| Elements of Section – P5500 | ||
| Area of Section | 0.726 in2 (4.7 cm2) | |
| Axis 1-1 | Axis 2-2 | |
| Moment of Inertia (I) | 0.522 in4 (21.7 cm4) | 0.334 in4 (13.9 cm4) |
| Section Modulus (S) | 0.390 in3 (6.4 cm3) | 0.411 in3 (6.7 cm3) |
| Radius of Gyration (r) | 0.848 in (2.2 cm ) | 0.679 in (1.7 cm ) |
| Column Loading – P5500Unbraced Height (in)Allowable Load at Slot Face (lbs)Max Column Load Applied at C.G.K=0.65 (lbs)K=0.80 (lbs)K=1.0 (lbs)K=1.2 (lbs)244,64013,84012,57010,8409,190363,97011,0509,1907,0305,370483,1808,4206,3904,6203,630602,5506,2504,6203,4502,780722,1204,7903,6302,7802,260841,8103,8903,0102,3301,910961,5803,2902,5802,0201,6501081,4002,8602,2601,7701,4401201,2702,5302,0201,580*1441,0602,0701,650**1689201,7501,380***KL/r > 200 |
| Beam Loading – P5500 | ||||||
| Span (in) | Max Allowable Uniform Load (lbs) | Defl at Uniform load (in) | Uniform Loading at Deflection | Lateral Bracing Reduction Factor | ||
| Span /180 (lbs) | Span /240 (lbs) | Span /360 (lbs) | ||||
| 24 | 3,270 | 0.04 | 3,270 | 3,270 | 3,270 | 0.99 |
| 36 | 2,180 | 0.09 | 2,180 | 2,180 | 2,180 | 0.89 |
| 48 | 1,640 | 0.15 | 1,640 | 1,640 | 1,420 | 0.77 |
| 60 | 1,310 | 0.24 | 1,310 | 1,310 | 910 | 0.67 |
| 72 | 1,090 | 0.34 | 1,090 | 950 | 630 | 0.58 |
| 84 | 940 | 0.47 | 930 | 700 | 470 | 0.51 |
| 96 | 820 | 0.61 | 710 | 530 | 360 | 0.46 |
| 108 | 730 | 0.78 | 560 | 420 | 280 | 0.42 |
| 120 | 650 | 0.95 | 460 | 340 | 230 | 0.40 |
| 144 | 550 | 1.39 | 320 | 240 | 160 | 0.36 |
| 168 | 470 | 1.89 | 230 | 170 | 120 | 0.32 |
| 192 | 410 | 2.46 | 180 | 130 | 90 | 0.30 |
| 216 | 360 | 3.07 | 140 | 110 | 70 | 0.28 |
| 240 | 330 | 3.86 | 110 | 90 | 60 | 0.26 |
Notes:
- Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support.
- Long span beams should be supported so as to prevent rotation and twist.
- Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply load from the table by 0.5 and corresponding deflection by 0.8.
- The lateral bracing factor should be multiplied by the load to determine the load retained based on the distance between lateral braces.
