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<br />Description:
<br />
<br />Scope :
<br />
<br />Job'
<br />Date: 3:19PM, 5 NOV 10
<br />
<br />~s
<br />
<br />Rev: 580000
<br />c)1983-200J ENERCALC Englt..enng Software
<br />
<br />Page 1. I
<br />
<br />Description
<br />
<br />4X8 BEAM DECK
<br />
<br />General Timber Beam
<br />
<br />I General Information
<br />
<br />Code Ref: 1997 NOS, 20031BC, 2003 NFPA 5000. Base allowables are user defined
<br />
<br />Section Name 4)(8
<br />Beam Width
<br />Beam Depth
<br />Member Type
<br />
<br />Load Our. Factor
<br />Beam End Fixity
<br />
<br />3,500 In
<br />7,250 In
<br />Sawn
<br />
<br />1.350
<br />Pin. Pin
<br />
<br />Center Span 4.88 ft , . . . ,Lu
<br />Left Cantilever ---rt , , . . ,Lu
<br />Right Cantilever ft . . . . .lu
<br />Spruce - Pine - Fir (South), Select stru
<br />Fb Base Allow 1.4~.0 psi
<br />Fv Allow .0 psi
<br />Fe Allow 660,0 psi
<br />E ~Oksi
<br />
<br />0.00 ft
<br />0.00 ft
<br />0.00 ft
<br />
<br />I Full Length Uniform Loads
<br />
<br />I
<br />
<br />Center
<br />left Cantilever
<br />Right Cantilever
<br />
<br />DL"
<br />m.
<br />Dl
<br />
<br />97.50 #1ft
<br />#1ft
<br />#1ft
<br />
<br />LL....
<br />LL
<br />LL
<br />
<br />975.00 #/ft
<br />- #/ft
<br />#1ft
<br />
<br />I
<br />
<br />I
<br />
<br />Beam Design OK
<br />
<br />Span= 4.88ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin-Pin
<br />Max Stress Ratio 0,968 : 1
<br />Maximum Moment 3.2 k.ft
<br />Allowable 4,8 k-ft
<br />Max, Positive Moment 3,19 k-ft at 2.440 ft
<br />Max, Negative Moment 0.00 k-ft at 4,880 ft
<br />Max @ Left Support 0.00 k-ft
<br />Max @ Right Support 0.00 k-ft
<br />. Max, Mallow 4.83
<br />fb 1,249.50 psi fv
<br />Fb 1,890,00 psi Fv
<br />
<br />I Deflections
<br />
<br />Summary
<br />
<br />Center Span.., Deaa Load
<br />Deflection -0.007 in
<br />..,Location 2,440 ft
<br />..,Length/Defl 8,894,0
<br />Camber ( using 1.6 * D.L. Daf! ) ,,,
<br />@Center 0.010 In
<br />@ left 0.000 In
<br />@ Right 0.000 in
<br />
<br />I Stress Cales
<br />
<br />Bending Analysis
<br />Ck 24.323 Le
<br />Cf 1.000 Rb
<br />
<br />@ Center
<br />@ Left Support
<br />@ Right Support
<br />Shear Analysis
<br />DesIgn Shear
<br />Area Required
<br />Fv: Allowable
<br />Bearing @ Supports
<br />Max, Left Reaction
<br />Max. Right Reaction
<br />
<br />0.000 ft
<br />0.000
<br />Max Moment
<br />3.19 k.ft
<br />0.00 k-ft
<br />0.00 k-ft
<br />@ left Support
<br />2.98 k
<br />24.554 In2
<br />121.50 psi
<br />
<br />2,62 k
<br />2,62 k
<br />
<br />"
<br />
<br />Maximum Shear'" 1.5
<br />Allowable
<br />Shear:
<br />
<br />Camber:
<br />
<br />117.57 psi
<br />1 ?1.50 pSI
<br />
<br />Readlons...
<br />Left DL
<br />Right DL
<br />
<br />0.24 k
<br />O.24k
<br />
<br />Total Load
<br />-0.072 in
<br />2.440 ft
<br />808.54
<br />
<br />Left Cantilever...
<br />Deflection
<br />...Length/Def!
<br />Right Cantilever...
<br />Deflection
<br />...LengthlOefl
<br />
<br />@ Left
<br />@ Right
<br />@ Left
<br />@ Center
<br />@ Right
<br />
<br />Max
<br />Max
<br />
<br />Dead Load
<br />0.000 III
<br />0.0
<br />
<br />lOODln
<br />0.0
<br />
<br />3,0 k
<br />3.1 k
<br />2,62k
<br />2.62k
<br />O.OeOin
<br />0.01Oin
<br />0.000 In
<br />
<br />2,62k
<br />2.62k
<br />
<br />I
<br />
<br />Iotal Load
<br />0.000 In
<br />0.0
<br />
<br />0,000 in
<br />0.0
<br />
<br />Sxx 30,6611n3 Area
<br />CI 0.000
<br />Sxx Rea'd
<br />20.27 In3
<br />0.00 In3
<br />0.00 in3
<br />@ Right Support
<br />2,96 k
<br />24.554 In2
<br />121.50 psi
<br />
<br />Bearing Length Req'd
<br />Bearing length Req'd
<br />
<br />25.375 in2
<br />
<br />Allowable fb
<br />1,890.00 psi
<br />1,890,00 psi
<br />1,890.00 psi
<br />
<br />1,133 In
<br />1,133 In
<br />
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