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<br /> U N I STR U T n P1000 & P1001 Channels
<br /> BEAM LOADING - P1000 BEAM LOADING - P1001
<br /> w Max Dell.at Max Dell.at
<br /> ri, Allowable Uniform Uniform Loading at Deflection Allowable Uniform Uniform Loading at Deflection
<br /> Span Uniform Load Load Span/180 Span/240 Span/360 Span Uniform Load Load Span/180 Span/240 Span/360
<br /> in cs 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 /> t„ 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 /> 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 /> m'ra
<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 /> LI MI 216 190 4.58 50 40 NR 216 530 2.54 250 190 130
<br /> me.,,
<br /> ,7. 240 170 5.62 40 NR NR 240 480 3.16 200 150 100
<br /> ih,
<br /> Jy COLUMN LOADING - P1000 COLUMN LOADING - P1001
<br /> "' Maximum Maximum
<br /> Unbraced Allowable Load Maximum Column Load Applied at C.G. Unbraced Allowable Load Maximum Column Load Applied at C.G.
<br /> Height at 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 /> Li-
<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 /> 48 2,770 7,260 6,010 4,690 3,800 48 6,160 21,410 20,300 18,670 16,160
<br /> N, 60 2,380 5,910 4,690 3,630 2,960 60 6,000 20,210 18,670 15,520 12,390
<br /> ' 72 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 /> P+ 96 1,670 3,480 2,750 2,110 1,660 96 4,690 14,890 11,190 7,250 5,040
<br /> u 108 1,510 3,050 2,400 1,810 ** 108 4,170 12,850 8,950 5,730 3,980
<br /> •3 120 1,380 2,700 2,110 ** ** 120 3,690 10,900 7,250 4,640 **
<br /> n-s" 144 1,150 2,180 1,660 ** ** 144 2,930 7,630 5,040 ** **
<br /> ,-
<br /> Notes:
<br /> ;fir; ELEMENTS OF SECTION *Load limited by spot weld shear.
<br /> P1000/P1001 **Ky,>200
<br /> i'_ NR=Not Recommended.
<br /> Parameter P1000 P1001 1.Above loads include the weight of the member.This weight must be
<br /> j.`-�.'. Area of Section 0.555 In2 1.111 In2 deducted to arrive at the net allowable load the beam will support.
<br /> (;u Axis 1-1 2.Long span beams should be supported in such a manner as to
<br /> "'rA Moment of Inertia(I) 0.185 In' 0.928 In4 prevent rotation and twist.
<br /> Section Modulus(S) 0.202 Ina 0.571 Ina 3.Allowable uniformly distributed loads are listed for various simple
<br /> Radius of Gyration(r) 0.577 In 0.914 In spans,that is,a beam on two supports.If load is concentrated at
<br /> ,mow the center of the span,multiply load from the table by 0.5 and
<br /> �„ i Axis 2-2 corresponding deflection by 0.8.
<br /> .-'rij Moment of Inertia(I) 0.236 In4 0.471 In4 4.See page 61 for lateral bracing reduction charts.
<br /> (1.-.
<br /> Section Modulus(S) 0.290 Ina 0.580 in' 5.For Pierced Channel,Beam Load Values in the tables are multiplied
<br /> Radius of Gyration (r) 0.651 In 0.651 In by the following factor:
<br /> F1 a; "DS"Series 70% "T"Series 85%
<br /> t'r� "KO"Series 95% "H3"Series 90%
<br /> °' "SL"Series 85% "HS"Series 90%
<br /> 0.-:, . ' . lye Framing System
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