Baseplate Design Sheet
Baseplate Design Sheet
Baseplate Design Sheet
0
PINNED BASE PLATE & ANCHOR BOLT DESIGN
Date 12-Oct-22
Code : AISC-360-05-ASD (Based on AISC-D.G.1) Job No. AXX1
Forces in KN
Axial Compressive Force,Pa= 192 kN
Max Axial Tensile Force,Ta= 286 299 +Shear,V1
Shear Force,V2= 299 286 +Tension,Ta1
Max Shear Force,V= 299
Concrete Pedestal
Grade = M25 Cube
Compressive Strength (fc') = 20.0 N/mm2
Allowable Pressure (Fp) = 7.0 N/mm2
Pedestal Width (a) = 400 mm
Pedestal Length (b) = 750 mm
Column Section
Grade = A572 50
Fu = 450 N/mm2
Fy = 345 N/mm2
Width Thk.
Top Flange (bf1) (tf1) = 250 15 mm
Web (dw) (tw) = 550 10 mm
Bottom Flange (bf2) (tf2) = 250 15 mm
Total Depth of Column (d) = 580 mm
Connection Details
Base Plate Grade = A572 50
Fu = 450 N/mm2
Fy = 345 N/mm2
Base Plate Width (B) = 250 mm
Base Plate Length (N) = 610 mm
Thickness (tp) = 20 mm
Weld Data
Electrode = E70XX
Weld Size
Top Flange CJP mm
Web 8 mm Double side
Bottom Flange CJP mm
1 Axial Compression
Case 3 Ω= 2.5
Case 1 A2=A1 Base plate Area reqd, A1(reqd)=ΩxPa/0.85f'c= 28235 mm2
Case 2 A2>=4A1 Base plate Area reqd, A1(reqd)=ΩxPa/2x0.85f'c= 14118 mm2
Case 3 A1<A2<4A1 Base plate Area reqd, A1(reqd)=ΩxPa/2x0.85f'c= 14118 mm2
D=(0.95d-0.8bf)/2= 175.5
Required N= sqrt(A1(reqd))+D= 294.3 mm
Required B= A1(reqd)/N= 48.0 mm
N= 610
B= 250
A1= 152500
A2= 300000
Tension/bolt,Tb= 35.75 kN
Ω= 1.67
Moment Lever arm, a=f1-tw/2= 55 mm
Moment to column web, Ma=Tb a= 1.97 kNm
Effective plate width=beff =2a= 110 mm
Base plate thickness required = sqrt(Ma 4 Ω / beff Fy)= 18.60 mm
Base plate bending capacity= 331 kN OK 0.87