24 |
30,935 |
0.05 |
30,935 |
30,935 |
30,935 |
( 61.0 ) |
( 137,605 ) |
( 0.12 ) |
( 137,605 ) |
( 137,605 ) |
( 137,605 ) |
36 |
20,620 |
0.11 |
20,620 |
20,620 |
18,735 |
( 91.4 ) |
( 91,720 ) |
( 0.28 ) |
( 91,720 ) |
( 91,720 ) |
( 83,335 ) |
48 |
15,465 |
0.20 |
15,465 |
15,465 |
10,535 |
( 121.9 ) |
( 68,790 ) |
( 0.50 ) |
( 68,790 ) |
( 68,790 ) |
( 46,860 ) |
60 |
12,370 |
0.31 |
12,370 |
10,115 |
6,745 |
( 152.4 ) |
( 55,020 ) |
( 0.78 ) |
( 55,020 ) |
( 44,990 ) |
( 30,000 ) |
72 |
10,310 |
0.44 |
9,365 |
7,025 |
4,680 |
( 182.9 ) |
( 45,860 ) |
( 1.12 ) |
( 41,655 ) |
( 31,245 ) |
( 20,815 ) |
84 |
8,835 |
0.60 |
6,880 |
5,160 |
3,440 |
( 213.4 ) |
( 39,295 ) |
( 1.52 ) |
( 30,600 ) |
( 22,950 ) |
( 15,300 ) |
96 |
7,730 |
0.78 |
5,265 |
3,950 |
2,630 |
( 243.8 ) |
( 34,380 ) |
( 1.99 ) |
( 23,415 ) |
( 17,570 ) |
( 11,695 ) |
108 |
6,870 |
0.99 |
4,160 |
3,120 |
2,080 |
( 274.3 ) |
( 30,555 ) |
( 2.51 ) |
( 18,500 ) |
( 13,875 ) |
( 9,250 ) |
120 |
6,185 |
1.22 |
3,370 |
2,525 |
1,685 |
( 304.8 ) |
( 27,510 ) |
( 3.11 ) |
( 14,990 ) |
( 11,230 ) |
( 7,495 ) |
144 |
5,155 |
1.76 |
2,340 |
1,755 |
1,170 |
( 365.8 ) |
( 22,930 ) |
( 4.47 ) |
( 10,405 ) |
( 7,805 ) |
( 5,200 ) |
168 |
4,415 |
2.39 |
1,720 |
1,290 |
860 |
( 426.7 ) |
( 19,635 ) |
( 6.08 ) |
( 7,650 ) |
( 5,735 ) |
( 3,825 ) |
192 |
3,865 |
3.13 |
1,315 |
985 |
655 |
( 487.7 ) |
( 17,190 ) |
( 7.95 ) |
( 5,845 ) |
( 4,380 ) |
( 2,910 ) |
216 |
3,435 |
3.96 |
1,040 |
780 |
520 |
( 548.6 ) |
( 15,275 ) |
( 10.06 ) |
( 4,625 ) |
( 3,465 ) |
( 2,310 ) |
240 |
3,090 |
4.89 |
840 |
630 |
420 |
( 609.6 ) |
( 13,740 ) |
( 12.41 ) |
( 3,735 ) |
( 2,800 ) |
( 1,865 ) |
24 |
25,920 |
64,855 |
64,855 |
64,855 |
64,855 |
( 61.0 ) |
( 115,295 ) |
( 288,500 ) |
( 288,500 ) |
( 288,500 ) |
( 288,500 ) |
36 |
25,715 |
64,855 |
64,855 |
64,855 |
64,855 |
( 91.4 ) |
( 114,395 ) |
( 288,500 ) |
( 288,500 ) |
( 288,500 ) |
( 288,500 ) |
48 |
25,455 |
64,855 |
64,855 |
64,855 |
64,610 |
( 121.9 ) |
( 113,245 ) |
( 288,500 ) |
( 288,500 ) |
( 288,500 ) |
( 287,410 ) |
60 |
25,155 |
64,855 |
64,855 |
64,035 |
60,890 |
( 152.4 ) |
( 111,905 ) |
( 288,500 ) |
( 288,500 ) |
( 284,850 ) |
( 270,850 ) |
72 |
24,780 |
64,855 |
64,610 |
60,890 |
55,935 |
( 182.9 ) |
( 110,235 ) |
( 288,500 ) |
( 287,410 ) |
( 270,850 ) |
( 248,820 ) |
84 |
24,015 |
64,855 |
62,200 |
56,705 |
51,110 |
( 213.4 ) |
( 106,845 ) |
( 288,500 ) |
( 276,675 ) |
( 252,245 ) |
( 227,355 ) |
96 |
23,180 |
63,430 |
59,520 |
52,750 |
46,065 |
( 243.8 ) |
( 103,130 ) |
( 282,155 ) |
( 264,770 ) |
( 234,660 ) |
( 204,905 ) |
108 |
20,790 |
61,385 |
55,935 |
48,605 |
40,935 |
( 274.3 ) |
( 92,495 ) |
( 273,060 ) |
( 248,820 ) |
( 216,210 ) |
( 182,105 ) |
120 |
19,915 |
59,165 |
52,750 |
44,355 |
35,880 |
( 304.8 ) |
( 88,585 ) |
( 263,200 ) |
( 234,660 ) |
( 197,320 ) |
( 159,620 ) |
144 |
18,085 |
53,565 |
46,065 |
35,880 |
26,385 |
( 365.8 ) |
( 80,450 ) |
( 238,280 ) |
( 204,905 ) |
( 159,620 ) |
( 117,375 ) |
168 |
16,240 |
48,185 |
39,240 |
27,910 |
19,385 |
( 426.7 ) |
( 72,255 ) |
( 214,355 ) |
( 174,545 ) |
( 124,165 ) |
( 86,250 ) |
192 |
14,425 |
42,645 |
32,615 |
21,375 |
14,835 |
( 487.7 ) |
( 64,185 ) |
( 189,695 ) |
( 145,080 ) |
( 95,085 ) |
( 66,005 ) |
216 |
12,670 |
37,135 |
26,385 |
16,880 |
11,725 |
( 548.6 ) |
( 56,365 ) |
( 165,190 ) |
( 117,375 ) |
( 75,105 ) |
( 52,175 ) |
240 |
11,130 |
31,815 |
21,375 |
13,680 |
9,495 |
( 609.6 ) |
( 49,510 ) |
( 141,525 ) |
( 95,085 ) |
( 60,850 ) |
( 42,245 ) |
|
Notes :
1 . Loads are based on ICC-ES ELC-5019 and CSA S136-16 , the North American Specification for the Design of Cold-Formed Steel Structural Members ( using the Appendix B provisions applicable to Canada ), CSA Group .
2 . Resistance factors for flexure and compression are 0.90 and 0.80 , respectively .
3 . Maximum factored 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 maximum factored beam load values . 6 . C . G . is the ‘ Center of Gravity ’ of the cross section . 7 . ** indicates KL / r for compression exceeds 200 . 8 . Maximum factored load at girder face assumes K value of 0.8 .
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100
( 3-15 / 16 “)
( 1 / 8 “)
3
|
( 3-15 / 16 “) 100 |
( 1-15 / 16 “) 50
mm ( in )
∅ 9.2
( 3 / 8 “)
|
50
( 1-15 / 16 “)
50 ( 1-15 / 16 “)
|