Job No:
Sheet No:
Designed by:
Checked by:
Date:
3/22/2025
SS EN 1993-1-1
Beam
=
H
=
125
mm
Plate
B
=
4
mm
Tf
=
4
mm
tw
=
4
mm
Bolt Detail
Partial factors
Size of bolt
=
M12
Bolt Grade
=
4.6
Matching rebar strength
gM0
=
1.15
Dia of Bolt
d
=
12
mm
fy
=
240
N/mm
2
gM2
=
1.25
head Dia of Bolt
dm
=
14
mm
fu
=
400
N/mm2
k2
=
0.9
Tensile area
As
=
84.3
mm
av
=
0.6
tp
=
4
mm
2
End plate
Material Strength & Design Strength
Plate Thickness
Plate
=
S275
=
275
N/mm2
Beam
=
S275
=
275
N/mm2
compression
Bolt Spacings
No of Column in bolt group
=
1
nos n1
No of rows in bolt group
=
4
nos n2
Total no of Bolt
=
4
Design forces
Axial force
=
0
kN
VMajor
=
5
kN
1.3
kN
mm
ok
35
mm
ok
=
25
mm ok
=
25
mm ok
Forces per Bolts
Shear force
=
vertical bearing
αb
Cent to Cent load dir
Cent to cent
perpendiculer to load
dir
p1
=
p2
=
edge dis load dir
e1
edge dis per. to load dir e2
35
Plate size load dir
A =
310
mm
Plate size perp load dir
B =
153
mm
Single Bolt Capacity
Shear Resistance of single Bolts
Fv,Rd
=
av * fub * As
gm2
=
16.2
kN
>
1.3
kN
=
k1 αb fu,b1 dtp
OK
Bolt bearing resistance in Plate
Fb,ver,Rd
γm2
Fb,hor,Rd
=
24.1
>
=
1.25
kN
k1 αb fu,b1 dtp
=
24.1
kN
>
0
kN
=
kN
horiz. bearing
αb
vertical bearing
k1
horiz. bearing
k1
vertical bearing
αb
horiz. bearing
αb
vertical bearing
k1
OK
γm2
OK
=
=
24.1
kN
>
1.25
kN
=
0.6
min(2.8e1/d0-1.7,1.4p1/d0-1.7,2.5)
=
=
=
=
γm2
OK
0.58
min (e2/3d0 ; p2/3do-1/4 ; fub/fu,p,1)
=
k1 αb fu,b1 dtw
min (e1/3d0 ; p1/3do-1/4 ; fub/fu,p,1)
=
=
Bolt bearing resistance in beams
Fb,ver,Rd
=
2.5
min(2.8e2/d0-1.7,1.4p2/d0-1.7,2.5)
2.5
min (e1/3d0 ; p1/3do-1/4 ; fub/fu,p,1)
0.58
=
min (e2/3d0 ; p2/3do-1/4 ; fub/fu,p,1)
=
0.6
min(2.8e1/d0-1.7,1.4p1/d0-1.7,2.5)
=
Job No:
Sheet No:
Designed by:
Checked by:
Date:
END plate shear gross section resistance
VRd,g
hp tp fyp
=
1.27 3
=
0.5
155.0
gm0
kN
>
5
END plate shear block shear resistance
= (a + e1 - 1.5d0 ) x tp
Ant
VRd,b
=
156
=
81.7
kN
OK
Anv
=
2
=
mm
kN
>
5
kN
OK
(e1 + (n-1)b - (n-0.5)d0) tp
2
324
mm
3/22/2025