NCCI Tying Resistance of a Fin Plate Connection

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. Design model 2

2. Parameters 3

3. Bolts in shear 4

4. Fin plate in bearing 4

5. Fin plate in tension (block tearing) 5

6. Fin plate in tension (net section) 5

7. Beam web in bearing 6

8. Beam web in tension (block tearing) 6

9. Beam web in tension (net section) 7

10. Supporting column web in bending 7

11. Weld design 8

12. Limits of application 8

13. Background 8

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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

2. Supported beam 3. Column 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 M,u can be taken as 1,1.

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 NRd,u,1 3

Fin plate in bearing NRd,u,2 4

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

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

Beam web in bearing NRd,u,5 7

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

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

Supporting column web in bending NRd,u,8 10

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,b 1

1

1

1

2 2,b

p

1,b 1

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 d0 Diameter of hole 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) fub Ultimate tensile strength of the bolts fu,b1 Ultimate tensile strength of the supported beam fu,b2 Ultimate tensile strength of the supporting beam fu,c Ultimate tensile strength of the supporting column fu,p Ultimate tensile strength of the fin plate fy,b1 Yield strength of the supported beam fy,b2 Yield strength of the supporting beam fy,c Yield strength of the supporting column fy,p Yield strength of the fin plate gh Horizontal gap between the supporting element and supported beam gv Vertical gap between the top of beam flange and top of fin plate

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he Distance between the bottom of the fin plate and the bottom of the supported beam. hp Height of the fin plate I Inertia of the bolt group n Total number of bolts (i.e. n1 n2) n1 Number of horizontal rows of bolts n2 Number of vertical lines of bolts p1 Longitudinal bolt pitch p2 Transverse bolt pitch tp Thickness of the fin plate tw,b1 Thickness of supported beam web tw,b2 Thickness of supporting beam web tw,c Thickness of column web M,u Partial factor for tying resistance equal to 1,1 (not given in EN1993-1-8)

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

3. Bolts in shear NRd,u,1 = nFv,Rd,u

From Table 3.4 of EN1993-1-8

Fv,Rd,u =v fub A/M,u where:

M,u = 1,1 for tying resistance

v = 0,6 for class 8.8 bolts = 0,5 for class 10.9 bolts

4. Fin plate in bearing NRd,u,2 = nFb,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,

tdfkF =

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

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uM,

ppu,b1horu,Rd,b,

tdfkF =

where:

b = min

01;

41

33 pu,ub

o

2

o

2 ,ff;

dp;

de

k1 = min

52;71417182

o

1

o

1 ,,dp,;,

de,


5. Fin plate in tension (block tearing) NRd,u,3 = Veff,1,Rd

where:

From 3.10.2 (2) of EN1993-1-8

M0

nvpy,

uM,

ntpu,Rdeff,1, 3

1Af

AfV +=

where:

Ant is the net area subjected to tension = tp (n1p1 (n1 1) d0) Anv is the net area subjected to shear

for single vertical line of bolts (n2 = 1)

=2

2 02pnvdetA

for two vertical lines of bolts (n2 = 2)

+=2

32 022pnvdeptA


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

NRd,u,4 = 0,9 Anet,p fu,p/ M,u

where:

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Anet,p = tp (hp d0 n1) M,u = 1,1 for tying resistance

7. Beam web in bearing NRd,u,5 = n Fb,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,

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

uM,

b1w,b1u,b1horu,Rd,b, F =

tdfk

where:

b = min

01;

41

33 b1u,ub

o

2

o

b2 ,ff;

dp;

de ,

k1 = min

5,2;7,14,1

o

1dp


8. Beam web in tension (block tearing) NRd,u,6 = Veff,1,Rd

where:

From 3.10.2 (2) of EN1993-1-8

M0

nvb1y,

uM,

ntb1u,Rdeff,1, 3

1Af

AfV +=

where:

Ant is the net area subjected to tension = tw,b1 (n1p1 (n1 1)d0) Anv is the net area subjected to shear

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for single vertical line of bolts (i.e. n2 = 1)

=2

2 0b2,b1w,nvdetA

for two vertical lines of bolts (i.e. n2 = 2)

+=2

32 0b2,2b1w,nvdeptA


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

NRd,u,7 = 0,9 Anet,b1 fu,b1/ M,u

where:

Anet,b1 = tw,b1 (hw,b1 d0 n1) hw,b1 = hp (conservatively) M,u = 1,1 for tying resistance

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

( ) ( )( )5.0111uM, ,,u,8Rd, 15,118 += 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 tw,c is the web thickness of the column

c

p1 d

h=

c

p1

2d

st +=

dc is the depth of straight portion of the column web

s is the leg length of fillet weld ( = a2 ) M,u = 1,1 for tying resistance

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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. n2=1 or n2=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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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 Mller 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:

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1. Design model Figure1.1 Fin plate connection subject to tying forceTable1.1 Tying resistance of fin plate connection

2. ParametersFigure2.1 Parameters for a fin plate connection.

3. Bolts in shear 4. Fin plate in bearing 5. Fin plate in tension (block tearing) 6. Fin plate in tension (net section) 7. Beam web in bearing 8. Beam web in tension (block tearing) 9. Beam web in tension (net section) 10. Supporting column web in bending 11. Weld design 12. Limits of application 13. Background

Documents

NCCI Tying Resistance of a Fin Plate Connection