# Bolted Flange Plate Connection Design per AISC 358-16 & AISC 360-16

How does ideCAD design Bolted Flange Plate Connections according to AISC 358-16 & AISC 360-16?

• Design limit states of bolted flange plate connections are calculated automatically according to AISC 358-16 and AISC 360-16.

Symbols

Ab: Non-threaded bolt web characteristic cross-sectional area
Ag: Gross area
An: Net cross-section area
Ae: Effective net cross-sectional area
Avg: Gross area under shear stress
Anv: Net area under shear stress
Ant: Net area under tensile stress
Aw: Cross-section web area
bbf = width of beam flange, in. (mm)
bp = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
Fyb: Bolt characteristic yield strength
Fub: Bolt characteristic tensile strength
nsp: Number of slip planes
s: Distance between bolt-hole centers
L: Connector distance
Lc: The clear distance between bolt holes
Le: The distance from the center of the bolt hole to the edge of the assembled element
Leh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
Lev: The vertical distance from the center of the bolt hole to the edge of the assembled element
pb = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
pfi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
pfo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
tbf = thickness of beam flange, in. (mm)
tp = thickness of end-plate, in. (mm)
Rn: Characteristic strength

### GEOMETRY CHECKS

#### Bolt Spacing at Flange

The distance between the centers of bolts is checked per AISC 360-16.

 smin ≥ 3d AISC 360-16 J3.3 s 84 mm d 27 mm s =84 mm > smin = 3*27=81 mm √

#### Horizontal Edge Distance at Flange

The distance from the center of the bolt hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.

 Le ≥ Le-min AISC 360-16 J3.4 Le 60 mm Le ≥ 2d = 2 * 27 = 54 mm conformity check for application √ Le-min 34 mm Minimum distance check according to Table J3.4 √

#### Vertical Edge Distance at Flange

The distance from the center of the bolt hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

 L e ≥ Le-min AISC 360-16 J3.4 Le 50 mm Check suitability for L e ≥ 2d = 2 * 27 = mm application √ Le- min 34 mm Minimum distance check according to Table J3.4 √

#### Bolt Spacing at web

The distance between the centers of bolts is checked per AISC 360-16.

 smin ≥ 3d AISC 360-16 J3.3 s 72 mm d 24 mm s =7 mm > smin = 3*24=72 mm √

#### Horizontal Edge Distance at web

The distance from the center of the bolt hole to the edge of the connected part in the horizontal direction is checked per AISC 360-16.

 Le ≥ Le-min AISC 360-16 J3.4 Le 90 mm Conformity check for Le ≥ 2d = 2 * 24 = 48 mm application √ Le-min 30 mm Minimum distance check according to Table J3.4 √

#### Vertical Edge Distance at web

The distance from the center of the bolt hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

 Le ≥ Le-min AISC 360-16 J3.4 Le 60 mm L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ Le-min 30 mm Minimum distance check according to Table J3.4 √

#### Shear Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w ≥ wmin AISC 360-16 Table J2.4 w 11.315 mm √ wmin 5 mm Table J2.4 √

#### Continuity Plate to Column Flange Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w ≥ wmin AISC 360-16 Table J2.4 w 11.315 mm √ wmin 6 mm Table J2.4 √

#### Continuity Plate to Column Web Weld Size

The minimum size of fillet welds is checked according to AISC 360-16 Table J2.4

 w ≥ wmin AISC 360-16 Table J2.4 w 11.315 mm √ wmin 6 mm Table J2.4 √

### PREQUALIFICATION LIMITS

 Beam span / Beam cross-section height 9144 mm /550 mm=16.63 ≥9.0 Beam cross-section height, db 550 mm ≤ 920 Beam head thickness, tbf 17.2 mm ≤25 Column cross-section height 650 mm ≤ 920 mm Bolt class 8.8 8.8 - 10.9 Bolt size M27 ≤ M27 Min yield stress of flange plate material 275 MPa 235 /275 / 355 MPa Flange plate weld CJP CJP

### STRENGTH CHECKS

#### Bolt diameter

The required bolt diameter, db, for bolted flange plate connection is checked according to AISC 358-16 §7.6

 bf 210 mm AISC 358-16 7.6-2 Ry 1.40 Fy 235 N/mm2 Rt 1.10 Fu 360 N/mm2 db db

Required

Available

Ratio

Control

14.765 mm

27 mm

1.829

#### Bolt Shear at Flange

The shear limit state of plate bolts is checked according to AISC 360-16.

 Ab AISC 360-16 J3-1 Fn Rn ΦRn

Required

Available

Ratio

Control

2097.19 kN

1855.079 kN

1.131

#### Bolt Bearing on Flange Plate

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

 dh 27+3=30 mm Lc,edge Rn Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

2097.19 kN

5866.214 kN

0.358

#### Bolt Bearing on Beam Flange

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

 dh 27+3=30 mm Lc,edge Rn AISC 360-16 J3-6a Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

2097.19 kN

2768.57 kN

0.758

#### Flange Plate Tension Yield

The yield limit state of the connection plate is checked according to AISC 360-16.

 Ag Fy 275 N/mm2 Rn AISC 360-16 J4-1 ΦRn

Required

Available

Ratio

Control

2097.19 kN

1848 kN

1.135

#### Flange Plate Tension Rupture

The limit state of the flange plate tension rupture is checked according to AISC 360-16.

 An Ae Fu 410 N/mm2 U 1.00 Rn AISC 360-16 J4-2 ΦRn

Required

Available

Ratio

Control

2097.19 kN

1723.968 kN

1.216

#### Flange Plate Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

 Ag Anv Ant Fy 275 N/mm2 Fu 410 N/mm2 Ubs 1.0 Rn AISC 360-16 J4-5 ΦRn

Required

Available

Ratio

Control

2097.19 kN

3636.864 kN

0.577

#### Beam Flange Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

 Ag Anv Ant Fy 235 N/mm2 Fu 360 N/mm2 Ubs 1.0 Rn AISC 360-16 J4-5 ΦRn

Required

Available

Ratio

Control

2097.19 kN

1716.42 kN

1.222

#### Bolt Shear Rupture at Web

The shear limit state of end plate bolts is checked according to AISC 360-16.

 Ab AISC Manual 14th 7-8 Fn Rn ΦRn

Required

Available

Ratio

Control

132.193 kN

183.218 kN

0.722

#### Bolt Bearing on Beam Web

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

 dh 24+3=27 mm Rn AISC 360-16 J3-6a Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

361.984 kN

971.028 kN

0.373

#### Bolt Bearing on Web Plate

Bearing strength limit states of the connection plate that are “shear tear out” and “ovalization of bolt hole” for both end and inner bolts are checked according to AISC 360-16.

 dh 24+2=26 mm Lc,edge Rn AISC 360-16 J3-6a Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

361.984 kN

1206.187 kN

0.300

#### Web Plate Shear Yield

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear yielding is checked according to AISC 360-16.

 Ag Fy 275 N/mm2 Rn AISC 360-16 J4-3 ΦRn

Required

Available

Ratio

Control

361.984 kN

807.84 kN

0.448

#### Web Plate Shear Rupture

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear rupture is checked according to AISC 360-16.

 Anv Fu 410 N/mm2 Rn AISC 360-16 J4-4 ΦRn

Required

Available

Ratio

Control

361.984 kN

698.738 kN

0.518

#### Beam Shear Rupture

The shear strength of connecting elements in shear is the minimum value obtained according to the limit states of shear yielding and shear rupture. Shear rupture is checked according to AISC 360-16.

 Anv Fu 360 N/mm2 Rn AISC 360-16 J4-4 ΦRn

Required

Available

Ratio

Control

361.984 kN

873.925 kN

0.414

#### Web Plate Block Shear

The block shear limit state is checked according to AISC 360-16. All block shear modes combined with tensile failure on one plane and shear failure on a perpendicular plane are checked according to AISC 360-16.

 Ag Anv Ant Fy 275 N/mm2 Fu 410 N/mm2 Ubs 1.0