Connection Details Standard Base Plate Code = SBC-109 A36 2
Tensile Strength (Fu) =
40.00
kN/cm
Allowable Tensile Tensile Stress (Ft) =
13.20
kN/cm
Allowable Shear Shear Stress (Fv) =
6.80
W idth (A) =
250
kN/cm mm
Length (B) =
300
mm
Thickness (tp) =
16
mm
Number of Holes (n) =
4
mm
Bolt Diamter (db) =
20
mm
Hole Diameter (dh) =
26
mm
Gage (g) =
100
mm
Pitch (p) =
100
mm
Edge Distance (ed1) =
115
mm
Area of Base Plate (A1) =
750
cm
2 2
2
(AxB)
Base Base Plat late Gr Grade =
A572 572
Fu =
45.00
kN/cm
Fy =
34.50
kN/cm
Fb =
25.88
kN/cm
For E70XX Electrode (Fu) =
48.23
kN/cm
2 2 2
Weld Data 2
Allowable Stress Stress in weld = 0.3 x Fu kN/cm2 Allowable Stress Stress in weld (Fw) = 14.47 kN/cm2 mm
SKK
165.60
250
5.00
Chk. By
Bearing =
Width (a) =
Size of W eld =
ZAS
Connection Capacity
kN/cm mm
Bolt Grade =
Dsn. By
2
kN/cm
0.88
W idth
18-Jun-06
2
Allowable Pressure Pressure (Fp) =
Area of Pedestal (A (A2) =
Date
1) Axial Capacity due to concentric Bearing Pressure, P1 P1 =
0.35 f c' sqrt ( A2 x A1) <= 0.7 f c' A1
677.77 kN
2) Axial Capacity due to Base Plate Bending, P2 L=
5.02
cm
Atb =
371.26
cm
P2 =
324.85
kN
0.5
tb / ( 3 x Fp / Fb ) 2L x (d + bf - 2L)
2
3) Axial Capacity due to Base Plate Bending (Cantilever Type), P3 m=
21.75
mm
(B - 0.95 d) / 2
n= n' =
45.00
mm
100.00
mm
(A - 0.8 bf) / 2 sqrt (d bf ) / 4 <= bf / 2
q=
0.98
4f pdbf / (d+bf ) f p <= 1.00
λ=
1.00
2[1-sqrt(1-q)] / sqrt(q) <=1.00
λ n' =
100.00
mm
Xc =
10.00
cm
max (m, n, λ n' )
M = f p Xc2 / 2 f p = P3 / A B M = P3 Xc2 / 2 A B M / Zp < = 0.75 Fy Zp = tb2 / 6 P3 = 165.60
2
kN
2
tb x Fb x A x B / 3 Xc
8) Tensile Capacity, Pt w= Zp =
250.00 10.67
Min [ dw or ( 2g + db ),( 4g + 2db ),( 6g + 3db ) ]
mm
2
3
w tb / 6 ( g - tw ) / 2
G=
48.00
cm mm
Pt =
230.00
kN
n x Zp x 0.6 x Fy / G
Tensile Capacity =
165.88
kN
Ft x Ab x n
Shear Capacity =
85.45
kN
Fv x Ab x n
Pull Out Capacity =
166.90
kN
9) Anchor Bolt Capacities
Calculated Shear Stress / Bolt (f v) = Allowable Tensile Stress with Shear (Ts) = Tension Capacity with Shear =
3.98
[ ( p x db ) x Le ] x u x n 2
V / Ab n
2
[ ( 0.43 Fu ) - ( 1.8 fv ) ]
kN/cm
10.04
kN/cm 126.14 kN
Ts x Ab x n
10) Welds Length of Weld at Web (L ww) =
460
mm
2 ( dw - 20 )
Length of Weld at Flange (L wf )=
800
mm
2 x ( bf1 + bf2 )
Weld Capacity Shear =
235.28
kN
0.707 x S x Fw x Lww
Weld Capacity Tension =
409.18
kN
0.707 x S x Fw x Lwf
Pinned Base (Tube-Section) Design Capacities
Concrete Pedestal
Wind Factor = Grade =
Horizontal Shear (Pv) =
M25 2.50
Length (L) =
450
kN/cm mm
Width (W) =
250
mm
1125
2
A572
Fu =
45.00
Fy =
34.50
Section =
2
kN/cm
2
kN/cm 150x150x4.5
Depth \ Width =
150
mm
Wall Thickness =
4.5
mm
Connection Details Standard Base Plate Code = SBC-115 Bolt Grade =
A36 2
Tensile Strength (Fu) =
40.00
kN/cm
Allowable Tensile Stress (Ft) =
13.20
kN/cm
Allowable Shear Stress (Fv) =
6.80
Length (N) =
430
kN/cm mm
Width (B) =
250
mm
Thickness (tp) =
16
mm
Number of Holes (n) =
4
mm
Bolt Diamter (db) =
20
mm
Hole Diameter (dh) =
26
mm
Pitch (p) =
300
mm
Gage (g) =
100
mm
65
mm
Area of Base Plate (A1) =
1075
cm
Base Plate Grade =
A572
Fu =
45.00
kN/cm
Fy =
34.50
kN/cm
Fb =
25.88
kN/cm
For E70XX Electrode (Fu) =
48.23
kN/cm2
Allowable Stress in weld =
0.3 x Fu
kN/cm
Allowable Stress in weld (Fw) =
14.47
Size of Weld =
5.00
kN/cm mm
Edge Distance (ed1) =
Dsn. By
ZAS
Chk. By
SKK
Rev. No.
00
1.00 80.00
kN
Bearing =
98.80
kN
Tension =
61.05
kN
Shear =
85.45
kN
Weld =
306.89
kN
Connection Capacity (LxW)
cm
Column Section Grade =
18-Jun-06
2
Compressive Strength (f c') =
Area of Pedestal (A2) =
Date
2 2
2
2 2 2
Weld Data 2 2
1) Axial Capacity due to concentric Bearing Pressure, P1 P1 =
962.25
0.35 f c' sqrt ( A2 x A1) <= 0.7 f c' A1
kN
2) Axial Capacity due to Base Plate Bending (Cantilever Type), P2 m=
155.00
mm
( N - 0.80 d ) / 2
n= Xc =
65.00
mm
15.50
cm
( B - 0.80 d ) / 2 max ( m, n )
2
M = f p Xc / 2 f p = P2 / N B M = P2 Xc2 / 2 N B M / Zp < = 0.75 Fy = Fb Zp = tb2 / 6 P2 = tb2 x Fb x N x B / 3 Xc2 P2 = 98.80 kN 3) Tensile Capacity, Pt a=
72.25
mm
(p - d + t) / 2 - 0.25 db
b=
217.75
mm
(a + d - t)
L=
290
mm
(p - db / 2)
M = P ab (b + a) / 2L2 Zp = bf tb2 / 6 Pt = f b x bf tp2 x 2 x L2 / [ 6 ab ( a + b ) ] Pt = 61.05 kN
4) Anchor Bolt Capacities Tensile Capacity =
165.88
kN
Ft x Ab x n
Shear Capacity =
85.45
kN
Fv x Ab x n
Pull Out Capacity = [ ( p x db ) x Le ] x u x n Pull Out Capacity =
166.90
kN
2 Pv / Ab n kN/cm Allowable Tensile Stress with Shear (Ts) = [ ( 0.43 Fu ) - ( 1.8 fv ) ]
Calculated Shear Stress / Bolt (f v) =
6.37
Allowable Tensile Stress with Shear (Ts) =
5.74
2
kN/cm
Tension Capacity with Shear = Ts x Ab x n Tension Capacity with Shear =
