Welded Web Connection Design

Welded Web Connection is formed by joining column cap - beam cap with full penetration butt weld, column cap - beam body with welded and bolted plate. Body plate bolt control, welding control, plate control and connection application limits control are made automatically according to the placement of the elements of the connection. Welded Web Connection design is made automatically according to the Design, Calculation and Construction Principles of Steel Structures (ÇYTHYEDY) or AISC 360-16 regulations and a connection report is created. Connection detail application limits are checked according to TBDY Table 9B.5.

In the Welded Web Connection calculation, weld access hole length and height, slip plate column cap weld thickness, slip plate beam body weld thickness and continuity plate weld thickness are checked under geometry control. In the strength control, beam shear yield, slip plate column head weld strength, column panel region slip and slip region thickness control are performed.

Connection Geometry

Geometry Checks

Weld Access Hole Length

L ≥ max(1.5t_w,40 mm)	ÇYTHYEDY 13.1.6
L	50 mm	√
t_w	9 mm	√

Weld Access Hole Height

H ≥ max(t_w, 20 mm) , H≤50mm	ÇYTHYEDY 13.1.6
H	30 mm	√
t_w	9 mm	√

Shear Plate to Column Flange Weld Size

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

Shear Plate to Beam Web Weld Size

a ≥ a _min
a	6 mm		√
a _min	3.5 mm	Table 13.4	√

Continuity Plate to Column Flange Weld Size

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

Continuity Plate to Column Web Weld Size

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

Connection Detail Prequalification Limits (TBDY Table 9B.3)

Beam span / Beam cross-section height	9144 mm /450 mm=20.32	≥9.0
Beam cross-section height, d _b	450 mm	≤ 920
Beam flange thickness, t _bf	15 mm	≤25
Column cross section height	650 mm	≤ 920 mm
Flange plate weld	CJP	CJP
tp	10 mm	≥9 mm TBDY 9B.4.7(a)
a	10 mm	6≤a≤12 TBDY 9B.4.7 (a)
d	50 mm	≥50 mm TBDY 9B.4.7(a)
Shear plate beam web weld thickness	6 mm	=6 mm TBDY 9B.4.7(c)
Flange plate weld	CJP	CJP

Strength Checks

Beam Shear Yield

A_g
F _y	275 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control

Required	Available	Ratio	Control
209.62 kN	534.6 kN	0.392	√

Column Flange Weld Strength at Shear Plate

Fe	490000 kN/m²	ÇYTHYEDY 13.2
in	The weld thickness taken from the combination menu is 0.707 * w value. 9 / 0.707 = 12.73 mm
l	380 mm
R _req
hp	380 mm
tp	10 mm
Ry	1.30
Fyp	275 N/mm²
Rn
ΦR_n

Required	Available	Ratio	Control

Required	Available	Ratio	Control
815.1 kN	904.94 kN	0.901	√

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
1497.795 kN	1716 kN	0.873	√

Panel Zone Thickness

t _min ≥u / 180		TBDY 2018 9.3.4.2b
t _min = t _w	16 mm
t_w	16 mm
u	2016 mm

Required	Available	Ratio	Control

Required	Available	Ratio	Control
11.2 mm	16 mm	0.700	√

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