Single Plate Connection Design per AISC 360-16

How does ideCAD design single plate connection 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

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

Horizontal Edge Distance

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.

Vertical Edge Distance

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.

Weld Size

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

Erection Stability

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.

Bolt Bearing on Beam

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

Bolt Bearing on 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.

Plate Shear Yield

In the case of the block shear limit state, the gross area yielding of the tensile plane is checked according to AISC 360-16.

Beam Shear Rupture

In the case of the block shear limit state, the net area rupture of the tensile plane of the connection part is checked according to AISC 360-16.

Plate Shear Rupture

In the case of the block shear limit state, the net area rupture of the tensile plane of the connection part is checked according to AISC 360-16.

Plate Block Shear Rupture

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.

Plate Flexural Buckling

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

Plate Flexural Yield

dp	239 mm
Fy	235.359 N/mm2
tp	12 mm
a	60 mm
Rn
Rn / Ω

Weld Strength at Support

w	12.73 mm
FE	480 N/mm2
l	239 mm
e	60 mm
Rn
Rn / Ω