fin plate beam-to-column-flange connection (gb)
DESCRIPTION
Acces SteelTRANSCRIPT
Document Ref: SX013a-EN-GB Sheet 1 of 15 Title
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006
CALCULATION SHEET
Checked by Abdul Malik Date Jan 2007
Localized resource for UK
Example: Fin plate beam-to-column-flange connection This example presents a method for calculating the shear resistance and tying resistance of a "Simple Joint" for a fin plate beam-to-column-flange connection. The bolted connection uses non-preloaded bolts (i.e. Category A: Bearing type bolted connection).
For completeness, all the design checks listed below should be carried out. However, in practice, for “normal” connections, the checks marked * will usually be the critical ones. In this example, only checks marked with an * are shown in detail. For other checks, reference should be made to the NCCIs for Shear resistance [SN017] and for Tying resistance [SN018].
Before evaluating resistances, checks are made to ensure sufficient rotation capacity and to avoid premature weld failure.
Joint Shear Resistance
Table 1: Shear resistance of fin plate connection
Mode of failure Bolts in shear* VRd,1
Fin plate in bearing* VRd,2
Fin plate in shear (gross section) VRd,3
Fin plate in shear (net section) VRd,4
Fin plate in shear (block shear) VRd,5
Fin plate in bending VRd,6
Fin plate in buckling (LTB) VRd,7
Beam web in bearing* VRd,8
Beam web in shear (gross section) VRd,9
Beam web in shear (net section) VRd,10
Beam web in shear (block shear) VRd,11
Supporting element (punching shear) (This mode not appropriate for fin plate connection to column flange)
The shear resistance of the joint is the minimum of the above values.
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Document Ref: SX013a-EN-GB Sheet 2 of 15 Title
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006
CALCULATION SHEET
Checked by Abdul Malik Date Jan 2007
Joint Tying Resistance
Table 2: Tying resistance of fin plate connection
Mode of failure Bolts in shear* NRd,u,1
Fin plate in bearing* NRd,u,2
Fin plate in tension (block tearing) NRd,u,3
Fin plate in tension (net section) NRd,u,4
Beam web in bearing* NRd,u,5
Beam web in tension (block tearing) NRd,u,6
Beam web in tension (net section) NRd,u,7
Supporting member in bending (This mode not appropriate for fin plate connection to column flange)
The tying resistance of the joint is the minimum of the above values.
A summary of the resistance values (shear and tying) for all modes of failure is given in page 14.
Checks to ensure sufficient ductility are given in page 15.
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
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all
right
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serv
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the
term
s an
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Document Ref: SX013a-EN-GB Sheet 3 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Fin Plate Connection – Details
45
70
70
45
50 50
35
230
60
10
e
e
e
p
p
e
b z
h
g g
h
M20, 8.8
S275
= 5 mm
= 5 mm
UC203x46S275
S276230 x 110 x 10
1,b 1
1
1
1
p
vh
1 2 = 3 = 1n n
a
a
ae2
p
US
2,b1
B305x165x40275
e
Main joint data Configuration Beam to column flange
Column UKC 203x203x46, S275
Beam UKB 305x165x40, S275
Type of connection Fin plate connection using non-preloaded bolts (Category A: Bearing type connection)
Fin plate 230 × 110 × 10, S275
EN1993-1-8 §3.4.1
UKC 203x 203x46
S275
UKB 305x165x40
S275
S275
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 4 of 15 Title
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006
CALCULATION SHEET
Checked by Abdul Malik Date Jan 2007
Column UKC 203x203x46, S235 Depth h = 203.2 mm
Width b = 203.6 mm
Thickness of the web tw,c = 7.2 mm
Thickness of the flange tf,c = 11 mm
Fillet radius r = 10.2 mm
Area A = 58.7cm2
Second moment of area Iy = 4570 cm4
Yield strength fy,c = 275 N/mm2
Ultimate tensile strength fu,c = 430 N/mm2
BS4
Corus Advance
UKB 305x165x40, S275 Depth h = 303.4 mm
Width b = 165 mm
Thickness of the web tw,b1 = 6.0 mm
Thickness of the flange tf,b1 = 10.2mm
Fillet radius r = 8.9 mm
Area A = 51.3 cm2
Second moment of area Iy = 8500 cm4
Yield strength fy,b1 = 275 N/mm2
Ultimate tensile strength fu,b1 = 430 N/mm2
BS4
Corus Advance
Fin plate 230 × 110 × 10, S275 Vertical gap gv = 35 mm
Horizontal gap (end beam to column flange) gh = 10 mm
Depth hp = 230 mm
Width bp = 110 mm
Thickness tp = 10 mm
Yield strength fy,p = 275 N/mm2
Ultimate tensile strength fu,p = 430 N/mm2
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 5 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Direction of load transfer (1)
Number of bolt rows n1 = 3
Plate edge to first bolt row el = 45 mm
Beam edge to first bolt row el,b = 80 mm
Pitch between bolt rows pl = 70 mm
Direction perpendicular to load transfer (2)
Number of vertical lines of bolts n2 = 1
Plate edge to first bolt line e2 = 50 mm
Beam edge to last bolt line e2,b = 50 mm
Lever arm z = 60 mm
Bolts – Non-preloaded, M20 class 8.8
Total number of bolts ( ) n = 3 21 nnn ×=
Tensile stress area As = 245 mm2
Diameter of the shank d = 20 mm
Diameter of the holes d0 = 22 mm
Yield strength fyb = 640 N/mm2
Ultimate tensile strength fub = 800 N/mm2
Welds
Throat thickness of the weld a = 5 mm
Partial Safety factors
γMO = 1.0
γM2 = 1.25 (for shear resistance at ULS)
γM,u = 1.1 (for tying resistance at ULS)
Design shear force (at ULS) VEd = 100 kN
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 6 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Rotation requirement It is assumed that there is sufficient rotation capacity, because the details given in NCCI, SN016 have been adopted.
SN016 and SN017 (Section 17)
Weld design For S275 fin plate, ensure throat thickness a ≥ 0.48 tp
a = 5 mm
0.48 tp = 0.48 x 10 = 4.8 mm
Since a > 0.48 tp weld is OK
SN017 (Section 15)
Joint shear resistance
Bolts in shear
( ) ( )
1
22Rdv,
Rd,1nn
FnV
βα ++=
SN017
The shear resistance of a single bolt, Fv,Rd is given by:
M2
ubvRdv, γ
α AfF =
where:
25.1M2 =γ for shear resistance
6.0v =α for class 8.8 bolts 2
s mm 245AA ==
∴ kN 1.941025.1
2458006.0F 3Rdv, =×
××= −
Table 3.4 of EN1993-1-8
For a single vertical line of bolts (i.e. 12 =n and 1nn = ), 0=α and
43.07043
606 p)1n(n
z6 1
=××
×=
+=β
∴ ( ) ( )
kN 173 343.0301
1.943 V22Rd,1 =
×+×+
×=
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 7 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Fin plate in bearing
SN017
1
2
horRd,b,
2
verRd,b,
Rd,2
⎟⎟⎠
⎞⎜⎜⎝
⎛+⎟
⎟⎠
⎞⎜⎜⎝
⎛ +=
Fn
Fn
nVβα
For a single vertical line of bolts (i.e. n2 = 1 and n = n1)
0=α
43.0=β (as above)
The bearing resistance of a single bolt, Fb,Rd is given by:
M2
ub1Rdb, γ
α tdfkF =
Therefore vertical bearing resistance of a single bolt on fin plate, Fb,Rd,ver is:
M2
ppu,b1verRd,b, γ
α tdfkF =
Table 3.4 of EN1993-1-8
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛−=α 0.1;
ff;
41
d3p;
d3emin
pu,
ub
0
1
0
1b
⎟⎟⎠
⎞⎜⎜⎝
⎛−= 5.2;7.1
de8.2mink
o
21
68.0223
45d3/e 01 =×
=
81.041
223704/1d3/p 01 =−×
=−
86.1430800f/f pu,ub ==
∴ ( ) 68.00.1;86.1;81.0;68.0minb ==α
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 8 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
66.47.122
508.27.1d/e8.2 02 =−×
=−
∴ ( ) 5.25.2;66.4mink1 ==
∴ kN 0.1171025.1
102043068.05.2F 3verRd,b, =×
××××= −
Similarly, horizontal bearing resistance of a single bolt on fin plate, Fb,Rd,hor is:
M2
ppu,b1horRd,b, γ
α tdfkF =
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛=α 0.1;
ff;
d3emin
pu,
ub
o
2b
⎟⎟⎠
⎞⎜⎜⎝
⎛−−= 5.2;7.1
dp4.1;7.1
de8.2mink
o
1
o
11
76.0223
50d3/e 02 =×
=
86.1430800f/f pu,ub ==
∴ ( ) 76.00.1;86.1;76.0minb ==α
03.47.122
458.27.1d/e8.2 01 =−×
=−
75.27.122
704.17.1d/p4.1 01 =−×
=−
∴ ( ) 5.25.2;75.2;03.4mink1 ==
∴ kN 7.1301025.1
102043076.05.2F 3horRd,b, =×
××××= −
kN8.292
7.130343.0
0.117301
3 V22Rd,2 =
⎟⎠⎞
⎜⎝⎛ ×
+⎟⎠⎞
⎜⎝⎛ ×+
=
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 9 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Beam web in bearing
SN017
1
2
horRd,b,
2
verRd,b,
Rd,8
⎟⎟⎠
⎞⎜⎜⎝
⎛+⎟
⎟⎠
⎞⎜⎜⎝
⎛ +=
Fn
Fn
nVβα
For a single vertical line of bolts (i.e. n2 = 1 and n = n1)
0=α
43.0=β (as above)
The bearing resistance of a single bolt, Fb,Rd is given by:
M2
ub1Rdb, γ
α tdfkF =
Therefore vertical bearing resistance of a single bolt on beam web, Fb,Rd,ver is:
M2
b1w,b1u,b1verRd,b, γ
α tdfkF =
Table 3.4 of EN1993-1-8
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛−= 0.1;
ff;
41
d3pminα
b1u,
ub
0
1b
⎟⎟⎠
⎞⎜⎜⎝
⎛−= 5.2;7.1
de
8.2mink0
b2,1
81.041
22370
41
d3p
0
1 =−×
=−
86.1430800
ff
b1u,
ub ==
∴ ( ) 81.00.1;86.1;81.0minb ==α
66.47.122
508.27.1d/e8.2 0b2, =−×
=−
∴ ( ) 5.25.2;66.4mink1 ==
∴ kN 6.831025.1
62043081.05.2F 3verRd,b, =×
××××= −
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 10 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Similarly, horizontal bearing resistance of a single bolt on beam web, Fb,Rd,hor is:
M2
b1w,b1u,b1horRd,b, γ
α tdfkF =
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛=α 0.1;
ff;
d3e
minb1u,
ub
o
b2,b
⎟⎟⎠
⎞⎜⎜⎝
⎛−= 5.2;7.1
dp4.1mink
o
11
76.0223
50d3/e 0b2, =×
=
86.1430800f/f b1u,ub ==
∴ ( ) 76.00.1;86.1;76.0minb ==α
75.27.122
704.17.1d/p4.1 01 =−×
=−
∴ ( ) 5.25.2;75.2mink1 ==
∴ kN 4.781025.1
62043076.05.2F 3horRd,b, =×
××××= −
kN147.5
4.78343.0
6.83301
3 V22Rd,8 =
⎟⎠⎞
⎜⎝⎛ ×
+⎟⎠⎞
⎜⎝⎛ ×+
=
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 11 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Joint tying resistance
Bolts in shear
uRd,v,u,1Rd, nFN =
uM,ubvuRd,v, /AfF γα=
where:
1.1uM, =γ for tying resistance
6.0v =α for grade 8.8 bolts
2s mm 245== AA
Table 3.4 in EN1993-1-8
∴ kN 9.106101.1
2458006.0F 3uRd,v, =×
××= −
∴ kN 7.3209.1063N u,1Rd, =×=
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 12 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Fin plate in bearing
horu,Rd,b,u,2Rd, nFN =
The bearing resistance of a single bolt, Fb,Rd is given by:
uM,
ub1Rdb,
tdfkF
γα
=
Therefore for tying, horizontal bearing resistance of a single bolt on the fin plate, Fb,Rd,u,hor is:
uM,
ppu,b1horu,Rd,b,
tdfkF
γα
=
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛=α 0.1;
ff;
d3emin
pu,
ub
o
2b
⎟⎟⎠
⎞⎜⎜⎝
⎛−−= 5.2;7.1
dp4.1;7.1
de8.2mink
o
1
o
11
1.1uM, =γ for tying resistance
76.0223
50d3e
o
2 =×
=
86.1430/800f/f pu,ub ==
∴ ( ) 76.00.1;86.1;76.0minb ==α
03.47.122
458.27.1de8.2
o
1 =−×
=−
75.27.122
704.17.1dp4.1
o
1 =−×
=−
∴ ( ) 5.25.2;75.2;03.4mink1 ==
∴ kN5.148101.1
102043076.05.2F 3horu,Rd,b, =×
××××= −
∴ kN 5.4455.1483N u,2Rd, =×=
Table 3.4 of EN1993-1-8
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 13 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Beam web in bearing
horu,Rd,b,u,5Rd, nFN =
The bearing resistance of a single bolt, Fb,Rd is given by:
uM,
ub1Rdb,
tdfkF
γα
=
Therefore horizontal bearing resistance of a single bolt on the beam web, Fb,Rd,u,hor is:
uM,
b1w,b1u,b1horu,Rd,b,
tdfkF
γα
=
where:
⎟⎟⎠
⎞⎜⎜⎝
⎛=α 0.1;
ff;
d3e
minb1u,
ub
o
b,2b
⎟⎟⎠
⎞⎜⎜⎝
⎛−= 5.2;7.1
dp4.1mink
o
11
1.1uM, =γ for tying resistance
76.0223
50d3
e
o
b,2 =×
=
86.1430/800f/f b1u,ub ==
∴ ( ) 76.00.1;86.1;76.0minb ==α
75.27.122
704.17.1dp4.1
o
1 =−×
=−
∴ ( ) 5.25.2;75.2mink1 ==
∴ kN 1.89101.1
62043076.05.2 =F 3horu,Rd,b, =×
×××× −
∴ kN 3.2671.893N u,5Rd, =×=
Table 3.4 of EN1993-1-8
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 14 of 15 Title
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006
CALCULATION SHEET
Checked by Abdul Malik Date Jan 2007
Summary The following tables summarize the resistance values for all the applicable modes of failure. Calculation of the values given in shaded boxes is not presented in this worked example. The governing value (i.e. the minimum value) for each of the shear and tying resistances is shown in bold type.
Mode of failure Joint shear resistance
Bolts in shear VRd,1 173 kN
Fin plate in bearing VRd,2 230 kN
Fin plate in shear (gross section) VRd,3 288 kN
Fin plate in shear (net section) VRd,4 326 kN
Fin plate in shear (block shear) VRd,5 274 kN
Fin plate in bending VRd,6 N/A
Fin plate buckling VRd,7 909 kN
Beam web in bearing VRd,8 148 kN
Beam web in shear (gross section) VRd,9 319 kN
Beam web in shear (net section) VRd,10 259 kN
Beam web in shear (block shear) VRd,11 197 kN
Mode of failure Joint tying resistance
Bolts in shear NRd,u,1 321 kN
Fin plate in bearing NRd,u,2 446 kN
Fin plate in tension (block tearing) NRd,u,3 773 kN
Fin plate in tension (net section) NRd,u,4 577 kN
Beam web in bearing NRd,u,5 267 kN
Beam web in tension (block tearing) NRd,u,6 464 kN
Beam web in tension (net section) NRd,u,7 346 kN
Supporting member in bending NRd,u,8 N/A
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Document Ref: SX013a-EN-GB Sheet 15 of 15 Title
CALCULATION SHEET
Example: Fin plate beam-to-column-flange connection
Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007
Ductility To ensure adequate ductility, the following requirements must be satisfied
• ( )Rd,7Rd,1Rd ;min VVV < and
• If then Rd,11Rd,10Rd,9Rd,6Rd,5Rd,4Rd,3Rd or ;;;;; VVVVVVVV =
( )Rd,8Rd,2Rd,1 ;min VVV >
From the Summary table:
VRd = VRd,8 = 148 kN
VRd,1 = 173 kN
VRd,7 = 909 kN
Since 148 kN < 173 kN and the second condition is not applicable, the ductility is ensured.
SN017
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent
Example: Fin plate beam-to-column-flange connection SX013a-EN-GB
Quality Record
RESOURCE TITLE Example: Fin plate beam-to-column-flange connection
Reference SX013a-EN-GB
LOCALISED RESOURCE DOCUMENT
Name Company Date
Created by Mary Brettle SCI Dec 2006
Technical content checked by Abdul Malik SCI Jan 2007
Editorial content checked by D C Iles SCI 19/2/07
Example: Fin plate beam-to-column-flange connection (GB)C
reat
ed o
n M
onda
y, J
uly
02, 2
012
Thi
s m
ater
ial i
s co
pyrig
ht -
all
right
s re
serv
ed. U
se o
f thi
s do
cum
ent i
s su
bjec
t to
the
term
s an
d co
nditi
ons
of th
e A
cces
s S
teel
Lic
ence
Agr
eem
ent