AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel Building
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel Building
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel Building
Full description
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel BuildingFull description
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel BuildingFull description
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel BuildingFull description
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel Building
AISC Steel Construction Manual 14th edition ANSI-AISC 360-10 Specifications for Structural Steel BuildingDescripción completa
Full description
Descripción completa
Descripción completa
research on steel construction and connections
American Hot Rolled Steel section properties
NUMERICAL VALUES
6 - 147
TABLE 3-36 Design Stress for Compression Members of 36 ksi Specified Yield Stress Steel, φc = 0.85[a] K l l r
φc F cr
φc F cr
ksi
K l l r
K l l r
φc F cr
φc F cr
ksi
K l l r
φc F cr
ksi
K l l r
1 2 3 4 5
30.60 30.59 30.59 30.57 30.56
41 42 43 44 45
28.01 27.89 27.76 27.64 27.51
81 82 83 84 85
2 1 .66 2 1 .48 2 1 .29 21.11 2 0 .92
121 122 123 124 125
14.16 13.98 13.80 13.62 13.44
161 162 163 164 165
8.23 8.13 8.03 7.93 7.84
6 7 8 9 10
30.54 30.52 30.50 30.47 30.44
46 47 48 49 50
27.37 27.24 27.11 26.97 26.83
86 87 88 89 90
2 0 .73 2 0 .54 20.36 2 0 .17 19.98
126 127 128 129 130
13.27 13.09 12.92 12.74 12.57
166 167 168 169 170
7.74 7.65 7 .56 7.47 7 .3 8
11 12 13 14 15
30.41 30.37 30.33 30.29 30.24
51 52 53 54 55
26.68 26.54 26.39 26.25 26.10
91 92 93 94 95
1 9 .7 9 19.60 19.41 19.22 19.03
131 132 133 134 135
12.40 12.23 12.06 11.88 11.71
171 172 173 174 175
7.30 7 .2 1 7 .1 3 7 .0 5 6 .9 7
16 17 18 19 20
30.19 30.14 30.08 30.02 29.96
56 57 58 59 60
25.94 25.79 25.63 25.48 25.32
96 97 98 99 1 00
18.84 18.65 18.46 18.27 1 8 .0 8
136 137 138 139 140
11.54 11.37 11.20 11.04 10.89
176 177 178 179 180
6 .8 9 6 .8 1 6 .7 3 6 .6 6 6.59
21 22 23 24 25
29.90 29.83 29.76 26.69 29.61
61 62 63 64 65
25.16 24.99 24.83 24.67 24.50
1 01 1 02 1 03 1 04 1 05
1 7 .8 9 1 7 .7 0 1 7 .5 1 1 7 .3 2 1 7 .1 3
141 142 143 144 145
10.73 10.58 10.43 10.29 10.15
181 182 183 184 185
6.51 6.44 6.37 6.30 6.23
26 27 28 29 30
29.53 29.45 29.36 29.28 29.18
66 67 68 69 70
24.33 24.16 23.99 23.82 23.64
1 06 1 07 1 08 1 09 110
1 6 .9 4 1 6 .7 5 1 6 .5 6 1 6 .3 7 1 6 .1 9
146 147 148 149 150
10.01 9 .8 7 9 .7 4 9 .6 1 9 .4 8
186 187 188 189 190
6.17 6.10 6.04 5.97 5.91
31 32 33 34 35
29.09 28.99 28.90 28.79 28.69
71 72 73 74 75
23.47 23.29 23.12 22.94 22.76
111 112 113 114 115
16.00 1 5 .8 1 1 5 .6 3 1 5 .4 4 1 5 .2 6
151 152 153 154 155
9.36 9 .2 3 9.11 9 .0 0 8 .8 8
191 192 193 194 195
5.85 5.79 5 .7 3 5.67 5.61
36 37 38 39 40
28.58 28.47 28.36 28.25 28.13
76 77 78 79 80
22.58 22.40 22.22 22.03 21.85
116 117 118 119 1 20
1 5 .0 7 1 4 .8 9 1 4 .7 0 1 4 .5 2 1 4 .3 4
156 157 158 159 160
8 .7 7 8 .6 6 8 .5 5 8 .4 4 8 .3 3
196 197 198 199 200
5.55 5.50 5.44 5.39 5.33
ksi
[a] When element width-to-thickness ration exceedsλr , see Appendix B5.3. B5.3.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ksi
6 - 148
NUMERICAL VALUES
TABLE 3-50 Design Stress for Compression Members of 50 ksi Specified Yield Stress Steel, φc = 0.85[a] K l r
φc F cr
φc F cr
ksi
K l r
K l r
φc F cr
φc F cr
ksi
K l r
φc F cr
ksi
K l r
1 2 3 4 5
42.50 42.49 42.47 42.45 42.42
41 42 43 44 45
37.59 37.36 37.13 36.89 36.65
81 82 83 84 85
26.31 26.00 25.68 25.37 25.06
121 122 123 124 125
14.57 14.33 14.10 13.88 13.66
161 162 163 164 165
8.23 8.13 8.03 7.93 7.84
6 7 8 9 10
42.39 42.35 42.30 42.25 42.19
46 47 48 49 50
36.41 36.16 35.91 35.66 35.40
86 87 88 89 90
24.75 24.44 24.13 23.82 23.51
126 127 128 129 130
13.44 13.23 13.02 12.82 12.62
166 167 168 169 170
7.74 7.65 7.56 7.47 7.38
11 12 13 14 15
42.13 42.05 41.98 41.90 41.81
51 52 53 54 55
35.14 34.88 34.61 34.34 34.07
91 92 93 94 95
23.20 22.89 22.58 22.28 21.97
131 132 133 134 135
12.43 12.25 12.06 11.88 11.71
171 172 173 174 175
7.30 7.21 7.13 7.05 6.97
16 17 18 19 20
41.71 41.61 41.51 41.39 41.28
56 57 58 59 60
33.79 33.51 33.23 32.95 32.67
96 97 98 99 100
21.67 21.36 21.06 20.76 20.46
136 137 138 139 140
11.54 11.37 11.20 11.04 10.89
176 177 178 179 180
6.89 6.81 6.73 6.66 6.59
21 22 23 24 25
41.15 41.02 40.89 40.75 40.60
61 62 63 64 65
32.38 32.09 31.80 31.50 31.21
101 102 103 104 105
20.16 19.86 19.57 19.28 18.98
141 142 143 144 145
10.73 10.58 10.43 10.29 10.15
181 182 183 184 185
6.51 6.44 6.37 6.30 6.23
26 27 28 29 30
40.45 40.29 40.13 39.97 39.79
66 67 68 69 70
30.91 30.61 30.31 30.01 29.70
106 107 108 109 110
18.69 18.40 18.12 17.83 17.55
146 147 148 149 150
10.01 9.87 9.74 9.61 9.48
186 187 188 189 190
6.17 6.10 6.04 5.97 5.91
31 32 33 34 35
39.62 39.43 39.25 39.06 38.86
71 72 73 74 75
29.40 20.09 28.79 28.48 28.17
111 112 113 114 115
17.27 16.99 16.71 16.42 16.13
151 152 153 154 155
9.36 9.23 9.11 9.00 8.88
191 192 193 194 195
5.85 5.79 5.73 5.67 5.61
36 37 38 39 40
38.66 38.45 38.24 38.03 37.81
76 77 78 79 80
27.86 27.55 27.24 26.93 26.62
116 117 118 119 120
15.86 15.59 15.32 15.07 14.82
156 157 158 159 160
8.77 8.66 8.55 8.44 8.33
196 197 198 199 200
5.55 5.50 5.44 5.39 5.33
ksi
[a] When element width-to-thickness ratio exceeds λr , see Appendix B5.3.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ksi
NUMERICAL VALUES
6 - 149
TABLE 4 Values of φc F cr / F y , φc = 0.85 for Determining Design Stress for Compression Members for Steel of Any Yield Stress [a] λc
φc F cr / F y
λc
φc F cr / F y
λc
φc F cr / F y
λc
φc F cr / F y
0.02 0.04 0.06 0.08 0.10
0.850 0.849 0.849 0.848 0.846
0.82 0.84 0.86 0.88 0.90
0.641 0.632 0.623 0.614 0.605
1.62 1.64 1.66 1.68 1.70
0.284 0.277 0.271 0.264 0.258
2.42 2.44 2.46 2.48 2.50
0.127 0.125 0.123 0.121 0.119
0.12 0.14 0.16 0.18 0.20
0.845 0.843 0.841 0.839 0.836
0.92 0.94 0.96 0.98 1.00
0.596 0.587 0.578 0.568 0.559
1.72 1.74 1.76 1.78 1.80
0.252 0.246 0.241 0.235 0.230
2.52 2.54 2.56 2.58 2.60
0.117 0.116 0.114 0.112 0.110
0.22 0.24 0.26 0.28 0.30
0.833 0.830 0.826 0.823 0.819
1.02 1.04 1.06 1.08 1.10
0.550 0.540 0.531 0.521 0.512
1.82 1.84 1.86 1.88 1.90
0.225 0.220 0.215 0.211 0.206
2.62 2.64 2.66 2.68 2.70
0.109 0.107 0.105 0.104 0.102
0.32 0.34 0.36 0.38 0.40
0.814 0.810 0.805 0.800 0.795
1.12 1.14 1.16 1.18 1.20
0.503 0.493 0.484 0.474 0.465
1.92 1.94 1.96 1.98 2.00
0.202 0.198 0.194 0.190 0.186
2.72 2.74 2.76 2.78 2.80
0.101 0.099 0.098 0.096 0.095
0.42 0.44 0.46 0.48 0.50
0.789 0.784 0.778 0.772 0.765
1.22 1.24 1.26 1.28 1.30
0.456 0.446 0.437 0.428 0.419
2.02 2.04 2.06 2.08 2.10
0.183 0.179 0.176 0.172 0.169
2.82 2.84 2.86 2.88 2.90
0.094 0.092 0.091 0.090 0.089
0.52 0.54 0.56 0.58 0.60
0.759 0.752 0.745 0.738 0.731
1.32 1.34 1.36 1.38 1.40
0.410 0.401 0.392 0.383 0.374
2.12 2.14 2.16 2.18 2.20
0.166 0.163 0.160 0.157 0.154
2.92 2.94 2.96 2.98 3.00
0.087 0.086 0.085 0.084 0.083
0.62 0.64 0.66 0.68 0.70
0.724 0.716 0.708 0.700 0.692
1.42 1.44 1.46 1.48 1.50
0.365 0.357 0.348 0.339 0.331
2.22 2.24 2.26 2.28 2.30
0.151 0.149 0.146 0.143 0.141
3.02 3.04 3.06 3.08 3.10
0.082 0.081 0.080 0.079 0.078
0.72 0.74 0.76 0.78 0.80
0.684 0.676 0.667 0.659 0.650
1.52 1.54 1.56 1.58 1.60
0.323 0.314 0.306 0.299 0.291
2.32 2.34 2.36 2.38 2.40
0.138 0.136 0.134 0.132 0.129
3.12 3.14 3.16 3.18 3.20
0.077 0.076 0.075 0.074 0.073
[a] When element width-to-thickness ratios exceed λr , see Appendix B5.3. Values of λc > 2.24 exceed Kl / r of 200 for F y = 36 Values of λc > 2.64 exceed Kl / r of 200 for F y = 50
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6 - 150
NUMERICAL VALUES
TABLE 5 Values of K l / r for F y = 36 and 50 ksi K l / r
λc
F y = 36
K l / r F y = 50
λc
F y = 36
F y = 50
0.02 0.04 0.06 0.08 0.10
1.8 3.6 4.3 7.1 8.9
1.5 3.0 4.5 6.1 7.6
0.82 0.84 0.86 0.88 0.90
73.1 74.9 76.7 78.5 80.2
62.0 63.6 65.1 66.6 68.1
0.12 0.14 0.16 0.18 0.20
10.7 12.5 14.3 16.0 17.8
9.1 10.6 12.1 13.6 15.1
0.92 0.94 0.96 0.98 1.00
82.0 83.8 85.6 87.4 89.2
69.6 71.1 72.6 74.1 75.7
0.22 0.24 0.26 0.28 0.30
19.6 21.4 23.2 25.0 26.7
16.6 18.2 19.7 21.2 22.7
1.02 1.04 1.06 1.08 1.10
90.9 92.7 94.5 96.3 98.1
77.2 78.7 80.2 81.7 83.2
0.32 0.34 0.36 0.38 0.40
28.5 30.3 32.1 33.9 35.7
24.2 25.7 27.2 28.8 30.3
1.12 1.14 1.16 1.18 1.20
99.9 101.6 103.4 105.2 107.0
84.7 86.3 87.8 89.3 90.8
0.42 0.44 0.46 0.48 0.50
37.4 39.2 41.0 42.8 44.6
31.8 33.3 34.8 36.3 37.8
1.22 1.24 1.26 1.28 1.30
108.8 110.6 112.3 114.1 115.9
92.3 93.8 95.3 96.8 98.4
0.52 0.54 0.56 0.58 0.60
46.4 48.1 49.9 51.7 53.5
39.3 40.9 42.4 43.9 45.4
1.32 1.34 1.36 1.38 1.40
117.7 119.5 121.3 123.0 124.8
99.9 101.4 102.9 104.4 105.9
0.62 0.64 0.66 0.68 0.70
55.3 57.1 58.8 60.6 62.4
46.9 48.4 49.9 51.4 53.0
1.42 1.44 1.46 1.48 1.50
126.6 128.4 130.2 132.0 133.7
107.4 108.9 110.5 112.0 113.5
0.72 0.74 0.76 0.78 0.80
64.2 66.0 67.8 69.5 71.3
54.5 56.0 57.5 59.0 60.5
1.52 1.54 1.56 1.58 1.60
135.5 137.3 139.1 140.9 142.7
115.0 116.5 118.0 119.5 121.1
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
NUMERICAL VALUES
6 - 151
TABLE 5 (cont’d) Values of K l / r for F y = 36 and 50 ksi K l / r
K l / r
λc
F y = 36
F y = 50
λc
F y = 50
1.62 1.64 1.66 1.68 1.70
144.4 146.2 148.0 149.8 151.6
122.6 124.1 125.6 127.1 128.6
2.42 2.44 2.46 2.48 2.50
183.1 184.6 186.1 187.6 189.1
1.72 1.74 1.76 1.78 1.80
153.4 155.1 156.9 158.7 160.5
130.1 131.6 133.2 134.7 136.2
2.52 2.54 2.56 2.58 2.60
190.7 192.2 193.7 195.2 196.7
1.82 1.84 1.86 1.88 1.90
162.3 164.1 165.8 167.6 169.4
137.7 139.2 140.7 142.2 143.8
2.62 2.64
198.2 199.7
1.92 1.94 1.96 1.98 2.00
171.2 173.0 174.8 176.5 178.3
145.3 146.8 148.3 149.8 151.3
2.02 2.04 2.06 2.08 2.10
180.1 181.9 183.7 185.5 187.2
152.8 154.3 155.9 157.4 158.9
2.12 2.14 2.16 2.18 2.20
189.0 190.8 192.6 194.4 196.2
160.4 161.9 163.4 164.9 166.5
2.22 2.24 2.26 2.28 2.30
197.9 199.7
168.0 169.5 171.0 172.5 174.0
2.32 2.34 2.36 2.38 2.40
175.5 177.0 178.6 180.1 181.6
Heavy line indicates K l / r of 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6 - 152
NUMERICAL VALUES
TABLE 6 Slenderness Ratios of Elements as a Function of F y From Table B5.1 F y (ksi) Ratio
36
42
46
50
65 / √ F y
10.8
10.0
9.6
9.2
8.4
8.1
76 / √ F y
12.7
11.7
11.2
10.7
9.8
9.4
95 / √ F y
15.8
14.7
14.0
13.4
12.3
11.8
127 / √ F y
21.2
19.6
18.7
18.0
16.4
15.8
141 / √ F y − 10
27.7
24.9
23.5
22.3
19.9
19.0
190 / √ F y
31.7
29.3
28.0
26.9
24.5
23.6
238 / √ F y
39.7
36.7
35.1
33.7
30.7
29.5
253 / √ F y
42.2
39.0
37.3
35.8
32.7
31.4
317 / √ F y
52.8
48.9
46.7
44.8
40.9
39.3
640 / √ F y
107.0
98.8
94.4
90.5
82.6
79.4
970 / √ F y
162.0
150.0
143.0
137.0
125.0
120.0
1,300 / F y
36.1
31.0
28.3
26.0
21.7
20.0
2,070 / F y
57.5
49.3
45.0
41.4
34.5
31.8
3,300 / F y
91.7
78.6
71.7
66.0
55.0
50.8
8,970 / F y
249.0
214.0
195.0
179.0
150.0
138.0
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
60
65
NUMERICAL VALUES
6 - 153
TABLE 7 Values of C m for Use in Section C1 M 1 M 2
C m
M 1 M 2
C m
M 1 M 2
C m
−1.00
1.00
−0.45
0.78
0.10
0.56
−0.95
0.98
−0.40
0.76
0.15
0.54
−0.90
0.96
−0.35
0.74
0.20
0.52
−0.85
0.94
−0.30
0.72
0.25
0.50
−0.80
0.92
−0.25
0.70
0.30
0.48
−0.75
0.90
−0.20
0.68
0.35
0.46
−0.70
0.88
−0.15
0.66
0.40
0.44
−0.65
0.86
−0.10
0.64
0.45
0.42
−0.60
0.84
−0.05
0.62
0.50
0.40
0.60
0.36
−0.55
0.82
0
0.60
0.80
0.28
−0.50
0.80
0.05
0.58
1.00
0.20
Note 1: C m = 0.6 − 0.4(M 1 / M 2). Note 2: M 1 / M 2 is positive for reverse curvature and negative for single curvature. M | 1| ≤ |M 2|
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6 - 154
NUMERICAL VALUES
TABLE 8 Values of P e / Ag for Use in Section C1 for Steel of Any Yield Stress K l r
P e / Ag (ksi)
K l r
P e / Ag (ksi)
K l r
P e / Ag (ksi)
K l r
P e / Ag (ksi)
K l r
P e / Ag (ksi)
K l r
P e / Ag (ksi)
21 22 23 24 25
649.02 591.36 541.06 496.91 457.95
51 52 53 54 55
110.04 105.85 101.89 98.15 94.62
81 82 83 84 85
43.62 42.57 41.55 40.56 39.62
111 112 113 114 115
23.23 22.82 22.42 22.02 21.64
141 142 143 144 145
14.40 14.19 14.00 13.80 13.61
171 172 173 174 175
9.79 9.67 9.56 9.45 9.35
26 27 28 29 30
423.40 392.62 365.07 340.33 318.02
56 57 58 59 60
91.27 88.09 85.08 82.22 79.51
86 87 88 89 90
38.70 37.81 36.96 36.13 35.34
116 117 118 119 120
21.27 20.91 20.56 20.21 19.88
146 147 148 149 150
13.43 13.25 13.07 12.89 12.72
176 177 178 179 180
9.24 9.14 9.03 8.93 8.83
31 32 33 34 35
297.83 279.51 262.83 247.59 233.65
61 62 63 64 65
76.92 74.46 72.11 69.88 67.74
91 92 93 94 95
34.56 33.82 33.09 32.39 31.71
121 122 123 124 125
19.55 19.23 18.92 18.61 18.32
151 152 153 154 155
12.55 12.39 12.23 12.07 11.91
181 182 183 184 185
8.74 8.64 8.55 8.45 8.36
36 37 38 39 40
220.85 209.07 198.21 188.18 178.89
66 67 68 69 70
65.71 63.76 61.90 60.12 58.41
96 97 98 99 100
31.06 30.42 29.80 29.20 28.62
126 127 128 129 130
18.03 17.75 17.47 17.20 16.94
156 157 158 159 160
11.76 11.61 11.47 11.32 11.18
186 187 188 189 190
8.27 8.18 8.10 8.01 7.93
41 42 43 44 45
170.27 162.26 154.80 147.84 141.34
71 72 73 74 75
56.78 55.21 53.71 52.57 50.88
101 102 103 104 105
28.06 27.51 26.98 26.46 25.96
131 132 133 134 135
16.68 16.43 16.18 15.94 15.70
161 162 163 164 165
11.04 10.91 10.77 10.64 10.51
191 192 193 194 195
7.85 7.76 7.68 7.60 7.53
46 47 48 49 50
135.26 129.57 124.23 119.21 114.49
76 77 78 79 80
49.55 48.27 47.04 45.86 44.72
106 107 108 109 110
25.47 25.00 24.54 24.09 23.65
136 137 138 139 140
15.47 15.25 15.03 14.81 14.60
166 167 168 169 170
10.39 10.26 10.14 10.02 9.90
196 197 198 199 200
7.45 7.38 7.30 7.23 7.16
π2E Note: P e / Ag = , use for both P e 1 and P e 2. (K l / r )2
