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Document Ref: SX031a-EN-EU Sheet 1 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Example: Portal frame - eaves momentconnection
This example presents a method for calculating the moment resistance and
the shear resistance of an eaves moment connection, as well as the design of
welds. For the calculation of the moment resistance a simplified
conservative method is used, which makes possible to avoid the calculation
of bolt row groups. The connection is a Category A: Bearing type bolted
connection using non-preloaded bolts.
Joint resistance of the eaves moment connection Table 1.1 Joint resistance of eaves moment connection
Resistance
Potential resistance of bolt rows in the tension zoneRdt,F
Compression resistanceRdc,F
Shear resistance of the column web panelRdwp,V
Moment resistanceRdj,M
Shear resistance for vertical forcesRdV
1 Eaves Connection Details and data
IPE 500
e
q
ep
c
x
pl
c
c
pep
x1
2
2
3
3
12
3
a
IPE 450
IPE 450t
h
p
h
e
p
pp
e
be
we
d
pd
d
ppp
d
e
d
p
3000
be
ep
3
pl
Example: Portal frame - eaves moment connection
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ly07,
2011
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Document Ref: SX031a-EN-EU Sheet 2 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
9090
90
3000
5
20
IPE 450
IPE 450IPE 500
50
100
40
9090
50
9090
90
100
9090
40
90
350
990
100
200 500
13
200
50
Main joint data
Configuration Rafter to column flange
Column IPE 500 S355
Beam IPE 450 S355
Type of connection End plate connection using non-preloaded bolts
Category A: Bearing typeEnd plate 990 200 20, S355
Bolts M24, grade 8.8
Column IPE 500, S355
Depth hc = 500 mm
Width bc = 200 mm
Thickness of the web twc = 10,2 mm
Thickness of the flange tfc = 16,0 mm
Fillet radius rc = 21 mm
Area Ac = 116 cm2
Second moment of area Iy,c = 48200 cm4
Depth between fillets dc,c = 426 mm
Yield strength fy,c = 355 N/mm2
Ultimate tensile strength fu,c = 510 N/mm2
Example: Portal frame - eaves moment connection
CreatedonThursday,
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Document Ref: SX031a-EN-EU Sheet 3 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Supported Beam IPE 450, S355Depth hb = 450 mm
Width bb = 190 mm
Thickness of the web twb = 9,4 mm
Thickness of the flange tfb = 14,6 mm
Fillet radius rb = 21 mm
Area Ab = 98,8 cm2
Second moment of area Iy,b = 33740 cm4
Depth between fillets dc,b = 378,8 mm
Depth between flanges hi,b = 420,8 mm
Yield strength fy,b = 355 N/mm2
Ultimate tensile strength fu,b = 510 N/mm2
Haunch IPE 450, S355
Depth hh = 450 mm
Width bh = 190 mm
Thickness of the web twh = 9,4 mm
Thickness of the flange tfh = 14,6 mm
Fillet radius rh = 21 mm
Yield strength fy,h = 355 N/mm2
Ultimate tensile strength fu,h = 510 N/mm2
End plate 990 200 10, S355
Depth hp = 990 mm
Width bp = 200 mm
Thickness tp = 20 mm
Yield strength fy,p = 355 N/mm2
Ultimate tensile strength fu,p = 510 N/mm2
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 4 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Number of horizontal bolt rows in tension nt = 5Number of bolt rows in shear ns = 2
Plate edge to first bolt row ex = 50 mm
Column flange edge to first bolt row e1 = 50 mm
Pitch between bolt rows in the tension zone p = 90 mm
Pitch between last tension bolt and first shear bolt
p2 = 90 mm
Pitch between bolt rows in the shear zone p3 = 90 mm
Tension flange of the rafter to end plate edge d1 = 90 mm
Pitch between bolt in the extended zone of the end plate and the first bolt row
below the tension flange of the rafter d2 = 100 mm
Last shear bolt to bottom of compression flange of the haunch
d3 = 90 mm
Distance between the bottom of the compression flange of the rafter and the
edge of the end plate epl = 40 mm
Plate edge to bolt line ep
= 50 mm
Column edge to bolt line ec = 50 mm
Gauge (i.e. distance between cross centres) w = 100 mm
Bolts M24, 8.8
Tensile stress area As = 353 mm2
Nominal bolt diameter d = 24 mm
Diameter of the holes d0 = 26 mm
Yield strength fyb = 640 N/mm2
Ultimate tensile strength fub = 800 N/mm2
Partial safety factors
M0 = 1,0
M,1 = 1,0
M,2 = 1,25 (for shear resistance at ULS)
EN 1993-1-1
6.1, Note
2B
Steel properties
Elastic modulus E= 210000 N/mm
2
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 5 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Design forcesMEd = 880 kNm
NEd = 175 kN
VEd = 200 kN
Additional geometric data EN 1993-1-8
) )828,0509028,0 tfx1px, == aedmFigure 6.2
mm95,30px, =m
) )2
628,024,9100
2
28,02 wwbp1
=
=
atwm
mm51,38p1 =m
( ) tffb
x12p2 28,0
360
2cos
at
eddm
=
( ) 828,0
360
25cos
6,145090100p2
=
m
mm29,36p2 =m
( )[ ]
+
=
360
2cos
328,0
360
2cos
fb12xw
bp3
tpddea
hm
( )[ ]
+
=
360
25cos
6,149039010050628,0
360
25cos
450p3
m
mm27,100p3 =m
2
2,102128,0100
2
28.0 wccc1
=
=
trwm
mm1,28c1 =m
Example: Portal frame - eaves moment connection
CreatedonThursday,
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ly07,
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Document Ref: SX031a-EN-EU Sheet 6 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
End distances
pc1min ;min eee =
mm50min =e
( )c1mincp, 25,1;min men =
mm13,35cp, =n
p1minepp, 25,1;min men =
mm14,48epp, =n
Area of the column
0,1= EN 1993-1-1
( )[ wcwccwcfcfcccvc ;22max thrtttbAA ]++=
6.2.6
(3)
( )[ ]2,105000,1;2122,101616200211600maxvc ++=A
2cv, mm2,6035=A
Bolt resistance EN 1993-1-8Table 3.4
9,02 =k .
25,1
3538009,0
M2
sub2Rdt,
==
AfkF = 203 kN (for one bolt)
2 Welds SN041Section 3
2.1 Tension flange to end-plate weld
According to the first option given in the NCCI on eaves momentconnections, the following simple rule can be used to design a full strength
weld:
03,86,1455,055,0 fbtf == ta
Therefore
mm8tf =a
Example: Portal frame - eaves moment connection
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ly07,
2011
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Document Ref: SX031a-EN-EU Sheet 7 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
2.2 Web to end plate weldFull strength weld can be designed according to the following expression:
mm17,54,955,055,0 wbw == ta
Therefore,
mm6w =a
2.3 Compression flange welds
Considering that a good contact can be provided, a nominal weld can beadopted. Haunch flange thickness is 14.6 mm, therefore adopt 6 mm throatthickness.
mm6cf =a
3 Potential bolt row resistances in tension
3.1 Row 1
3.1.1 Column side
Effective length
The effective length of T-stub may be calculated from the minimum of thefollowing expressions:
SN041mm56,1761,2822 c1 == m
mm9,1745025,11,28425,14 xc1 =+=+ em
mm28,133905,01,285,0c1 =+=+ pm
mm45,132905,050625,01,2825,0625,02 cc1 =++=++ pem
mm1002
10050
2
2x =+=+
de
=
+++
++=
100;45,132;28,133
;9,174;56,176min
2;5,0625,02
;5,0;25,14;2
min2
xcc1
c1xc1c1
ceff,1, depem
pmemm
l
mm100ceff,1, =l
Example: Portal frame - eaves moment connection
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ly07,
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Document Ref: SX031a-EN-EU Sheet 8 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Column flange in bendingSN041
Mode 1; Method 1
0,1
3551610025,025,0 2
M0
cy,2
fcceff,1,cr1,Rd,pl,1,
==
ftlM
Nmm10272,2 6cr1,Rd,pl,1, =M
1,28
10272,244 6
c1
crl,Rd,pl,1,
fcRd,T,1,
==
m
MF
kN42,393fcRd,T,1, =F
Mode 2
0,1
3551610025,025,0 2
M0
cy,2
fcceff,1,cr1,Rd,pl,2,
==
ftlM
Nmm10272,2 6cr1,Rd,pl,2, =M
13,351,28
1066,40613,3510272,22
2
36
cp,c1
Rdt,cp,cr1,Rd,pl,2,fcRd,T,2,
++
=
+
+=
nm
FnMF
kN8,297fcRd,T,2, =F
Mode 3
= Rdt,fcRd,T,3, FF
kN4062032fcRd,T,3, ==F
Therefore the resistance of the column flange in bending is
( )406;298;323min;;min fcRd,T,3,fcRd,T,2,fcRd,T,1,fcRd,T, == FFFF
kN298fcRd,T, =F
Example: Portal frame - eaves moment connection
CreatedonThursday,
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ly07,
2011
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Document Ref: SX031a-EN-EU Sheet 9 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Column web in transverse tension
M0
cy,wcwct,eff,cr1,Rdwc,t,
ftbF
=
EN 1993-1-8According to the geometry of the connection
Table 5.41=
And therefore, EN 1993-1-8
Table 6.3
cr1,1,cr1,
=
EN 1993-1-8ceff,1,wct,eff, lb = 6.2.6.3(3)
22
vc
wcwct,eff,
cr1,1,
2,6035
2,101003,11
1
3,11
1
+
=
+
=
A
tb
98,0cr1,1, =
98,0cr1, =
0,1
3552,1010098,0Rdwc,t,
=F
kN355Rdwc,t, =F
3.1.2 Beam side
Effective length
The effective length may be calculated from the minimum of the following
expressions:
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 10 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
SN041mm46,19495,3022 px, == m
mm23,19710095,30px, =+=+ wm
mm23,19750295,302 ppx, =+=+ em
mm3,1865025,195,30425,14 xpx, =+=+ em
mm15,14350625,095,30250625,02 xpx,p =++=++ eme
mm1002005,05,0 p ==b
mm15,14350625,095,3021005,0625,025,0 xpx, =++=++ emw
( )15,143;100;15,143;3,186;23,197;23,197;46,194min
625,025,0;5,0;625,02
;25,14;2;;2min
xpx,pxpx,p
xpx,ppx,px,px,
beff,1,
=
++++
+++=
emwbeme
ememwmml
SN041
mm100beff,1, =l
End plate in bending
Mode 1; Method 1
0,1
3552010025,025,0 2
M0
py,2
pbeff,1,br1,Rd,pl,1,
==
ftlM
Nmm1055,3 6br1,Rd,pl,1, =M
51,38
1055,344 6
p1
br1,Rd,pl,1,epRd,T,1,
==
m
MF
kN7,368epRd,T,1, =F
Mode 2
0,1
3552010025,025,0 2
M0
py,2
pbeff,1,br1,Rd,pl,2,
==
ftlM
Nmm1055,3 6br1,Rd,pl,2, =M
Example: Portal frame - eaves moment connection
CreatedonThursday,
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ly07,
2011
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Document Ref: SX031a-EN-EU Sheet 11 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
14,4851,38
1066,40614,481055,32
2
36
epp,p1
Rdt,epp,br1,Rd,p1,2,epRd,T,2,
++
=
++= nm
FnMF
kN86,307epRd,T,2, =F
Mode 3
= Rdt,epRd,T,3, FF
kN4062032epRd,T,3, ==F
Therefore the resistance of the end plate in bending is:
( )406;308;369min;;min epRd,T,3,epRd,T,2,epRd,T,1,epRd,T,1, == FFFF
kN308epRd,T,1, =F
kN298)308;355;298min(Rd(row1)t, ==F
3.2 Row 23.2.1 Column side
Effective length
The effective length may be calculated from the minimum of the following
expressions:
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 12 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
mm56,1761,2822 c1 == m
mm9,1745025,11,28425,14 cc1 =+=+ em
mm28,1332
901,28
2c1 =+=+
pm
mm45,1322
9050625,01,282
2625,02 cc1 =++=++
pem
mm28,1382
1001,28
2
2c1 =+=+
dm
mm45,1372
625,02 2cc1 =++d
em
mm952
90
2
100
22
2 =+=+pd
( )95;45,137;28,138;45,132;28,133;9,174;56,176min22
;2
625,02;2
;2
625,02;2
;25,14;2
min22
cc12
c1
cc1c1cc1c1
ceff,2,
=
++++
++++=
pddem
dm
pem
pmemm
l
mm95ceff,2, =l
Column flange in bending
Mode 1; Method 1
0,1
355169525,025,0 2
M0
cy,2
fcceff,2,cr2,Rd,pl,1,
==
ftlM
Nmm1016,2 6cr2,Rd,pl,1, =M
1,28
1016,244 6
cl
cr2,Rd,pl,1,fcRd,T,1,
==
m
MF
kN5,307fcRd,T,1, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 13 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Mode 2
0,1
355169525,025,0 2
M0
cy,2
fcceff,2,cr2,Rd,pl,2,
==
ftlM
Nmm1016,2 6cr2,Rd,pl,2, =M
13,351,281066,40613,351016,22
2
36
cp,c1
Rdt,cp,cr2,Rd,p1,2,fcRd,T,2,
++=
+
+=
nm
FnMF
kN3,294fcRd,T,2, =F
Mode 3
= Rdt,fcRd,T,3, FF
kN4062032fcRd,T,3, ==F
Therefore resistance of the column flange in bending is:
( )406;294;308min
;;min fcRd,T,3,fcRd,T,2,fcRd,T,1,fcRd,T,
=
= FFFF
kN294fcRd,T, =F
Column web in transverse tension
M0
cy,wcwct,eff,cr2,Rdwc,t,
ftbF =
ceff,2,wct,eff, lb =
22
vc
wcwct,eff,
cr2,1,cr2,
2,6035
2,10953,11
1
3,11
1
+
=
+
==
A
tb
98,0cr2, =
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 14 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
0,13552,109598,0
Rdwc,t, =F
kN337Rdwc,t, =F
3.2.2 Beam side
Effective length SN041
The effective length may be calculated from the minimum of the following
expressions:
mm98,24151,3822 p1 == m
p1br2, m
EN 1993-1-8r2 depends on br2,1, and br2,2, , defined as follows:
Figure 6.11
pp1
p1br2,1,
em
m
+=
44,0br2,1, =
pp1
p2br2,2,
em
m
+=
41,0br2,2, =
Therefore:
3,6br2, =
mm61,24251,383,6p1br2, ==m
( )61,242;98,241min;2min p1br2,p1beff,2, == mml
mm98,241beff,2, =l
Example: Portal frame - eaves moment connection
CreatedonThursday,
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2011
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Document Ref: SX031a-EN-EU Sheet 15 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
End plate in bending
Mode 1; Method 1
0,1
3552098,24125,025,0 2
M0
py,2
pbeff,2,br2,Rd,pl,1,
==
ftlM
Nmm106,8 6br2,Rd,pl,1, =M
51,38
106,844 6
p1
br2,Rd,pl,1,
epRd,T,1,
==
m
MF
kN3,893epRd,T,1, =F
Mode 2
0,1
3552098,24125,025,0 2
M0
py,2
pbeff,2,br2,Rd,pl,2,
==
ftlM
Nmm106,8 6br2,Rd,pl,2, =M
14,4851,38
1066,40614,48106,82
2
36
epp,p1
RdFt,epp,br2,Rd,p1,2,epRd,T,2,
++
=
+
+=
nm
nMF
kN4,424epRd,T,2, =F
Mode 3
= Rdt,epRd,T,3, FF
kN4062032epRd,T,3, ==F
Therefore the resistance of the end plate in bending is:
( )406;424;893min;;min epRd,T,3,epRd,T,2,epRd,T,1,epRd,T, == FFFF
kN406epRd,T, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 17 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Column flange in bending
Mode 1; Method 1
0,1
355169025,025,0 2
M0
cy,2
fcceff,3,cr3,Rd,pl,1,
==
ftlM
Nmm1005,2 6cr3,Rd,pl,1, =M
1,28
1005,244 6
c1
cr3,Rd,pl,1,
fcRd,T,1,
=
=
m
MF
kN8,291fcRd,T,1, =F
Mode 2
1,1
355169025,025,0 2
M0
cy,2
fcceff,3,cr3,Rd,pl,2,
==
ftlM
Nmm1005,2 6cr3,Rd,pl,2, =M
13,351,28
1066,40613,351005,22
2
36
cp,c1
Rdt,cp,cr3,Rd,p1,2,fcRd,T,2,
++
=
+
+=
nm
FnMF
kN8,290fcRd,T,2, =F
Mode 3
= Rdt,fcRd,T,3, FF kN4062032fcRd,T,3, ==F
Therefore the resistance of the column flange in bending is:
( )406;291;292min
;;min fcRd,T,3,fcRd,T,2,fcRd,T,1,fcRd,T,
=
= FFFF
kN291fcRd,T, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 19 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
51,381068,744 6
p1
br3,Rd,pl,1,epRd,T,1,
==m
MF
kN7,797epRd,T,1, =F
Mode 2
0,1
3552055,21625,025,0 2
M0
py,2
pbeff,3,br3,Rd,pl,2,
==
ftlM
Nmm1068,7 6br3,Rd,pl,2, =M
14,4851,38
1066,40614,481068,72
2
36
epp,p1
Rdt,epp,br3,Rd,p1,2,epRd,T,2,
++
=
+
+=
nm
FnMF
kN2,403epRd,T,2, =F
Mode 3
=Rdt,epRd,T,3, FF
kN4062032epRd,T,3, ==F
The resistance of the end plate in bending is:
( )406;403;798min
;;min epRd,T,3,epRd,T,2,epRd,T,1,epRd,T,
=
= FFFF
kN403epRd,T, =F
Rafter web in tension
0,1
3554,955,216
M0
beamy,bwwbt,eff,Rdwb,t,
==
ftbF
beff,3,wbt,eff, lb =
kN723Rdwb,t, =F
kN291)723;403;323;291min(Rd(row3)t, ==F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 21 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Mode 2
0,1
355169025,025,0 2
M0
yc2
fcceff,4,cr4,Rd,pl,2,
==
ftlM
Nmm1005,2 6cr4,Rd,pl,2, =M
13,351,28
1066,40613,351005,22
2
36
cp,c1
Rdt,cp,cr4,Rd,p1,2,fcRd,T,2,
+
+
=
+
+=
nm
FnMF
kN8,290fcRd,T,2, =F
Mode 3
= Rdt,fcRd,T,3, FF
kN4062032fcRd,T,3, ==F
Therefore the resistance of the column flange in bending is:
( )406;291;292min
;;min fcRd,T,3,fcRd,T,2,fcRd,T,1,fcRd,T,
== FFFF
kN291fcRd,T, =F
Column web in transverse tension
M0
cy,wcwct,eff,cr4,Rdwc,t,
ftbF =
ceff,4,wct,eff, lb =
22
vc
wcwct,eff,
cr4,1,cr4,
2,6035
2,10903,11
1
3,11
1
+
=
+
==
A
tb
99,0cr4, =
0,1
3552,109099,0Rdwc,t,
=F
kN323Rdwc,t, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 22 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
3.4.2 Beam side
Effective length SN041
The effective length may be calculated from the minimum of the following
expressions:
kN98,24151,3822 p1 == m
kN55,2165025,151,38425,14 pp1 =+=+ em
( )55,216;98,241min25,14;2min pp1p1beff,4, =+= emml
mm55,216beff,4, =l
End plate in bending
Mode 1; Method 1
0,1
3552055,21625,025,0 2
M0
py,2
pbeff,4,br4,Rd,pl,1,
==
ftlM
Nmm1068,7 6
br4,Rd,pl,1,=M
51,38
1068,744 6
p1
br4,Rd,pl,1,epRd,T,1,
==
m
MF
kN7,797epRd,T,1, =F
Mode 2
0,1
3552055,21625,025,0 2
M0
py,2
pbeff,4,br4,Rd,pl,2,
==
ftlM
Nmm1068,7 6br4,Rd,pl,2, =M
14,4851,38
1066,40614,481068,72
2
36
epp,p1
Rdt,epp,br4,Rd,p1,2,epRd,T,2,
++
=
+
+=
nm
FnMF
kN2,403epRd,T,2, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 23 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Mode 3
= Rdt,epRd,T,3, FF
kN4062032epRd,T,3, ==F
The resistance of the end plate in bending is:
( )406;403;798min
;;min epRd,T,3,epRd,T,2,epRd,T,1,epRd,T,
=
= FFFF
kN403epRd,T, =F
Rafter web in tension
0,1
3554,955,216
M0
beamy,wbwbt,eff,Rdwb,t,
==
ftbF
beff,4,wbt,eff, lb =
kN723Rdwb,t, =F
kN291)723;403;323;291min(Rd(row4)t, ==F
3.5 Row 5
3.5.1 Column side
SN041mm56,1761,2822 c1 == m
mm9,1745025,110,28425,14 cc1 =+=+ em
mm28,1332
90
1,282c1 =+=+
p
m
mm45,1322
9050625,01,282
2625,02 cc1 =++=++
pem
mm2202
90
2
350
22
2 =+=+pp
( )220;45,132;28,133;9,174;56,176min22
;2
625,02;2
;25,14;2min 2cc1c1cc1c1ceff,5,
=
+++++=ppp
emp
memml
mm45,132ceff,5, =l
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 24 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Column flange in bending
Mode 1; Method 1
0,1
3551645,13225,025,0 2
M0
cy,2
fcceff,5,cr5,Rd,pl,1,
==
ftlM
kN103 6cr5,Rd,pl,1, =M
1,28
10344 6
c1
cr5,Rd,pl,1,
fcRd,T,1,
==
m
MF
kN427fcRd,T,1, =F
Mode 2
0,1
3551645,13225,025,0 2
M0
cy,2
fcceff,5,cr5,Rd,pl,2,
==
ftlM
Nmm103 6cr5,Rd,pl,2, =M
13,351,28
1066,40613,351032
2
36
cp,c1
Rdt,cp,br5,Rd,p1,2,fcRd,T,2,
++
=
+
+=
nm
FnMF
kN8,320fcRd,T,2, =F
Mode 3
= Rdt,fcRd,T,3, FF kN4062032fcRd,T,3, ==F
Therefore the resistance of the column flange in bending is:
( )406;321;427min
;;min fcRd,T,3,fcRd,T,2,fcRd,T,1,fcRd,T,
=
= FFFF
kN321fcRd,T, =F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 26 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
mm98,24151,3822 p1 == m
mm55,2165025,151,38425,14 pp1 =+=+ em
( )55,216;98,241min25,14;2min pp1p1beff,5, =+= emml
mm55,216beff,5, =l
End plate in bending
Mode 1; Method 1
0,1
3552055,21625,025,0 2
M0
py,2
pbeff,5,br5,Rd,pl,1,
==
ftlM
Nmm1068,7 6br5,Rd,pl,1, =M
51,38
1068,744 6
p1
br5,Rd,pl,1,epRd,T,1,
==
m
MF
kN7,797epRd,T,1, =F
Mode 2
0,1
3552055,21625,025,0 2
M0
py,2
pbeff,5,br5,Rd,pl,2,
==
ftlM
Nmm1068,7 6br5,Rd,pl,2, =M
14,4851,38
1066,40614,481068,72
2
36
epp,p1
Rdt,epp,br5,Rd,p1,2,epRd,T,2,
++
=
+
+=
nm
FnMF
kN2,403epRd,T,2, =F
Mode 3
= Rdt,epRd,T,3, FF
kN4062032epRd,T,3, ==F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 27 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Therefore the resistance of the end plate in bending is:
( )406;403;798min;;min epRd,t,3,epRd,t,2,epRd,T,1,epRd,T, == FFFF
kN403epRd,t, =F
Rafter web in tension
M0
beamy,wbwbt,eff,Rdwb,t,
ftbF =
beff,5,wbt,eff, lb =
kN7230,1
3554,955,216Rdwb,t, =
=F
In the last bolt row the potential tension resistance will be limited by the value
of the previous row. Therefore:
kN291Rdwb,t, =F
kN291)723;403;465;291min(Rd(row5)t, ==F
Summary:
kN298Rd(row1)t, =F
kN294Rd(row2)t, =F
kN291Rd(row3)t, =F
kN291Rd(row4)t, =F
kN291Rd(row5)t, =F
= kN1465Rd(row)t,F
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 28 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
4 Assessment of the Compression ZoneThe following condition has to be satisfied:
Rdc,Edc, FF
The acting force is the sum of the design tension resistances of the bolt rows:
kN1465Rd(row)t,Edc, ==FF The design compression resistance of the compression zone is the minimum
of the design compression resistance of the column web and the design
compression resistance of the haunch flange and web:
);min( Rdfg,c,Rdwc,c,Rdc, FFF =
4.1 Column web in transverse compression
SN041
=
M1
wcy,wcwcc,eff,wcc
M0
wcy,wcwcc,eff,wccRdwc,c, ;min
ftbkftbkF
c
According to the geometry
1= and therefore:
2
vc
wcwcc,eff,
c1,c
3,11
1
+
==
A
tb
Where:
( ) cp,cfccffbwcc,eff, 522 srtatb ++++=
Where:
mm28,282022 pcp, === ts
( ) mm85,24428,28211656226,14wcc,eff, =++++=b
9,0
2,6035
2,1085,2443,11
1
2c =
+
=
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 29 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
Conservatively:
7,0wc =k
kN6,5580,1
3552,1085,2447,09,0
M0
wcy,wcwcc,eff,wcc =
=
ftbk
2cp,
cp,c
2,0
=
Where:
22wc
cy,cwcc,eff,cp,
2,10210000
35542685,244932,0932,0
==
tE
fdb
21,1cp, =
( )2c 21,1
2,021,1 =
69,0c =
kN4,3850,1
3552,1085,24469,07,09,0
M1
wcy,wcwcc,eff,wc =
=
ftbk c
( ) kN385385;559minRdwc,c, ==F
Edc,Rdwc,c, kN1465kN385 FF ==
The resistance of the column web in compression is very small comparing to
the acting force and therefore a stiffener is needed.
The design resistance of the compression stiffener is calculated in accordancewith 9.1(3) of EN 1993-1-5.
EN 1993-1-59.1(3)
Edc,Rdwcs,c, kN1465kN1966 FF ==
Therefore with the stiffener, the compression check in the column web is ok.
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 30 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
4.2 Haunch flange and web in compressionSN041
( )fh
Rdc,Rdfh,c,
th
MF
=
Where:
M0
hy,yel,Rdc,
fWM =
The elastic modulus works out:
3yel, cm68,3373=W
kNm11980,1
3551068,3373 3Rdc, ==M
The lever arm h is:
mm4,845=h
( )
kN1442
6,144,845
1198Rdfh,c, =
=F
SN041The maximum resistance that can be allocated to the flange is:
EN 1993-1-8kN9,1230
0,1
3556,14190
8,0
1
8,0
1
M0
hy,fhhmaxfh,c, ==
ftbF 6.2.6.7(1)
Therefore the compression resistance of the haunch is the minimum of the
above two:
kN1231Rdfh,c, =F
Edc,Rdc, FkN1465kN1231)1231;1966min( =
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Document Ref: SX031a-EN-EU Sheet 31 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
5 Column web panel in shear
81,0355
235235
cy,c ===
f
76,412,10
426
wc
c ==t
d
14,5681,06969 c ==
cwc
c 6914,5676,41 ==td
Therefore the column web panel resistance in shear is:
kN3,11130,13
2,60353559,0
3
9,0
M0
vcwcy,Rdwp, =
==
AfV
To avoid the column web panel in shear being the critical check and limiting
the tension resistance the bolts can develop, supplementary web plates are
added in the column flange. The new resistance of the web panel in shear is:
EN 1993-1-8
6.2.6.1
SN041Section 9.
M0
modvc,wcy,modRd,wp,
3
9,0
AfV =
The new shear area:
wcsvcmodvc, tbAA +=
Where
( )fcsccss 222;40min ttrhtb =
For a 10 mm thick web plate:
mm45,32510355
2354040 s ==t
mm406162102212500222 fcscc == ttrh
( ) mm45,325406;45,325mins ==b
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 32 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
2modvc, mm75,93542,1045,3252,6035 =+=A
kN17260,13
75,93543559,0
3
9,0
M0
modvc,wcy,modRd,wp, =
==
AfV
6 Rafter web in compression
=
M1
beamy,wbbcw,eff,bw,b
M0
beamy,wbbcw,eff,bw,bRdwb,c, ;min
ftbkftbkF
c
The procedure to calculate the compression resistance of the rafter web is thesame as for the column web without a compression stiffener. Detail
calculations are not shown here.
The acting force in the rafter web can be calculated according to the following
acting forces triangle:
kN283Edwb, =F
Edwb,Rdwb,c,
kN283kN323 FF =>=
The resistance of the rafter web is greater than the acting force in the rafter
web, therefore OK. If the compression resistance of the rafter web was not
greater than the compression acting force, then a compression stiffener should
be provided as for the column web.
7 Force distribution in bolt rows
SN041The first condition the effective design tension resistance has to satisfy is:
Rdc,Edc, FF
Example: Portal frame - eaves moment connection
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Document Ref: SX031a-EN-EU Sheet 33 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
kN1465291291291294298
Rd,5t,Rd,4t,Rd,3t,Rd,2t,Rd,1t,Rd(row)t,Edc,
=++++=++++== FFFFFFF
) kN1231;min Rdfh,c,Rdwc,c,Rdc, == FFF
Since Rdc,Edc, FF >
Therefore the following distribution will be adopted:
kN298Rdt1, =F
kN294Rdt2, =F
kN291Rdt3, =F
kN291Rdt4, =F
kN57Rdt5, =F
= kN1231Rdtr,F
The column web panel in shear check is as follows:
modRd,wp,Rd(row)t,
VF
1= In this case
modRd,wp,Rd(row)t, 17261231
VF =
-
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Document Ref: SX031a-EN-EU Sheet 34 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
8 Moment resistance of the joint
kNm912
7,522577,6122917,7022917,7922947,892298
5Rdt5,4Rdt4,3Rdt3,2Rdt2,1Rdt1,Rdj,
=
++++=
++++= hFhFhFhFhFM
EdRdj, kNm880kNm912 MM =>=
The resistance is greater than the acting moment, therefore OK.
9 Assessment of the shear resistance9.1 Bol ts in shear
The shear resistance of one bolt is:
M2
subvRdv,
AfF =
EN 1993-1-8Where for 8.8 bolts:
Table 3.4
6,0v = .
kN13625,1
3538006,0Rdv, =
=F
9.2 Bolts in bearing on column flange
The bearing resistance of one bolt on the column flange is:
M2
fccu,cb,c1,Rdi,b,
dtfkF =
Where:
= 5,2;7,14,1;7,18,2min
00
1c1,
d
w
d
ek
68,37,126
508,27,18,2
0
1 ==d
e
68,37,1
26
1004,17,14,1
0
==d
w
Example: Portal frame - eaves moment connection
CreatedonThursday,
Ju
ly07,
2011
Thismaterialiscopyright-allrightsreserved.
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bjecttothetermsandconditionsoftheAccessSteelLicenceAgreement
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7/29/2019 Cadru Portal
35/37
-
7/29/2019 Cadru Portal
36/37
Document Ref: SX031a-EN-EU Sheet 36 of 36Title Example: Portal frame - eaves moment connection
Eurocode Ref EN 1993-1-8
Made by Edurne Nez Date Nov 2005
CALCULATION SHEET
Checked by Abdul Malik Date Feb 2006
68,37,126
1004,17,14,10
==dw
( ) 5,25,2;68,3;68,3minp1, ==k
= 0,1;;min
pu,
ubpd,pb,
f
f
=
4
1
3;
3min
00
bp1,
pd, d
p
d
e
66,1263
130
3 0
bp1, =
=d
e
9,04
1
263
90
4
1
3 0=
=
d
p
( ) 9,09,0;66,1minpd, ==
57,1510
800
pu,
ub ==f
f
( ) 9,00,1;57,1;9,0minpb, ==
25,1
20245109,05,2Rdp,i,b,
=F
kN441Rdp,i,b, =F
The design shear resistance of one bolt is the minimum of the above threeresistances, i.e. kN136)441;353;136min( = .
Number of bolts required to resist the vertical shear is:
47,1136
200
136Ed ==
V, i.e. two bolts
Therefore, number of bolt rows required for shear is one. Design shear
resistance of the joint
kN2721362 =
Example: Portal frame - eaves moment connection
CreatedonThursday,
Ju
ly07,
2011
Thismaterialiscopyright-allrightsreserved.
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bjecttothetermsandconditionsoftheAccessSteelLicenceAgreement
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Example: Portal frame - eaves moment connection
SX031a-EN-EU
Quality Record
RESOURCE TITLE Example: Portal frame - eaves moment connection
Reference(s)
ORIGINAL DOCUMENT
Name Company Date
Created by Edurne Nez SCI
Technical content checked by Abdul Malik SCI
Editorial content checked by
Technical content endorsed by the
following STEEL Partners:
1. UK G W Owens SCI 23/5/06
2. France A Bureau CTICM 23/5/06
3. Sweden B Uppfeldt SBI 23/5/06
4. Germany C Mller RWTH 23/5/06
5. Spain J Chica Labein 23/5/06
Resource approved by TechnicalCoordinator
G W Owens SCI 11/9/06
TRANSLATED DOCUMENT
This Translation made and checked by:
Translated resource approved by:
Example: Portal frame - eaves moment connection
Ju
ly07,
2011
ght-allrightsreserved.
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bjecttothetermsandconditionsoftheAccessSteelLicenceAgreement
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