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

A_b: Non-threaded bolt web characteristic cross-sectional area
A_g: Gross area
A_n: Net cross-section area
A_e: Effective net cross-sectional area
A_vg: Gross area under shear stress
A_nv: Net area under shear stress
A_nt: Net area under tensile stress
d: Characteristic diameter of the stem of the bolt (the diameter of the non-threaded stem of the bolt)
d_h: Bolt hole diameter
F_y: Structural steel characteristic yield strength
F_u: Structural steel characteristic tensile strength
s: Distance between bolt-hole centers
L_c: The clear distance between bolt holes
L_e: The distance from the center of the bolt hole to the edge of the assembled element
L_eh: The horizontal distance from the center of the bolt hole to the edge of the assembled element
L_ev: The vertical distance from the center of the bolt hole to the edge of the assembled element
t: Plate thickness
R_n: Characteristic strength
U_bs: A coefficient considering the spread of tensile stresses

Connection Geometry

GEOMETRY CHECKS

Bolt Spacing at Flange

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

s_min ≥ 3d	AISC 360-16 J3.3
s	72 mm
d	24 mm	s =72 mm > s_min = 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.

L_eh ≥ L_e-min	AISC 360-16 J3.4
L_eh	75 mm	L_eh ≥ 2d = 2 * 24 = 48 mm conformity check for application	√
L_e-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.

L_ev ≥ L_e-min	AISC 360-16 J3.4
L_ev	35 mm
L_{e- 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.

s_min ≥ 3d	AISC 360-16 J3.3
s	113 mm
d	24 mm	s =113 mm > s_min = 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.

L_eh ≥ L _e-min	AISC 360-16 J3.4
L_eh	55 mm	L_eh ≥ 2d = 2 * 24 = 48 mm conformity check for application	√
L_e-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.

L_ev ≥ L_e-min	AISC 360-16 J3.3
L_ev	49.5 mm	L _eh ≥ 2d = 2 * 24 = 48 mm conformity check for application	√
L_e-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.

A_b		AISC 360-16 J3-1
F_n
R_n
ΦR_n

Required	Ready	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.

d_h	24+3=27 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

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.

d_h	24+3=27 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

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.

A_g
F_y	235 N/mm²
R_n		AISC 360-16 J4-1
ΦR_n

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.

A_n
A_e
F_u	360 N/mm²
U	1.00
R_n		AISC 360-16 J4-2
ΦR_n

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.

A_g
A_nv
A_nt
F_y	235 N/mm²
F_u	360 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-5
ΦR_n

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.

A_g
A_nv
A_nt
F_y	235 N/mm²
F_u	360 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-5
ΦR_n

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
F_y	235 N/mm²
A_g
R_n		AISC 360-16 J4-6
ΦR_n

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.

A_b
F_n
R_n		AISC 360-16 J3-1
ΦR_n

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.

d_h	24+3=27 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
R_n
ΦR_n

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.

d_h	24+3=27 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
R_n
ΦR_n

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.

A_g
F_y	235 N/mm²
R_n		AISC 360-16 J4-3
ΦR_n

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.

A_nv
A_e
F_u	360 N/mm²
R_n		AISC 360-16 J4-4
ΦR_n

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.

A_nv
A_e
F_u	360 N/mm²
R_n		AISC 360-16 J4-4
ΦR_n

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.

A_g
A_nv
A_nt
F_y	235 N/mm²
F_u	360 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-5
ΦR_n

Required	Available	Ratio	Control
0.075 kN	801.38 kN	0.0001	√

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Splice Connection Design Report

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