# Brace Corner Connection Design

The brace corner connection is formed by bolting and welding the steel brace member to the column, beam or column-to-beam connection. Bolt control, weld control, plate control and connection application limits control are performed automatically according to the placement of the elements of the connection. Brace corner connection design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and a connection report is created.

In the brace corner connection calculation, horizontal and vertical bolt distances, end plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. In strength control, cross bolt slip, plate bolt hole crushing, ski control, Whitmore section buckling, plate pressure leakage are checked.

## Brace - Gusset Plate Connection

### Geometry Checks

#### Bolt Spacing

 s min ≥ 3d ÇYTHYEDY 13.3.6 s 60 mm d 20 mm s =60 mm > smin = 3*20=60 mm √

#### Horizontal Edge Distance

 L eh ≥ L e- min ÇYTHYEDY 13.3.7 L eh 33.5 mm √ L e- min 26 mm Minimum distance check according to Table 13.9 √

#### Vertical Edge Distance

 L ev ≥ L e- min ÇYTHYEDY 13.3.7 L ev 40 mm Conformity check for L eh ≥ 2d = 2 * 20 = 40 mm application √ L e- min 26 mm Minimum distance check according to Table 13.9 √

#### Weld Size

 a ≥ a min ÇYTHYEDY 13.3.7 a 4 mm √ a min 3.5 mm Table 13.4 √

### Strength Checks

#### Bolt Shear at Brace

 A b Fn Rn ΦRn

Required

Available

Ratio

Control

367,989 kN

424.115 kN

0.868

#### Bolt Bearing on Plate

 d h 20+2=22 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

367,989 kN

906.912 kN

0.406

#### Bolt Bearing on Gusset

 d h 20+2=22 mm Lc,edge Rn ÇYTHYEDY 13.3.13Equation 13.14a and13.14b Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

367,989 kN

566.82 kN

0.649

#### Weld Strength

 Fe 490000 kN/m2 w The weld thickness taken from the combination menu is 0.707 * w value. 4 / 0.707 = 5.658 mm F u-plate 469.999  N/mm2 F u-brace 410 N/mm2 tplate 16 mm t brace 10 mm R nw Rn-plate Rn-brace RnBM Rn ΦRn

Required

Available

Ratio

Control

367,989 kN

493.92 kN

0.745

#### Whitmore Section Buckling

 K 0.65 L 153.5 mm r 2.887 mm KL / r 34.56 Fy 355 N/mm2 Ag 1881.409 mm2 Fe Fcr Rn ΦRn

Required

Available

Ratio

Control

367,989 kN

549.42 kN

0.670

#### Gusset Axial Yield

 K 0.65 L 60 mm r 4.619 mm KL / r 8.44 Fy 355 N/mm2 Ag 2991.995 mm2 Rn ÇYTHYEDY 13.20 ΦRn

Required

Available

Ratio

Control

367,989 kN

955,942 kN

0.385

## Gusset to Beam Connection

### Geometry Checks

#### Weld Size

 a ≥ a min ÇYTHYEDY 13.3.7 a 4 mm √ a min 3.5 mm Table 13.4 √

### Strength Checks

#### Gusset Axial Yield

 F y 355 N/mm2 Z F a N 260,207 kN M 10.775 kNm tg 10 mm l g 347.279 mm F b Fn Rn ΦRn

Required

Available

Ratio

Control

110666.08 kN/m2

319500 kN/m2

0.346

#### Gusset Shear Yield

 F y 355 N/mm2 V 260,207 kN tg 10 mm l g 347.279 mm Fv Rn ΦRn

Required

Available

Ratio

Control

74927.3 kN/m2

213000 kN/m2

0.352

#### Weld Strength

 Fpeak Favg R req ÇYTHYEDY 13.3 tg 10 mm in 5.658 mm F e 480000 kN/m2 θ 55.9 ° Rn ΦRn

Required

Available

Ratio

Control

1363.764 kN/m

2428.6 kN/m

0.562

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