24 |
20,580 |
0.03 |
20,580 |
20,580 |
20,580 |
( 61.0) |
( 91,540) |
( 0.08) |
( 91,540) |
( 91,540) |
( 91,540) |
36 |
13,720 |
0.07 |
13,720 |
13,720 |
13,720 |
( 91.4) |
( 61,025) |
( 0.19) |
( 61,025) |
( 61,025) |
( 61,025) |
48 |
10,290 |
0.13 |
10,290 |
10,290 |
10,290 |
( 121.9) |
( 45,770) |
( 0.33) |
( 45,770) |
( 45,770) |
( 45,770) |
60 |
8,230 |
0.20 |
8,230 |
8,230 |
6,745 |
( 152.4) |
( 36,605) |
( 0.52) |
( 36,605) |
( 36,605) |
( 30,000) |
72 |
6,860 |
0.29 |
6,860 |
6,860 |
4,680 |
( 182.9) |
( 30,510) |
( 0.74) |
( 30,510) |
( 30,510) |
( 20,815) |
84 |
5,880 |
0.40 |
5,880 |
5,160 |
3,440 |
( 213.4) |
( 26,155) |
( 1.01) |
( 26,155) |
( 22,950) |
( 15,300) |
96 |
5,145 |
0.52 |
5,145 |
3,950 |
2,630 |
( 243.8) |
( 22,885) |
( 1.32) |
( 22,885) |
( 17,570) |
( 11,695) |
108 |
4,570 |
0.66 |
4,160 |
3,120 |
2,080 |
( 274.3) |
( 20,325) |
( 1.67) |
( 18,500) |
( 13,875) |
( 9,250) |
120 |
4,115 |
0.81 |
3,370 |
2,525 |
1,685 |
( 304.8) |
( 18,300) |
( 2.07) |
( 14,990) |
( 11,230) |
( 7,495) |
144 |
3,430 |
1.17 |
2,340 |
1,755 |
1,170 |
( 365.8) |
( 15,255) |
( 2.98) |
( 10,405) |
( 7,805) |
( 5,200) |
168 |
2,940 |
1.59 |
1,720 |
1,290 |
860 |
( 426.7) |
( 13,075) |
( 4.05) |
( 7,650) |
( 5,735) |
( 3,825) |
192 |
2,570 |
2.08 |
1,315 |
985 |
655 |
( 487.7) |
( 11,430) |
( 5.29) |
( 5,845) |
( 4,380) |
( 2,910) |
216 |
2,285 |
2.63 |
1,040 |
780 |
520 |
( 548.6) |
( 10,160) |
( 6.69) |
( 4,625) |
( 3,465) |
( 2,310) |
240 |
2,055 |
3.25 |
840 |
630 |
420 |
( 609.6) |
( 9,140) |
( 8.25) |
( 3,735) |
( 2,800) |
( 1,865) |
24 |
18,000 |
45,040 |
45,040 |
45,040 |
45,040 |
( 61.0) |
( 80,065) |
( 200,345) |
( 200,345) |
( 200,345) |
( 200,345) |
36 |
17,860 |
45,040 |
45,040 |
45,040 |
45,040 |
( 91.4) |
( 79,440) |
( 200,345) |
( 200,345) |
( 200,345) |
( 200,345) |
48 |
17,680 |
45,040 |
45,040 |
45,040 |
44,870 |
( 121.9) |
( 78,640) |
( 200,345) |
( 200,345) |
( 200,345) |
( 199,590) |
60 |
17,470 |
45,040 |
45,040 |
44,470 |
42,285 |
( 152.4) |
( 77,710) |
( 200,345) |
( 200,345) |
( 197,810) |
( 188,090) |
72 |
17,210 |
45,040 |
44,870 |
42,285 |
38,845 |
( 182.9) |
( 76,550) |
( 200,345) |
( 199,590) |
( 188,090) |
( 172,790) |
84 |
16,680 |
45,040 |
43,195 |
39,380 |
35,495 |
( 213.4) |
( 74,195) |
( 200,345) |
( 192,135) |
( 175,170) |
( 157,885) |
96 |
16,100 |
44,050 |
41,335 |
36,635 |
31,990 |
( 243.8) |
( 71,615) |
( 195,940) |
( 183,865) |
( 162,955) |
( 142,295) |
108 |
14,440 |
42,630 |
38,845 |
33,755 |
28,430 |
( 274.3) |
( 64,230) |
( 189,625) |
( 172,790) |
( 150,145) |
( 126,460) |
120 |
13,830 |
41,090 |
36,635 |
30,805 |
24,920 |
( 304.8) |
( 61,515) |
( 182,775) |
( 162,955) |
( 137,025) |
( 110,845) |
144 |
12,560 |
37,200 |
31,990 |
24,920 |
18,325 |
( 365.8) |
( 55,865) |
( 165,470) |
( 142,295) |
( 110,845) |
( 81,510) |
168 |
11,280 |
33,465 |
27,250 |
19,385 |
13,465 |
( 426.7) |
( 50,175) |
( 148,855) |
( 121,210) |
( 86,225) |
( 59,895) |
192 |
10,020 |
29,615 |
22,650 |
14,845 |
10,305 |
( 487.7) |
( 44,570) |
( 131,730) |
( 100,750) |
( 66,030) |
( 45,835) |
216 |
8,800 |
25,790 |
18,325 |
11,725 |
8,145 |
( 548.6) |
( 39,140) |
( 114,715) |
( 81,510) |
( 52,155) |
( 36,230) |
240 |
7,730 |
22,095 |
14,845 |
9,500 |
6,595 |
( 609.6) |
( 34,380) |
( 98,280) |
( 66,030) |
( 42,255) |
( 29,335) |
|
Notes: 1. Loads are based on ICC-ES ESR-5019 and AISI S100-16, the North American
Specification for the Design of Cold-Formed Steel Structural Members. 2. Safety factors for flexure and compression are 1.67 and 1.80, respectively. 3. Allowable beam loads in table are given in total uniform load( W * Span) and based on a uniformly loaded condition with simply supported ends. For other loading and support conditions, see page 32 for applicable load and deflection modification factors.
4. Beams spans in table are assumed to be sufficiently laterally braced. Unbraced spans may reduce beam load carrying capacity. See page 49 for reduction factors for unbraced conditions.
5. Profile weight, 6.01 lbs / ft( 87.74 N / m), must be deducted from allowable beam load values.
6. Multiply tabulated load values by 1.5 to obtain Load and Resistance Factor
Design( LRFD) values. 7. C. G. is the‘ Center of Gravity’ of the cross section. 8. ** indicates KL / r for compression exceeds 200. 9. Maximum allowable load at girder face assumes K value of 0.8.
|
100
( 3-15 / 16“)
( 1 / 8“)
3
|
( 3-15 / 16“) 100 |
( 1-15 / 16“) 50 |
∅ 9.2
( 3 / 8“)
|
50
( 1-15 / 16“)
mm( in)
50( 1-15 / 16“)
|