Connection
Content
py =
Fshear
tf=
e1
n
355 MPa
50 kN
5.7 mm
35 mm
3 nos
p
D bolt
Dh
Ke
50 mm
20
22 mm
1.1
t1
c
e3 gb
e1
(n-1)p
Single
e3
gb
k
c
t1
I
35 mm
50 mm
2.5
100 mm
10 mm
e1
Shear Capacity of beam
Basic requirement : Fv < Pv.min (smallest of (0.6*py*Av, 0.7*py*ke*Avnet)
Av = 0.9*(2e1+(n-1)p)*tf
=
872.1 mm²
Av net = Av - n*Dh*tf
=
495.9 mm²
0.6*py*Av =
185.76 kN
0.7*py*ke*Avnet
135.55 kN
Block Shear (applicable to notch beam only)
Pr = 0.6*py*tw(Lv+Ke*(Lt-k*Dh))
Pr = 203.9688 kN
Lv = e1+(n-1)*p
Lv = 135
mm
Pv =
II
135.55 kN
ok!
Shear and Bending interacion at the 2nd line of bolts
Mcc =
c=
100 mm
>
e3+gb =
Fv=
50 kN
<
0.75*pmin= 101.6657
low shear
>
Fv (t1+e3+
ok
9.746525 kNm
85
check momen at 2nd line
4.75
Fshear
tf=
e1
n
355 MPa
50 kN
5.7 mm
35 mm
3 nos
p
D bolt
Dh
Ke
50 mm
20
22 mm
1.1
t1
c
e3 gb
e1
(n-1)p
Single
e3
gb
k
c
t1
I
35 mm
50 mm
2.5
100 mm
10 mm
e1
Shear Capacity of beam
Basic requirement : Fv < Pv.min (smallest of (0.6*py*Av, 0.7*py*ke*Avnet)
Av = 0.9*(2e1+(n-1)p)*tf
=
872.1 mm²
Av net = Av - n*Dh*tf
=
495.9 mm²
0.6*py*Av =
185.76 kN
0.7*py*ke*Avnet
135.55 kN
Block Shear (applicable to notch beam only)
Pr = 0.6*py*tw(Lv+Ke*(Lt-k*Dh))
Pr = 203.9688 kN
Lv = e1+(n-1)*p
Lv = 135
mm
Pv =
II
135.55 kN
ok!
Shear and Bending interacion at the 2nd line of bolts
Mcc =
c=
100 mm
>
e3+gb =
Fv=
50 kN
<
0.75*pmin= 101.6657
low shear
>
Fv (t1+e3+
ok
9.746525 kNm
85
check momen at 2nd line
4.75
