SN017 (NCCI - Shear Resistance of a Fin Plate Connection)

8/18/2019 SN017 (NCCI - Shear Resistance of a Fin Plate Connection)

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NCCI: Shear resistance of a fin plate connectionSN017a-EN-EU

NCCI: Shear resistance of a fin plate connection

This NCCI provides rules for the determination of shear resistance of a "Simple Joint"using a fin plate connection for Beam/Column and Beam/Beam connections. The rules apply to a bolted connection loaded in shear and 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 or beam. The rules may be used to evaluate the overall shear 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.

Contents

1. Design model 2

2. Parameters 3

3. Bolts in shear 5

4. Fin plate in bearing 5

5. Fin plate in shear (gross section) 6

6. Fin plate in shear (net section) 6

7. Fin plate in shear (block shear) 7

8. Fin plate in bending 7

9. Fin plate in buckling (LTB) 7

10. Beam web in bearing 8

11. Beam web in shear (gross section) 9

12. Beam web in shear (net section) 9

13. Beam web in shear (block shear) 9

14. Supporting column web or supporting beam web (punching shear) 10

15. Weld design 10

16. Ductility requirements 11

17. Rotation requirement 11

18. Limits of application 12

19. Background 12

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1. Design modelFin plate connections may be considered as “simple joints” according to EN1993-1-1 §5.1.2 (1) and (2) and EN1993-1-8 §5.1.1 (1), (2) and (3). For further information about simpleconnections see SN020 . Thus the effects of joint behaviour need not be taken into account inthe analysis of the frame.

However, for the design of the connection itself, the effective line of transfer of vertical shear,i.e. where zero moment is assumed to exist, depends on the flexibility of the supportingelement. In practice, most supports are neither fully rigid nor entirely flexible. Therefore it issafe to design both the bolts and the welds for shear force and moment. Hence, two designmodels are used, one (to design the bolt group) where the line of transfer is at the face of the

supporting element and one (to design the weld) where the line of transfer is at the centrelineof the bolt group. The two models are shown in Figure 1.1.

1 1 13 3

4

2 2 2

For weld For bolt group For weld For bolt group For weld For bolt group

Assumed lines of sheartransfer



Key. 1. Fin plate

2. Supported beam3. Supporting column4. Supporting beam

Figure 1.1 Fin plate connection subject to vertical shear force

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

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Table 1.1 Shear resistance of fin plate connection

Mode of failure Section number

Bolts in shear V Rd,1 3

Fin plate in bearing V Rd,2 4

Fin plate in shear (gross section) V Rd,3 5

Fin plate in shear (net section) V Rd,4 6

Fin plate in shear (block shear) V Rd,5 7

Fin plate in bending V Rd,6 8

Fin plate in buckling (LTB) V Rd,7 9

Beam web in bearing V Rd,8 10

Beam web in shear (gross section) V Rd,9 11

Beam web in shear (net section) V Rd,10 12

Beam web in shear (block shear) V Rd,11 13

Supporting column web orsupporting beam web(punching shear)

V Rd,12 14

2. Parameters

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

eh eh

g gv v

bp pb

Figure 2.1 Parameters in a fin plate connection.

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a Throat thickness of fillet weld

Av,net Net shear area of the fin plate

d 0 Diameter of holee1 Longitudinal end distance (fin plate)

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

e2 Transverse end distance (fin plate)

e2,b Transverse end distance (beam web)

f ub Ultimate tensile strength of the bolts

f u,b1 Ultimate tensile strength of the supported beam

f u,b2 Ultimate tensile strength of the supporting beam

f u,c Ultimate tensile strength of the supporting column

f u,p Ultimate tensile strength of the fin plate

f y,b1 Yield strength of the supported beam

f y,b2 Yield strength of the supporting beam

f y,c Yield strength of the supporting column

f y,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 plateh b Depth of the supported beam

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

h p 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

r Fillet radius of the supported beam

t p Thickness of the fin plate

t w,b1 Thickness of supported beam web

t w,b2 Thickness of supporting beam web

t w,c Thickness of column web

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

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3. Bolts in shear

( ) ( )

1

22

Rd v,Rd,1

nn

F nV

β α ++=

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

M2

ubvRd v, γ

α A f F =

For a single vertical line of bolts ( n 2 = 1, n = n 1)

0=α

( ) 116

pnn z+

= β

For two vertical lines of bolts ( n 2 = 2, n = 2 n 1)

I p z2

2=α

( )12 1

1 −= n I p z

β

where:

( )21211221 161

2 pnn p

n I −+=

4. Fin plate in bearing

1

2

hor Rd, b,

2

ver Rd, b,

Rd,2

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ +

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ +=

F n

F n

nV

β α

Where α , β and n are as defined in section 3 above.

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

M2

u b1

Rd b, γ

α t d f k

F =

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

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M2

p pu, b1ver Rd, b, γ

α t d f k F =

where:

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ −= 01;

41

33min

pu,

ub

o

1

o

1 b , f

f ;

d p

;d e

α

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −−= 52;71417182min

o

2

o

21 , ,d

p ,; ,

d e

,k

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

M2

p pu, b1hor Rd, b, γ

α t d f k F =

where:

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ −= 01;

41

33min

pu,

ub

o

2

o

2 b , f

f ;

d p

;d e

α

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −−= 52;71417182min

o

1

o

11 , ,d

p ,; ,

d e

,k

5. Fin plate in shear (gross section)

M0

py, p pRd,3

3271 γ

f t hV

,=

Note: The coefficient 1,27 takes into account the reduction of the shear resistance, due to the presence of bending moment, see reference (1) (section 6.3.3). For further explanation, see:

Development of a European process for the design of simple structural joint in steel frames (in French), by RENKIN Sandra, Diploma work, University of Liege, June 2003.

6. Fin plate in shear (net section)

M2

pu,netv,Rd,4

3 γ

f AV =

where:

01 p pnetv, d nht A −=

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7. Fin plate in shear (block shear)V Rd,5 = V eff,2,Rd

From § 3.10.2 (3) of EN1993-1-8

M0

nv py,

M2

nt pu,Rd eff,2,

3

150

γ γ A

f A f

V +=,

where:

Ant is the net area subjected to tension

for a single vertical line of bolts (i.e. n2 = 1) ⎟ ⎠ ⎞⎜

⎝ ⎛ −=

20

2 pntd et A

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

⎜⎝ ⎛ −+=

23 022 pnt

d e pt A

Anv is the net area subjected to shear

= t p (h p – e1 – ( n1 – 0,5) d 0)

8. Fin plate in bendingIf h p ≥ 2,73 z then:

V Rd,6 = ∞

else:

M0

py,elRd,6 γ

f

zW

V =

Where:

6

2 p p

el

ht W =

9. Fin plate in buckling (LTB)

M0

elRd,7 γ

σ z

W V =

where:

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6

2 p p

el

ht W =

)(N/mm81235 22

p⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ ×=

z

t σ

Note: Lateral torsional buckling (LTB) is due to compression stresses which may develop inthe lower part of the fin plate under the action of the bending moment.

10. Beam web in bearing

1 2

hor Rd, b,

2

ver Rd, b,

Rd,8

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ +

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ +=F

nF

n

nV

β α

Where α , β and n are as defined in section 3 above.

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

M2

u b1Rd b, γ

α t d f k F =

Therefore vertical bearing resistance of a single bolt on the supported beam web, F b,Rd,ver is:

M2

b1w, b1u, b1ver Rd, b, γ

α t d f k F =

where:

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ −= 0,1;;

41

d 3min

b1u,

ub

o

1 b f

f pα

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −−= 5,2;7,1

d 4.1

;7,1d

e8,2min

o

2

o

,21

pk b

Similarly horizontal bearing resistance of a single bolt on the supported beam web, F b,Rd,hor is:

M2

b1w, b1u, b1hor Rd, b, γ

F = α t d f k

where:

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −= 01;

41

33min

b1u,

ub

o

2

o

b2 b , f

f ;

d p

;d

e ,α

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⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −= 5,2;7,1

d 4,1min

o

11

pk

11. Beam web in shear (gross section)From § 6.2.6 (2) of EN1993-1-1

M0

b1y, bv,Rd pl,Rd,9

3 γ

f AV V ==

12. Beam web in shear (net section)

M2

b1u,net b,v,Rd,10

3 γ

f AV =

where:

b1w,01 bv,net b,v, t d n A A −=

13. Beam web in shear (block shear)

Rd eff,2,Rd,11 V V =

From § 3.10.2 (3) of EN1993-1-8

M0

nv b1y,

M2

nt b1u,Rd eff,2,

315,0

γ γ A

f A f

V +=

where:

Ant is the net area subjected to tension

for a single vertical line of bolts (i.e. n2 = 1) ⎟ ⎠ ⎞⎜⎝ ⎛ −= 20 b2, b1w,nt d et A

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

⎜⎝ ⎛ −+=

23 0 b2,2 b2w,nt

d e pt A

Anv is the net area subjected to shear

( ) ( )0111 b1, b1w, 5,01 d n pnet −−−+=

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14. Supporting column web or

supporting beam web (punching shear)If fin plate is connected to supporting column web or supporting beam web

z

f ht V

6u

2 pw

Rd,12 =

where:

t w is thickness of supporting column web or beam web, t w,c or t w,b2

f u is ultimate tensile strength of supporting column or supporting beam, f u,c or f u,b2

15. Weld designProvide full strength double fillet welds. The welds are considered as end fillet welds. Thesize of the weld throat “ a” complies with the following requirement:

p46,0 t a ≥ for S235 fin plate


s

a

pt

1

2

f ,c w,c w,b2t , t , t

Key: 1. Fin plate2. Supporting elementa: weld throats: leg length

Figure 15.1 Fillet weld, throat and leg length


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16. Ductility requirementsTo ensure adequate ductility, the following requirements must be satisfied

• Rd,7Rd,1Rd ;min V V V < and

• If thenRd,11Rd,10Rd,9Rd,6Rd,5Rd,4Rd,3Rd or;;;;; V V V V V V V V =

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

17. Rotation requirementTo ensure adequate rotation capacity, requirements (1) and (2) or requirement (3) given belowmust be satisfied.

(1) 1 p bd h ≤

Where

r t hd b 22 b1f, b1 −−=

(2) required available φ φ >

Where:

The “required rotation”, φ required , varies according to the structural system and loading. Forexample, for a simply supported beam (length L and second moment of area I ) subject to auniformly distributed load ( γGg+γQq) at ULS:

3QG

required 24

)(

EI

Lqg γ γ φ

+=

• If ( )2

e p2

h 2 ⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ ++−> h

hg z z , then:

∞=availableφ

• Else:

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( ) ⎟⎟⎟

⎟

⎠

⎞

⎜⎜⎜

⎜

⎝

⎛

+

−−

⎟⎟⎟⎟

⎟⎟

⎠

⎞

⎜⎜⎜⎜

⎜⎜

⎝

⎛

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ ++−

=e

p

h2

e p2

h

available

2

arctan

2

arcsinh

hg z

hh

g z

zφ

(3) Provide details as given in SN016 for the initial design of fin plate connections or provide standard details as given in reference (2).

18. 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 .

19. BackgroundThe 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. Renkinand 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: Shear resistance of a fin plate connection

Reference(s)

ORIGINAL DOCUMENT

Name Company Date

Created by Abdul Malik SCI Jan 2005

Technical cont ent checked by Boris Jurasinovic, Edurne

Nunez

SCI August

2005

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

Technical content endorsed by thefollowing 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 16/9/05Resource approved by TechnicalCoordinator

G W Owens SCI 22/5/05

TRANSLATED DOCUMENT

This Translation made and checked by:

Translated resource approved by:

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SN017 (NCCI - Shear Resistance of a Fin Plate Connection)