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• Sample of Timber Beam Column Design Procedure:
  
  TIMBER BEAM-COLUMN
  Job Number: 04-000
  Job Name: Wood Beam Column Timber species: Fir - larch
  Date: 8/7/04 2x2
  Description: wall stud Timber grade:
  No. 1 2x3
  
  2x4
  Loads: Allowables:
  2x6
  Axial Load, P, kips 2.09 Modulus E, ksi
  1200 2x8
  Bending Moment, Mx, k-ft 0.13 Allowable Fc, psi
  725 2x10
  Bending Moment, My, k-ft 0.00 Allowable Fb, psi
  1200 2x12
  Allowable Stress Factor: 1.00
  6x6
  Combined Stess Ratio Results: 0.599 OK
  4x2
  Member data: Properties:
  depth, d, in 5.5 area, in2 : 8.25 Ix, in4 : 20.80
  width, b, in 1.5 Sx, in3 : 7.56 Iy, in4 : 1.55
  Length, L, ft 10 Sy, in3 : 2.06 rx : 1.59
  Unbraced, Lx, ft 10 ry : 0.43
  Unbraced, Ly, ft 2
  Ke(x) 1 le(x), Ke*Lx, ft 10 (column le)
  Ke(y) 1 le(y), Ke*Ly, ft 2 (column le)
  
  Form Factors: CD - duration Bending only:
  Cd 1 DM - moisture CF - size
  Cm 1 CR - retaDrant Cf - form
  Cf 1 Ct - temperature
  Cw 1 Cw -
  
  Combined Stress Ratios: d
  Basic straight-line interaction formula: 0.571659877
  fc/F'c + fbx/F'bx + fby/F'by <= 1.0
  Modified interaction formula: 0.599413317
  fc/F'c + fbx/(F'bx-Jxfc) + fby/(F'by-Jyfc) <= 1.0
  Ratios:
  Axial, fc/F'c 0.4039823
  Bending, fbx/F'bx 0.167677577
  Bending, fby/F'by 0 direction of buckling
  
  Axial stress, fc=P/area, psi 253.09
  Bending Stress, fbx, psi: 198.35
  Bending Stress, fby, psi: 0.00
  F'c, psi 626.49
  F'b(x), psi 1182.91
  F'b(y), psi 1200.00
  
  Moment Calcs :
  trib width, x, ft 15 loading, w, klf 0.975
  dead load, psf 35 Moment, Mx 12.1875
  live load, psf 30
  other load, psf 0
  
  Column Axial Calcs for Allowables :
  Slenderness ratio = le/d, where d is the least cross section dimension
  intermediate le/d(x) 21.81818182
  le/d 21.81818182 le/b(y) 16
  Kx 27.29883666 Jx = 0.663739508
  Ky 27.29883666 Jy = 0.306770361
  
  short F'c 725 short F'c 725 psi
  intermediate F'c 626.4900935 intermediate
  F'c 696.5104486 psi
  long F'c 756.25 long F'c 1406.25 psi
  F'c(x) 626.4900935 psi F'c(y) 696.5104486 psi
  P_allow 5.168543272 kips P_allow 5.746211201 kips
  
  F'c, psi 626.49
  P_allow, kips 5.17
  
  Beam Bending Calcs for Allowables:
  X-X Axis:
  effective unbraced length, le(x) : 55.62 F''bx 1200
  lu/d 4.363636364 Csx 11.66018868
  1.63 lu + 3d 55.62 Ckx 25.64607182
  1.84 lu 44.16
  short F'b 1200
  intermediate F'b 1182.907764
  long F'b 3865.842895
  F'b(x) 1182.907764
  
  Y-Y Axis
  effective unbraced length, le(y) : 220.8 F''by 1200
  lu/b 80 Csx 3.308891103
  1.63 lu + 3b 200.1 Ckx 25.64607182
  1.84 lu 220.8
  short F'by 1200.00
  intermediate F'by 1199.889157
  long F'by 48005.43478
  F'b(y) 1200.00
  
  
  
  
  Bending Moment, Mx 0.32
  Bending Moment, My 0 density 40 pcf
  w d A in^2 S in^3 I in^4 fb psi wgt. plf
  2x2 1.5 1.5 2.25 0.56 0.42 6827 0.625
  2x3 1.5 2.5 3.75 1.56 1.95 2458 1.041666667
  2x4 1.5 3.5 5.25 3.06 5.36 1254 1.458333333
  2x6 1.5 5.5 8.25 7.56 20.80 508 2.291666667
  2x8 1.5 7.25 10.88 13.14 47.63 292 3.020833333
  2x10 1.5 9.25 13.88 21.39 98.93 180 3.854166667
  2x12 1.5 11.25 16.88 31.64 177.98 121 4.6875
  
  6x6 5.5 5.5 30.25 27.73 76.26 138 8.402777778
  
  4x2 3.5 1.5 5.25 1.31 0.98 2926 1.458333333
  
  

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Onsted, MI 49265

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General Information:     Thomas R. Price, P.E.

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