| Elements of Section – P5000 | ||
| Area of Section | 0.897 in2 (5.8 cm2) | |
| Axis 1-1 | Axis 2-2 | |
| Moment of Inertia (I) | 1.098 in4 (45.7 cm4) | 0.433 in4 (18.0 cm4) |
| Section Modulus (S) | 0.627 in3 (10.3 cm3) | 0.533 in3 (8.7 cm3) |
| Radius of Gyration (r) | 1.107 in (2.8 cm ) | 0.695 in (1.8 cm ) |
| Column Loading – P5000Unbraced 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)245,65016,87015,18012,85010,600364,69013,14010,6007,6505,660483,5609,5506,8604,7903,660602,7306,6804,7903,4502,710722,1604,9803,6602,7102,170841,7603,9502,9602,2401,820961,5003,2702,5001,9301,5801081,3102,8002,1701,6901,3901201,1702,4501,9301,510*1449801,9801,580**1688501,6701,340***KL/r > 200 |
| Beam Loading – P5000 | ||||||
| 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 | 5,260 | 0.03 | 5,260 | 5,260 | 5,260 | 0.98 |
| 36 | 3,500 | 0.07 | 3,500 | 3,500 | 3,500 | 0.85 |
| 48 | 2,630 | 0.12 | 2,630 | 2,630 | 2,630 | 0.70 |
| 60 | 2,100 | 0.18 | 2,100 | 2,100 | 1,920 | 0.55 |
| 72 | 1,750 | 0.26 | 1,750 | 1,750 | 1,330 | 0.44 |
| 84 | 1,500 | 0.36 | 1,500 | 1,470 | 980 | 0.38 |
| 96 | 1,310 | 0.47 | 1,310 | 1,120 | 750 | 0.33 |
| 108 | 1,170 | 0.59 | 1,170 | 890 | 590 | 0.30 |
| 120 | 1,050 | 0.73 | 960 | 720 | 480 | 0.28 |
| 144 | 880 | 1.06 | 670 | 500 | 330 | 0.24 |
| 168 | 750 | 1.43 | 490 | 370 | 240 | 0.22 |
| 192 | 660 | 1.88 | 370 | 280 | 190 | 0.21 |
| 216 | 580 | 2.35 | 300 | 220 | 150 | 0.19 |
| 240 | 530 | 2.95 | 240 | 180 | 120 | 0.18 |
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.
