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Baseplate Design Sheet

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Rev. No.

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

Anchor Bolt Grade = A36


Anchor Bolt Type = Anchor Rod with Hex nut.
Tensile Strength (Fu) = 400 N/mm2
Nominal Tensile Stress (Fnt) = 300 N/mm2
Nominal Shear Stress (Fnv) = 160 N/mm2
Bolt Pattern= 8-BOLT
Number of AB (n) = 8 mm
Bolt Diamter (db) = 30 mm
Hole Diameter (dh) = 36 mm
Gage (g) = 120 mm
Pitch (p) = 120 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

Allowable Bearing Strength of concrete=Pp/Ω


Case 1 A2=A1 Pp=0.85f'cxA1= 2593 kN J8-1
Case 2 A2>=4A1 Pp= fc' 2 A1 ≤ 1.7 f'c A1= 5185 kN J8-2
Case 3 A1<A2<4A1 Pp= 0.85 fc'A1 sqrt(A2/A1) ≤ 1.7 f'c A1= 3636 kN J8-2
Pp/Ω= 1454 kN OK 0.13

Min Base Plate Thickness, for Base plate yielding.


m=(N-0.95d)/2= 29.5 mm
n=(B-0.8bf)/2= 25 mm
X=( 4 d bf / (d+bf)2 ) Ω Pa/Pp = 0.11
λ =2 sqrt(X) /[1+sqrt(1-X)] <=1.00= 0.34
λ n' =λ sqrt(d bf)/4 = 32.67 mm
Ω= 1.67
lmax=max(m,n,λ n')= 32.67 mm
Minimum Baseplate thickness required= l sqrt(2 Pa Ω / Fy B N)= 4 mm
Provided Baseplate thickness= 20 mm
Base plate bearing Capacity= 5903 kN OK 0.03

2 Anchor Bolt Capacity


Ω= 2
No of Anchor Bolt= 8
Anchor Bolt diameter,db= 30 mm
Area of Bolt, Ab= 707
Tensile Capacity = 848 kN Fnt x Ab x n/Ω OK 0.34
Shear Capacity = 362 kN 0.8 Fnv x Ab x n/Ω OK 0.83
Calculated Shear Stress / Bolt (fv) = 52.87 N/mm2 V1 / Ab n
Allowable Tensile Stress with Shear (Ts) = 192 N/mm2 F'nt= 1.3Fnt −Ω( Fnt/Fnv)fv ≤ Fnt
Tension Capacity with Shear = 542 kN Ts x Ab x n/Ω OK 0.53
Calculated Shear Stress / Bolt (fv) = 52.87 N/mm2 V2 / Ab n
Allowable Tensile Stress with Shear (Ts) = 192 N/mm2 F'nt= 1.3Fnt −Ω( Fnt/Fnv)fv ≤ Fnt
Tension Capacity with Shear = 542 kN Ts x Ab x n/Ω OK 0.53
Pull out Capacity based on ACI 318-02
Pull out strength as per ACI = n ψ4 ( 8 f'c Abrg )/Ω
Ω= 2
ψ4 = 1 (1.0 for cracked concrete)
Abrg = 1520 mm2
Pull Out Capacity = 972.8 kN OK 0.29
3 Check Base plate bending for uplift

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

4 Check Weld Capacity

Column web to base plate weld (D.G Page 35)


Ω= 2
Required weld Strength Tb= 36 kN
Fw =0.60FEXX (1.0 + 0.50 sin1.590)= 434 N/mm2
Weld Length=beff = 110 mm
Weld size required= 2.12 mm
Weld size provided= 8.00 mm
Available weld strength= 135 kN OK 0.26
Tension yielding strength of column web at weld ( Fy Ag ) / Ω= 909.0 kN OK 0.31

Elastic Method Weld shear Capacity-web


Required weld strength= 299 kN
1.5
Fw =0.60FEXX (1.0 + 0.50 sin 0) 290 N/mm2
Length of weld at web,Lww= 1060 mm
Weld size required= 2.76 mm
Weld size provided= 8.00 mm
Available weld strength= 868 kN OK 0.34
An= 5300
Shear rupture strength of column web at weld ( 0.6Fu An )/Ω= 716 kN OK 0.42

Elastic Method Weld Axial Capacity - Top Flange


Required weld strength= 143 kN
Fw =0.60FEXX (1.0 + 0.50 sin1.590) 434 N/mm2
Length of weld at flanges=Lwf= 490 mm
Weld size required= 1.90 mm
Weld size provided= CJP mm
Available weld strength= 0 kN CJP WELD
An= 3750
Shear rupture strength of column flanges at weld ( 0.6Fu An )/Ω= 506.25 kN OK 0.28

Elastic Method Weld Axial Capacity - Bottom Flange


Required weld strength= 143 kN
Fw =0.60FEXX (1.0 + 0.50 sin1.590) 434 N/mm2
Length of weld at flanges=Lwf= 490 mm
Weld size required= 1.90 mm
Weld size provided= CJP mm
Available weld strength= 0 kN CJP WELD
An= 3750
Shear rupture strength of column flanges at weld ( 0.6Fu An )/Ω= 506.25 kN OK 0.28

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