Modular Support Systems Technical Guide, Edition 2
3.0 Modular Support System
3.1.2 MT Beam and Column Load Tables
Table 50- MT-90 Allowable Beam Loads: X-Axis and Y-Axis
Bending 1, 2, 3, 4, 5, 6
Span in( cm)
Max Allowable Uniform Load lbs( N)
Defl. At Max Uniform Load in( cm)
Uniform Loading at Deflection
Span / 180 lbs( N)
Span / 240 lbs( N)
Span / 360 lbs( N)
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) |
Table 51- MT-90 Allowable Column Loads 1, 2, 6, 7, 8, 9
Unbraced Height in( cm)
24( 61.0)
36( 91.4) 48( 121.9) 60( 152.4) 72( 182.9)
84( 213.3) 96( 243.8)
108( 274.3) 120( 304.8)
144( 365.8) 168( 426.7)
192( 487.7)
216( 548.6)
240( 609.6)
Max Allowable Load at Girder Face lbs( N)
18,000( 80,065)
17,860( 79,440)
17,680( 78,640)
17,470( 77,710)
17,210( 76,550)
16,680( 74,195)
16,100( 71,615)
14,440( 64,230)
13,830( 61,515)
12,560( 55,865)
11,280( 50,175)
10,020( 44,570)
8,800( 39,140)
7,730( 34,380)
Maximum Column Load Applied at C. G.
K = 0.65 lbs( N)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
44,050( 195,940)
42,630( 189,625)
41,090( 182,775)
37,200( 165,470)
33,465( 148,855)
29,615( 131,730)
25,790( 114,715)
22,095( 98,280)
K = 0.80 lbs( N)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
44,870( 199,590)
43,195( 192,135)
41,335( 183,865)
38,845( 172,790)
36,635( 162,955)
31,990( 142,295)
27,250( 121,210)
22,650( 100,750)
18,325( 81,510)
14,845( 66,030)
K = 1.0 lbs( N)
45,040( 200,345)
45,040( 200,345)
45,040( 200,345)
44,470( 197,810)
42,285( 188,090)
39,380( 175,170)
36,635( 162,955)
33,755( 150,145)
30,805( 137,025)
24,920( 110,845)
19,385( 86,225)
14,845( 66,030)
11,725( 52,155)
9,500( 42,255)
K = 1.2 lbs( N)
45,040( 200,345)
45,040( 200,345)
44,870( 199,590)
42,285( 188,090)
38,845( 172,790)
35,495( 157,885)
31,990( 142,295)
28,430( 126,460)
24,920( 110,845)
18,325( 81,510)
13,465( 59,895)
10,305( 45,835)
8,145( 36,230)
6,595( 29,335)
Notes: 1. Loads are based on ICC 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 36 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 68 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.
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