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" ' ' P1001 Channels UNISTRUT°
<br /> P1000-BEAM LOADING P1001 -BEAM LOADING
<br /> Defl.at Uniform Loading at Deflection Defl.at Uniform Loading at Deflection
<br /> Max.Allowable Uniform Max.Allowable Uniform
<br /> Span Uniform Load Load Span1180 Span/240 Span1360 Span Uniform Load Load Span/180 Span/240 Span/360
<br /> In Lbs In Lbs Lbs Lbs In Lbs In Lbs Lbs Lbs
<br /> 24 1,690 0.06 1,690 1,690 1,690 24 3,500* 0,02 3,500* 3,500* 3,500* �
<br /> 36 1,130 0.13 1,130 1,130 900 36 3,190 0.07 3,190 3,190 3,190
<br /> 48 850 0.22 850 760 500 48 2,390 0.13 2,390 2,390 2,390
<br /> 60 680 0.35 650 480 320 60 1,910 0.20 1,910 1,910 1,620
<br /> 72 560 0.50 450 340 220 72 1,600 0.28 1,600 1,600 1,130
<br /> 84 480 0.68 330 250 160 84 1,370 0.39 1,370 1,240 830
<br /> ---------- - --- - - _ -- - -- - - - -
<br /> 96 420 0.89 250 190 130 96 1,200 0.51 1,200 950 630
<br /> 108 380 1.14 200 150 100 108 1,060 0.64 1,000 750 500
<br /> 120 340 1.40 160 120 80 120 960 0.79 810 610 410
<br /> 144 280 2.00 110 80 60 144 800 1.14 560 420 280
<br /> ....--......
<br /> 168 240 2.72 80 60 40 168 680 1.53 410 310 210
<br /> 192 210 3.55 60 50 NR 192 600 2.02 320 240 160
<br /> 216 190 4.58 50 40 NR 216 530 2.54 250 190 130
<br /> 240 170 5.62 40 NR NR 1 240 480 3.16 200 150 100
<br /> P1000-COLUMN LOADING P1001 -COLUMN LOADING
<br /> Max.Allowable Maximum Column Load Applied at C.G. Max.Allowable Maximum Column Load Applied at C.G.
<br /> Unbraced Load at Unbraced Load
<br /> Height Slot Face K=0.65 K=0.80 K=1.0 K=1.2 Height at Slot Face K=0.65 K=0.80 K=1.0 K=1.2
<br /> In Lbs Lbs Lbs Lbs Lbs In Lbs Lbs Lbs Lbs Lbs
<br /> 24 3,550 10,740 9,890 8,770 7,740 24 6,430 24,280 23,610 22,700 21,820
<br /> 36 3,190 8,910 7,740 6,390 5,310 36 6,290 22,810 21,820 20,650 19,670
<br /> ------- - ------_ --------
<br /> 48 - - - - - -
<br /> 2,770 7,260 6,010 4,690 3,800 48 6,160 21,410 20,300 18,670 16,160
<br /> 60 2,380 5,910 -4,690- 3,630 2,960 60 6,000 20,210 18,670 15,520 12,390
<br /> - -- -- -- ---- - --- .....---- ---- -
<br /> 7 2,080 4,840 3,800 2,960 2,400 72 5,620 18,970 16,160 12,390 8,950
<br /> 84 1,860), 4,040 3,200 2,480 1,980 84 5,170 16,950 13,630 9,470 6,580
<br /> fi-----�--''I, - 3,480 2,750 2,110 1,660 96 4,690 14,890 11,190 7,250 5,040
<br /> 108 1,510 3,050 2,400 1,810 ** 108 4,170 12,850 8,950 5,730 3,980
<br /> 120 1,380 2,700 2,110 ** ** 120 3,690 1 0,900 7,250 4,640
<br /> 144 1,150 2,180 1,660 ** ** 144 2,930 7,630 5,040 ** **
<br /> P100011*1001 -ELEMENTS OF SECTION
<br /> Notes:
<br /> Parameter P1000 P7001 *Load limited by spot weld shear.
<br /> Area of Section 0.555 In2 1.111 In2 **KVr>200
<br /> Axis 1-1 NR=Not Recommended.
<br /> Moment of Inertia(1) 0.185 In' 0.928 In4 1.Beam loads are given in total uniform load(W Lbs)not uniform load(w Ibs/ft or
<br /> Section Modulus(S) 0.202 Ina 0.571 Ina w Ibs/in).
<br /> Radius of Gyration(r) 0.577 In 0.914 In 2.Beam loads are based on a simple span and assumed to be adequately laterally
<br /> Axis 2-2 braced.Unbraced spans can reduce beam load carrying capacity.Refer to Page 62
<br /> Moment of Inertia(1) 0.236 In4 0.471 In4 for reduction factors for unbraced lengths.
<br /> Section Modulus(S) 0.290 Ina 0.580 Ina 3.For pierced channel,multiply beam loads by the following factor:
<br /> Radius of Gyration(r) 0.651 In 0.651 In "KO"Series.......95% "T"Series..........85%
<br /> "HS"Series.......90% "SL"Series........85%
<br /> "1-13"Series........90% "DS"Series........70%
<br /> 4.Deduct channel weight from the beam loads.
<br /> 5.For concentrated midspan point loads,multiply beam loads by 50%and the
<br /> corresponding deflection by 80%.For other load conditions refer to page 18.
<br /> 6.All beam loads are for bending about Axis 1-1.
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