BASEPLT9
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"BASEPLT9.xls" Program Version 3.2 STEEL COLUMN BASE PLATE ANALYSIS Per AISC 9th Edition Manual (ASD) and "Design of Welded Structures" (O. Blodgett) For Axial Load with or without Moment Job Name: Subject: Job Number: Originator: Checker: Input Data: Column Size: Column Properties: Select: W14x90 A = 26.50 in.^2 Column Loadings: d = 14.000 in. Axial Load, P(total) = -130.00 kips tw = 0.440 in. Axial Load, P(DL) = 0.00 kips bf = 14.500 in. Shear Load, V(total) = 20.00 kips tf = 0.710 in. Moment @ Base, M = 175.00 ft.-kips Design Parameters: Base Plate Length, N = 28.750 in. ED1=2.5 Base Plate Width, B = 24.000 in. Plate Yield Stress, Fy = 36.00 ksi ED2=2.5 n=6.2 Concrete Strength, f 'c = 3.000 ksi. Bearing Area, A2 = 1296.00 in.^2 Shear Coef., C = 1.85 B=24 0.80*bf Coef. of Friction, μ = 0.70 Anchor Bolt/Rod Data: Total No. of Bolts, Nb = 6 n=6.2 Bolt Diameter, db = 1.750 in. Anchor Bolt Material = F1554 (36) m=7.73 0.95*d m=7.73 Bolt Edge Dist., ED1 = 2.500 in. Bolt Edge Dist., ED2 = 2.500 in. N=28.75 Results: Plan Eccentricity, Bearing Length, and Bearing Pressures: e = M*12/P = 16.154 Eccentricity, e = 16.154 in. Length, Xc = 15.532 in. P(total) = Fp = 1.439 ksi -130 fp(max) = 0.928 ksi (-down) fp(min) = 0.000 ksi Fp >= fp(max), O.K. W14x90 Col. Anchor Bolt/Rod Tension and Shear: Ft = 19.10 ksi Ta = 45.94 k/bolt tp=2.265 Tb = 14.30 k/bolt Ta >= Tb, O.K. fp(max)=0.928 Fv = 9.90 ksi T= Xc=15.532 Va = 23.81 k/bolt Tb*(Nb/2) V(bolts) = 20.00 = V(total)-1/2*μ*P(DL) N=28.75 Vb = 3.33 k/bolt Va >= Vb, O.K. Elevation (Interaction) S.R. = 0.570 = Tb/Ta+(C*Vb)/Va S.R. <= 1.0, O.K. Base Plate Thickness: Suggested plate thickness for rigidity: tp(req'd) = 2.265 in. tp(min) = 1.931 in. tp(min) >= max. of m/4 or n/4 be 1 of 2 24/7/2015 10:21 AM
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BASEPLT9
Transcript of BASEPLT9
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"BASEPLT9.xls" ProgramVersion 3.2
STEEL COLUMN BASE PLATE ANALYSISPer AISC 9th Edition Manual (ASD) and "Design of Welded Structures" (O. Blodgett)
For Axial Load with or without MomentJob Name: Subject:
Job Number: Originator: Checker:
Input Data:
Column Size: Column Properties:Select: W14x90 A = 26.50 in.^2
Column Loadings: d = 14.000 in.Axial Load, P(total) = -130.00 kips tw = 0.440 in.Axial Load, P(DL) = 0.00 kips bf = 14.500 in.
Shear Load, V(total) = 20.00 kips tf = 0.710 in.Moment @ Base, M = 175.00 ft.-kips
Design Parameters:Base Plate Length, N = 28.750 in. ED1=2.5Base Plate Width, B = 24.000 in.
Plate Yield Stress, Fy = 36.00 ksi ED2=2.5 n=6.2Concrete Strength, f 'c = 3.000 ksi.
Bearing Area, A2 = 1296.00 in.^2Shear Coef., C = 1.85 B=24 0.80*bf
Coef. of Friction, = 0.70Anchor Bolt/Rod Data:
Total No. of Bolts, Nb = 6 n=6.2Bolt Diameter, db = 1.750 in.
Anchor Bolt Material = F1554 (36) m=7.73 0.95*d m=7.73Bolt Edge Dist., ED1 = 2.500 in.Bolt Edge Dist., ED2 = 2.500 in. N=28.75
Results: Plan
Eccentricity, Bearing Length, and Bearing Pressures: e = M*12/P = 16.154Eccentricity, e = 16.154 in.
Length, Xc = 15.532 in. P(total) =Fp = 1.439 ksi -130
fp(max) = 0.928 ksi (-down)fp(min) = 0.000 ksi
Fp >= fp(max), O.K. W14x90 Col.Anchor Bolt/Rod Tension and Shear:
Ft = 19.10 ksiTa = 45.94 k/bolt tp=2.265Tb = 14.30 k/bolt
Ta >= Tb, O.K. fp(max)=0.928Fv = 9.90 ksi T= Xc=15.532Va = 23.81 k/bolt Tb*(Nb/2)
V(bolts) = 20.00 = V(total)-1/2**P(DL) N=28.75Vb = 3.33 k/bolt
Va >= Vb, O.K. Elevation(Interaction) S.R. = 0.570 = Tb/Ta+(C*Vb)/Va
S.R.
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"BASEPLT9.xls" ProgramVersion 3.2
2 of 2 24/7/2015 10:21 AM
