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.

Bolted Flange Plate Connection

Bolted Flange Plate Connection Report 1

Bolted Flange Plate Connection Report 2

Connection Geometry

Geometry Checks

Bolt Spacing at Flange

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

Horizontal Edge Distance at Flange

ÇYTHYEDY 13.3.7
60 mm	L _e ≥ 2d = 2 * 27 = 54 mm conformity check for application	√
36 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance at Flange

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

Weld Thickness

ÇYTHYEDY 13.3.7
9 mm		√
3.5 mm	Table 13.4	√

Bolt Spacing at Web

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

Horizontal Edge Distance at Web

ÇYTHYEDY 13.3.7
90 mm	Conformity check for L _e ≥ 2d = 2 * 24 = 48 mm application	√
32 mm	Minimum distance check according to Table 13.9	√

Vertical Edge Distance at Web

ÇYTHYEDY 13.3.7
60 mm	L _eh ≥ 2d = 2 * 24 = 48 mm conformity check for application	√
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

ÇYTHYEDY 13.3.7
8 mm		√
4 mm	Table 13.4	√

Continuity Plate to Column Web Weld Size

ÇYTHYEDY 13.3.7
8 mm		√
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

	210 mm	Table 9B.3
	1.40
	235.359 N/mm2
	1.10
	362.846 N/mm2

Required	Available	Ratio	Control
15.32 mm	27 mm	0.567	√

Bolt Shear at Flange

Required	Available	Ratio	Control
1628.396 kN	1855.079 kN	0.878	√

Bolt Bearing on Flange Plate

	27+3=30 mm

		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

Required	Available	Ratio	Control
1628.396 kN	5866.214 kN	0.278	√

Bolt Bearing on Beam Flange

	27+3=30 mm

		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

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

Flange Plate Tension Yield


	275 N/mm²
		ÇYTHYEDY 13.15

Required	Available	Ratio	Control
1628.396 kN	1848 kN	0.881	√

Flange Plate Tension Rupture



	410 N/mm²
	1.00
		ÇYTHYEDY 13.16

Required	Available	Ratio	Control
1628.396 kN	1723.968 kN	0.945	√

Flange Plate Block Shear




	275 N/mm²
	410 N/mm²
	1

		ÇYTHYEDY 13.19

Required	Available	Ratio	Control
1628.396 kN	3636.864 kN	0.448	√

Beam Flange Block Shear



	235.359 N/mm²
	362.846 N/mm²
	1

		ÇYTHYEDY 13.19

Required	Available	Ratio	Control
1628.396 kN	1729.992 kN	0.941	√

Bolt Shear at Web

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

Bolt Bearing on Beam Web

	24+2=26 mm
		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

R_n-spacing

Required	Available	Ratio	Control
246.43 kN	1000.454 kN	0.246	√

Bolt Bearing on Web Plate

	24+2=26 mm

		ÇYTHYEDY 13.3.13 Equation 13.14a and13.14b

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

Web Plate Shear Yield


	275 N/mm²
		ÇYTHYEDY 13.17

Required	Available	Ratio	Control
246.43 kN	807.84 kN	0.305	√

Web Plate Shear Rupture


	410 N/mm²
		ÇYTHYEDY 13.17

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

Beam Shear Rupture


	410 N/mm²
		ÇYTHYEDY 13.17

Required	Available	Ratio	Control
246.43 kN	891.709 kN	0.276	√

Web Plate Block Shear




	275 N/mm²
	410 N/mm²
	1

		ÇYTHYEDY 13.19

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

Web Plate Flexural Yield

	408 mm
	275 N/mm²
	12 mm
	110 mm

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

Shear Plate to Column Flange Weld Strength

in	11.315 mm
	490 N/mm²
l	408 mm
is	110 mm

Required	Available	Ratio	Control
246.43 kN	1152.2 kN	0.214	√

Column Panel Zone Shear

	429,124 kN	ÇYTHYEDY 13.29a

	275000 kN/m²
	28634.759 mm²
	650 mm
	16 mm

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
	16 mm
u	2207.2 mm

Required	Available	Ratio	Control
12.262 mm	16 mm	0.766	√

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