Column Footing Design.xlsx
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Design of Column Footings for UNHCR Schools Structural Engineer: Aziz ul Hakeem TSF 2.2046
KSF
Thickness of the Footing Based on # 6 Bars in the Columns
1
18
in.
Effective Depth of the Footing
15
in.
Crushing Strength of the Concrete (Reduced due to lack of supervision)
2.6
Ksi.
Yield Strength of the Steel
50
Ksi.
Net Allowable Bearing Capacity of the Sub Soil
12
12
in.
19.6
in.
Beam Shear Capacity 0.85Vc-B (kips)
0.85Vc-B / Vu-B
Applied BM Mu K-f. / f.
Md/Mu
Applied BM Mu K-f. / f.
25.00
1.12
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.74
21.4
0.39
4.46
4.80
0.74
20.3
0.39
4.23
1-B
91
113
41.28
6
6
36.00
0.87
90.05
280.9
3.12
14.7
93.62
6.36
9.81
0.74
21.4
0.39
2.18
9.81
0.74
20.3
0.39
2.07
1-C
64
80
29.03
6
6
36.00
1.24
63.75
280.9
4.41
10.4
93.62
8.99
6.94
0.74
21.4
0.39
3.08
6.94
0.74
20.3
0.39
2.92
1-D
70
88
31.75
6
6
36.00
1.13
70.13
280.9
4.01
11.5
93.62
8.17
7.64
0.74
21.4
0.39
2.80
7.64
0.74
20.3
0.39
2.66
1-E
70
88
31.75
6
6
36.00
1.13
70.13
280.9
4.01
11.5
93.62
8.17
7.64
0.74
21.4
0.39
2.80
7.64
0.74
20.3
0.39
2.66
1-F
66
84
29.94
6
6
36.00
1.20
66.94
280.9
4.20
10.9
93.62
8.56
7.29
0.74
21.4
0.39
2.93
7.29
0.74
20.3
0.39
2.78
1-G
76
94
34.47
6
6
36.00
1.04
74.91
280.9
3.75
12.2
93.62
7.65
8.16
0.74
21.4
0.39
2.62
8.16
0.74
20.3
0.39
2.49
1-H
71
87
32.21
6
6
36.00
1.12
69.33
280.9
4.05
11.3
93.62
8.26
7.55
0.74
21.4
0.39
2.83
7.55
0.74
20.3
0.39
2.69
Along Length of the Footng
Md/Mu
Applied Beam Shear Vu-B (kips)
5
Adopted Size
Steel Area in Footng in2./f
0.85Vc-pun / Vu-pun
5
BM Capacity Md K-f. /f.
Punching Shear Capacity 0.85Vc-pun (kips)
22.23
a
Applied Punching Shear Vu-pun (kips)
60
Steel Area in Footng in2./f
Adopted Area / Required Area
49
BM Capacity Md K-f. /f.
Footng Area Adopted f2.
1-A
a
Length of Footng, (Ft.)
in2./ft.
Required Footng Area, f2.
0.432
Ultmate Load Pu (K)
Min. Area of Steel
Service Load Ps (K)
Width of Footng, (Ft.)
W (in.)
14.7
Development Length in Compression for # 8 bars :
Col. ID
General Column Dimensions
L (in.)
Development Length in Compression for # 6 bars
Along Width of the Footng
1-J
41
50
18.60
5
5
25.00
1.34
35.38
280.9
7.94
2.8
78.01
27.74
4.00
0.74
21.4
0.39
5.35
4.00
0.74
20.3
0.39
5.08
2-A
76
95
34.47
6
6
36.00
1.04
75.70
280.9
3.71
12.4
93.62
7.57
8.25
0.74
21.4
0.39
2.60
8.25
0.74
20.3
0.39
2.46
2-B
140
175
63.50
8
8
64.00
1.01
155.00
280.9
1.81
55.4
124.82
2.25
16.75
0.74
21.4
0.39
1.28
16.75
0.74
20.3
0.39
1.21
2-C
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-D
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-E
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-F
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-G
121
152
54.89
7.5
7.5
56.25
1.02
132.24
280.9
2.12
40.5
117.02
2.89
14.27
0.74
21.4
0.39
1.50
14.27
0.74
20.3
0.39
1.42
2-H
115
144
52.16
7.5
7.5
56.25
1.08
125.28
280.9
2.24
38.4
117.02
3.05
13.52
0.74
21.4
0.39
1.58
13.52
0.74
20.3
0.39
1.50
2-J
72
90
32.66
6
6
36.00
1.10
71.72
280.9
3.92
11.7
93.62
7.99
7.81
0.74
21.4
0.39
2.74
7.81
0.74
20.3
0.39
2.60
3-A
33
40
14.97
4
4
16.00
1.07
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.74
21.4
0.39
7.61
2.81
0.74
20.3
0.39
7.22
3-B
60
74
27.22
5
5
25.00
0.92
52.36
280.9
5.36
4.2
78.01
18.74
5.92
0.74
21.4
0.39
3.61
5.92
0.74
20.3
0.39
3.43
3-C
47
60
21.32
5
5
25.00
1.17
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.74
21.4
0.39
4.46
4.80
0.74
20.3
0.39
4.23
3-D
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.74
21.4
0.39
4.78
4.48
0.74
20.3
0.39
4.53
3-E
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.74
21.4
0.39
4.78
4.48
0.74
20.3
0.39
4.53
3-F
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.74
21.4
0.39
4.25
5.04
0.74
20.3
0.39
4.03
3-G
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.74
21.4
0.39
4.25
5.04
0.74
20.3
0.39
4.03
3-H
53
66
24.04
5
5
25.00
1.04
46.70
280.9
6.01
3.7
78.01
21.01
5.28
0.74
21.4
0.39
4.05
5.28
0.74
20.3
0.39
3.85
3-J
28
35
12.70
4
4
16.00
1.26
19.00
280.9
14.78
0.3
62.41
228.25
2.46
0.74
21.4
0.39
8.70
2.46
0.74
20.3
0.39
8.25 file:///conversion/tmp/scratch/412866210.xlsx
Design of Column Footings for UNHCR Schools Structural Engineer: Aziz ul Hakeem TSF 2.2046
KSF
Thickness of the Footing Based on # 6 Bars in the Columns
1
18
in.
Effective Depth of the Footing
15
in.
Crushing Strength of the Concrete (Reduced due to lack of supervision)
2.6
Ksi.
Yield Strength of the Steel
40
Ksi.
Net Allowable Bearing Capacity of the Sub Soil
12
12
in.
15.7
in.
Beam Shear Capacity 0.85Vc-B (kips)
0.85Vc-B / Vu-B
Applied BM Mu K-f. / f.
Md/Mu
Applied BM Mu K-f. / f.
16.00
1.41
16.29
280.9
17.24
0.2
62.41
266.29
2.11
0.44
13.1
0.295
6.20
2.11
0.44
12.4
0.295
5.89
1-B
45
57
20.41
5
5
25.00
1.22
40.33
280.9
6.96
3.2
78.01
24.33
4.56
0.44
13.1
0.295
2.87
4.56
0.44
12.4
0.295
2.72
1-C
32
40
14.52
4
4
16.00
1.10
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.44
13.1
0.295
4.65
2.81
0.44
12.4
0.295
4.41
1-D
35
44
15.88
4
4
16.00
1.01
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
1-E
35
44
15.88
4
4
16.00
1.01
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
1-F
33
42
14.97
4
4
16.00
1.07
22.80
280.9
12.32
0.3
62.41
190.21
2.95
0.44
13.1
0.295
4.43
2.95
0.44
12.4
0.295
4.20
1-G
38
47
17.24
4
4
16.00
0.93
25.52
280.9
11.01
0.4
62.41
169.97
3.30
0.44
13.1
0.295
3.96
3.30
0.44
12.4
0.295
3.76
1-H
36
44
16.33
4
4
16.00
0.98
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
Along Length of the Footng
Md/Mu
Applied Beam Shear Vu-B (kips)
4
Adopted Size
Steel Area in Footng in2./f
0.85Vc-pun / Vu-pun
4
BM Capacity Md K-f. /f.
Punching Shear Capacity 0.85Vc-pun (kips)
11.34
a
Applied Punching Shear Vu-pun (kips)
30
Steel Area in Footng in2./f
Adopted Area / Required Area
25
BM Capacity Md K-f. /f.
Footng Area Adopted f2.
1-A
a
Length of Footng, (Ft.)
in2./ft.
Required Footng Area, f2.
0.432
Ultmate Load Pu (K)
Min. Area of Steel
Service Load Ps (K)
Width of Footng, (Ft.)
W (in.)
11.8
Development Length in Compression for # 8 bars :
Col. ID
General Column Dimensions
L (in.)
Development Length in Compression for # 6 bars
Along Width of the Footng
1-J
21
25
9.53
4
4
16.00
1.68
13.57
280.9
20.69
0.2
62.41
319.55
1.76
0.44
13.1
0.295
7.44
1.76
0.44
12.4
0.295
7.06
2-A
38
47
17.24
4
4
16.00
0.93
25.52
280.9
11.01
0.4
62.41
169.97
3.30
0.44
13.1
0.295
3.96
3.30
0.44
12.4
0.295
3.76
2-B
70
88
31.75
5.5
5.5
30.25
0.95
66.73
280.9
4.21
8.0
85.82
10.73
7.36
0.44
13.1
0.295
1.78
7.36
0.44
12.4
0.295
1.69
2-C
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-D
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-E
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-F
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-G
60
75
27.22
5.5
5.5
30.25
1.11
56.87
280.9
4.94
6.8
85.82
12.59
6.28
0.44
13.1
0.295
2.08
6.28
0.44
12.4
0.295
1.98
2-H
58
72
26.31
5
5
25.00
0.95
50.94
280.9
5.51
4.1
78.01
19.26
5.76
0.44
13.1
0.295
2.27
5.76
0.44
12.4
0.295
2.16
2-J
36
45
16.33
4
4
16.00
0.98
24.43
280.9
11.49
0.4
62.41
177.53
3.16
0.44
13.1
0.295
4.13
3.16
0.44
12.4
0.295
3.92
3-A
33
40
14.97
4
4
16.00
1.07
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.44
13.1
0.295
4.65
2.81
0.44
12.4
0.295
4.41
3-B
60
74
27.22
5
5
25.00
0.92
52.36
280.9
5.36
4.2
78.01
18.74
5.92
0.44
13.1
0.295
2.21
5.92
0.44
12.4
0.295
2.10
3-C
47
60
21.32
5
5
25.00
1.17
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.44
13.1
0.295
2.72
4.80
0.44
12.4
0.295
2.59
3-D
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.44
13.1
0.295
2.92
4.48
0.44
12.4
0.295
2.77
3-E
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.44
13.1
0.295
2.92
4.48
0.44
12.4
0.295
2.77
3-F
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.44
13.1
0.295
2.59
5.04
0.44
12.4
0.295
2.46
3-G
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.44
13.1
0.295
2.59
5.04
0.44
12.4
0.295
2.46
3-H
53
66
24.04
5
5
25.00
1.04
46.70
280.9
6.01
3.7
78.01
21.01
5.28
0.44
13.1
0.295
2.48
5.28
0.44
12.4
0.295
2.35
3-J
28
35
12.70
4
4
16.00
1.26
19.00
280.9
14.78
0.3
62.41
228.25
2.46
0.44
13.1
0.295
5.31
2.46
0.44
12.4
0.295
5.04 file:///conversion/tmp/scratch/412866210.xlsx
KSF
Thickness of the Footing Based on # 6 Bars in the Columns
1
18
in.
Effective Depth of the Footing
15
in.
Crushing Strength of the Concrete (Reduced due to lack of supervision)
2.6
Ksi.
Yield Strength of the Steel
50
Ksi.
Net Allowable Bearing Capacity of the Sub Soil
12
12
in.
19.6
in.
Beam Shear Capacity 0.85Vc-B (kips)
0.85Vc-B / Vu-B
Applied BM Mu K-f. / f.
Md/Mu
Applied BM Mu K-f. / f.
25.00
1.12
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.74
21.4
0.39
4.46
4.80
0.74
20.3
0.39
4.23
1-B
91
113
41.28
6
6
36.00
0.87
90.05
280.9
3.12
14.7
93.62
6.36
9.81
0.74
21.4
0.39
2.18
9.81
0.74
20.3
0.39
2.07
1-C
64
80
29.03
6
6
36.00
1.24
63.75
280.9
4.41
10.4
93.62
8.99
6.94
0.74
21.4
0.39
3.08
6.94
0.74
20.3
0.39
2.92
1-D
70
88
31.75
6
6
36.00
1.13
70.13
280.9
4.01
11.5
93.62
8.17
7.64
0.74
21.4
0.39
2.80
7.64
0.74
20.3
0.39
2.66
1-E
70
88
31.75
6
6
36.00
1.13
70.13
280.9
4.01
11.5
93.62
8.17
7.64
0.74
21.4
0.39
2.80
7.64
0.74
20.3
0.39
2.66
1-F
66
84
29.94
6
6
36.00
1.20
66.94
280.9
4.20
10.9
93.62
8.56
7.29
0.74
21.4
0.39
2.93
7.29
0.74
20.3
0.39
2.78
1-G
76
94
34.47
6
6
36.00
1.04
74.91
280.9
3.75
12.2
93.62
7.65
8.16
0.74
21.4
0.39
2.62
8.16
0.74
20.3
0.39
2.49
1-H
71
87
32.21
6
6
36.00
1.12
69.33
280.9
4.05
11.3
93.62
8.26
7.55
0.74
21.4
0.39
2.83
7.55
0.74
20.3
0.39
2.69
Along Length of the Footng
Md/Mu
Applied Beam Shear Vu-B (kips)
5
Adopted Size
Steel Area in Footng in2./f
0.85Vc-pun / Vu-pun
5
BM Capacity Md K-f. /f.
Punching Shear Capacity 0.85Vc-pun (kips)
22.23
a
Applied Punching Shear Vu-pun (kips)
60
Steel Area in Footng in2./f
Adopted Area / Required Area
49
BM Capacity Md K-f. /f.
Footng Area Adopted f2.
1-A
a
Length of Footng, (Ft.)
in2./ft.
Required Footng Area, f2.
0.432
Ultmate Load Pu (K)
Min. Area of Steel
Service Load Ps (K)
Width of Footng, (Ft.)
W (in.)
14.7
Development Length in Compression for # 8 bars :
Col. ID
General Column Dimensions
L (in.)
Development Length in Compression for # 6 bars
Along Width of the Footng
1-J
41
50
18.60
5
5
25.00
1.34
35.38
280.9
7.94
2.8
78.01
27.74
4.00
0.74
21.4
0.39
5.35
4.00
0.74
20.3
0.39
5.08
2-A
76
95
34.47
6
6
36.00
1.04
75.70
280.9
3.71
12.4
93.62
7.57
8.25
0.74
21.4
0.39
2.60
8.25
0.74
20.3
0.39
2.46
2-B
140
175
63.50
8
8
64.00
1.01
155.00
280.9
1.81
55.4
124.82
2.25
16.75
0.74
21.4
0.39
1.28
16.75
0.74
20.3
0.39
1.21
2-C
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-D
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-E
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-F
110
138
49.90
7
7
49.00
0.98
117.41
280.9
2.39
30.2
109.22
3.62
12.67
0.74
21.4
0.39
1.69
12.67
0.74
20.3
0.39
1.60
2-G
121
152
54.89
7.5
7.5
56.25
1.02
132.24
280.9
2.12
40.5
117.02
2.89
14.27
0.74
21.4
0.39
1.50
14.27
0.74
20.3
0.39
1.42
2-H
115
144
52.16
7.5
7.5
56.25
1.08
125.28
280.9
2.24
38.4
117.02
3.05
13.52
0.74
21.4
0.39
1.58
13.52
0.74
20.3
0.39
1.50
2-J
72
90
32.66
6
6
36.00
1.10
71.72
280.9
3.92
11.7
93.62
7.99
7.81
0.74
21.4
0.39
2.74
7.81
0.74
20.3
0.39
2.60
3-A
33
40
14.97
4
4
16.00
1.07
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.74
21.4
0.39
7.61
2.81
0.74
20.3
0.39
7.22
3-B
60
74
27.22
5
5
25.00
0.92
52.36
280.9
5.36
4.2
78.01
18.74
5.92
0.74
21.4
0.39
3.61
5.92
0.74
20.3
0.39
3.43
3-C
47
60
21.32
5
5
25.00
1.17
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.74
21.4
0.39
4.46
4.80
0.74
20.3
0.39
4.23
3-D
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.74
21.4
0.39
4.78
4.48
0.74
20.3
0.39
4.53
3-E
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.74
21.4
0.39
4.78
4.48
0.74
20.3
0.39
4.53
3-F
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.74
21.4
0.39
4.25
5.04
0.74
20.3
0.39
4.03
3-G
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.74
21.4
0.39
4.25
5.04
0.74
20.3
0.39
4.03
3-H
53
66
24.04
5
5
25.00
1.04
46.70
280.9
6.01
3.7
78.01
21.01
5.28
0.74
21.4
0.39
4.05
5.28
0.74
20.3
0.39
3.85
3-J
28
35
12.70
4
4
16.00
1.26
19.00
280.9
14.78
0.3
62.41
228.25
2.46
0.74
21.4
0.39
8.70
2.46
0.74
20.3
0.39
8.25 file:///conversion/tmp/scratch/412866210.xlsx
Design of Column Footings for UNHCR Schools Structural Engineer: Aziz ul Hakeem TSF 2.2046
KSF
Thickness of the Footing Based on # 6 Bars in the Columns
1
18
in.
Effective Depth of the Footing
15
in.
Crushing Strength of the Concrete (Reduced due to lack of supervision)
2.6
Ksi.
Yield Strength of the Steel
40
Ksi.
Net Allowable Bearing Capacity of the Sub Soil
12
12
in.
15.7
in.
Beam Shear Capacity 0.85Vc-B (kips)
0.85Vc-B / Vu-B
Applied BM Mu K-f. / f.
Md/Mu
Applied BM Mu K-f. / f.
16.00
1.41
16.29
280.9
17.24
0.2
62.41
266.29
2.11
0.44
13.1
0.295
6.20
2.11
0.44
12.4
0.295
5.89
1-B
45
57
20.41
5
5
25.00
1.22
40.33
280.9
6.96
3.2
78.01
24.33
4.56
0.44
13.1
0.295
2.87
4.56
0.44
12.4
0.295
2.72
1-C
32
40
14.52
4
4
16.00
1.10
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.44
13.1
0.295
4.65
2.81
0.44
12.4
0.295
4.41
1-D
35
44
15.88
4
4
16.00
1.01
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
1-E
35
44
15.88
4
4
16.00
1.01
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
1-F
33
42
14.97
4
4
16.00
1.07
22.80
280.9
12.32
0.3
62.41
190.21
2.95
0.44
13.1
0.295
4.43
2.95
0.44
12.4
0.295
4.20
1-G
38
47
17.24
4
4
16.00
0.93
25.52
280.9
11.01
0.4
62.41
169.97
3.30
0.44
13.1
0.295
3.96
3.30
0.44
12.4
0.295
3.76
1-H
36
44
16.33
4
4
16.00
0.98
23.89
280.9
11.76
0.3
62.41
181.56
3.09
0.44
13.1
0.295
4.23
3.09
0.44
12.4
0.295
4.01
Along Length of the Footng
Md/Mu
Applied Beam Shear Vu-B (kips)
4
Adopted Size
Steel Area in Footng in2./f
0.85Vc-pun / Vu-pun
4
BM Capacity Md K-f. /f.
Punching Shear Capacity 0.85Vc-pun (kips)
11.34
a
Applied Punching Shear Vu-pun (kips)
30
Steel Area in Footng in2./f
Adopted Area / Required Area
25
BM Capacity Md K-f. /f.
Footng Area Adopted f2.
1-A
a
Length of Footng, (Ft.)
in2./ft.
Required Footng Area, f2.
0.432
Ultmate Load Pu (K)
Min. Area of Steel
Service Load Ps (K)
Width of Footng, (Ft.)
W (in.)
11.8
Development Length in Compression for # 8 bars :
Col. ID
General Column Dimensions
L (in.)
Development Length in Compression for # 6 bars
Along Width of the Footng
1-J
21
25
9.53
4
4
16.00
1.68
13.57
280.9
20.69
0.2
62.41
319.55
1.76
0.44
13.1
0.295
7.44
1.76
0.44
12.4
0.295
7.06
2-A
38
47
17.24
4
4
16.00
0.93
25.52
280.9
11.01
0.4
62.41
169.97
3.30
0.44
13.1
0.295
3.96
3.30
0.44
12.4
0.295
3.76
2-B
70
88
31.75
5.5
5.5
30.25
0.95
66.73
280.9
4.21
8.0
85.82
10.73
7.36
0.44
13.1
0.295
1.78
7.36
0.44
12.4
0.295
1.69
2-C
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-D
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-E
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-F
55
70
24.95
5
5
25.00
1.00
49.53
280.9
5.67
3.9
78.01
19.81
5.60
0.44
13.1
0.295
2.34
5.60
0.44
12.4
0.295
2.22
2-G
60
75
27.22
5.5
5.5
30.25
1.11
56.87
280.9
4.94
6.8
85.82
12.59
6.28
0.44
13.1
0.295
2.08
6.28
0.44
12.4
0.295
1.98
2-H
58
72
26.31
5
5
25.00
0.95
50.94
280.9
5.51
4.1
78.01
19.26
5.76
0.44
13.1
0.295
2.27
5.76
0.44
12.4
0.295
2.16
2-J
36
45
16.33
4
4
16.00
0.98
24.43
280.9
11.49
0.4
62.41
177.53
3.16
0.44
13.1
0.295
4.13
3.16
0.44
12.4
0.295
3.92
3-A
33
40
14.97
4
4
16.00
1.07
21.72
280.9
12.93
0.3
62.41
199.72
2.81
0.44
13.1
0.295
4.65
2.81
0.44
12.4
0.295
4.41
3-B
60
74
27.22
5
5
25.00
0.92
52.36
280.9
5.36
4.2
78.01
18.74
5.92
0.44
13.1
0.295
2.21
5.92
0.44
12.4
0.295
2.10
3-C
47
60
21.32
5
5
25.00
1.17
42.45
280.9
6.62
3.4
78.01
23.12
4.80
0.44
13.1
0.295
2.72
4.80
0.44
12.4
0.295
2.59
3-D
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.44
13.1
0.295
2.92
4.48
0.44
12.4
0.295
2.77
3-E
45
56
20.41
5
5
25.00
1.22
39.62
280.9
7.09
3.2
78.01
24.77
4.48
0.44
13.1
0.295
2.92
4.48
0.44
12.4
0.295
2.77
3-F
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.44
13.1
0.295
2.59
5.04
0.44
12.4
0.295
2.46
3-G
50
63
22.68
5
5
25.00
1.10
44.57
280.9
6.30
3.5
78.01
22.01
5.04
0.44
13.1
0.295
2.59
5.04
0.44
12.4
0.295
2.46
3-H
53
66
24.04
5
5
25.00
1.04
46.70
280.9
6.01
3.7
78.01
21.01
5.28
0.44
13.1
0.295
2.48
5.28
0.44
12.4
0.295
2.35
3-J
28
35
12.70
4
4
16.00
1.26
19.00
280.9
14.78
0.3
62.41
228.25
2.46
0.44
13.1
0.295
5.31
2.46
0.44
12.4
0.295
5.04 file:///conversion/tmp/scratch/412866210.xlsx
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