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PROJECT : PAGE :
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 CLIENT :
DESIGN BY :
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JOB NO. : DATE :
REVIEW BY :
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Simply Supported Member of Triple W-Shapes Design Based on AISC 13th (AISC 360-05)
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INPUT DATA & DESIGN SUMMARY
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W-SHAPE YIELD STRESS
Fy =50ksi
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DOUBLE PARALLEL W-SHAPE SECTION
= >W18X55
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A drxryIxSxIy Syltwbf tf
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16,218,17,411,6689098,34511,90,013671526120,397,530,63
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THE DOUBLE W-SHAPE SPAN
S =32
ft, (simply supported)
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ONE PERPENDICULAR W-SHAPE SECTION
= >
W16X45
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A drxryIxSxIy Syltwbf tf
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13,316,16,641,5758672,7339,340,014677259190,357,040,57
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THE ONE W-SHAPE LENGTH
L =29
ft, (centered on the middle of span)
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(may not full span)
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DOUBLE W-SHAPE DISTANCE
d =24in
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FITTED STIFF THICKNESS
t =0,5in
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FITTED STIFF SPACING
s =96in
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LATERAL DISTRIBUTED LOAD
V =1,5kips / ft
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H =1,5kips / ft
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DISTRIBUTED TORSION LOAD
T =0,7458333333
ft-kips / ft
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AXIAL LOAD (BY RIGID END PLATE OR EQUAL)
P =96kips
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THE TRIPLE W-SHAPES DESIGN IS ADEQUATE.
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ANALYSIS
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DETERMINE GOVERNING DESIGN LOADS ON SIGNAL W-SHAPES
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 Assume conservatively that the perpendiculat W-Shape only supports the H direction bending load, and the torsion load, T, convert to a coupling force on double W-Shapes.
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For one of double W-Shapes, W18X55
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Mx = (0.5 V + T / d) S2/ 8 =
143,7
ft-kips at middle
Lb = 8,0ft
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P = 0.5 P =
48,0
kips at middle
Lx = 8,0ft
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Vx = (0.5 V + T / d) S / 2 =
18,0
kips at end
Ly = 8,0ft
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Vy = (0.5 H) S / 2 =
12,0
kips at end
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For one perpendicular W-Shapes, W16X45
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Mx = (0.5 H) S2/ 8 =
96,0
ft-kips at middle
Lb = 8,0ft
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For stiff. plate vert. section, 0,5" x 16,84"
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Mx = V d / 4 =
0,8
ft-kips at center
Lb = 1,4ft
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P = H s =12,0
kips at center
Ly = 2,0ft
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CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF SINGLE DOUBLE W-SHAPE (AISC 360-05, H1)
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0,81<1.0
[Satisfactory]
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WherePr =48,0kips
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Mrx = 143,7ft-kips
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Mry =9,6
ft-kips, 10% perpendicular bending load for over design
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Pc = Pn / Wc =
800/ 1.67 =479,1
kips, (AISC 360-05 Chapter E)
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>Pr
[Satisfactory]
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Mcx = Mn / Wb =
433,9/ 1.67 =259,8
ft-kips, (AISC 360-05 Chapter F)
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>Mrx
[Satisfactory]
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Mcy = Mn / Wb =
77,1/ 1.67 =46,2
ft-kips, (AISC 360-05 Chapter F)
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>Mry
[Satisfactory]
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CHECK WEB SHEAR CAPACITY OF SINGLE DOUBLE W-SHAPE (AISC 360-05, G2)
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Vnx / Wv =
211,8/ 1.67 =126,8kips>Vx =18,0kips
[Satisfactory]
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(cont'd)
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CHECK FLANGES SHEAR CAPACITY OF SINGLE DOUBLE W-SHAPE (AISC 360-05, G2)
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Vny / Wv =
316,9/ 1.67 =189,8kips>Vy =12,0kips
[Satisfactory]
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CHECK FLEXURAL CAPACITY OF PERPENDICULAR W-SHAPE (AISC 360-05 Chapter F)
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Mn / Wb =
431,9/ 1.67 =258,6kips>Mx =96,0kips
[Satisfactory]
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CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF FITTED STIFF PLATE (AISC 360-05, H1)
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0,74<1.0
[Satisfactory]
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WherePr =12,0kips
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Mrx = 0,8ft-kips
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Pc = Pn / Wc =
72,8/ 1.67 =43,6
kips, (AISC 360-05 Chapter E)
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>Pr
[Satisfactory]
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Mcx = Mn / Wb =
2,4/ 1.67 =1,4
ft-kips, (AISC 360-05 Chapter F)
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>Mrx
[Satisfactory]
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LICENSE NUMBER: ?????
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www.Engineering-International.com
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