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SC-' P1000 & P1001 Channels Atkoresc-g
<br />Unistrut
<br />P1000 - BEAM LOADING
<br />Nhx. Allowable
<br />Defl. at
<br />Uniform
<br />Uniform Loading at Deflection
<br />Span
<br />Uniform Load
<br />Load
<br />Span/180
<br />Span/240
<br />Span/360
<br />In
<br />Lbs
<br />In
<br />Lbs
<br />Lbs
<br />Lbs
<br />24
<br />1,690
<br />0.06
<br />1,690
<br />1,690
<br />1,690
<br />36
<br />113-
<br />0.13
<br />11-
<br />900
<br />48
<br />850
<br />0.22
<br />- - -
<br />850
<br />760
<br />500
<br />60
<br />680
<br />0.35
<br />650
<br />480
<br />320
<br />72
<br />560
<br />0.50
<br />450
<br />340
<br />220
<br />84
<br />480
<br />0.68
<br />330
<br />250
<br />160
<br />96 HVAC SUPPORTVv(RSTCASE
<br />108
<br />ACRJA-1DAD=
<br />691bs
<br />120
<br />AIIIWWAI$EIDAD= (8501bs - 1.89p1f*4')*0.5*0.88*0.85
<br />= 3151bs > 691bs
<br />(221/o)
<br />144
<br />P1000 TADEOLJAZE
<br />168
<br />192
<br />210
<br />3.55
<br />60
<br />50
<br />NR
<br />216
<br />190
<br />4.58
<br />50
<br />40
<br />NR
<br />240
<br />170
<br />5.62
<br />40
<br />NR
<br />NR
<br />P1000 - COLUMN LOADING
<br />Unbraced
<br />Nhx. Allowable
<br />Load at
<br />Nhximum Column Load Applied at C.G.
<br />Height
<br />Slot Face
<br />K=0.65
<br />K=0.80
<br />K=1.0
<br />K=1.2
<br />In
<br />Lbs
<br />Lbs
<br />Lbs
<br />Lbs
<br />Lbs
<br />24
<br />3,550
<br />10,740
<br />9,890
<br />8,770
<br />7,740
<br />36
<br />3,190
<br />8,910
<br />7,740
<br />6,390
<br />5,310
<br />48
<br />2,770
<br />7,260
<br />6,010
<br />4,690
<br />3,800
<br />60
<br />2,380
<br />5,910
<br />4,690
<br />3,630
<br />2,960
<br />72
<br />2,080
<br />4,840
<br />3,800
<br />2,960
<br />2,400
<br />84
<br />1,860
<br />4,040
<br />3,200
<br />2,480
<br />1,980
<br />96
<br />1,670
<br />3,480
<br />2,750
<br />2,110
<br />1,660
<br />108
<br />1,510
<br />3,050
<br />2,400
<br />1,810
<br />*P
<br />120
<br />1,380
<br />2,700
<br />2,110
<br />144
<br />1,150
<br />2,180
<br />1,660
<br />P10001P1001 -ELEMENTS OF SECTION
<br />Parameter
<br />P1000
<br />P1001
<br />Area offlection
<br />0.555
<br />1n2
<br />1.111
<br />1n2
<br />Axis 1-1
<br />Nbment oflnertia (1)
<br />0.185
<br />W
<br />0.928
<br />W
<br />Section Nbdulus (S)
<br />0.202
<br />In'
<br />0.571
<br />In'
<br />Radius of yration (r)
<br />0.577
<br />In
<br />0.914
<br />In
<br />Axis 2-2
<br />Nbment oflnertia (I)
<br />0.236
<br />W
<br />0.471
<br />W
<br />Section Nbdulus (S)
<br />0.290
<br />In'
<br />0.580
<br />In'
<br />Radius offlyration r
<br />0.651
<br />In
<br />0.651
<br />In
<br />P1001 - BEAM LOADING
<br />Defl. at
<br />Uniform Loading at Deflection
<br />Nhx. Allowable
<br />Uniform
<br />Span
<br />Uniform Load
<br />Load
<br />Span/180
<br />Span/240
<br />Span/360
<br />In
<br />Lbs
<br />In
<br />Lbs
<br />Lbs
<br />Lbs
<br />24
<br />3,500*
<br />0.02
<br />3,500*
<br />3,500*
<br />3,500*
<br />36
<br />3,190
<br />0.07
<br />3,190
<br />3,190
<br />3,190
<br />48
<br />2,390
<br />0.13
<br />2,390
<br />2,390
<br />2,390
<br />60
<br />1,910
<br />0.20
<br />1,910
<br />1,910
<br />1,620
<br />72
<br />1,600
<br />0.28
<br />1,600
<br />1,600
<br />1,130
<br />84
<br />1,370
<br />0.39
<br />1,370
<br />1,240
<br />830
<br />96
<br />1,200
<br />0.51
<br />1,200
<br />950
<br />630
<br />108
<br />1,060
<br />0.64
<br />1,000
<br />750
<br />500
<br />120
<br />960
<br />0.79
<br />810
<br />610
<br />410
<br />144
<br />800
<br />1.14
<br />560
<br />420
<br />280
<br />168
<br />680
<br />1.53
<br />410
<br />310
<br />210
<br />192
<br />600
<br />2.02
<br />320
<br />240
<br />160
<br />216
<br />530
<br />2.54
<br />250
<br />190
<br />130
<br />240
<br />480
<br />3.16
<br />200
<br />150
<br />100
<br />P1001 - COLUMN LOADING
<br />Nhx. Allowable
<br />Nhximum Column Load Applied at C.G.
<br />Unbraced
<br />Load
<br />Height
<br />at Slot Face
<br />K=0.65
<br />K=0.80
<br />K=1.0
<br />K=1.2
<br />In
<br />Lbs
<br />Lbs
<br />Lbs
<br />Lbs
<br />Lbs
<br />24
<br />6,430
<br />24,280
<br />23,610
<br />22,700
<br />21,820
<br />36
<br />6,290
<br />22,810
<br />21,820
<br />20,650
<br />19,670
<br />48
<br />6,160
<br />21,410
<br />20,300
<br />18,670
<br />16,160
<br />60
<br />6,000
<br />20,210
<br />18,670
<br />15,520
<br />12,390
<br />72
<br />5,620
<br />18,970
<br />16,160
<br />12,390
<br />8,950
<br />84
<br />5,170
<br />16,950
<br />13,630
<br />9,470
<br />6,580
<br />96
<br />4,690
<br />14,890
<br />11,190
<br />7,250
<br />5,040
<br />108
<br />4,170
<br />12,850
<br />8,950
<br />5,730
<br />3,980
<br />120
<br />3,690
<br />10,900
<br />7,250
<br />4,640
<br />�*
<br />144
<br />2,930
<br />7,630
<br />5,040
<br />4*
<br />�*
<br />dotes:
<br />*Load limited by spot weld shear.
<br />** KL/r > 200
<br />NR =Not Recommended.
<br />1. Beam loads are given in IaW uniform load (W Lbs) not uniform load (w lbsHl or
<br />2. Beamloads are based on a simple span and assumed to be adequately laterally
<br />braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62
<br />for reduction factors for unbraced lenaffis.
<br />3. For pierced channel, multiply beam loads b the followin factor:
<br />"KO" Series ....... 95% "T" Series ..........8�%/,,
<br />"HS" Series .......90% ........
<br />"H3" Series ........ 90% "DS" Series ........ 70%
<br />"WT" Series.......85%
<br />4. DeductchannelweightfinZthea�Ioads.
<br />orconcen ae mu spana beamloadsby50%andthe
<br />corresponding deflection by 801% For other load conditions refer to page 18.
<br />6. All beam loads are for bending about Axis 1-1.
<br />11/s" Framing System 25
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