Bolted Flange Plate Connection Design

Connection Geometry

Geometry Checks

Bolt Spacing at Flange

s _min ≥ 3d	ÇYTHYEDY 13.3.6
s	84 mm
d	27 mm	s =84 mm > s_min = 3*27=81 mm	√

Horizontal Edge Distance at Flange

L _e ≥ L _{e- min}	ÇYTHYEDY 13.3.7
The _e	60 mm	L _e ≥ 2d = 2 * 27 = 54 mm conformity check for application	√
L _{e- min}	36 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance at Flange

L _e ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _e	50 mm	Check suitability for L _e ≥ 2d = 2 * 27 = mm application	√
L _{e- min}	36 mm	Minimum distance check according to Table 13.9	√

Weld Thickness

a ≥ a _min	ÇYTHYEDY 13.3.7
a	9 mm		√
a _min	3.5 mm	Table 13.4	√

Bolt Spacing at Web

s _min ≥ 3d	ÇYTHYEDY 13.3.6
s	72 mm
d	24 mm	s =7 mm > s_min = 3*24=72 mm	√

Horizontal Edge Distance at Web

L _e ≥ L _{e- min}	ÇYTHYEDY 13.3.7
The _e	90 mm	Conformity check for L _e ≥ 2d = 2 * 24 = 48 mm application	√
L _{e- min}	32 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance at Web

L _e ≥ L _{e- min}	ÇYTHYEDY 13.3.7
The _e	60 mm	L _eh ≥ 2d = 2 * 24 = 48 mm conformity check for application	√
L _{e- min}	32 mm	Minimum distance check according to Table 13.9	√

Shear Plate to Column Flange Weld Size

a ≥ a _min	ÇYTHYEDY 13.3.7
a	8 mm		√
a _min	3.5 mm	Table 13.4	√

Continuity Plate to Column Flange Weld Size

a ≥ a _min	ÇYTHYEDY 13.3.7
a	8 mm		√
a _min	4 mm	Table 13.4	√

Continuity Plate to Column Web Weld Size

a ≥ a _min	ÇYTHYEDY 13.3.7
a	8 mm		√
a _min	4 mm	Table 13.4	√

Connection Detail Application Limits (TBDY Table 9B.2)

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 header plate material	275 MPa	235 /275 / 355 MPa
Title plate welding	CJP	CJP

Strength Checks

Bolt diameter

b_f	210 mm	Table 9B.3
R _y	1.40
F _y	235.359 N/mm2
R_t	1.10
F _u	362.846 N/mm2
d _b
d _b

Required	Available	Ratio	Control
15.32 mm	27 mm	0.567	√

Bolt Shear at Flange

A _b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	1855.079 kN	0.878	√

Bolt Bearing on Flange Plate

d _h	27+3=30 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	5866.214 kN	0.278	√

Bolt Bearing on Beam Flange

d _h	27+3=30 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	279,455 kN	0.584	√

Flange Plate Tension Yield

A _g
F _y	275 N/mm²
R_n		ÇYTHYEDY 13.15
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	1848 kN	0.881	√

Flange Plate Tension Rupture

A_n
A _e
F _u	410 N/mm²
U	1.00
R_n		ÇYTHYEDY 13.16
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	1723.968 kN	0.945	√

Flange Plate Block Shear

A _g
A _nv
A _e.g.
F _y	275 N/mm²
F _u	410 N/mm²
U_bs	1

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	3636.864 kN	0.448	√

Beam Flange Block Shear

A _g
A _nv
A _e.g.
F _y	235.359 N/mm²
F _u	362.846 N/mm²
U_bs	1

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
1628.396 kN	1729.992 kN	0.941	√

Bolt Shear at Web

A _b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
89.994 kN	146,574 kN	0.614	√

Bolt Bearing on Beam Web

d _h	24+2=26 mm
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
246.43 kN	1000.454 kN	0.246	√

Bolt Bearing on Web Plate

d _h	24+2=26 mm
L_c,edge
R_n		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b
R_n-edge
L_c,spacing
R_n-spacing
R_n
ΦR_n

Required	Available	Ratio	Control
246.43 kN	1227,442 kN	0.201	√

Web Plate Shear Yield

A _g
F _y	275 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control
246.43 kN	807.84 kN	0.305	√

Web Plate Shear Rupture

A _nv
F _u	410 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Rate	Control
246.43 kN	712,022 kN	0.346	√

Beam Shear Rupture

A _nv
F _u	410 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control
246.43 kN	891.709 kN	0.276	√

Web Plate Block Shear

A _g
A _nv
A _e.g.
F _y	275 N/mm²
F _u	410 N/mm²
U_bs	1

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
246.43 kN	926,338 kN	0.266	√

Web Plate Flexural Yield

d_p	408 mm
F _y	275 N/mm²
t _p	12 mm
a	110 mm
R_n
ΦR_n

Required	Available	Ratio	Control
246.43 kN	728,794 kN	0.338	√

Shear Plate to Column Flange Weld Strength

in	11.315 mm
F _E	490 N/mm²
l	408 mm
is	110 mm
R_n
ΦR_n

Required	Available	Ratio	Control
246.43 kN	1152.2 kN	0.214	√

Column Panel Zone Shear

P _r	429,124 kN	ÇYTHYEDY 13.29a
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
1379.649 kN	1716 kN	0.804	√

Panel Zone Thickness

t _min ≥u / 180		TBDY 2018 9.3.4.2b
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	√