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

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
b_bf = width of beam flange, in. (mm)
b_p = width of end-plate, in. (mm)
d = depth of connecting beam, in. (mm)
g = horizontal distance between bolts, in. (mm)
d_h: Bolt hole diameter
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_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
p_b = vertical distance between the inner and outer row of bolts in an eight-bolt stiffened connection, in. (mm)
p_fi = vertical distance from the inside of a beam tension flange to the nearest inside bolt row, in. (mm)
p_fo = vertical distance from the outside of a beam tension flange to the nearest outside bolt row, in. (mm)
t_bf = thickness of beam flange, in. (mm)
t_p = thickness of end-plate, in. (mm)
R_n: Characteristic strength

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	84 mm
d	27 mm	s =84 mm > s_min = 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.

L_e ≥ L_e-min	AISC 360-16 J3.4
L_e	60 mm	L_e ≥ 2d = 2 * 27 = 54 mm conformity check for application	√
L_e-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 ≥ L_e-min	AISC 360-16 J3.4
L_e	50 mm	Check suitability for L _e ≥ 2d = 2 * 27 = mm application	√
L_{e- 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.

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

L_e ≥ L_e-min	AISC 360-16 J3.4
L_e	90 mm	Conformity check for L_e ≥ 2d = 2 * 24 = 48 mm 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 bolt hole to the edge of the connected part in the vertical direction is checked per AISC 360-16.

L_e ≥ L_e-min	AISC 360-16 J3.4
L_e	60 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	√

Shear Plate to Column Flange Weld Size

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

w ≥ w_min	AISC 360-16 Table J2.4
w	11.315 mm		√
w_min	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 ≥ w_min	AISC 360-16 Table J2.4
w	11.315 mm		√
w_min	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 ≥ w_min	AISC 360-16 Table J2.4
w	11.315 mm		√
w_min	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, d_b	550 mm	≤ 920
Beam head thickness, t_bf	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, d_b,for bolted flange plate connection is checked according to AISC 358-16 §7.6

b_f	210 mm	AISC 358-16 7.6-2
R_y	1.40
F_y	235 N/mm²
R_t	1.10
F_u	360 N/mm²
d_b
d_b

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.

A_b		AISC 360-16 J3-1
F_n
R_n
ΦR_n

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.

d_h	27+3=30 mm
L_c,edge
R_n
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

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.

d_h	27+3=30 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
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.

A_g
F_y	275 N/mm²
R_n		AISC 360-16 J4-1
ΦR_n

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.

A_n
A_e
F_u	410 N/mm²
U	1.00
R_n		AISC 360-16 J4-2
ΦR_n

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.

A_g
A_nv
A_nt
F_y	275 N/mm²
F_u	410 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-5
ΦR_n

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.

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
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.

A_b		AISC Manual 14^th 7-8
F_n
R_n
ΦR_n

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.

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

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.

d_h	24+2=26 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
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.

A_g
F_y	275 N/mm²
R_n		AISC 360-16 J4-3
ΦR_n

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.

A_nv
F_u	410 N/mm²
R_n		AISC 360-16 J4-4
ΦR_n

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.

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

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.

A_g
A_nv
A_nt
F_y	275 N/mm²
F_u	410 N/mm²
U_bs	1.0

R_n		AISC 360-16 J4-5
ΦR_n

Required	Available	Ratio	Control
361.984 kN	912.168 kN	0.397	√

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.

d_p	408 mm
F _y	275 N/mm²
t _p	12 mm
a	110 mm
R_n		AISC 360-16 J4-5
ΦR_n

Required	Available	Ratio	Control
361.984 kN	728.794 kN	0.338	√

Shear Plate to Column Flange Weld Strength

w	11.315 mm
F_E	490 N/mm²
l	408 mm
e	110 mm
R_n
ΦR_n

Required	Available	Ratio	Control
361.984 kN	1152.2 kN	0.314	√

Column Panel Zone Shear

The panel zone shear limit statefor the bolted flange plate connection is checked according to AISC 358-16 §7.6.

P_r	429.124 kN	AISC 360-16 J10-9
P_y
F_y	275000 kN/m²
A_g	28634.759 mm²
d_c	650 mm
t_w	16 mm
R_n
ΦR_n

Required	Available	Ratio	Control
1776.832 kN	1716 kN	1.035	√

Panel Zone Thickness

The required panel zone thicknessfor bolted flange plate connection is checked according to AISC 358-16 §7.6

t_min ≥u / 180
t_min = t_w	16 mm
t_w	16 mm
u	2207.2 mm

Required	Available	Ratio	Control
12.262 mm	16 mm	0.766	√

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Bolted Flange Plate Connection Design Report 1

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