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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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