Single Plate Connection Design per AISC 360-16

How does ideCAD design single plate connection according to AISC 360-16?

Single plate connection limit states checks and geometry checks are done 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
A_w: Cross-section web area
C_v: Coefficient of reduction for shear buckling
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_nt: Characteristic tensile strength
F'_nt: Reduced characteristic tensile stress obtained by considering the shear force effect
F_nv: Characteristic shear stress strength
f_rv: The greatest shear stress in the characteristic web area of the bolt
F_y: Structural steel characteristic yield strength
F_u: Structural steel characteristic tensile strength
F_yb: Bolt characteristic yield strength
F_ub: Bolt characteristic tensile strength
n_sp: Number of slip planes
s: Distance between bolt-hole centers
L: Connector distance
L_e: The distance from the center of the bolt hole to the edge of the assembled element
t: Plate thickness
R_nt: Characteristic tensile strength
R_nv: Characteristic shear strength
U_bs: A coefficient considering the spread of tensile stresses

Connection Geometry

Geometry Checks

Bolt Spacing

s_min ≥ 3d	AISC 360-16 Table J3.3
s	79.5 mm
d	20 mm	s =79.5 mm > s_min = 3*20=60 mm	√

Horizontal Edge Distance

L_eh ≥ L_e-min	AISC 360-16 Table J3.4
L_eh	40 mm	L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L_e-min	26 mm	Minimum distance check according to AISC 360-16 Table J3.4	√

Vertical Edge Distance

L_ev ≥ L_e-min	AISC 360-16 Table J3.4
L_ev	40 mm	L_eh ≥ 2d = 2 * 20 = 40 mm conformity check for application	√
L_e-min	26 mm	Minimum distance check according to AISC 360-16 Table J3.4	√

Weld Size

w ≥ w_min	AISC 360-16 Table J2.4
w	12.73 mm		√
w_min	5 mm	AISC 360-16 Table J2.4	√

Erection Stability

L≥ h_b/2
L	239 mm
h_b	248.6 mm	L=239 > 248.6/2=124.3 mm	√

Strength Checks

Bolt Shear at Beam

The calculation is made using the Elastic method, one of the methods selected in the steel analysis settings tab. For the details of this check, AISC Manual 14th 7-8 is used as a reference.
In this check, the operation is performed on half of the symmetry axis, and it is calculated to form a force pair with the required force.

A_b
F_n=F_nv
R_n
R_n / Ω

Required	Available	Check	Result
34,318 kN	56,549 kN	0.607	√

Bolt Bearing on Beam

d_h	20+2=22 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
L_c,spacing
R_n-spacing
R_n
R_n / Ω

Required	Available	Check	Result
68,159 kN	185,487 kN	0.367	√

Bolt Bearing on Plate

d_h	20+2=22 mm
L_c,edge
R_n		AISC 360-16 J3-6a
R_n-edge
L_c,spacing
R_n-spacing
R_n
R _n / Ω

Required	Available	Check	Result
68,159 kN	284,75 kN	0.239	√

Plate Shear Yield

A_g
F_y	235.359 N/mm²
R_n		AISC 360-16 J4-3
R_n / Ω

Required	Available	Check	Result
68,159 kN	270 kN	0.252	√

Beam Shear Rupture

A_nv
F_u	362.846 N/mm²
R_n		AISC 360-16 J4-4
R_n / Ω

Required	Available	Check	Result
68,159 kN	176.213 kN	0.387	√

Plate Shear Rupture

A_nv
F_u	362.846 N/mm²
R_n		AISC 360-16 J4-4
R_n / Ω

Required	Available	Check	Result
68,159 kN	218.143 kN	0.312	√

Plate Block Shear Rupture

A_g
A_nv
A_nt
F_y	235.359 N/mm²
F_u	362.846 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-4
R_n / Ω

Required	Available	Check	Result
68,159 kN	229.569 kN	0.297	√

Plate Flexural Buckling

F_y	235.359 N/mm²
t	12 mm
a	60 mm
L	239 mm
λ

Required	Available	Check
≤0.70	0.17	√

Plate Flexural Yield

d_p	239 mm
F_y	235.359 N/mm²
t_p	12 mm
a	60 mm
R_n
R_n / Ω

Required	Available	Check	Result
68,159 kN	223.92 kN	0.304	√

Weld Strength at Support

w	12.73 mm
F_E	480 N/mm²
l	239 mm
e	60 mm
R_n
R_n / Ω

Required	Available	Check	Result
68,159 kN	421.131 kN	0.162	√

Next Topic

Single Plate Design Report

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