04 acciaio connection design
DESCRIPTION
disegno connessioni acciaioTRANSCRIPT
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Connection Design Joints resistance according to EC.3 1 8
Edit by Dott. Ing. Simone Caff
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Edit by Simone Caff: This material is copyright - all rights reserved
2 Connection Design
FIN PLATE CONNECTION
Shear resistance per shear plane Table 3.4:
,
2
v s ubv Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
sA area of the bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Shear bolt resistance 3.6.1:
,
,12 2
max max1
v Rd
Rd Ed
x x
b b b
FV V
e x e y
n J J
xe eccentricity between the centroid of the bolts and the supporting beam
web or supporting column flange.
bn number of bolts.
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3 Connection Design
Shear force in y direction per shear plane due to external shear:
,
V Edy Ed
b
VV
n
Shear force in y direction per shear plane due to torsion:
max
,
Ed xT
y Ed
b
V e xV
J
Shear force in x direction per shear plane due to torsion:
max
,
Ed xT
x Ed
b
V e yV
J
Total shear force per shear plane due to shear and torsion:
2 2
max max,
1 x xb Ed v Rd
b b b
e x e yR V F
n J J
Bolts polar moment calculated in the centroid of the bolts:
2 2b i ii
J x y
Axial resistance for the bolts in shear 3.6.1:
Shear bearing resistance of beam web Table 3.4:
,22 2
max max
, , , ,
1
1Rd Ed
x x
b b b
y b Rd x b Rd
V V
e x e y
n J J
F F
,1 ,Rd b v Rd EdN n F N
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4 Connection Design
Bearing resistance in y direction:
, ,
2
y y bw u
y b Rd
M
k d t fF
Without notch Single notch Double notch
11min ; 13 41
py d
11 1min ; ; 13 3 4
0 0
e p
y d d
11,min 1min ; ; 13 3 4
0 0
e p
y d d
2 2min 2.8 1.7 ; 1.4 1.7 ; 2.5
0 0
e pky d d
y bearing coefficient in the direction of load transfer.
yk bearing coefficient perpendicular to the direction of load transfer.
1e end distance from the center of fastener hole, to the adjacent end of any
part measured in the direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
2e edge distance from the center of fastener hole, to the adjacent edge of any
part measured at right angles to direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
1p spacing between centers of fasteners in a line in the direction of load transfer
(Figure 3.1 EC3-1-8 : 2005).
2p spacing measured perpendicular to load transfer direction between
adjacent line of fasteners (Figure 3.1 EC3-1-8 : 2005).
d diameter of the fastener.
0d diameter of the hole.
bwt thickness of the beam web.
uf ultimate tensile strength
Bearing resistance in x direction:
, ,
2
x x bw ux b Rd
M
k d t fF
Without notch Single notch Double notch
12 2min ; ; 13 3 4
0 0
e p
x d d
1min 1.4 1.7 ; 2.5
0
pk
x d
1 1min 2.8 1.7 ; 1.4 1.7 ; 2.50 0
e pkx d d
1,min 1min 2.8 1.7 ; 1.4 1.7 ; 2.50 0
e pk
x d d
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5 Connection Design
Bearing check:
2 2
max max
, , , ,
1
1
x x
b b b
Ed
y b Rd x b Rd
e x e y
n J JV
F F
Shear bearing resistance of fin plate Table 3.4:
,32 2
max max
, , , ,
1
1Rd Ed
x x
b b b
y b Rd x b Rd
V V
e x e y
n J J
F F
Bearing resistance in y direction:
, ,
2
yy p uy b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4y
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
2 2
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5ype
kd d
1e end distance from the center of fastener hole, to the adjacent end of any part measured in the direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
2e e distance from the center of fastener hole, to the adjacent edge of any part measured at right angles to direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
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6 Connection Design
1p spacing between centers of fasteners in a line in the direction of load transfer
(Figure 3.1 EC3-1-8 : 2005).
2p spacing measured perpendicular to load transfer direction between
adjacent line of fasteners (Figure 3.1 EC3-1-8 : 2005).
d diameter of the fastener.
0d diameter of the hole.
pt thickness of the fin plate.
Bearing resistance in x direction:
, ,
2
xx p ux b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2 2
0 0
1min ; ; 1
3 3 4x
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5xpe
kd d
Axial bearing resistance of beam web Table 3.4:
,2 , ,Rd b x b Rd EdN n F N
Axial bearing resistance of fin plate Table 3.4:
, ,,3 x b RdRd b EdN n F N
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7 Connection Design
Beam web in shear (gross section):
,4
03
v y
Rd Ed
M
A fV V
Without notch
Single notch
Double notch
0.9 2 2bw bv b b bf bfA A b t t r t 0.9 2 nt bfv b b bf bwA A b t d t t 0.9 b nt nbv bwA h d d t
bA cross sectional area of the beam.
bh height of the beam.
bb flange width of the beam.
bft thickness of the beam flange.
bwt thickness of the beam web.
ntd depth of the top notch.
nbd depth of the bottom notch.
Beam web in shear (net section):
,
,5
23
v net u
Rd Ed
M
A fV V
Shear net area: , , 0v net v b v bw
A A n t d
,b vn number of bolts in a single vertical line.
uf ultimate tensile strength.
Fin plate in shear (gross section):
,6
01.27 3
p p y
Rd Ed
M
h t fV V
ph height of the fin plate.
pt thickness of the fin plate.
The coefficient 1.27 takes in to account the redaction of shear resistance, due to the
presence of bending moment.
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8 Connection Design
Fin plate in shear (net section):
, 0,7
23
p b v p u
Rd Ed
M
h n d t fV V
ph height of the fin plate.
pt thickness of the fin plate.
Fin plate in bending:
2
,
,8
0 0
6
p p
y
el p y
Rd Ed
x M x M
t hf
W fV V
e e
,el pW elastic fin plate modulus.
Beam web in bending:
,
,9
0
el b y
Rd Ed
n M
W fV V
e
Without notch
Single notch
Double notch
,el bW , ,minel b
W of the T shape 2
, 6
bw nt nb
el b
t h d dW
ne eccentricity between the shear force and the notch end.
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9 Connection Design
Fin plate in shear (Block tearing):
, ,
,10
2 0
0.5
3
nt p u nv p y
Rd Ed
M M
A f A fV V
,nt pA net area subjected to tension:
0, 2
, 2 , 2 , 0
2
1 0.5
nt p p
nt p b h b h p
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,nv pA net area subjected to shear:
1, , 00.5nv p p b v pA h e n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Beam web in shear (Block tearing):
,,
,11
2 0
0.5
3
nv b ynt b u
Rd Ed
M M
A fA fV V
,nt pA net area subjected to tension:
0, 2
, 2 , 2 , 0
2
1 0.5
nt b bw
nt b b h b h bw
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,nv bA net area subjected to shear:
Without notch
Single notch
Double notch
1 , 1 , 0, 1 0.5b v b vnv b bwA e n p n d t 1 , 1 , 0, 1 0.5b v b vnv b bwA e n p n d t
1,min , 1 , 0, 1 0.5b v b vnv b bwA e n p n d t
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10 Connection Design
Fin plate in tension (Block tearing):
,,
,4
2 0
0.5
3
nv pnt p yuRd Ed
M M
A fA fN N
,nt pA net area subjected to tension:
, , 1 , 01 1nt p b v b v pA n p n d t
,nv pA net area subjected to shear:
0, 2
, 2 , 2 , 0
22
2 1 0.5
nv p p
nv p b h b h p
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Beam web in tension (Block tearing):
,,
,5
2 0
0.5
3
nv bnt b yuRd Ed
M M
A fA fN N
,nt bA net area subjected to tension:
, , 1 , 01 1nt b b v b v bwA n p n d t
,nv bA net area subjected to shear:
0, 2
, 2 , 2 , 0
22
2 1 0.5
nv b bw
nv b b h b h bw
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Fin plate in tension (net section):
, 0,6
2
0.9p b v p u
Rd Ed
M
h n d t fN N
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11 Connection Design
Beam web in tension (net section):
, 0,7
2
0.9p b v bw u
Rd Ed
M
h n d t fN N
ph height of the fin plate (conservatively).
Joint resistance:
,pl RdV design plastic resistance of the beam
If ,
0.5Ed pl Rd
V V then
, ,1 ,11
, ,1 ,7
min ; ;
min ; ;
j Rd Rd Rd Ed
j Rd Rd Rd Ed
V V V V
N N N N
If ,
0.5Ed pl Rd
V V then
2
6.2.10
2 2
,1 ,2 ,3 ,1 ,2 ,3
, ,4 ,11
, ,4
EC.3
,
,7
1.00min ; ; min ; ;
min ; ;
mi
21
n ; ; 1
Ed Ed
Rd Rd Rd Rd Rd Rd
j Rd Rd R
Ed
d Ed
j Rd
pl
d
d
R
R
Rd Ed
V
V
N V
N N N V V V
V V V V
N N N N
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12 Connection Design
WEB COVER PLATE CONNECTION
Shear resistance per shear plane Table 3.4:
,
2
v s ubv Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
sA Area of the bolts
ubf Ultimate tensile strength
2
1.25M
Safety factor
Shear bolt resistance 3.6.1:
,
,12 2
max max1
v Rd
Rd Ed
x x
b b b
n FV V
e x e y
n J J
xe eccentricity between the centroid of the bolts and the beam end.
bn number of bolts.
2n number of shear plane.
-
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13 Connection Design
Shear force in y direction per shear plane due to external shear:
,
V Edy Ed
b
VV
n n
Shear force in y direction per shear plane due to torsion:
max
,
Ed xT
y Ed
b
V e xV
n J
Shear force in x direction per shear plane due to torsion:
max
,
Ed xT
x Ed
b
V e yV
n J
Total shear force per shear plane due to shear and torsion:
2 2
max max,
1Ed x xb v Rd
b b b
V e x e yR F
n n J J
Bolts polar moment calculated in the centroid of the bolts:
2 2b i ii
J x y
Axial resistance for the bolts in shear 3.6.1:
Shear bearing resistance of beam web Table 3.4:
,22 2
max max
, , , ,
1
1Rd Ed
x x
b b b
y b Rd x b Rd
V V
e x e y
n J J
F F
Bearing resistance in y direction:
, ,
2
y y bw u
y b Rd
M
k d t fF
,1 ,Rd b v Rd EdN n n F N
-
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14 Connection Design
Bearing coefficients
11min ; 13 41
py d
2 2min 2.8 1.7 ; 1.4 1.7 ; 2.5
0 0
e pky d d
y bearing coefficient in the direction of load transfer.
yk bearing coefficient perpendicular to the direction of load transfer.
1e end distance from the center of fastener hole, to the adjacent end of any
part measured in the direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
2e edge distance from the center of fastener hole, to the adjacent edge of any
part measured at right angles to direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
1p spacing between centers of fasteners in a line in the direction of load transfer
(Figure 3.1 EC3-1-8 : 2005).
2p spacing measured perpendicular to load transfer direction between
adjacent line of fasteners (Figure 3.1 EC3-1-8 : 2005).
d diameter of the fastener.
0d diameter of the hole.
bwt thickness of the beam web.
uf ultimate tensile strength
Bearing resistance in x direction:
, ,
2
x x bw ux b Rd
M
k d t fF
Bearing coefficients
12 2min ; ; 13 3 4
0 0
e p
x d d
1min 1.4 1.7 ; 2.5
0
pk
x d
-
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15 Connection Design
Bearing check:
2 2
max max
, , , ,
1
1
x x
b b b
Ed
y b Rd x b Rd
e x e yn n
n n n J n JV
F F
Shear bearing resistance of cover plates Table 3.4:
,32 2
max max
, , , ,
1
1Rd Ed
x x
b b b
y b Rd x b Rd
V V
e x e y
n J J
F F
Bearing resistance in y direction:
, ,
2
2yy p uy b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4y
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
2 2
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5ype
kd d
1e end distance from the center of fastener hole, to the adjacent end of any part measured in the direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
2e edge distance from the center of fastener hole, to the adjacent edge of any part measured at right angles to direction of load transfer (Figure 3.1 EC3-1-8 : 2005).
-
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16 Connection Design
1p spacing between centers of fasteners in a line in the direction of load transfer
(Figure 3.1 EC3-1-8 : 2005).
2p spacing measured perpendicular to load transfer direction between
adjacent line of fasteners (Figure 3.1 EC3-1-8 : 2005).
d diameter of the fastener.
0d diameter of the hole.
pt thickness of a single plate.
Bearing resistance in x direction:
, ,
2
2xx p ux b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2 2
0 0
1min ; ; 1
3 3 4x
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5xpe
kd d
Axial bearing resistance of beam web Table 3.4:
,2 , ,Rd b x b Rd EdN n F N
Axial bearing resistance of cover plates Table 3.4:
, ,,3 x b RdRd b EdN n F N
Beam web in shear (gross section) :
,4
0
0.9
3
v y
Rd Ed
M
A fV V
2 2v b b bf bw b bfA A b t t r t
-
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17 Connection Design
bA cross sectional area of the beam.
bh height of the beam.
bb flange width of the beam.
bft thickness of the beam flange.
bwt thickness of the beam web.
Beam web in shear (net section):
,
,5
23
v net u
Rd Ed
M
A fV V
Shear net area: , , 0v net v b v bw
A A n t d
,b vn number of bolts in a single vertical line.
uf ultimate tensile strength
Cover plates in shear (gross section):
,6
0
2
1.27 3
p p y
Rd Ed
M
h t fV V
ph height of the double plate.
pt thickness of a single plate.
The coefficient 1.27 takes in to account the redaction of shear resistance, due to the
presence of bending moment.
Cover plates in shear (net section):
, 0,7
2
2
3
p b v p u
Rd Ed
M
h n d t fV V
ph height of the double plate.
pt thickness of a single plate.
Cover plates in shear (Block tearing):
, ,
,8
2 0
0.5
3
nt p u nv p y
Rd Ed
M M
A f A fV V
-
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18 Connection Design
,nt pA net area subjected to tension:
0, 2
, 2 , 2 , 0
22
1 0.5 2
nt p p
nt p b h b h p
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,nv pA net area subjected to shear:
1, , 00.5 2nv p p b v pA h e n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Beam web in shear (Block tearing):
,,
,9
2 0
0.5
3
nv b ynt b u
Rd Ed
M M
A fA fV V
,nt pA net area subjected to tension:
0, 2
, 2 , 2 , 0
2
1 0.5
nt b bw
nt b b h b h bw
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,nv bA net area subjected to shear:
, 1 , 1 , 01 0.5nv b b v b v bwA e n p n d t
Cover plates in tension (Block tearing):
,,
,4
2 0
0.5
3
nv pnt p yuRd Ed
M M
A fA fN N
,nt pA net area subjected to tension:
, , 1 , 01 1 2nt p b v b v pA n p n d t
,nv pA net area subjected to shear:
-
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19 Connection Design
0, 2
, 2 , 2 , 0
2 22
2 1 0.5 2
nv p p
nv p b h b h p
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Beam web in tension (Block tearing):
,,
,5
2 0
0.5
3
nv bnt b yuRd Ed
M M
A fA fN N
,nt bA net area subjected to tension:
, , 1 , 01 1nt b b v b v bwA n p n d t
,nv bA net area subjected to shear:
0, 2
, 2 , 2 , 0
22
2 1 0.5
nv b bw
nv b b h b h bw
dA e t
A e n p n d t
for a single vertical line of bolts
for more than one vertical line of bolts
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Cover plates in tension (net section):
, 0,6
2
0.9 2p b v p u
Rd Ed
M
h n d t fN N
Beam web in tension (net section):
, 0,7
2
0.9p b v bw u
Rd Ed
M
h n d t fN N
ph height of double plate (conservatively).
-
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20 Connection Design
Joint resistance:
,pl RdV design plastic resistance of the beam
If ,
0.5Ed pl Rd
V V then
, ,1 ,9
, ,1 ,7
min ; ;
min ; ;
j Rd Rd Rd Ed
j Rd Rd Rd Ed
V V V V
N N N N
If ,
0.5Ed pl Rd
V V then
2 2
,1 ,2 ,3 ,1 ,2
2
6.2.10 EC.3
,3
, ,4 ,9
, ,7
,
,4
1.00min ; ; min ; ;
min ; ;
min ; ; 1
21
Ed Ed
Rd Rd Rd Rd Rd Rd
j Rd Rd R
Ed
d Ed
j Rd
pl
d
d
R
R
Rd Ed
V
V
N V
N N N V V V
V V V V
N N N N
-
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21 Connection Design
SPLICE CONNECTION Bracing
Shear resistance per shear plane Table 3.4:
, ,
2
150.75 1 1.00
200
v fb ubv fb Rd
M
j fb
fb
A fF
L d
d
, ,
2
v wb ubv wb Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
fbA area of the flange bolts
wbA area of the web bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Bolt resistance of the beam flange:
, ,1 , ,f Rd fsp fb v fb RdN n n F
fspn number of flange shear plane
1 for a single cover plate
2 for double cover plate
fsp
fsp
n
n
fbn number of flange bolts
-
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22 Connection Design
Bearing resistance of the beam flange:
, ,2 , ,f Rd fb b bf RdN n F
Bearing resistance in x direction:
, ,
2
bf bf fb bf ub bf Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1min ; ; 1
3 3 4
bf bf
bf
fb fb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2, 2,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5bf bfbf
fb fb
e pk
d d
fbd diameter of the flange bolt.
0,fbd hole diameter of the flange bolt.
bft thickness of the beam flange.
-
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23 Connection Design
Bearing resistance of the flange cover plates:
, ,3 , ,f Rd fb b fcp RdN n F
Bearing resistance in x direction:
, ,
2
fcp fcp fb fsp fcp u
b fcp Rd
M
k d n t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1, 1,
1min ; ; 1
3 3 4
fcp fcp
fcp
fb fb
fcp bf
e p
d d
p p
Bearing coefficient perpendicular to the direction of load transfer:
2, ,min 2,
0, 0,
2, 2,
2,2, ,min 2,
min 2.8 1.7 ; 1.4 1.7 ; 2.5
min ; e
fcp fcp
fcp
fb fb
fcp bf
fcpfcp fcp
e pk
d d
p p
e e
fcpt thickness of a single flange cover plate.
Beam flange in tension (gross section):
, ,4
0
bf bf y
f Rd
M
b t fN
bfb flange width of the beam.
bft thickness of the beam flange.
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24 Connection Design
Beam flange in tension (net section):
0,, ,5
2
0.9 2bf fb bf u
f Rd
M
b d t fN
Flange cover plates in tension (gross section):
, ,6
0
fcp fcp y
f Rd
M
b t fN
for a single top flange cover plate
, ,6 , ,6
0
2 fcp fcp yf Rd f Rd
M
b t fN N
for double flange cover plate
fcpb top flange cover plate width.
fcpb bottom flange cover plate width.
Flange cover plates in tension (net section):
0,, ,7
2
0.9 2fcp fb fcp u
f Rd
M
b d t fN
for a single top flange cover plate
0,, ,7 , ,7
2
0.9 2 2fcp fb fcp uf Rd f Rd
M
b d t fN N
for double flange cover plate
fcpb top flange cover plate width.
fcpb bottom flange cover plate width.
-
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25 Connection Design
Beam flange in tension (Block tearing):
,,
, ,8
2 03
nv bfnt bf yuf Rd
M M
A fA fN
Net area subjected to tension:
, 2, 0,2nt bf bf fb bfA e d t
Net area subjected to shear:
, 1, , 1, , 0,2 1 0.5nv bf bf b h bf b h fb bfA e n p n d t
,b hn number of bolts in a single horizontal line.
Flange cover plates in tension (Block tearing):
,,
, ,9
2 03
nv fcpnt fcp yuf Rd
M M
A fA fN
for a single top flange cover plate
,,, ,9 , ,9
2 03
nv fcpnt fcp yuf Rd f Rd
M M
A fA fN N
for double flange cover plate
,nt fcpA net area subjected to tension:
-
Edit by Simone Caff: This material is copyright - all rights reserved
26 Connection Design
Net area subjected to tension:
, 2, 0,nt fcp fcp fb fcpA p d t
, 2, 0,2nt fcp fcp fb fcpA e d t
Net area subjected to shear:
, , 1, , 1, , 0,2 1 0.5nv fcp nv fcp fcp b h fcp b h fb fcpA A e n p n d t
Joint flange resistance:
, , , ,1 , ,9min ;...;j f Rd f Rd f RdN N N
-
Edit by Simone Caff: This material is copyright - all rights reserved
27 Connection Design
Shear bolt resistance of the beam web:
, ,1 , ,2
w Rd wb v wb RdN n F
wspn number of web shear plane
2wb
n number of web bolts
Bearing resistance of the beam web:
, ,2 , ,w Rd wb b wb RdN n F
Bearing resistance in x direction:
, ,
2
bw bw wb bw ub bw Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1min ; ; 1
3 3 4
bw bw
bw
wb wb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2,
0,
min 1.4 1.7 ; 2.5bwbw
wb
pk
d
bwt thickness of the beam web.
wbd diameter of the web bolts.
0,wbd hole diameter of the web bolts.
-
Edit by Simone Caff: This material is copyright - all rights reserved
28 Connection Design
Bearing resistance of the web cover plates:
, ,3 , ,w Rd wb b wcp RdN n F
Bearing resistance in x direction:
, ,
2
2wcp wcp wb wcp u
b wcp Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1min ; ; 1
3 3 4
wcp wcp
wcp
wb wb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2, 2,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5wcp wcp
wcp
wb wb
e pk
d d
wcpt thickness of a single web cover plate.
Cover plates in tension (gross section):
, ,4
0
2wcp wcp y
w Rd
M
h t fN
Cover plates in tension (net section):
, 0,, ,5
2
0.9 2wcp b v wb wcp u
w Rd
M
h n d t fN
-
Edit by Simone Caff: This material is copyright - all rights reserved
29 Connection Design
Beam web in tension (net section):
, ,6
0
wcp bw y
w Rd
M
h t fN
wcph height of the web cover plate (conservatively).
Beam web in tension (net section):
, 0,, ,7
2
0.9wcp b v wb bw u
w Rd
M
h n d t fN
wcph height of the web cover plate (conservatively).
Cover plates in tension (Block tearing):
,,
, ,8
2 03
nv wcpnt wcp yuw Rd
M M
A fA fN
,nt wcpA net area subjected to tension:
, , 2, , 0,1 1 2nt wcp b v wcp b v wb wcpA n p n d t
,nv wcpA net area subjected to shear:
, 1, , 1, , 0,2 1 0.5 2nv wcp wcp b h wcp b h wb wcpA e n p n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
-
Edit by Simone Caff: This material is copyright - all rights reserved
30 Connection Design
Beam web in tension (Block tearing):
,,
, ,9
2 03
nv bwnt bw yuw Rd
M M
A fA fN
,nt bwA net area subjected to tension:
, , 2, , 0,1 1nt bw b v bw b v wb bwA n p n d t
,nv bwA net area subjected to shear:
, 1, , 1, , 0,2 1 0.5nv bw bw b h bw b h wb bwA e n p n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Joint web resistance:
, , , ,1 , ,9min ;...;j w Rd w Rd w RdN N N
Joint resistance:
, , , , ,2
j Rd j f Rd j w RdN N N
-
Edit by Simone Caff: This material is copyright - all rights reserved
31 Connection Design
SPLICE CONNECTION N+M+V
Shear resistance per shear plane Table 3.4:
, ,
2
150.75 1 1.00
200
v fb ubv fb Rd
M
j fb
fb
A fF
L d
d
, ,
2
v wb ubv wb Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
fbA area of the flange bolts
wbA area of the web bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Bolt resistance of the beam flange:
,1 , ,Rd fsp fb v fb RdF n n F
fspn number of flange shear plane
1 for a single cover plate
2 for double cover plate
fsp
fsp
n
n
fbn number of flange bolts
-
Edit by Simone Caff: This material is copyright - all rights reserved
32 Connection Design
Bearing resistance of the beam flange:
,2 , ,Rd fb b bf RdF n F
Bearing resistance in x direction:
, ,
2
bf bf fb bf ub bf Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1min ; ; 1
3 3 4
bf bf
bf
fb fb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2, 2,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5bf bfbf
fb fb
e pk
d d
fbd diameter of the flange bolt.
0,fbd hole diameter of the flange bolt.
bft thickness of the beam flange.
-
Edit by Simone Caff: This material is copyright - all rights reserved
33 Connection Design
Bearing resistance of the flange cover plates:
,3 , ,Rd fb b fcp RdF n F
Bearing resistance in x direction:
, ,
2
fcp fcp fb fsp fcp u
b fcp Rd
M
k d n t fF
Bearing coefficient in the direction of load transfer:
1, 1,
0, 0,
1, 1,
1min ; ; 1
3 3 4
fcp fcp
fcp
fb fb
fcp bf
e p
d d
p p
Bearing coefficient perpendicular to the direction of load transfer:
2, ,min 2,
0, 0,
2, 2,
2,2, ,min 2,
min 2.8 1.7 ; 1.4 1.7 ; 2.5
min ; e
fcp fcp
fcp
fb fb
fcp bf
fcpfcp fcp
e pk
d d
p p
e e
fcpt thickness of a single flange cover plate.
Beam flange in tension (gross section):
,4
0
bf bf y
Rd
M
b t fF
bfb flange width of the beam.
bft thickness of the beam flange.
-
Edit by Simone Caff: This material is copyright - all rights reserved
34 Connection Design
Beam flange in tension (net section):
0,,5
2
0.9 2bf fb bf u
Rd
M
b d t fF
Flange cover plates in tension (gross section):
,6
0
fcp fcp y
Rd
M
b t fF
for a single top flange cover plate
,6 ,6
0
2 fcp fcp yRd Rd
M
b t fF F
for double flange cover plate
fcpb top flange cover plate width.
fcpb bottom flange cover plate width.
Flange cover plates in tension (net section):
0,,7
2
0.9 2fcp fb fcp u
Rd
M
b d t fF
for a single top flange cover plate
0,,7 ,7
2
0.9 2 2fcp fb fcp uRd Rd
M
b d t fF F
for double flange cover plate
fcpb top flange cover plate width.
fcpb bottom flange cover plate width.
-
Edit by Simone Caff: This material is copyright - all rights reserved
35 Connection Design
Beam flange in tension (Block tearing):
,,
,8
2 03
nv bf ynt bf u
Rd
M M
A fA fF
,nt bfA net area subjected to tension:
, 2, 0,2
nt bf bf fb bfA e d t
,nv bfA net area subjected to shear:
, 1, , 1, , 0,2 1 0.5nv bf bf b h bf b h fb bfA e n p n d t
,b hn number of bolts in a single horizontal line.
Flange cover plates in tension (Block tearing):
, ,
,9
2 03
nt fcp u nv fcp y
Rd
M M
A f A fF
for a single top flange cover plate
,,,9 ,9
2 03
nv fcpnt fcp yuRd Rd
M M
A fA fF F
for double flange cover plate
-
Edit by Simone Caff: This material is copyright - all rights reserved
36 Connection Design
,nt fcpA net area subjected to tension:
, 2, 0,nt fcp fcp fb fcpA p d t
, 2, 0,2nt fcp fcp fb fcpA e d t
,nv fcpA net area subjected to shear:
,, 1, , 1, , 0,2 1 0.5nv fcpnv fcp fcp b h fcp b h fb fcpA A e n p n d t
Joint flange resistance:
, , 1, 9,min ;...;j f Rd Rd RdF F F
Joint flange check:
, , ,Ed bf bf
bf Ed Ed j f Rd
b bf b
M b tF N F
h t A
-
Edit by Simone Caff: This material is copyright - all rights reserved
37 Connection Design
Shear bolt resistance of the beam web:
, ,
,12 2
max max
2
1 1
tan
v wb Rd
Rd
x x
wb b wb b
FV
e x e y
n J n J
xe eccentricity between the centroid of the bolts and the beam end.
wbn number of web bolts.
2wsp
n number of web shear plane.
Shear force in y direction per shear plane due to external shear:
,
V Edy Ed
wsp wb
VV
n n
Shear force in y direction per shear plane due to torsion:
max
,
Ed xT
y Ed
wsp b
V e xV
n J
Shear force in x direction per shear plane due to external in web axial force:
, ,
,
,
,
tan
2
arctan
w EdN w Ed Edx Ed
wsp wb wsp wb
b bf bfw Ed Ed
b
Ed
w Ed
N VV
n n n n
A b tN N
A
V
N
Shear force in x direction per shear plane due to torsion:
max
,
Ed xT
x Ed
wsp b
V e yV
n J
Total shear force per shear plane due to shear, axial force and torsion:
2 2
max max,
2 2
1 1
tanEd x x
b v Rd
wsp wb b wb b
b i ii
V e x e yR F
n n J n J
J x y
-
Edit by Simone Caff: This material is copyright - all rights reserved
38 Connection Design
Shear bearing resistance of beam web Table 3.4:
,22 2
max max
, , , , , ,
1
1 1
tan
Rd
x x
wb b wb b
y b bw Rd x b bw Rd
V
e x e y
n J n J
F F
Bearing resistance in x direction:
, ,
, , ,
2
x bw x bw wb bw u
x b bw Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2, 2,
,
0, 0,
1min ; ; 1
3 3 4
bw bw
x bw
wb wb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
1,
,
0,
min 1.4 1.7 ; 2.5bwx bw
wb
pk
d
Bearing resistance in y direction:
, ,
, , ,
2
y bw y bw wb bw u
y b bw Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1,
,
0,
1min ; 1
3 4
bw
y bw
wb
p
d
-
Edit by Simone Caff: This material is copyright - all rights reserved
39 Connection Design
Bearing coefficient perpendicular to the direction of load transfer:
2, 2,
,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5bw bwy bw
wb wb
e pk
d d
bwt thickness of the beam web.
wbd diameter of the web bolts.
0,wbd hole diameter of the web bolts.
Shear bearing resistance of the web cover plates Table 3.4:
,32 2
max max
, , , , , ,
1
1 1
tan
Rd
x x
wb b wb b
y b wcp Rd x b wcp Rd
V
e x e y
n J n J
F F
Bearing resistance in x direction:
, ,, , ,
2
2x wcp x wcp wb wcp u
x b wcp Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2, 2,
,
0, 0,
1min ; ; 1
3 3 4
wcp wcp
x wcp
wb wb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
1, 1,
,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5wcp wcp
x wcp
wb wb
e pk
d d
-
Edit by Simone Caff: This material is copyright - all rights reserved
40 Connection Design
Bearing resistance in y direction:
, ,, , ,
2
2y wcp y wcp wb wcp u
y b wcp Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1, 1,
,
0, 0,
1min ; ; 1
3 3 4
wcp wcp
y wcp
wb wb
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2, 2,
,
0, 0,
min 2.8 1.7 ; 1.4 1.7 ; 2.5wcp wcp
y wcp
wb wb
e pk
d d
wcpt thickness of a single web cover plate.
wbd diameter of the web bolts.
0,wbd hole diameter of the web bolts.
Cover plates in shear and tension (gross section):
If ,
0.5Ed pl Rd
V V then:
, ,4
0
2
1.27 3
wcp wcp y
w Rd Ed
M
h t fV V
, ,1 ,
0
22b bf bf
Ed
b
wcp wcp y
w Rd w Ed
M
A b tN
A
h t fN N
If ,
0.5Ed pl Rd
V V then:
, ,4
0
2
1.27 3
wcp wcp y
w Rd Ed
M
h t fV V
2
, ,1 ,
0 ,
22 21 1 b bf bf
Ed
b
wcp wcp y Edw Rd w Ed
M pl Rd
A b tN
A
h t f VN N
V
-
Edit by Simone Caff: This material is copyright - all rights reserved
41 Connection Design
Cover plates in shear and tension (net section):
If ,
0.5Ed pl Rd
V V then:
, 0, ,5
2
2
3
wcp b v wcp u
w Rd Ed
M
h n d t fV V
, 0, ,2 ,
2
0.9 2wcp b v wcp u
w Rd w Ed
M
h n d t fN N
If ,
0.5Ed pl Rd
V V then:
, 0, ,5
2
2
3
wcp b v wcp u
w Rd Ed
M
h n d t fV V
2
, 0
, ,2 ,
2 ,
0.9 2 21 1
wcp b v wcp u Edw Rd w Ed
M pl Rd
h n d t f VN N
V
Beam web in shear and tension (net section):
If ,
0.5Ed pl Rd
V V then:
, ,6
01.27 3
wcp bw y
w Rd Ed
M
h t fV V
, ,3 ,
0
wcp bw y
w Rd w Ed
M
h t fN N
If ,
0.5Ed pl Rd
V V then:
, ,6
01.27 3
wcp bw y
w Rd Ed
M
h t fV V
2
, ,3 ,
0 ,
21 1
wcp bw y Edw Rd w Ed
M pl Rd
h t f VN N
V
-
Edit by Simone Caff: This material is copyright - all rights reserved
42 Connection Design
Beam web in shear and tension (net section):
If ,
0.5Ed pl Rd
V V then:
, 0, ,7
23
wcp b v bw u
w Rd Ed
M
h n d t fV V
, 0, ,4 ,
2
0.9wcp b v bw u
w Rd w Ed
M
h n d t fN N
If ,
0.5Ed pl Rd
V V then:
, 0, ,7
23
wcp b v bw u
w Rd Ed
M
h n d t fV V
2
, 0
, ,4 ,
2 ,
0.9 21 1
wcp b v bw u Edw Rd w Ed
M pl Rd
h n d t f VN N
V
Cover plates in shear and tension (block tearing):
If ,
0.5Ed pl Rd
V V then:
, ,
, ,8
2 0
0.5
3
nt wcp u nv wcp y
w Rd Ed
M M
A f A fV V
,,
, ,5 ,
2 03
nv wcpnt wcp yuw Rd w Ed
M M
A fA fN N
-
Edit by Simone Caff: This material is copyright - all rights reserved
43 Connection Design
If ,
0.5Ed pl Rd
V V then:
, ,
, ,8
2 0
0.5
3
nt wcp u nv wcp y
w Rd Ed
M M
A f A fV V
2,,
, ,5 ,
2 ,0
21 1
3
nv wcpnt wcp yu Edw Rd w Ed
M pl RdM
A fA f VN N
V
,nt wcpA net area subjected to tension:
, 2, , 2, , 0,1 0.5 2nt wcp wcp b h wcp b h wb wcpA e n p n d t
,nv wcpA net area subjected to shear:
, 1, , 0,0.5 2nv wcp wcp wcp b v wb wcpA h e n d t
,nt wcpA net area subjected to tension:
, , 1, , 0,1 1 2nt wcp b v wcp b v wb wcpA n p n d t
,nv wcpA net area subjected to shear:
, 2, , 2, , 0,2 1 0.5 2nv wcp wcp b h wcp b h wb wcpA e n p n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
Beam web in shear and tension (block tearing):
-
Edit by Simone Caff: This material is copyright - all rights reserved
44 Connection Design
If ,
0.5Ed pl Rd
V V then:
,,
, ,9
2 0
0.5
3
nv bw ynt bw u
w Rd Ed
M M
A fA fV V
,,
, ,6 ,
2 03
nv bwnt bw yuw Rd w Ed
M M
A fA fN N
If ,
0.5Ed pl Rd
V V then:
,,
, ,9
2 0
0.5
3
nv bw ynt bw u
w Rd Ed
M M
A fA fV V
2,,
, ,6 ,
2 ,0
21 1
3
nv bwnt bw yu Edw Rd w Ed
M pl RdM
A fA f VN N
V
,nt bwA net area subjected to tension:
, 2, , 2, , 0,1 0.5nt bw bw b h bw b h wb bwA e n p n d t
,nv bwA net area subjected to shear:
, 1, , 1, , 0,1 0.5nv bw bw b v bw b v wb bwA e n p n d t
,nt bwA net area subjected to tension:
, , 1, , 0,1 1nt bw b v bw b v wb bwA n p n d t
,nv bwA net area subjected to shear:
, 2, , 2, , 0,2 1 0.5nv bw bw b h bw b h wb bwA e n p n d t
,b hn number of bolts in a single horizontal line.
,b vn number of bolts in a single vertical line.
-
Edit by Simone Caff: This material is copyright - all rights reserved
45 Connection Design
ANGLES CONNECTION Type A
Shear resistance per shear plane Table 3.4:
,
2
v s ubv Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
sA area of the bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Shear bolt resistance 3.6.1:
,
,122
max1
v Rd
Rd
y
b b
n FN
e x
n J
ye eccentricity between the centroid of the bolts and the angle centroid.
bn number of bolts.
n number of shear plane: 1 for a single angle
2 for double angles
n
n
Shear force in x direction per shear plane due to external axial force:
,
N Edx Ed
b
NV
n n
-
Edit by Simone Caff: This material is copyright - all rights reserved
46 Connection Design
Shear force in y direction per shear plane due to torsion:
max
,
Ed yT
y Ed
b
N e xV
n J
Total shear force per shear plane due to axial force and torsion:
22
max
,
1 yEdb v Rd
b b
e xNR F
n n J
Bolts polar moment calculated in the centroid of the bolts:
2b ii
J x
Bearing angle resistance:
,222
max
, , , ,
1
1Rd
y
b b
x b Rd y b Rd
N
e x
n J
F F
Bearing resistance in x direction:
, ,
2
x x a u
x b Rd
M
k d n t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4x
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2
0
min 2.8 1.7 ; 2.5x
ek
d
at thickness of a single angle
n number of shear plane: 1 for a single angle
2 for double angles
n
n
-
Edit by Simone Caff: This material is copyright - all rights reserved
47 Connection Design
Bearing resistance in y direction:
, ,
2
y y a u
y b Rd
M
k d n t fF
Bearing coefficient in the direction of load transfer:
2
0
min ; 13
y
e
d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5y
e pk
d d
at thickness of a single angle
n number of shear plane: 1 for a single angle
2 for double angles
n
n
Bearing plate resistance:
,322
max
, , , ,
1
1Rd
y
b b
x b Rd y b Rd
N
e x
n J
F F
Bearing resistance in x direction:
, ,
2
xx p ux b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4x
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
2,min
0
min 2.8 1.7 ; 2.5xe
kd
-
Edit by Simone Caff: This material is copyright - all rights reserved
48 Connection Design
pt thickness of the plate
Bearing resistance in y direction:
, ,
2
yy p uy b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2,min
0
min ; 13
ye
d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5ype
kd d
pt thickness of the plate
Single angle in tension (net section):
Angle with one single bolt:
2 0,4
2
2 0.5a u
Rd
M
e d t fN
Angle with two bolts:
2 0
,4
2
a a u
Rd
M
A d t fN
2 1 0
1 02
0.4 2.5
5.00.7
p d
p d
Angle with three or more bolts:
3 0
,4
2
a a u
Rd
M
A d t fN
3 1 0
1 03
0.5 2.5
5.00.7
p d
p d
aA area of a single angle
-
Edit by Simone Caff: This material is copyright - all rights reserved
49 Connection Design
Double angle in tension (net section):
0,4
2
0.9 2a a u
Rd
M
A d t fN
Angle in tension (gross section):
,5
0
a y
Rd
M
n A fN
n 1 for a single angle
2 for double angles
n
n
Plate in tension (net section):
12 1 tan 30p bh p n
1 0,6
2
0.9 2 1 tan 30b p u
Rd
M
p n d t fN
Plate in tension (gross section):
12 1 tan 30p bh p n
1,7
0
2 1 tan 30b p y
Rd
M
p n t fN
-
Edit by Simone Caff: This material is copyright - all rights reserved
50 Connection Design
Angle in shear and tension (block tearing):
,8
2 0
0.5
3
nvnt yuRd
M M
A fA fN
ntA net area subjected to tension:
02
2nt a
dA n e t
nvA net area subjected to shear: 1 1 01 0.5nv b b aA n e n p n d t
Joint flange resistance:
, ,1 ,8min ;...;j Rd Rd RdN N N
-
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51 Connection Design
ANGLES CONNECTION Type B
Shear resistance per shear plane Table 3.4:
,
2
v s ubv Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
sA area of the bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Shear bolt resistance 3.6.1:
,
,12 2
max
, ,
1
a v Rd
Rd
y
b a b a
n FN
e x
n J
ye eccentricity between the centroid of the bolts and the angle centroid.
,b an number of bolts in a single angle.
an number of angles.
-
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52 Connection Design
Bearing angle resistance:
,222
max
,
, , , ,
1
aRd
y
b a b
x b Rd y b Rd
nN
e x
n J
F F
Bearing resistance in x direction:
, ,
2
x x a ux b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4x
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2
0
min 2.8 1.7 ; 2.5x
ek
d
at thickness of a single angle
Bearing resistance in y direction:
, ,
2
y y a u
y b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2
0
min ; 13
y
e
d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5y
e pk
d d
at thickness of a single angle
-
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53 Connection Design
Bearing plate resistance:
,322
max
,
, , , ,
1
aRd
y
b a b
x b Rd y b Rd
nN
e x
n J
F F
Bearing resistance in x direction:
, ,
2
xx p ux b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4x
pe
d d
Bearing coefficient perpendicular to the direction of load transfer:
2,min
0
min 2.8 1.7 ; 2.5xe
kd
pt thickness of the plate
Bearing resistance in y direction:
, ,
2
yy p uy b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
2,min
0
min ; 13
ye
d
Bearing coefficient perpendicular to the direction of load transfer:
1 1
0 0
min 2.8 1.7 ; 1.4 1.7 ; 2.5ype
kd d
-
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54 Connection Design
Single angle in tension (net section):
Angle with one single bolt:
2 0,4
2
2 0.5a u
Rd
M
e d t fN
Angle with two bolts:
2 0
,4
2
a a u
Rd
M
A d t fN
2 1 0
1 02
0.4 2.5
5.00.7
p d
p d
Angle with three or more bolts:
3 0
,4
2
a a u
Rd
M
A d t fN
3 1 0
1 03
0.5 2.5
5.00.7
p d
p d
aA area of a single angle
Double angle in tension (net section):
0,4
2
0.9 2a a u
Rd
M
A d t fN
Angle in tension (gross section):
,5
0
a a y
Rd
M
n A fN
Plate in tension (net section):
12 1 tan 30p bh p n
1 0,6
2
0.9 2 1 tan 30b p u
Rd a
M
p n d t fN n
-
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55 Connection Design
Plate in tension (gross section):
12 1 tan 30p bh p n
1,7
0
2 1 tan 30b p y
Rd a
M
p n t fN n
Angle in shear and tension (block tearing):
,8
2 0
0.5
3
nvnt yuRd a
M M
A fA fN n
ntA net area subjected to tension:
02
2nt a
dA e t
nvA net area subjected to shear: 1 1 01 0.5nv b b aA e n p n d t
Joint flange resistance:
, ,1 ,8min ;...;j Rd Rd RdN N N
-
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56 Connection Design
END PLATE CONNECTION
Shear resistance per shear plane Table 3.4:
,
2
v s ubv Rd
M
A fF
0.6v
for classes 8.8
0.5v
for classes 10.9
sA area of the bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Tension resistance Table 3.4:
,
2
0.9s ub
t Rd
M
A fF
sA area of the bolts
ubf ultimate tensile strength
2
1.25M
safety factor
Shear bolt resistance:
,1 ,Rd b v RdV n F
Tension bolt resistance:
,1 ,Rd b t RdN n F
-
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57 Connection Design
Bolt in shear and tension check:
,1 ,1
1.001.4
Ed Ed
Rd Rd
V N
V N
End plate in bearing:
,2 , ,Rd b y b RdV n F
Bearing resistance in y direction:
, ,
2
y y p u
y b Rd
M
k d t fF
Bearing coefficient in the direction of load transfer:
1 1
0 0
1min ; ; 1
3 3 4y
e p
d d
Bearing coefficient perpendicular to the direction of load transfer:
2
0
min 2.8 1.7 ; 2.5y
ek
d
Supporting member in bearing:
, ,,3 y b RdRd bV n F
Bearing resistance in y direction:
,, ,
2
yy cf s uy b Rd
M
k d t fF
for column flange
,cf st : column flange thickness
,, ,
2
yy cw s uy b Rd
M
k d t fF
for column web
,cw st : column web thickness
,, ,
2
yy bw s uy b Rd
M
k d t fF
for beam web
,bf st : supporting beam web thickness
Bearing coefficient in the direction of load transfer:
1
0
1min ; 1
3 4y
p
d
-
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58 Connection Design
Bearing coefficient perpendicular to the direction of load transfer:
2,
0
min 2.8 1.7 ; 2.5cye
kd
for column flange
3
0
min 1.4 1.7 ; 2.5yp
kd
for column web and beam web
End plate in shear (gross section):
,4
0
21.27 3
p p y
Rd
M
h t fV
End plate in shear (net section):
0 ,,5
2
23
p b v p u
Rd
M
h d n t fV
-
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59 Connection Design
End plate in shear (block shear):
,6
2 0
0.52
3
nv ynt uRd
M M
A fA fV
ntA net area subjected to tension:
02
2nt p
dA e t
nvA net area subjected to shear:
1 , 1 , 01 0.5nv b v b v pA e n p n d t
End plate in bending (in plane):
2
,7
0
26
p p
y
Rd
M
t hf
Vs
-
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60 Connection Design
Bending moment (in plane): 0.5Ed Ed
M V s
Bending resistance:
2
06
p p y
Rd
M
t h fM
Supported beam in shear:
,8
0
0.9
3
wb p y
Rd
M
t h fV
bwt thickness of the supported beam
End plate in bending (out of plane):
,2 ,1, ,2,min ;
Rd T Rd T RdN F F
Geometry definition:
32 0.8 2
2
bw gp t a
m
g
a : throat thickness of the web fillet weld
2 2,min ; ; 1.25 mcn e e
Effective lengths for the end plate:
,1 1 , 12 2 2eff b vL m p n p
2 1 , 1
,2
1 , 1
2 2 0.625 0.5 2min
2 2 2
b v
eff
b v
m e p n pL
m p n p
-
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61 Connection Design
Plastic moment for the end plate:
2
,1
,1,
0
0.25eff p y
pl Rd
M
L t fM
2
,2
,2,
0
0.25eff p y
pl Rd
M
L t fM
Design resistance of a T stub flange:
,1,
,1,
4pl Rd
T Rd
MF
m
,2, ,1
,2,
2pl Rd Rd
T Rd
M n NF
m n
Beam web in tension:
,3
0
bw p y
Rd
M
t h fN
ph height of the plate (conservatively).
Joint resistance:
,pl RdV design plastic resistance of the beam
If ,
0.5Ed pl Rd
V V then
, ,1 ,8
, ,1 ,3
min ; ;
min ; ;
j Rd Rd Rd Ed
j Rd Rd Rd Ed
V V V V
N N N N
If ,
0.5Ed pl Rd
V V then
, ,1 ,8
, ,1
2
6.2.10 EC.3
,3
,
min ; ;
min ; ; 1
21
j Rd Rd Rd Ed
j Rd Rd Rd Ed
Ed
pl Rd
V V V V
N N N N
V
V
End
-
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62 Connection Design