ABCDEFGHIJKLMNOPQRSTUVWXYZ
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User: JRE
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CHICAGO
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PROJECT:Anderson Hall12/21/25_)
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ASD BASE PLATE DESIGN
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Bldg. CL:Column 16.3/B Frame Base Plates ---- Brace ll to Flange
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d=14.04 in
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Column:w14x68tw =0.42 in
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P =407 kipsbf =10.04 in
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Mx =0 kip-intf =0.72 in
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My =0 kip-in
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ex =0.00 in ey=0.00
in (Do not exceed d/6 = 2.34 in)
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A2 act =484 in.^2 (Actual)
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f'c =5.00 ksi
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Fy =36 ksiSHEAR =0 kips
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DESIGN:
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** Check Perimeter of Plate as Cantilever (AISC ASD 9TH Edition)
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A1 min=141
in^2 (Minimum)
X-X Bending
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Delta =2.66 inf1 =0.841ksi
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Recommended Plate Size
Actual Plate Size
f2 =0.841ksi
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B rec =9.70 in 25cm; B act =22.0 in 56cm;; 'W', || bf
critical section
4.33
in. from edge
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N rec =14.52 in 37cm; N act =22.0 in 56cm;; 'L', || df @ section0.841ksi
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 A1 act=484 in^2Mpl =7.89k*in/in
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n act =6.99 in; Governs
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m act =4.33 inY-Y Bending
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fp x =0.84 ksi OK Fp=1.75ksif1 =0.841ksi
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fp y =0.84 ksi OK fp =0.84ksif2 =0.841ksi
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tp min=2.14
in; For Axial Load Only
critical section
6.99
in. from edge
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tp min=1.32
in; For "Cantilever" X-X Bending of Plate
f @ section0.841ksi
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tp min=2.14
in; For "Cantilever" Y-Y Bending of Plate
Mpl =20.52k*in/in
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tp min=2.14in.
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** Check Plate Between Flanges, near Web, by ASD 9th Edition
Solve Quad
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Pequ =407kipsa =14
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Fp = Pequ/((2*L)*(d+bf-2L)) =
3.50 ksib =-168.525
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Solve Lc =407
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L (ASD) =3.3 inOKL =3.34
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A (area)=116 in^2
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fp = P/A=3.50 ksi
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tp min =2.09
in; For Interior Plate Bending
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** Check Plate Enclosed by Column (Engineering Journal
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3rd quarter 1990)
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For Plate Enclosed by Column Supported on 3 Sides
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(Fixed at Web, Pinned at Flanges)
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new =1.40
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alpha =0.57
(Conservative; alpha for
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Large Plates with N>>d =
0.49 )
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n' =2.88
in = alpha*bf/2
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tp min=0.88
in; For Plate Enclosed by Column Supported
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 on 3 Sides
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Summary:
n = 6.99 in; m = 4.33 in; L = 3.34 in; n' = 2.88 in
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fp avg=0.84
ksi OK (Fp =
1.75 ksi)
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B act =22.0 in = 559mm
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N act =22.0 in = 559mm
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tp =2.14
in = 54mm (Wt. =
293 lbs)
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