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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

CreatedonThursday,

Ju

ly07,

2011

Thismaterialiscopyright-allrightsreserved.

Useofthisdocumentissu

bjecttothetermsandconditionsoftheAccessSteelLicenceAgreement


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CALCULATION SHEET


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


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CALCULATION SHEET


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


CreatedonThursday,

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CALCULATION SHEET


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


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CALCULATION SHEET


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


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CALCULATION SHEET


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


CreatedonThursday,

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2011



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CALCULATION SHEET


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


CreatedonThursday,

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2011



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CALCULATION SHEET


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


==

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


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CALCULATION SHEET


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:


CreatedonThursday,

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CALCULATION SHEET


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


==

ftlM

Nmm1055,3 6br1,Rd,pl,2, =M


CreatedonThursday,

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ly07,

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CALCULATION SHEET


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


expressions:


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CALCULATION SHEET


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


==

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


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CALCULATION SHEET


Mode 2

0,1

355169525,025,0 2

M0

cy,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


M0


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, =


CreatedonThursday,

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CALCULATION SHEET


0,13552,109598,0

Rdwc,t, =F

kN337Rdwc,t, =F

3.2.2 Beam side

Effective length SN041


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


CreatedonThursday,

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2011



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CALCULATION SHEET



Mode 1; Method 1

0,1

3552098,24125,025,0 2

M0

py,2


==

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


==

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


( )406;424;893min;;min epRd,T,3,epRd,T,2,epRd,T,1,epRd,T, == FFFF

kN406epRd,T, =F


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17/37




CALCULATION SHEET



Mode 1; Method 1

0,1

355169025,025,0 2

M0

cy,2


==

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


==

ftlM

Nmm1005,2 6cr3,Rd,pl,2, =M

13,351,28

1066,40613,351005,22

2

36

cp,c1


++

=

+

+=

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


=

= FFFF

kN291fcRd,T, =F


CreatedonThursday,

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CALCULATION SHEET


51,381068,744 6

p1


==m

MF

kN7,797epRd,T,1, =F

Mode 2

0,1

3552055,21625,025,0 2

M0

py,2


==

ftlM

Nmm1068,7 6br3,Rd,pl,2, =M

14,4851,38

1066,40614,481068,72

2

36

epp,p1


++

=

+

+=

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


CreatedonThursday,

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21/37




CALCULATION SHEET


Mode 2

0,1

355169025,025,0 2

M0

yc2


==

ftlM

Nmm1005,2 6cr4,Rd,pl,2, =M

13,351,28

1066,40613,351005,22

2

36

cp,c1


+

+

=

+

+=

nm

FnMF

kN8,290fcRd,T,2, =F

Mode 3

= Rdt,fcRd,T,3, FF

kN4062032fcRd,T,3, ==F


( )406;291;292min


== FFFF

kN291fcRd,T, =F


M0


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


CreatedonThursday,

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CALCULATION SHEET


3.4.2 Beam side

Effective length SN041


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


Mode 1; Method 1

0,1

3552055,21625,025,0 2

M0

py,2


==

ftlM

Nmm1068,7 6

br4,Rd,pl,1,=M

51,38

1068,744 6

p1


==

m

MF

kN7,797epRd,T,1, =F

Mode 2

0,1

3552055,21625,025,0 2

M0

py,2


==

ftlM

Nmm1068,7 6br4,Rd,pl,2, =M

14,4851,38

1066,40614,481068,72

2

36

epp,p1


++

=

+

+=

nm

FnMF

kN2,403epRd,T,2, =F


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CALCULATION SHEET


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


0,1

3554,955,216

M0

beamy,wbwbt,eff,Rdwb,t,

==

ftbF


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


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CALCULATION SHEET



Mode 1; Method 1

0,1

3551645,13225,025,0 2

M0

cy,2


==

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


==

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


( )406;321;427min


=

= FFFF

kN321fcRd,T, =F


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CALCULATION SHEET


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


Mode 1; Method 1

0,1

3552055,21625,025,0 2

M0

py,2


==

ftlM

Nmm1068,7 6br5,Rd,pl,1, =M

51,38

1068,744 6

p1


==

m

MF

kN7,797epRd,T,1, =F

Mode 2

0,1

3552055,21625,025,0 2

M0

py,2


==

ftlM

Nmm1068,7 6br5,Rd,pl,2, =M

14,4851,38

1066,40614,481068,72

2

36

epp,p1


++

=

+

+=

nm

FnMF

kN2,403epRd,T,2, =F

Mode 3

= Rdt,epRd,T,3, FF

kN4062032epRd,T,3, ==F


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CALCULATION SHEET



( )406;403;798min;;min epRd,t,3,epRd,t,2,epRd,T,1,epRd,T, == FFFF

kN403epRd,t, =F


M0

beamy,wbwbt,eff,Rdwb,t,

ftbF =


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


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CALCULATION SHEET


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 =

+

=


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CALCULATION SHEET


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.


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CALCULATION SHEET


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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CALCULATION SHEET


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


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http://www.access-steel.com/discovery/linklookup.aspx?id=EC333http://www.access-steel.com/discovery/linklookup.aspx?id=EC333http://www.access-steel.com/discovery/linklookup.aspx?id=SN041http://www.access-steel.com/discovery/linklookup.aspx?id=SN041http://www.access-steel.com/discovery/linklookup.aspx?id=EC333http://www.access-steel.com/discovery/linklookup.aspx?id=EC333


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CALCULATION SHEET


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


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CALCULATION SHEET


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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CALCULATION SHEET


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


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CALCULATION SHEET


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 =


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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:


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ght-allrightsreserved.



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