Splice Connection Design

Connection Geometry

Geometry Checks

Bolt Spacing at Flange

s _min ≥ 3d	ÇYTHYEDY 13.3.6
s	72 mm
d	24 mm	s =79.5 mm > s_min = 3*24=72 mm	√

Horizontal Edge Distance at Flange

L _eh ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _eh	75 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	√

Vertical Edge Distance at Flange

L _ev ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _ev	35 mm
L _{e- min}	32 mm	Minimum distance check according to Table 13.9	√

Bolt Spacing at Web

s _min ≥ 3d	ÇYTHYEDY 13.3.6
s	112.5 mm
d	32 mm	s =112.5 mm > s_min = 3*24=72 mm	√

Horizontal Edge Distance at Web

L _eh ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _eh	55 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	√

Vertical Edge Distance at Web

L _ev ≥ L _{e- min}	ÇYTHYEDY 13.3.7
L _ev	50 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	√

Strength Checks

Bolt Shear at Flange

A _b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
315,683 kN	732.87 kN	0.431	√

Bolt Bearing on Flange 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
315,683 kN	1371.558 kN	0.230	√

Bolt Bearing on Beam Flange

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
315,683 kN	1234,402 kN	0.256	√

Flange Plate Shear Yield

A _g
F _y	235.359 N/mm²
R_n		ÇYTHYEDY 13.15
ΦR_n

Required	Available	Ratio	Control
281.974 kN	571.92 kN	0.493	√

Flange Plate Tensile Rupture

A_n
A _e
F _u	362.846 N/mm²
U	1.00
R_n		ÇYTHYEDY 13.16
ΦR_n

Required	Available	Ratio	Control
281.974 kN	506.17 kN	0.557	√

FlangFlange Plate Block Shear

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

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
281.974 kN	867,285 kN	0.325	√

Flange Plate Block Shear

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

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
281.974 kN	780.55 kN	0.361	√

Beam Flange Block Shear

TO	0.65
L	150 mm
r	4.33 mm
KL / r	22.52
F _y	235.359 N/mm²
A _g
R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
315,683 kN	571.92 kN	0.552	√

Bolt Shear at Web

A _b
F_n
R_n
ΦR_n

Required	Available	Ratio	Control
0.458 kN	244.29 kN	0.002	√

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
R_n
ΦR_n

Required	Available	Ratio	Control
0.458 kN	241.656 kN	0.002	√

Bolt Bearing on Beam Web

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

Required	Available	Ratio	Control
0.458 kN	117.954 kN	0.004	√

Web Plate Shear Yield

A _g
F _y	235.359 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control
1,108 kN	917.9 kN	0.001	√

Web Plate Shear Rupture

A _nv
A _e
F _u	362.846 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control
1,108 kN	787,013 kN	0.001	√

Beam Shear Rupture

A _nv
A _e
F _u	362.846 N/mm²
R_n		ÇYTHYEDY 13.17
ΦR_n

Required	Available	Ratio	Control
1,108 kN	443,732 kN	0.002	√

Web Plate Block Shear

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

R_n		ÇYTHYEDY 13.19
ΦR_n

Required	Available	Ratio	Control
1,108 kN	805,664 kN	0.001	√