Fin Plate Connection Design
Fin Plate Connection Design
Fin Plate Connection Design
STR
Job Name :
DXB-BRIDGE DESIGN
Calcs by :
Revision No.
SAMALSADI
219.00 KN
219.00 KN
190.00 K N
190.00 KN
Compressive force
409.00 KN
Tensile force
409.00 KN
275.00 KN
Supporting member
D1 =
362 mm
tw1 =
12.3
mm
( Column)
B1 =
370.5 mm
Tf1 =
20.7
mm
1SC4b UC 356X368X153
A1 =
195 cm
r1 =
15.2
mm
Supporting member
D2 =
602 mm
tw2 =
10.5
mm
r2 =
( Column)
B2 =
227.6 mm
Tf2 =
14.8
mm
D'2 =
SB 3 UB 457X152X52
A2 =
129 cm
n=
mm
Connection details
Grade of bolt
Gt =
Grade of material
Rolled section
Us.b =
py.b =
8.8
= S355
470
Plates
Mpa
Us.f =
355 Mpa
py.f =
Bolt Details
Nominal yield Strength of Bolt
Ps
640 Mpa
Pt
800 Mpa
Grade
G.r
8.8 Bolts
Diameter of Bolt d
20 mm
Dh
22 mm
Ab
314 mm2
As
245 mm2
nr
nc
Pitch
Guage
0 mm
e3
35 mm
e2
35 mm
e1
35 mm
e1.1
35 mm
et
eb
7
75 mm
75 mm
77.6
mm
S 355
470
Mpa
355 Mpa
D'1 =
STR
Job Name :
DXB-BRIDGE DESIGN
Calcs by :
Revision No.
SAMALSADI
10 mm
520 mm
Bf
80 mm
tp
16 mm
Thickness of reinforcement
twrp
0 mm
tw
10.5
10.5
Nr of shear planes
Ns
t1
End Projection
( 1-16) mm Plate
mm
mm
1
L=
35+6*75+35
520 mm
>=
0.6D2
2.2 d0
48.4 mm
14 t or
>=
min(P,g)
>
max(P,g)
<=
<= Min.(e1, e1
>
200mm
147
1.2 * d0
26.4 mm
14t or 40mm
=
zp =
147
45
tp/Zp
m0
For Concrete
1.5
For Bolts/Welds
m2
1.25
mu
1.1
0.85
0.3555556
Correlation Factor
CHECK FOR BOLTS:
For bolts Grade
8.8 =
k2
0.9
STR
Job Name :
DXB-BRIDGE DESIGN
Calcs by :
Revision No.
SAMALSADI
= v*fub*As/ M2
Fv.Rd
94.04928 KN
=
Tension resistance of bolt
= k2*fub*As/ M2
FT.Rd
141.07392 KN
Basic Requirement
VEd
Z=
492.85495 KN
t1+e3+0.5*(nc-1)*g
=
Shear resistance of bolt group
VRd
45 mm
n*FV,Rd
sqrt[(1+n)2+(n)2]
= v*fub*As/ M2
Fv.Rd
94.04928 KN
FSRd
N.A
Slip factor
N.A
Preloading force
Fp,c
0.7*fub*As
=
FSRd
For single vertical line of bolts
n2 =
N.A
n1 =
137.1552 KN
n1/2*P2+1/6*n1(n1-1)P1
N.A
6z/n(n+1)p1
0.0642857
600.35893 KN
VRd
>
492.85495
SAFE
Basic Requirement
STR
Job Name :
DXB-BRIDGE DESIGN
Calcs by :
Revision No.
SAMALSADI
VRd
n/sqrt[(1+n/Fb,Rd,ver)2+(n/Fb,Rd.hor)2]
Fb,Rd,ver
(k1*b*fup*d*t)/M2
=
b = min(e1/3do , (p1/3do) - 0.25, fub/fup, 1.0)
e1/3do =
0.53
(p1/3do) - 0.25 =
fub/fup
0.89
=
b
1.70
=
0.53
2.50
159.52 KN
Fb,Rd,hor = (k1*b*fup*d*t)/M2
k1 =
0.53
(p2/3do) - 0.25 =
fub/fup
1.70
Fb,Rd,hor =
0.89
159.52 KN
(1+n/Fb,Rd,ver)2
3.93E-005
(n/Fb,Rd.hor)2
7.96E-006
VRd =
0.53
1,018.26 KN
>
492.85
SAFE
Basic Requirement
VRd =
n/sqrt[(1+n/Fb,Rd,ver)2+(n/Fb,Rd.hor)2]
1.18
STR
Job Name :
DXB-BRIDGE DESIGN
Calcs by :
Revision No.
SAMALSADI
(p1/3do) - 0.25
fub/fup
=
b
0.89
1.70
=
0.89
2.50
174.97 KN
Fb,Rd,hor = (k1*b*fup*d*t)/M2
k1=
Min((2.8*e1b/do),((1.4*p1/do)-1.7), 2.5)
=
2.5
0.53
104.68181818 KN
(1+n/Fb,Rd,ver)2
3.26649E-005
(n/Fb,Rd.hor)2
1.84792E-005
vRd =
978.81412 KN
>
492.85495
SAFE
VRd.gros = hp*tp*fyp/1.27*3*M0
=
1342.7258 KN
VRd.net = Av,net*fup/3*Mu
Av = [e1+e1.1+(nr-1)p] tp
=
Av.net = Av - nr*d0*tp
=
8320 mm
5856 mm
VRd.net
1444.5934 KN
Pv
1342.7258 KN
STRUCTURAL CALCULATIONS
Job No. :
DXB-BRIDGE DESIGN
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290.2
12.7
547.6
mm
mm
STRUCTURAL CALCULATIONS
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DXB-BRIDGE DESIGN
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SAFE
SAFE
SAFE
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DXB-BRIDGE DESIGN
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STRUCTURAL CALCULATIONS
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DXB-BRIDGE DESIGN
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STRUCTURAL CALCULATIONS
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DXB-BRIDGE DESIGN
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