base plate

Pinned Base ( I-Section)Date 18-Jun-06

Dsn. By ZAS

Chk. By SKK

Design Capacities Rev. No. 00

Concrete Pedestal Wind Factor = 1.00

Grade = M25 50.00 kN

2.50 Connection Capacity

0.88 Bearing = 165.60 kN

250 mm Tension = 126.14 kN

320 mm Shear = 85.45 kN

800 ( a x b )

Column Section

Grade = A572

45.00

34.50

Width Thk.

200 10 mm

250 4 mm

200 10 mm

Total Depth of Column (d) = 270 mm

Connection Details

Standard Base Plate Code = SBC-109

Bolt Grade = A36

40.00

13.20

6.80

Width (A) = 250 mm

Length (B) = 300 mm

16 mm

Number of Holes (n) = 4 mm

20 mm

26 mm

Gage (g) = 100 mm

Pitch (p) = 100 mm

115 mm

750 ( A x B )

Base Plate Grade = A572

45.00

34.50

25.88

Weld Data

48.23

Allowable Stress in weld =

14.47

Size of Weld = 5.00 mm

Horizontal Shear (V) =

Compressive Strength (fc') = kN/cm2

Allowable Pressure (Fp) = kN/cm2

Width (a) =

Length (b) =

Area of Pedestal (A2) = cm2

Fu = kN/cm2

Fy = kN/cm2

Top Flange (bf1) (tf1) =

Web (dw) (tw) =

Bottom Flange (bf2) (tf2) =

Tensile Strength (Fu) = kN/cm2

Allowable Tensile Stress (Ft) = kN/cm2

Allowable Shear Stress (Fv) = kN/cm2

Thickness (tp) =

Bolt Diamter (db) =

Hole Diameter (dh) =

Edge Distance (ed1) =

Area of Base Plate (A1) = cm2

Fu = kN/cm2

Fy = kN/cm2

Fb = kN/cm2

For E70XX Electrode (Fu) = kN/cm2

0.3 x Fu kN/cm2

Allowable Stress in weld (Fw) = kN/cm2

1)

677.77 kN

2)

L = 5.02 cm

371.26 2L x (d + bf - 2L)

324.85 kN

3)

m = 21.75 mm (B - 0.95 d) / 2

n = 45.00 mm (A - 0.8 bf) / 2

n' = 100.00 mm

q = 0.98

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 =

M =

165.60 kN

8)

w = 250.00 mm

10.67

G = 48.00 mm

230.00 kN

9) Anchor Bolt Capacities

Tensile Capacity = 165.88 kN

Shear Capacity = 85.45 kN

Pull Out Capacity = 166.90 kN

3.98

10.04 [ ( 0.43 Fu ) - ( 1.8 fv ) ]

Tension Capacity with Shear = 126.14 kN

10) Welds

460 mm

800 mm

Weld Capacity Shear = 235.28 kN

Weld Capacity Tension = 409.18 kN

Axial Capacity due to concentric Bearing Pressure, P1

P1 = 0.35 fc' sqrt ( A2 x A1) <= 0.7 fc' A1

Axial Capacity due to Base Plate Bending, P2

tb / ( 3 x Fp / Fb )0.5

Atb = cm2

P2 =

Axial Capacity due to Base Plate Bending (Cantilever Type), P3

sqrt (d bf ) / 4 <= bf / 2

4fpdbf / (d+bf)2fp <= 1.00

fp Xc2 / 2

fp = P3 / A B

P3 Xc2 / 2 A B

M / Zp < = 0.75 Fy

Zp = tb2 / 6

P3 = tb2 x Fb x A x B / 3 Xc

2

Tensile Capacity, Pt

Min [ dw or ( 2g + db ),( 4g + 2db ),( 6g + 3db ) ]

Zp = cm3 w tb2 / 6

( g - tw ) / 2

Pt = n x Zp x 0.6 x Fy / G

Ft x Ab x n

Fv x Ab x n

[ ( p x db ) x Le ] x u x n

Calculated Shear Stress / Bolt (fv) = kN/cm2 V / Ab n

Allowable Tensile Stress with Shear (Ts) = kN/cm2

Ts x Ab x n

Length of Weld at Web (Lww) = 2 ( dw - 20 )

Length of Weld at Flange (Lwf)= 2 x ( bf1 + bf2 )

0.707 x S x Fw x Lww

0.707 x S x Fw x Lwf

Pinned Base (Tube-Section)Date 18-Jun-06

Dsn. By ZAS

Chk. By SKK


Concrete Pedestal Wind Factor = 1.00

Grade = M25 80.00 kN

2.50

450 mm Connection Capacity

250 mm Bearing = 98.80 kN

1125 ( L x W ) Tension = 61.05 kN

Shear = 85.45 kN

Column Section Weld = 306.89 kN

Grade = A572

45.00

34.50

Section = 150x150x4.5

Depth \ Width = 150 mm

Wall Thickness = 4.5 mm

Connection Details

Standard Base Plate Code = SBC-115

Bolt Grade = A36

40.00

13.20

6.80

Length (N) = 430 mm

Width (B) = 250 mm

16 mm

Number of Holes (n) = 4 mm

20 mm

26 mm

Pitch (p) = 300 mm

Gage (g) = 100 mm

65 mm

1075

Base Plate Grade = A572

45.00

34.50

25.88

Weld Data

48.23


14.47

Size of Weld = 5.00 mm

Horizontal Shear (Pv) =


Length (L) =

Width (W) =

Area of Pedestal (A2) = cm2

Fu = kN/cm2

Fy = kN/cm2




Thickness (tp) =

Bolt Diamter (db) =

Hole Diameter (dh) =

Edge Distance (ed1) =

Area of Base Plate (A1) = cm2

Fu = kN/cm2

Fy = kN/cm2

Fb = kN/cm2


0.3 x Fu kN/cm2


1)

962.25 kN

2)

m = 155.00 mm ( N - 0.80 d ) / 2

n = 65.00 mm ( B - 0.80 d ) / 2

15.50 cm max ( m, n )

M =

M =

98.80 kN

3)

a = 72.25 mm

b = 217.75 mm (a + d - t)

L = 290 mm

M =

61.05 kN

4) Anchor Bolt Capacities



Pull Out Capacity =


6.37

[ ( 0.43 Fu ) - ( 1.8 fv ) ]

5.74

Tension Capacity with Shear =


5) Welds

600 mm 4 d

Weld Capacity = 306.89 kN

Axial Capacity due to concentric Bearing Pressure, P1

P1 = 0.35 fc' sqrt ( A2 x A1) <= 0.7 fc' A1

Axial Capacity due to Base Plate Bending (Cantilever Type), P2

Xc =

fp Xc2 / 2

fp = P2 / N B

P2 Xc2 / 2 N B

M / Zp < = 0.75 Fy = Fb

Zp = tb2 / 6

P2 = tb2 x Fb x N x B / 3 Xc

2

P2 =

Tensile Capacity, Pt

(p - d + t) / 2 - 0.25 db

(p - db / 2)

P ab (b + a) / 2L2

Zp = bf tb2 / 6

Pt = fb x bf tp2 x 2 x L2 / [ 6 ab ( a + b ) ]

Pt =

Ft x Ab x n

Fv x Ab x n


Calculated Shear Stress / Bolt (fv) = kN/cm2 Pv / Ab n

Allowable Tensile Stress with Shear (Ts) =


Ts x Ab x n

Length of Weld (Lw) =

0.707 x S x Fw x Lw

Fixed BaseDate 20-Jun-06

Dsn. By ZAS

Chk. By SKK


Controlling Forces Wind Factor = 1.00

Horizontal Shear (V) = 55.4 kN

Vertical (P) = 250 kN Compression

Moment (M) = 1000 kNm

Column Section

Grade = A572

45.00

34.50

Width Thk.

400 20 mm

1400 8 mm

400 20 mm

Connection Details

Connection Code = FC-3224

Bolt Grade = A36

40.00

13.20

6.80

24 mm

Number of Bolts (n) = 32 mm

60 mm

55 mm (Along Length)

60 mm (Along Width)

Bolt Pitch (p) = 120 mm

Bolt Gauge (g) = 120 mm

Base Plate Length (N) = 1670 mm

Base Plate Width (B) = 470 mm

Distance Edge to CG of Bolts (m) = 235 mm

Bolt CG to Center of Column (f) = 600 mm

Estimate

Weight of Connection Plates = 206.28 kgs.

Weight of Anchor Bolts = 98.11 kgs.

304.39 kgs.


Yeild Stress (Fy) = kN/cm2

Top Flange (bf1) (tf1) =

Web (dw) (tw) =

Bottom Flange (bf2) (tf2) =




Bolt Diameter (db) =

Bolt Center to Flange Outside (Cw) =

Bolt Center to Plate Edge (ed1) =

Bolt Center to Plate Edge (ed2) =

Concrete Data

Mix Grade = M25

2.50

Weld Data

48.23


14.47

Anchor Bolt

Force in Bolt Group =

Compression (C) = 829.23 kN

Tension (T) = 579.23 kN

Force per Bolt

51.83 kN 2 C / n

36.20 kN 2 T / n

Shear / Bolt = 1.73 kN V / n

Compression Capacity = 59.72 kN




0.38

13.20 [ ( 0.43 Fu ) - ( 1.8 fv ) ]


Base Plate

Dimension (a) = 60 mm g / 2

Dimension (b) = 60 mm

Bolt Force to Flange =

25.91 kN

120 mm

1.55 kNm

17.33 mm Use 20 mm thk. Plate

Allowable Tensile Stress in Flange = 20.70

207.31 kN

Calculated Tensile Stress in Flange = 2.59

Size of Flange Fillet Weld Required = 2.53 mm

Bolt Force to Web / Gusset =

25.91 kN

120 mm

1.55 kNm

17.33 mm Use 20 mm thk. Plate

103.65 kN

10.80

Size of Web Fillet Weld Required = 4.22 mm



0.3 x Fu kN/cm2


P / 2 ± M / ( dw + tf1 / 2 + tf2 / 2 )

Compression / Bolt (Cb) =

Tension / Bolt (Tb) =

Fc x Ab

Ft x Ab

Fv x Ab


Calculated Shear Stress / Bolt (fv) = kN/cm2 V / Ab n


Ts x Ab x n

Cw

a3 / ( a3 + b3 ) x Max (Tb, Cb)

Bolt Force to Flange (Pfb) =

Effective width along Flange (bfm) = 2 Cw

Moment (Mf) = Pfb x Cw

Plate Thickness Required (tp) = sqrt ( 6 M / 0.75 Fy bfm )

Plate Thickness Required (tp) =

kN/cm2

Total Force in Flange (Pf) =

kN/cm2 Pf / ( bf x tf )

Pf / ( 0.707 x Fw x 2 x bf )

b3 / ( a3 + b3 ) x Max (Tb, Cb)

Bolt Force to Web / Gusset (Pwb) =

Effective width along Web (bwm) =

Moment (Mw) =

Plate Thickness Required (tp) = sqrt ( 6 M / 0.75 Fy bwm )

Plate Thickness Required (tp) =

Total Force in Web / Gusset (Pw) =

Web Tension Stress = Pw / ( tw x bwm )

Web Tension Stress = kN/cm2 Pw / ( bwm x tw )

Pw / ( 0.707 x Fw x 2 x bwm )

Gusset Plate

Tension Side Flange Gusset

20 mm

250 mm

235 mm

46.77 Deg

205 mm

142.26 kN

Calculated Tensile Stress =

Calculated Tensile Stress = 6.54

Compression Side Flange Gusset

198.27 mm

149.37 mm

29.87

Ixx = 555.43

rxx = 4.31 cm

k = 0.75

3.45

Allowable Compressive Stress = 20.54

142.26 kN

Calculated Compressive Stress =

Calculated Compressive Stress = 6.54

Welds to Flange Gusset

410 mm

Size of Gusset Fillet Weld Required = 3.39 mm

Welds to Column Web for Shear

1160 mm

Size of Web Fillet Weld Required = 0.47 mm

Thickness (ts) =

Height (hs) =

Length (ls) =

Angle (ø) =

Dimension (D1) =

Tension Force in Gusset (Pg) = Pw / Sin ø

Tension Force in Gusset (Pg) =

Pg / [ ts x D1 x ( Sin ø )2 ]

kN/cm2 Pg / [ ts x D1 x ( Sin ø )2 ]

Effective Length (Ls) =

Effective width (De) =

Effective Area (As) = cm2

cm4 D1 x Sin ø

De x ts

ts x De3 / 12

k Ls / r = sqrt ( Ixx / As )

kN/cm2

Compression Force in Gusset (Pg) =

Pg / ( ts x D1 x ( Sin ø )2

kN/cm2

Effective Length of Weld (Lw) = 2 D1

Effective Length of Weld (Lw) =

Effective Length of Weld (Lu) =

base plate

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