Fin Plate Beam to Column Flange Connection

Document Ref: SX013a-EN-EU Sheet 1 of 15 Title

Example: Fin plate beam-to-column-flange connection

Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Abdul Malik Date Feb 2005

CALCULATION SHEET

Checked by Edurne Nunez Date August 2005

Example: Fin plate beam-to-column-flange connection This example presents a method for calculating the shear resistance and tying resistance of a "Simple Joint" for a fin plate beam-to-column-flange connection. The bolted connection uses non-preloaded bolts (i.e. Category A: Bearing type bolted connection).

For completeness, all the design checks listed below should be carried out. However, in practice, for “normal” connections, the checks marked * will usually be the critical ones. In this example, only checks marked with an * are shown in detail. For other checks, reference should be made to the NCCIs for Shear resistance [SN017] and for Tying resistance [SN018].

Before evaluating resistances, checks are made to ensure sufficient rotation capacity (see Section 1) and to avoid premature weld failure (see Section 2).

Joint Shear Resistance

Table 1: Shear resistance of fin plate connection

Mode of failure Bolts in shear* VRd,1

Fin plate in bearing* VRd,2

Fin plate in shear (gross section) VRd,3

Fin plate in shear (net section) VRd,4

Fin plate in shear (block shear) VRd,5

Fin plate in bending VRd,6

Fin plate in buckling (LTB) VRd,7

Beam web in bearing* VRd,8

Beam web in shear (gross section) VRd,9

Beam web in shear (net section) VRd,10

Beam web in shear (block shear) VRd,11

Supporting element (punching shear) (This mode not appropriate for fin plate connection to column flange)

The shear resistance of the joint is the minimum of the above values (see Section 3).

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CALCULATION SHEET


Joint Tying Resistance

Table 2: Tying resistance of fin plate connection

Mode of failure Bolts in shear* NRd,u,1

Fin plate in bearing* NRd,u,2

Fin plate in tension (block tearing) NRd,u,3

Fin plate in tension (net section) NRd,u,4

Beam web in bearing* NRd,u,5

Beam web in tension (block tearing) NRd,u,6

Beam web in tension (net section) NRd,u,7

Supporting member in bending (This mode not appropriate for fin plate connection to column flange)

The tying resistance of the joint is the minimum of the above values (see Section 4).

A summary of the resistance values (shear and tying) for all modes of failure is given in Section 5.

Checks to ensure sufficient ductility are given in Section 6.

Example: Fin plate beam-to-column-flange connectionC

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CALCULATION SHEET


Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Abdul Malik Date Feb 2005 Checked by Edurne Nunez Date August 2005

Fin Plate Connection – Details

HEA 200S235

45

70

70

45

M20, 8.8

50 502,b

1,b 1

1

1

1

p

v 35

230

h

60

10

IPE 300S235

2

p

1 2

= 5 mm

S235

a

e

e

e

p

p

e e

h

b z

= 5 mma

= 3 = 1n n

a

S235230 x 110 x 10

g g

eh

Main joint data

Configuration Beam to column flange

Column HEA 200 S235

Beam IPE 300 S235

Type of connection Fin plate connection using non-preloaded bolts (Category A: Bearing type connection)

EN1993-1-8 §3.4.1

Fin plate 230 × 110 × 10, S235


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http://www.access-steel.com/discovery/linklookup.aspx?id=EC178




CALCULATION SHEET


Column HEA 200, S235 Depth h = 190 mm

Width b = 200 mm

Thickness of the web tw,c = 6,5 mm

Thickness of the flange tf,c = 10 mm

Fillet radius r = 18 mm

Area A = 53,83 cm2

Second moment of area Iy = 3692 cm4

Yield strength fy,c = 235 N/mm2

Ultimate tensile strength fu,c = 360 N/mm2

Beam IPE 300, S235 Depth h = 300 mm

Width b = 150 mm

Thickness of the web tw,b1 = 7,1 mm

Thickness of the flange tf,b1 = 10,7 mm

Fillet radius r = 15 mm

Area A = 53,81 cm2

Second moment of area Iy = 8356 cm4

Yield strength fy,b1 = 235 N/mm2

Ultimate tensile strength fu,b1 = 360 N/mm2

Fin plate 230 × 110 × 10, S235 Vertical gap gv = 35 mm

Horizontal gap (end beam to column flange) gh = 10 mm

Depth hp = 230 mm

Width bp = 110 mm

Thickness tp = 10 mm

Yield strength fy,p = 235 N/mm2

Ultimate tensile strength fu,p = 360 N/mm2


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CALCULATION SHEET



Direction of load transfer (1)

Number of bolt rows n = 3 1

Plate edge to first bolt row e = 45 mm l

Beam edge to first bolt row e = 80 mm l,b

Pitch between bolt rows p = 70 mm l

Direction perpendicular to load transfer (2)

Number of vertical lines of bolts n = 1 2

Plate edge to first bolt line e2 = 50 mm

Beam edge to last bolt line e2,b = 50 mm

Lever arm z = 60 mm

Bolts – Non-preloaded, M20 class 8.8

Total number of bolts ( ) n = 3 21 nnn ×=

Tensile stress area A = 245 mm2 s

Diameter of the shank d = 20 mm

Diameter of the holes d = 22 mm 0

Yield strength f = 640 N/mm2 yb

Ultimate tensile strength fub = 800 N/mm2

Welds

Throat thickness of the weld a = 5 mm

Partial Safety factors

= 1,0 γMO

= 1,25 (for shear resistance at ULS) γM2

= 1,1 (for tying resistance at ULS) γM,u

Design shear force (at ULS)

V = 100 kN Ed


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CALCULATION SHEET



Rotation requirement SN016 and SN017It is assumed that there is sufficient rotation capacity, because the details

given in NCCI, SN016 have been adopted.

(Section 17)

Weld design

For S235 fin plate, ensure throat thickness a ≥ 0,46 t p

a = 5mm SN017 (Section 15) 0,46 tp = 0,46 x 10 = 4.6mm

Since a > 0,46 tp weld is OK

Joint shear resistance

Bolts in shear

SN017

( ) ( )

1

22Rdv,

Rd,1nn

FnV

βα ++=

The shear resistance of a single bolt, F is given by: Table 3.4 v,Rd of EN1993-1-8

M2

ubvRdv, γ

α AfF =

where:

for shear resistance 25,1M2 =γ

6,0v =α for class 8.8 bolts

2s mm, 245== AA

kN 08,941025,1

2458006,0 3Rdv, =×

××= −F∴

and 12 =n 1nn =For a single vertical line of bolts (i.e. and ), 0=α

43,07043

606 )1(

6 1

=××

×=

+=

pnnzβ

( ) ( )kN 173

343,0301

08,943 22Rd,1 =

×+×+

×=V ∴


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CALCULATION SHEET



Fin plate in bearing

SN017

1

2

horRd,b,

2

verRd,b,

Rd,2

⎟⎟⎠

⎞⎜⎜⎝

⎛+⎟

⎟⎠

⎞⎜⎜⎝

⎛ +=

Fn

Fn

nVβα

For a single vertical line of bolts (i.e. n = 1 and n = n ) 2 1

0b =α

(as above) 43,0=β

The bearing resistance of a single bolt, F Table b,Rd is given by: 3.4 of EN1993-1-8

M2

ub1Rdb, γ

α tdfkF =

Therefore vertical bearing resistance of a single bolt on fin plate, Fb,Rd,ver is:

M2

ppu,b1verRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 01;

41

33min

pu,

ub

0

1

0

1b ,

ff;

dp;

deα

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 527182min

o

21 ,;,

de,k

68,0223

453/ 01 =×

=de

81,041

223704/13/ 01 =−×

=−dp

22,2360800/ pu,ub ==ff

∴ ( ) 68,00,1;22,2;81,0;68,0minb ==α


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CALCULATION SHEET



66,47,1

22508,27,1/8,2 02 =−

×=−de

∴ ( ) 5,25,2;66,4min1 ==k

kN 92,971025,1

102036068,05,2 3verRd,b, =×

××××= −F ∴

Similarly, horizontal bearing resistance of a single bolt on fin plate, Fb,Rd,hor is:

M2

ppu,b1horRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛= 01;

3min

pu,

ub

o

2b ,

ff;

deα

⎟⎟⎠

⎞⎜⎜⎝

⎛−−= 52;71417182min

o

1

o

11 ,,

dp,;,

de,k

76,0

223503/ 02 =×

=de

22,2360800/ pu,ub ==ff

∴ ( ) 76,00,1;22,2;76,0minb ==α

03,47,122

458,27,1/8,2 01 =−×

=−de

75,27,122

704,17,1/4,1 01 =−×

=−dp

( ) 5,25,2;75,2;03,4min1 ==k ∴

kN 44,1091025,1

102036076,05,2 3horRd,b, =×

××××= −F ∴

kN192

44,109343,0

92,97301

3 22Rd,2 =

⎟⎠

⎞⎜⎝

⎛ ×+⎟

⎠

⎞⎜⎝

⎛ ×+=V


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CALCULATION SHEET



Beam web in bearing

SN017

1

2

horRd,b,

2

verRd,b,

Rd,8

⎟⎟⎠

⎞⎜⎜⎝

⎛+⎟

⎟⎠

⎞⎜⎜⎝

⎛ +=

Fn

Fn

nVβα

For a single vertical line of bolts (i.e. n = 1 and n = n2 1) 0=α

43,0=β (as above)

The bearing resistance of a single bolt, Fb,Rd is given by: Table 3.4 of EN1993-1-8

M2

ub1Rdb, γ

α tdfkF =

Therefore vertical bearing resistance of a single bolt on beam web, Fb,Rd,ver is:

M2

b1w,b1u,b1verRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 01

41

3min

b1u,

ub

0

1b ,;

ff;

dpα

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 527182min

0

b2,1 ,;,

de

,k

81,041

22370

41

3 0

1 =−×

=−dp

22,2360800

b1u,

ub ==ff

∴ ( ) 81,00,1;22,2;81,0minb ==α


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CALCULATION SHEET



66,47,1

22508,27,1/8,2 0b2, =−

×=−de

∴ ( ) 5,25,2;66,4min1 ==k

kN 81,821025,1

1,72036081,05,2 3verRd,b, =×

××××= −F ∴

Similarly, horizontal bearing resistance of a single bolt on beam web, Fb,Rd,hor is:

M2

b1w,b1u,b1horRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛= 01;

3min

b1u,

ub

o

b2,b ,

ff;

de

α

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 52;7141min

o

11 ,,

dp,k

76,0

223503/ 0b2, =×

=de

22,2360800/ b1u,ub ==ff

∴ ( ) 76,00,1;22,2;76,0minb ==α

75,27,122

704,17,1/4,1 01 =−×

=−dp

∴ ( ) 5,25,2;75,2min1 ==k

kN 70,771025,1

1,72036076,05,2 3horRd,b, =×

××××= −F ∴

kN146

70,77343,0

81,82301

3 22Rd,8 =

⎟⎠

⎞⎜⎝

⎛ ×+⎟

⎠

⎞⎜⎝

⎛ ×+=V


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CALCULATION SHEET



Joint tying resistance

Bolts in shear

uRd,v,u,1Rd, nFN = Table 3.4 in EN1993-1-8

M2ubvuRd,v, /γα AfF =

where:

for tying resistance 1,1M2 =γ

6,0v =α for grade 8.8 bolts

2s mm 245== AA

kN 9,10610

1,12458006,0 3

uRd,v, =×××

= −F ∴

kN 3219,1063u,1Rd, =×=N∴


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CALCULATION SHEET



Fin plate in bearing

horu,Rd,b,u,2Rd, nFN = The bearing resistance of a single bolt, Fb,Rd is given by: Table 3.4

M2

ub1Rdb, γ

α tdfkF =

of EN1993-1-8

Therefore for tying, horizontal bearing resistance of a single bolt on the fin plate, Fb,Rd,u,hor is:

M2

ppu,b1horu,Rd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛= 01;

3min

pu,

ub

o

2b ,

ff;

deα

⎟⎟⎠

⎞⎜⎜⎝

⎛−−= 52;71417182min

o

1

o

11 ,,

dp,;,

de,k

1,1uM, =γ for tying resistance

76,0223

503

2 =×

=od

e

22,2360/800/ pu,ub ==ff

∴ ( ) 76,00,1;22,2;76,0minb ==α

0347122

45827182o

1 ,,,=−

×=− ,

de

,

7527122

70417141o

1 ,,,=−

×=− ,

dp

,

( ) 5,25,2;75,2;03,4min1 ==k ∴

kN4,124101,1

102036076,05,2 3horu,Rd,b, =×

××××= −F∴

kN 3734,1243u,2Rd, =×=N∴


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CALCULATION SHEET



Beam web in bearing

horu,Rd,b,u,5Rd, nFN = The bearing resistance of a single bolt, Fb,Rd is given by: Table3.4

M2

ub1Rdb, γ

α tdfkF =

of EN1993-1-8

Therefore horizontal bearing resistance of a single bolt on the beam web, Fb,Rd,u,hor is:

M2

b1w,b1u,b1horu,Rd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛= 01;

3min

b1u,

ub

o

b2b ,

ff;

de ,α

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 5,2;7,1

d4,1min

o

11

pk

1,1uM, =γ for tying resistance

76,0223

503

b,2 =×

=od

e

22,2360/800/ b1u,ub ==ff

∴ ( ) 76,00,1;22,2;76,0minb ==α

7527122

70417141o

1 ,,,=−

×=− ,

dp,

∴ ( ) 5,25,2;75,2min1 ==k

kN 30,88101,1

1,72036076,05,2 = 3horu,Rd,b, =×

×××× −F∴

∴ kN 26530,883u,5Rd, =×=N


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CALCULATION SHEET


Summary The following tables summarize the resistance values for all the applicable modes of failure. Calculation of the values given in shaded boxes is not presented in this worked example. The governing value (i.e. the minimum value) for each of the shear and tying resistances is shown in bold type.

Mode of failure Joint shear resistance

Bolts in shear VRd,1 173 kN

Fin plate in bearing VRd,2 192 kN

Fin plate in shear (gross section) VRd,3 246 kN

Fin plate in shear (net section) VRd,4 273 kN

Fin plate in shear (block shear) VRd,5 233 kN

Fin plate in bending VRd,6 N/A

Fin plate buckling VRd,7 777 kN

Beam web in bearing VRd,8 146 kN

Beam web in shear (gross section) VRd,9 348 kN

Beam web in shear (net section) VRd,10 351 kN

Beam web in shear (block shear) VRd,11 199 kN

Mode of failure Joint tying resistance

Bolts in shear NRd,u,1 321 kN

Fin plate in bearing NRd,u,2 373 kN

Fin plate in tension (block tearing) NRd,u,3 649 kN

Fin plate in tension (net section) NRd,u,4 483 kN

Beam web in bearing NRd,u,5 265 kN

Beam web in tension (block tearing) NRd,u,6 461 kN

Beam web in tension (net section) NRd,u,7 343 kN

Supporting member in bending NRd,u,8 N/A


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CALCULATION SHEET



Ductility

To ensure adequate ductility, the following requirements must be satisfied

( )Rd,7Rd,1Rd ;min VVV < SN017 and •

• If then Rd,11Rd,10Rd,9Rd,6Rd,5Rd,4Rd,3Rd or ;;;;; VVVVVVVV =

( )Rd,8Rd,2Rd,1 ;min VVV >

From the Summary table in Section 5:

V = VRd Rd, = 146 kN 8

V ,Rd 1 = 173 kN V ,Rd 7 = 777 kN

Since 146kN < 173 kN and the second condition is not applicable, the ductility is ensured.


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Example: Fin plate beam-to-column-flange connection SX013a-EN-EU.doc

Quality Record RESOURCE TITLE Example: Fin plate beam-to-column-flange connection

Reference(s)

ORIGINAL DOCUMENT

Name Company Date

Created by Abdul Malik SCI Feb 2005

Technical content checked by Edurne Nunez SCI Aug 2005

Editorial content checked by D C Iles SCI 16/9/05

Technical content endorsed by the following STEEL Partners:

1. UK G W Owens SCI 16/9/05

2. France A Bureau CTICM 16/9/05

3. Sweden A Olsson SBI 15/9/05

4. Germany C Müller RWTH 14/9/05

5. Spain J Chica Labein 16/9/05

Resource approved by Technical Coordinator

G W Owens SCI 10/7/06

TRANSLATED DOCUMENT

This Translation made and checked by:

Translated resource approved by:


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Documents

Fin Plate Beam to Column Flange Connection