Column-Foundation Connection or Stiffened Base Plate Connection is formed by connecting the base plate welded to the steel column and anchored to the concrete foundation (column). Stiffened base plate design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) (GKT and YDKT) and AISC 360-16 (ASD and LRFD) regulations. In the stiffened base plate connection calculation, bolt, weld and plate controls, geometry controls and strength controls are made automatically in accordance with the steel connection type.

In the calculation of the stiffened base plate connection, the horizontal and vertical bolt distances and the distance between the bolts are controlled under the geometry control. In the strength control, base plate thickness, anchor pulling breakage, anchor rod peeling, anchor rod shearing, plate bolt hole controls are made.

Geometry Checks

Bolt Spacing

s min ≥ 3d       

ÇYTHYEDY 13.3.6

 

 

s

180 mm

 

 

d

24 mm

s =180 mm > smin = 3*24=72 mm

Horizontal Edge Distance

L eh ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

L eh

70 mm

L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application

L e- min

32 mm

Minimum distance check according to Table 13.9

Vertical Edge Distance

L ev ≥ L e- min     

ÇYTHYEDY 13.3.7

 

 

L ev

45 mm

 

 

L e- min

32 mm

Minimum distance check according to Table 13.9

Strength Checks

Base Plate Thickness (Bearing)

fc

25000 kN/m2

 

A 1

 

A 2

 

qmax

 

fp(max)

 

fp(max)

 

e

 

e crit

 

Y

 

Y

 

f

 

le

45 mm

 

l

 

 

m

 

n

 

h

650 mm

 

b

300 mm

 

N

900 mm

 

B

500 mm

 

M

365.17 kNm

 

P

739.22 kN

 

F y

355 N/mm2

 

t req

 

AISC DG-1-2 nd

3.3.15.a

Required

Available

Ratio

Control

41.11 mm

42 mm

0.979

Base Plate Thickness (Tension)

fc

25000 kN/m2

 

A 1

 

A 2

 

qmax

 

e

 

e crit

 

T

 

Y

 

Y

 

f

 

x

 

le

45 mm

 

m

 

h

650 mm

 

N

900 mm

 

B

500 mm

 

M

365.17 kNm

 

P

739.22 kN

 

F y

355 N/mm2

 

t req

AISC DG-1-2 nd

3.4.7a

Required

Available

Ratio

Control

15.312 mm

42 mm

0.365

Anchor Rod Tensile Rupture

A b

Fn

750000 kN/m2 

Rn

ΦRn

 

Required

Available

Ratio

Control

32.429 kN

254,469 kN

0.127

Anchor Rod Concrete Pullout

Ψ

1.0

ACI 318M-08 D.5.3.6

N p

ACI 318M-08 (D-15)

A bgr

7401.592 mm2

 

fc

25000 kN/m2

 

Rn

ACI 318M-08 (D-14)

ΦRn

 

Required

Available

Ratio

Control

32.429 kN

1036.222 kN

0.031

Anchor Rod Shear

A b

Fn

Rn

ΦRn

 

Required

Available

Ratio

Control

9.995 kN

152,681 kN

0.065

Bolt Bearing on Plate

d h

24+2=26 mm

 

Lc,edge

 

Rn

ÇYTHYEDY 13.3.13

Equation 13.14a and13.14b

Rn-edge

 

Rn

 

ΦRn

 

Required

Available

Ratio

Control

9.995 kN

568,511 kN

0.018