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<strong>HSS</strong> Beam Load Tables<br />
Rectangular Structural Steel Tubing<br />
Total Allowable Uniform Load in Kips for Beams with Lateral Support<br />
Fy=50<br />
y<br />
x<br />
y<br />
ERW<br />
x<br />
Nominal Size<br />
10 X 8<br />
Nominal Size<br />
10 X 6<br />
Wall Thickness<br />
Weight Per Foot<br />
Design Wall Thickness<br />
1/2 3/8 5/16 1/4 3/6<br />
∆<br />
∆<br />
55.66 42.79 36.10 Inches 29.23 Inches 22.18<br />
0.465 0.349 0.291 0.233 0.174*<br />
∆<br />
Inches<br />
Wall Thickness<br />
Weight Per Foot<br />
Design Wall Thickness<br />
5/8 1/2 3/8 5/16 1/4 3/16<br />
∆<br />
59.32 48.85 37.69 31.84 25.82 Inches 19.63<br />
0.581 0.465 0.349 0.291 0.233 0.174<br />
∆<br />
Inches<br />
Span in Feet<br />
2<br />
3<br />
4<br />
5<br />
6<br />
7<br />
8<br />
9<br />
10<br />
11<br />
12<br />
13<br />
14<br />
15<br />
16<br />
17<br />
18<br />
19<br />
20<br />
21<br />
372 279 233 0.01 186 0.01 139 0.01<br />
313 249 213 0.03 159 0.03 111 0.03<br />
235 186 160 0.05 119 0.05 84 0.05<br />
188 149 128 0.09 95 0.08 67 0.07<br />
157 124 106 0.12 79 0.11 56 0.10<br />
134 107 91 0.17 68 0.15 48 0.14<br />
117 93 80 0.22 60 0.20 42 0.18<br />
104 83 71 0.28 53 0.25 37 0.23<br />
94 75 64 0.34 48 0.31 33 0.28<br />
85 68 58 0.41 43 0.38 30 0.34<br />
78 62 53 0.49 40 0.45 28 0.41<br />
72 57 49 0.58 37 0.52 26 0.48<br />
67 53 46 0.67 34 0.61 24 0.56<br />
63 50 43 0.77 32 0.70 22 0.64<br />
59 47 40 0.87 30 0.79 21 0.73<br />
55 44 38 0.99 – – – –<br />
50 40 34 0.90 28 0.90 20 0.82<br />
52 41 35 1.11 – – – –<br />
47 38 32 1.01 26 1.01 19 0.92<br />
49 39 34 1.23 – – – –<br />
45 36 31 1.12 25 1.12 18 1.02<br />
47 37 32 1.37 – – – –<br />
43 34 29 1.24 24 1.24 17 1.13<br />
45 36 30 1.51 – – – –<br />
41 32 28 1.37 23 1.37 16 1.25<br />
Span in Feet<br />
2<br />
3<br />
4<br />
5<br />
6<br />
7<br />
8<br />
9<br />
10<br />
11<br />
12<br />
13<br />
14<br />
15<br />
16<br />
17<br />
18<br />
19<br />
20<br />
21<br />
442 372 279 233 186 0.01 139 0.01<br />
295 252 200 172 142 0.03 99 0.03<br />
221 189 150 129 107 0.05 75 0.05<br />
177 151 120 103 85 0.09 60 0.08<br />
147 126 100 86 71 0.12 50 0.11<br />
126 108 86 74 61 0.17 43 0.15<br />
111 94 75 65 53 0.22 37 0.20<br />
98 84 67 57 47 0.28 33 0.25<br />
88 75 60 52 43 0.34 30 0.31<br />
80 69 55 47 39 0.41 27 0.38<br />
74 63 50 43 36 0.49 25 0.45<br />
68 58 46 40 33 0.58 – –<br />
62 53 42 36 30 0.52 23 0.52<br />
63 54 43 37 30 0.67 – –<br />
57 49 39 34 28 0.61 21 0.61<br />
59 50 40 34 28 0.77 – –<br />
54 46 36 31 26 0.70 20 0.70<br />
55 47 38 32 27 0.87 – –<br />
50 43 34 29 24 0.79 19 0.79<br />
52 44 35 30 25 0.99 – –<br />
47 40 32 28 23 0.90 18 0.90<br />
49 42 33 29 24 1.11 – –<br />
45 38 30 26 22 1.01 17 1.01<br />
47 40 32 27 22 1.23 – –<br />
42 36 29 25 20 1.12 16 1.12<br />
44 38 30 26 21 1.37 – –<br />
40 34 27 24 19 1.24 15 1.24<br />
42 36 29 25 20 1.51 – –<br />
38 33 26 22 18 1.37 14 1.37<br />
WEB SHEAR AND PROPERTY VALUES<br />
V, kips<br />
186 140 116 93 70<br />
S x , In. 3 42.7 33.9 29.0 23.8 16.7 **<br />
V, kips<br />
232 186 140 116 93 70<br />
S x , In. 3 40.2 34.3 27.3 23.5 19.4 14.9<br />
Loads above heavy horizontal line based upon maximum shear stress, F v , equal to 0.40 F y .<br />
Loads in shaded area based upon maximum allowable bending stress, F b , equal to 0.60 F y .<br />
* Slender element section. Width-thickness ratio exceeds AISC “Specification” Section B5.1 limiting value of 238/ Fy.<br />
** Modified value of section modulus calculated in accordance with AISC “Specification” Appendix Section B5.2.b.<br />
59
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