Fin Plate Beam-To-column-flange Connection (GB)

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

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

Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006

CALCULATION SHEET

Checked by Abdul Malik Date Jan 2007

Localized resource for UK

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 and to avoid premature weld failure.

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.

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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.

A summary of the resistance values (shear and tying) for all modes of failure is given in page 14.

Checks to ensure sufficient ductility are given in page 15.

Example: Fin plate beam-to-column-flange connection (GB)C

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CALCULATION SHEET


Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Mary Brettle Date Dec 2006 Checked by Abdul Malik Date Jan 2007

Fin Plate Connection – Details

45

70

70

45

50 50

35

230

60

10

e

e

e

p

p

e

b z

h

g g

h

M20, 8.8

S275

= 5 mm

= 5 mm

UC203x46S275

S276230 x 110 x 10

1,b 1

1

1

1

p

vh

1 2 = 3 = 1n n

a

a

ae2

p

US

2,b1

B305x165x40275

e

Main joint data Configuration Beam to column flange

Column UKC 203x203x46, S275

Beam UKB 305x165x40, S275

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

Fin plate 230 × 110 × 10, S275

EN1993-1-8 §3.4.1

UKC 203x 203x46

S275

UKB 305x165x40

S275

S275


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




CALCULATION SHEET


Column UKC 203x203x46, S235 Depth h = 203.2 mm

Width b = 203.6 mm

Thickness of the web tw,c = 7.2 mm

Thickness of the flange tf,c = 11 mm

Fillet radius r = 10.2 mm

Area A = 58.7cm2

Second moment of area Iy = 4570 cm4

Yield strength fy,c = 275 N/mm2

Ultimate tensile strength fu,c = 430 N/mm2

BS4

Corus Advance

UKB 305x165x40, S275 Depth h = 303.4 mm

Width b = 165 mm

Thickness of the web tw,b1 = 6.0 mm

Thickness of the flange tf,b1 = 10.2mm

Fillet radius r = 8.9 mm

Area A = 51.3 cm2

Second moment of area Iy = 8500 cm4

Yield strength fy,b1 = 275 N/mm2

Ultimate tensile strength fu,b1 = 430 N/mm2

BS4

Corus Advance

Fin plate 230 × 110 × 10, S275 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 = 275 N/mm2

Ultimate tensile strength fu,p = 430 N/mm2


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CALCULATION SHEET



Direction of load transfer (1)

Number of bolt rows n1 = 3

Plate edge to first bolt row el = 45 mm

Beam edge to first bolt row el,b = 80 mm

Pitch between bolt rows pl = 70 mm

Direction perpendicular to load transfer (2)

Number of vertical lines of bolts n2 = 1

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 As = 245 mm2

Diameter of the shank d = 20 mm

Diameter of the holes d0 = 22 mm

Yield strength fyb = 640 N/mm2

Ultimate tensile strength fub = 800 N/mm2

Welds

Throat thickness of the weld a = 5 mm

Partial Safety factors

γMO = 1.0

γM2 = 1.25 (for shear resistance at ULS)

γM,u = 1.1 (for tying resistance at ULS)

Design shear force (at ULS) VEd = 100 kN


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CALCULATION SHEET



Rotation requirement It is assumed that there is sufficient rotation capacity, because the details given in NCCI, SN016 have been adopted.

SN016 and SN017 (Section 17)

Weld design For S275 fin plate, ensure throat thickness a ≥ 0.48 tp

a = 5 mm

0.48 tp = 0.48 x 10 = 4.8 mm

Since a > 0.48 tp weld is OK

SN017 (Section 15)

Joint shear resistance

Bolts in shear

( ) ( )

1

22Rdv,

Rd,1nn

FnV

βα ++=

SN017

The shear resistance of a single bolt, Fv,Rd is given by:

M2

ubvRdv, γ

α AfF =

where:

25.1M2 =γ for shear resistance

6.0v =α for class 8.8 bolts 2

s mm 245AA ==

∴ kN 1.941025.1

2458006.0F 3Rdv, =×

××= −

Table 3.4 of EN1993-1-8

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

43.07043

606 p)1n(n

z6 1

=××

×=

+=β

∴ ( ) ( )

kN 173 343.0301

1.943 V22Rd,1 =

×+×+

×=


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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. n2 = 1 and n = n1)

0=α

43.0=β (as above)

The bearing resistance of a single bolt, Fb,Rd is given by:

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 =

Table 3.4 of EN1993-1-8

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛−=α 0.1;

ff;

41

d3p;

d3emin

pu,

ub

0

1

0

1b

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 5.2;7.1

de8.2mink

o

21

68.0223

45d3/e 01 =×

=

81.041

223704/1d3/p 01 =−×

=−

86.1430800f/f pu,ub ==

∴ ( ) 68.00.1;86.1;81.0;68.0minb ==α


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CALCULATION SHEET



66.47.122

508.27.1d/e8.2 02 =−×

=−

∴ ( ) 5.25.2;66.4mink1 ==

∴ kN 0.1171025.1

102043068.05.2F 3verRd,b, =×

××××= −

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

M2

ppu,b1horRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛=α 0.1;

ff;

d3emin

pu,

ub

o

2b

⎟⎟⎠

⎞⎜⎜⎝

⎛−−= 5.2;7.1

dp4.1;7.1

de8.2mink

o

1

o

11

76.0223

50d3/e 02 =×

=

86.1430800f/f pu,ub ==

∴ ( ) 76.00.1;86.1;76.0minb ==α

03.47.122

458.27.1d/e8.2 01 =−×

=−

75.27.122

704.17.1d/p4.1 01 =−×

=−

∴ ( ) 5.25.2;75.2;03.4mink1 ==

∴ kN 7.1301025.1

102043076.05.2F 3horRd,b, =×

××××= −

kN8.292

7.130343.0

0.117301

3 V22Rd,2 =

⎟⎠⎞

⎜⎝⎛ ×

+⎟⎠⎞

⎜⎝⎛ ×+

=


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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. n2 = 1 and n = n1)

0=α

43.0=β (as above)


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 =

Table 3.4 of EN1993-1-8

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 0.1;

ff;

41

d3pminα

b1u,

ub

0

1b

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 5.2;7.1

de

8.2mink0

b2,1

81.041

22370

41

d3p

0

1 =−×

=−

86.1430800

ff

b1u,

ub ==

∴ ( ) 81.00.1;86.1;81.0minb ==α

66.47.122

508.27.1d/e8.2 0b2, =−×

=−

∴ ( ) 5.25.2;66.4mink1 ==

∴ kN 6.831025.1

62043081.05.2F 3verRd,b, =×

××××= −


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CALCULATION SHEET



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

M2

b1w,b1u,b1horRd,b, γ

α tdfkF =

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛=α 0.1;

ff;

d3e

minb1u,

ub

o

b2,b

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 5.2;7.1

dp4.1mink

o

11

76.0223

50d3/e 0b2, =×

=

86.1430800f/f b1u,ub ==

∴ ( ) 76.00.1;86.1;76.0minb ==α

75.27.122

704.17.1d/p4.1 01 =−×

=−

∴ ( ) 5.25.2;75.2mink1 ==

∴ kN 4.781025.1

62043076.05.2F 3horRd,b, =×

××××= −

kN147.5

4.78343.0

6.83301

3 V22Rd,8 =

⎟⎠⎞

⎜⎝⎛ ×

+⎟⎠⎞

⎜⎝⎛ ×+

=


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CALCULATION SHEET



Joint tying resistance

Bolts in shear

uRd,v,u,1Rd, nFN =

uM,ubvuRd,v, /AfF γα=

where:

1.1uM, =γ for tying resistance

6.0v =α for grade 8.8 bolts

2s mm 245== AA

Table 3.4 in EN1993-1-8

∴ kN 9.106101.1

2458006.0F 3uRd,v, =×

××= −

∴ kN 7.3209.1063N u,1Rd, =×=


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CALCULATION SHEET



Fin plate in bearing

horu,Rd,b,u,2Rd, nFN =


uM,

ub1Rdb,

tdfkF

γα

=

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

uM,

ppu,b1horu,Rd,b,

tdfkF

γα

=

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛=α 0.1;

ff;

d3emin

pu,

ub

o

2b

⎟⎟⎠

⎞⎜⎜⎝

⎛−−= 5.2;7.1

dp4.1;7.1

de8.2mink

o

1

o

11


76.0223

50d3e

o

2 =×

=

86.1430/800f/f pu,ub ==

∴ ( ) 76.00.1;86.1;76.0minb ==α

03.47.122

458.27.1de8.2

o

1 =−×

=−

75.27.122

704.17.1dp4.1

o

1 =−×

=−

∴ ( ) 5.25.2;75.2;03.4mink1 ==

∴ kN5.148101.1

102043076.05.2F 3horu,Rd,b, =×

××××= −

∴ kN 5.4455.1483N u,2Rd, =×=

Table 3.4 of EN1993-1-8


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CALCULATION SHEET



Beam web in bearing

horu,Rd,b,u,5Rd, nFN =


uM,

ub1Rdb,

tdfkF

γα

=

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

uM,

b1w,b1u,b1horu,Rd,b,

tdfkF

γα

=

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛=α 0.1;

ff;

d3e

minb1u,

ub

o

b,2b

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 5.2;7.1

dp4.1mink

o

11


76.0223

50d3

e

o

b,2 =×

=

86.1430/800f/f b1u,ub ==

∴ ( ) 76.00.1;86.1;76.0minb ==α

75.27.122

704.17.1dp4.1

o

1 =−×

=−

∴ ( ) 5.25.2;75.2mink1 ==

∴ kN 1.89101.1

62043076.05.2 =F 3horu,Rd,b, =×

×××× −

∴ kN 3.2671.893N u,5Rd, =×=

Table 3.4 of EN1993-1-8


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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,2 230 kN

Fin plate in shear (gross section) VRd,3 288 kN

Fin plate in shear (net section) VRd,4 326 kN

Fin plate in shear (block shear) VRd,5 274 kN

Fin plate in bending VRd,6 N/A

Fin plate buckling VRd,7 909 kN

Beam web in bearing VRd,8 148 kN

Beam web in shear (gross section) VRd,9 319 kN

Beam web in shear (net section) VRd,10 259 kN

Beam web in shear (block shear) VRd,11 197 kN

Mode of failure Joint tying resistance

Bolts in shear NRd,u,1 321 kN

Fin plate in bearing NRd,u,2 446 kN

Fin plate in tension (block tearing) NRd,u,3 773 kN

Fin plate in tension (net section) NRd,u,4 577 kN

Beam web in bearing NRd,u,5 267 kN

Beam web in tension (block tearing) NRd,u,6 464 kN

Beam web in tension (net section) NRd,u,7 346 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 < and

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

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

From the Summary table:

VRd = VRd,8 = 148 kN

VRd,1 = 173 kN

VRd,7 = 909 kN

Since 148 kN < 173 kN and the second condition is not applicable, the ductility is ensured.

SN017


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Example: Fin plate beam-to-column-flange connection SX013a-EN-GB

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Created by Mary Brettle SCI Dec 2006

Technical content checked by Abdul Malik SCI Jan 2007

Editorial content checked by D C Iles SCI 19/2/07


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Fin Plate Beam-To-column-flange Connection (GB)

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Transcript of Fin Plate Beam-To-column-flange Connection (GB)