# Column - Foundation Connection (Stiffened Base Plate) Design

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 nd3.3.15.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 nd3.4.7a

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 13.3.13Equation 13.14a and13.14b Rn-edge Rn ΦRn

Required

Available

Ratio

Control

9.995 kN

568,511 kN

0.018

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