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NCCI: Tying resistance of a fin plate connection SN018a-EN-EU

NCCI: Tying resistance of a fin plate connection

This NCCI provides rules for the determination of tying resistance of a “Simple Joint" using a fin plate connection for Beam/Column and Beam/Beam connections. The rules apply to a bolted connection, using non-preloaded bolts (i.e. Category A: Bearing type bolted connection). This NCCI covers the rules for the fin plate, the supported beam and the supporting column web. The rules may be used to evaluate the overall tying resistance of the connection, for all the possible modes of failure, based on the rules in EN 1993-1-8 for determining the resistances of individual components of the connection. The design procedure given in this NCCI applies to an accidental limit state.

Contents

1. 2Design model

2. 3Parameters

3. 4Bolts in shear

4. 4Fin plate in bearing

5. 5Fin plate in tension (block tearing)

6. 5Fin plate in tension (net section)

7. 6Beam web in bearing

8. 6Beam web in tension (block tearing)

9. 7Beam web in tension (net section)

10. 7Supporting column web in bending

11. 8Weld design

12. 8Limits of application

13. 8Background

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1. Design model The design model is shown in Figure 1.1. The design procedure refers to an accidental limit state.

1 11

2 2 2

3 3

4

Key: 1. Fin plate 3. Column

2. Supported beam 4. Supporting beam

Figure 1.1 Fin plate connection subject to tying force EN1993-1-8 does not give any guidance on tying resistance of connections. However, because large strains and large deformations are associated with the failure modes given in Table 1.1, it is recommended that ultimate tensile strengths (fu) can be used for calculating the tying resistance and the partial factor for tying γ can be taken as 1,1. M,u

The tying resistance and mode of failure of the connection is the value and mode that has the lowest resistance of all the possible modes of failure. For rules for each of the modes of failure, refer to Table 1.1 below.

Table 1.1 Tying resistance of fin plate connection

Mode of failure Section number

Bolts in shear 3NRd,u,1

Fin plate in bearing 4NRd,u,2

Fin plate in tension (block tearing) 5NRd,u,3

Fin plate in tension (net section) 6NRd,u,4

Beam web in bearing 7NRd,u,5

Beam web in tension (block tearing) 8NRd,u,6

Beam web in tension (net section) 9NRd,u,7

Supporting column web in bending 10NRd,u,8

Note: There is no calculation of the tying resistance of a supporting beam, because it is assumed that such a connection would not be designed for tying. Any requirements for tying resistance would be satisfied by providing continuity of slab reinforcement and by transferring tying forces through adjacent secondary beams framing directly into a column.

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2,b

p

1,b1

1

1

1

2 2,b

p

1,b1

1

1

1

2 2

2 2

e

e

h

e

p

p

e e

z

h

e

e

e

e

p

p

e p

z

a a

= 1 = 2n n

gh gh

e h e h

g gv v

b p pb

Figure 2.1 Parameters for a fin plate connection.

2. Parameters a Throat thickness of fillet weld

d Diameter of hole 0

e1 Longitudinal end distance (fin plate)

e1,b Longitudinal end distance (to the edge of the beam or to the edge of a notch)

e2 Trasverse end distance (fin plate)

e2,b Transverse end distance (beam web)

f Ultimate tensile strength of the bolts ub

f Ultimate tensile strength of the supported beam u,b1

f Ultimate tensile strength of the supporting beam u,b2

f Ultimate tensile strength of the supporting column u,c

f Ultimate tensile strength of the fin plate u,p

f Yield strength of the supported beam y,b1

f Yield strength of the supporting beam y,b2

f Yield strength of the supporting column y,c

f Yield strength of the fin plate y,p

g Horizontal gap between the supporting element and supported beam h

g Vertical gap between the top of beam flange and top of fin plate v

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he Distance between the bottom of the fin plate and the bottom of the supported beam.

h Height of the fin plate p

I Inertia of the bolt group

n Total number of bolts (i.e. n1 × n ) 2

n Number of horizontal rows of bolts 1

n Number of vertical lines of bolts 2

p Longitudinal bolt pitch 1

p Transverse bolt pitch 2

tp Thickness of the fin plate

t Thickness of supported beam web w,b1

t Thickness of supporting beam web w,b2

t Thickness of column web w,c

γ Partial factor for tying resistance equal to 1,1 (not given in EN1993-1-8) M,u

z Transverse distance (face of supporting element to centre of bolt group)

3. Bolts in shear N = nFRd,u,1 v,Rd,u

From Table 3.4 of EN1993-1-8

Fv,Rd,u =α fv ub A/γM,u

where:

γ = 1,1 for tying resistance M,u

α = 0,6 for class 8.8 bolts v

= 0,5 for class 10.9 bolts

4. Fin plate in bearing N = nFRd,u,2 b,Rd,u,hor

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

uM,

ub1Rdb, γ

α tdfkF =

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

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http://www.access-steel.com/discovery/linklookup.aspx?id=EC034



uM,

ppu,b1horu,Rd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛− 01;

41

33 pu,

ub

o

2

o

2 ,ff;

dp;

deα = min b

⎟⎟⎠

⎞⎜⎜⎝

⎛−− 52;71417182

o

1

o

1 ,,dp,;,

de,k1 = min


5. Fin plate in tension (block tearing) N = VRd,u,3 eff,1,Rd

where:

From § 3.10.2 (2) of EN1993-1-8

M0

nvpy,

uM,

ntpu,Rdeff,1, 3

1γγAf

AfV +=

where:

Ant is the net area subjected to tension

= t (np 1 – 1)( p1 – d ) 0 Corrigendum 1

Anv is the net area subjected to shear

⎟⎠⎞

⎜⎝⎛ −=

22 0

2pnvdetA for single vertical line of bolts (n 2 = 1)

⎟⎠⎞

⎜⎝⎛ −+=

232 0

22pnvdeptA for two vertical lines of bolts (n 2 = 2)


6. Fin plate in tension (net section) From § 6.2.3 (2) of EN1993-1-1

N = 0,9 A fRd,u,4 net,p u,p/ γM,u

where:

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A = tnet,p p (h – dp 0 n ) 1


7. Beam web in bearing N = n FRd,u,5 b,Rd,u,hor

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

uM,

ub1Rdb, γ

α tdfkF =

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

uM,

b1w,b1u,b1horu,Rd,b, γ

F =α tdfk

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛− 01;

41

33 b1u,

ub

o

2

o

b2 ,ff;

dp;

de ,α = min b

⎟⎟⎠

⎞⎜⎜⎝

⎛− 5,2;7,14,1

o

1dpk = min 1


8. Beam web in tension (block tearing) N = VRd,u,6 eff,1,Rd

where:

§ 3.10.2 (2) of EN1993-1-8From

M0

nvb1y,

uM,

ntb1u,Rdeff,1, 3

1γγAf

AfV +=

where:

Ant is the net area subjected to tension

= t (n pw,b1 1 1 – (n1 –1)d ) 0

Anv is the net area subjected to shear

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⎟⎠⎞

⎜⎝⎛ −=

22 0

b2,b1w,nvdetA for single vertical line of bolts (i.e. n = 1) 2

⎟⎠⎞

⎜⎝⎛ −+=

232 0

b2,2b1w,nvdeptA for two vertical lines of bolts (i.e. n = 2) 2


9. Beam web in tension (net section) From § 6.2.3 (2) of EN1993-1-1

N = 0,9 ARd,u,7 net,b1 fu,b1/ γM,u

where:

A = t (h – d nnet,b1 w,b1 w,b1 0 1)

h = hw,b1 p (conservatively)


10. Supporting column web in bending Tying resistance of column web NRd,u,8

( ) ( )( )5.011

1uM,

,,u,8Rd, 15,1

18

βηβγ

−+−

= uRdplMN See ref 2 check 14 p. 171

where:

2cw,cu,uRd,pl, 4

1 tfM =

fu,c is the ultimate tensile strength of the column

t is the web thickness of the column w,c

c

p1 d

h=η

c

p1

2d

st +=β

dc is the depth of straight portion of the column web

a×2s is the leg length of fillet weld ( = )


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11. Weld design The weld size specified for shear (SN017) will be adequate for tying resistance.

12. Limits of application This NCCI applies to one or two vertical lines of bolts (i.e. n =1 or n2 2=2) using non-preloaded bolts for Category A: Bearing type bolted connection in accordance with EN1993-1-8 §3.4.1.

13. Background The rules in this NCCI are based on :

(1) European recommendations for the design of simple joints in steel structures - Document prepared under the supervision of ECCS TC10 by: J.P. Jaspart, S. Renkin and M.L. Guillaume - First draft, September 2003.

(2) Joints in Steel Construction – Simple Connections (P212). The Steel Construction Institute and The British Constructional Association Ltd., 2002.

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http://www.access-steel.com/discovery/linklookup.aspx?id=SN017

http://www.access-steel.com/discovery/linklookup.aspx?id=SN021


Quality Record

RESOURCE TITLE NCCI: Tying resistance of a fin plate connection

Reference(s)

ORIGINAL DOCUMENT

Name Company Date

Created by Boris Jurasinovic, Edurne Nunez

SCI March 2005

Technical content checked by Abdul Malik SCI July 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 09/5/06

TRANSLATED DOCUMENT

This Translation made and checked by:

Translated resource approved by:

Corrigendum 1 (page 5) 16/12/08

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