# Splice Connection Design per AISC 360-16

How does ideCAD design Column/Beam splice connection according to AISC 360-16?

• Column/Beam splice connection design limit states and geometry checks are done automatically according to AISC 360-16.

• The block shear limit state is checked automatically according to 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
d: Characteristic diameter of the stem of the bolt (the diameter of the non-threaded stem of the bolt)
dh: Bolt hole diameter
Fy: Structural steel characteristic yield strength
Fu: Structural steel characteristic tensile strength
s: Distance between bolt-hole centers
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
t: Plate thickness
Rn: Characteristic strength
Ubs: A coefficient considering the spread of tensile stresses

### 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 72 mm d 24 mm s =72 mm > smin = 3*24=72 mm √

#### Horizontal Edge Distance at Flange

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

 Leh ≥ Le-min AISC 360-16 J3.4 Leh 75 mm Leh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ Le-min 30 mm Minimum distance check according to Table J3.4 √

#### Vertical Edge Distance at Flange

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

 Lev ≥ Le-min AISC 360-16 J3.4 Lev 35 mm Le- min 30 mm Minimum distance check according to AISC 360-16 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 113 mm d 24 mm s =113 mm > smin = 3*24=72 mm √

#### Horizontal Edge Distance at Web

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

 Leh ≥ L e-min AISC 360-16 J3.4 Leh 55 mm Leh ≥ 2d = 2 * 24 = 48 mm conformity check for 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 hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

 Lev ≥ Le-min AISC 360-16 J3.3 Lev 49.5 mm L eh ≥ 2d = 2 * 24 = 48 mm conformity check for application √ Le-min 30 mm Minimum distance check according to Table J3.4 √

### STRENGTH CHECKS

#### Bolt Shear at Flange

The calculation is made using the Elastic method, one of the methods selected in the steel analysis settings tab. In this check, the operation is performed on half of the symmetry axis and is calculated to form a force pair with the required force.

 Ab AISC 360-16 J3-1 Fn Rn ΦRn

Required

Rate

Control

425.018 kN

732.87 kN

0.580

#### Bolt Bearing on Flange Plate

The bearing strength limit states of the connection plate, which 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 Lc,edge Rn AISC 360-16 J3-6a Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

425.018 kN

1341.36 kN

0.317

#### Bolt Bearing on Beam Flange

The bearing strength limit states of the connection plate, which 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 Lc,edge Rn AISC 360-16 J3-6a Rn-edge Lc,spacing Rn-spacing Rn ΦRn

Required

Available

Ratio

Control

418.114 kN

1305.591 kN

0.320

#### Flange Plate Tension Yield

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

 Ag Fy 235 N/mm2 Rn AISC 360-16 J4-1 ΦRn

Required

Available

Ratio

Control

301.881 kN

571.92 kN

0.529

#### Flange Plate Tension Rupture

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

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

Required

Available

Ratio

Control

301.881 kN

494.1 kN

0.611

#### 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 235 N/mm2 Fu 360 N/mm2 Ubs 1.0 Rn AISC 360-16 J4-5 ΦRn

Required

Available

Ratio

Control

301.881 kN

860.828 kN

0.351

#### 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

301.881 kN

837.867 kN

0.360

#### Flange Plate Compression Yield

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

 K 0.65 L 150 mm r 4.33 mm KL / r 22.52 Fy 235 N/mm2 Ag Rn AISC 360-16 J4-6 ΦRn

Required

Available

Ratio

Control

418.114 kN

571.05 kN

0.732

#### Bolt Shear at Web

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

 Ab Fn Rn AISC 360-16 J3-1 ΦRn

Required

Available

Ratio

Control

0.031 kN

244.29 kN

0.00013

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

Required

Available

Ratio

Control

0.031 kN

233.28 kN

0.0001

#### 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 Lc,edge Rn AISC 360-16 J3-6a Rn-edge Rn ΦRn

Required

Available

Ratio

Control

0.031 kN

126.392 kN

0.00024

#### 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 235 N/mm2 Rn AISC 360-16 J4-3 ΦRn

Required

Available

Ratio

Control

0.075 kN

916.5 kN

0.0001

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

Required

Available

Ratio

Control

0.075 kN

771.12 kN

0.0001

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

Required

Available

Ratio

Control

0.075 kN

552.76 kN

0.0001

#### 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 235 N/mm2 Fu 360 N/mm2 Ubs 1.0 Rn