FOUNDATION DIVISION FOR DESIGN
21/25
Preliminary Design of Silo 0
Revision Page
No .
Date
00
2013-04-22
22/25
4.3.1 SILO WALL DESIGN
- Design stresses for f oundation: SHEAR ITEM
PLAT E NO
CRITICAL LOAD CASE
Sx
Sy 2
Max Qx Min Qx Max Qy Min Qy Max Mx Min Mx Max My Min My
209 COMBINATION 209 209 COMBINATION 548 209 211 COMBINATION 202 211 211 COMBINATION 29 211 208 COMBINATION 841 208 216 COMBINATION 2276 216 211 COMBINATION 145 211 210 COMBINATION 371 210 524
LOAD CASE LOAD CASE LOAD CASE LOAD CASE LOAD CASE LOAD CASE LOAD CASE LOAD CASE
BENDING
2
Mx
My
kN/m
kN/m
kNm/m
kNm/m
0.166
-0.002
4.806
9.687
-0.166
-0.002
4.806
9.687
-0.031
0.111
44.3
41.181
-0.024
-0.196
16.149
20.231
0.047
0.021
85.316
42.535
0
-0.008
-45.36
-1.213
0.033
0.022
48.934
64.097
0.023
-0.003
-32.448
-16.914
Revision
Preliminary Design of Silo 0
Page
No .
Date
00
2013-04-22
23/25
DESIGN LOAD FOR FOUNDATION "SILO WALL" SHEAR, kN
MOMENT, kN-m
SECTION NAME
Fx
Fy
Mx
My
350mm wall
0.06
0.07
85.32
64.10
- Footing Re-Bar Design Where, - Required Rn = Mu / (φbd²) - Steel Ratio (ρ) = (0.85 x f'c) / fy x [1 - Sqrt( 1 - 2Rn/(0.85 x f'c))] - Quantity of Required Steel Reinforcement (AS1) = ρ x b x d - Quantity of Temperature Steel Reinforcement (AS2) = 0.00164 x b x Hf / 2 (one Side) 0.0018 x 420 / fy = 0.0018 x 420 / 460 = 0.00164, ACI 318M‐05,‐7.12
REINFORCEMENT DESIGN ALONG VERTICAL REBARS(X-DIRECTION) F'c
Mu, kN.m 85.316
Fy MPa
27.56
414
Φ
0.9
b
H
cover
d
mm 1000
350
2
Rn
As, mm
ρ
As1
Asmin
754.87
287
Mpa 40
310
0.9864 0.002
REINFORCEMENT DESIGN ALONG HORIZONTAL REBARS (Y-DIRECTION) F'c
Mu, kN.m 64.097
Fy MPa
27.56
414
Φ
0.9
b
H
cover
d
mm 1000
350
2
Rn
As, mm
ρ
As1
Asmin
563.99
287
Mpa 40
310
0.7411 0.002
USE Re-Bar
Required As (mm²)
Re-Bar Dia.(mm)
Re-Bar Space (mm)
USE As (mm²)
Check
X
754.87
16
200
1005.31
OK!
Y
563.99
16
300
670.21
OK!
Vumax
Φ
kN/m 0.0686
0.75
Where,
F'c, Mpa
Fy, Mpa
27.56
414
b
H
cover
d
mm 1000
350
- Vuallow concrete = Φ x 1/6 x √ f'c x b x d - Vuallow steel = Φ Av x fy / s
40
310
ΦVn,
kN
Concrete
Steel
Total
203.43
374.58
578.01
Check OK!
Preliminary Design of Silo 0
Revision Page
No .
Date
00
2013-04-22
24/25
4.3.2 FOUNDATION DESIGN
Design stresses for foundation: SHEAR ITEM
PLAT E NO
CRITICAL LOAD CASE
Sx
Sy 2
221 1.20OD +1.20PD +1.00LL +1.00EQ(+X)
Max Qx
5338
Min Qx
5232 225 1.20ED +1.00LL +1.00EQ(+X)
Max Qy
5311
Min Qy
5291
Max Mx
5347
Min Mx
5333
Max My
5363
Min My
5337
221 1.20OD +1.20PD +1.00LL +1.00EQ(+X) 221 1.20OD +1.20PD +1.00LL +1.00EQ(+X) 218 1.20ED +1.20TD +1.00LL +1.60WL(-X) 213 1.20OD +1.20PD +1.20TD +1.00LL +1.60WL(+X) 218 1.20ED +1.20TD +1.00LL +1.60WL(-X) 213 1.20OD +1.20PD +1.20TD +1.00LL +1.60WL(+X)
BENDING
2
Mx
My
kN/m
kN/m
kNm/m
kNm/m
0.817
-0.189
-307.765
287.659
-0.79
0.15
173.117
186.229
0.058
0.875
202.847
-179.901
-0.744
-0.717
-7.868
289.404
0.513
-0.028
532.65
183.572
-0.594
0.002
-524.69
-299.241
0.019
-0.446
157.326
562.32
0.321
-0.63
-407.245
-543.23
Revision
Preliminary Design of Silo 0
Page
No .
Date
00
2013-04-22
25/25
DESIGN LOAD FOR FOUNDATION SHEAR, kN
MOMENT, kN-m
SECTION NAME
Fx
Fy
Mx
My
Elevated Mat
0.61
0.66
532.65
562.32
- Footing Re-Bar Design Where, - Required Rn = Mu / (φbd²) - Steel Ratio (ρ) = (0.85 x f'c) / fy x [1 - Sqrt( 1 - 2Rn/(0.85 x f'c))] - Quantity of Required Steel Reinforcement (AS1) = ρ x b x d - Quantity of Temperature Steel Reinforcement (AS2) = 0.00164 x b x Hf / 2 (one Side) 0.0018 x 420 / fy = 0.0018 x 420 / 460 = 0.00164, ACI 318M‐05,‐7.12
REINFORCEMENT DESIGN ALONG X-DIRECTION F'c
Mu, kN.m 532.65
Fy MPa
27.56
414
Φ
0.9
b
H
cover
d
mm 1000
750
2
Rn
As, mm
ρ
As1
Asmin
2180.07
615
Mpa 75
675
cover
d
1.2989 0.003
REINFORCEMENT DESIGN ALONG Y-DIRECTION F'c
Mu, kN.m 562.32
Fy MPa
27.56
414
Φ
0.9
b
H mm
1000
750
2
Rn
As, mm
ρ
As1
Asmin
2305.40
615
Mpa 75
675
1.3713 0.003
USE Re-Bar
Required As (mm²)
Re-Bar Dia.(mm)
Re-Bar Space (mm)
USE As (mm²)
Check
X
2180.07
25
200
2454.37
OK!
Y
2305.40
25
200
2454.37
OK!
Vumax
Φ
kN/m 0.65625
0.75
Where,
F'c, Mpa
Fy, Mpa
27.56
414
b
H
cover
d
mm 1000
750
- Vuallow concrete = Φ x 1/6 x √ f'c x b x d - Vuallow steel = Φ Av x fy / s
75
675
ΦVn,
kN
Concrete
Steel
Total
442.95
914.50
1357.45
Check OK!
