Bolted Flange Plate Connection Design

Bolted Flange Plate Connection is formed with header plates welded to the column head and bolted to the beam head. Bolt control, weld control, plate control and joint application limits control are performed automatically according to the placement of the elements of the joint. Head Plate Bolt Joint design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and a joint report is created. Joint detail application limits are checked according to TBDY Table 9B.2.

In the calculation of Head Plate Bolt Joint, horizontal and vertical bolt distances, butt plate weld thickness, continuity plate weld thickness and application limits are checked under geometry control. Bolt diameter in strength control, slip in cap and body bolts, crush in cap and body bolt hole, crush in beam cap bolt hole, head plate tensile yield and tensile failure, block slip in head plate and beam head, beam and body plate shear failure, block in body plate slip, body plate bending yield, slip plate column head weld strength, column panel region slip and slip region thickness control are performed.

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 Prequalification 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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Required	Available	Ratio	Control
12.262 mm	16 mm	0.766	√

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Bolted Flange Plate Connection

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