example end plate beam-to-column-flange simple

Document Ref: SX012a-EN-EU Sheet 1 of 9 Title

Example: End plate beam-to-column-flange simple connection

Eurocode Ref EN 1993-1-8, EN1993-1-1 Made by Edurne Nunez Date March 2005

CALCULATION SHEET

Checked by Abdul Malik Date Aug 2005

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

NOTE: 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 [SN014] and for Tying resistance [SN015].

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

Joint Shear ResistanceTable 1: Shear resistance of end plate connection

Mode of failure Bolts in shear* VRd,1

End plate in bearing* VRd,2

Supporting member in bearing VRd,3

End plate in shear (gross section) VRd,4

End plate in shear (net section) VRd,5

End plate in shear (block shear) VRd,6

End plate in bending VRd,7

Beam web in shear* VRd,8

* Modes evaluated in the example (see Note above)

The shear resistance of joint is the minimum of the above values.

Joint Tying Resistance Table 2: Tying resistance of end plate connection

Mode of failure Bolts in tension NRd,u,1

End plate in bending* NRd,u,2

Supporting member in bending NRd,u,3

Beam web in tension NRd,u,4

The tying resistance of joint is the minimum of the above values.

Example: End plate beam-to-column-flange simple connectionC

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CALCULATION SHEET


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

End Plate Connection - Details

100

70

70

45

45

230

M20, 8.8

= 4 mma

10

HEA 200S235

IPE 300S235

1

1p

3

2p

a

p

p h

p e

me

2,c

e 1

vg

e 1

50

50

n1 = number of horizontal rows of bolts n1 = 3

n2 = number of vertical lines of bolts n2 = 2

Main joint data Configuration Beam to column flange

Column HEA 200 S235

Beam IPE 300 S235

Type of connection End plate connection using non-preloaded bolts

Category A: Bearing type

End plate 230 × 200 × 10, S235

Bolts M20, grade 8.8

Fillet welds Throat a = 4 mm


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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

Depth between fillets dc = 134 mm

Yield strength fy,c = 235 N/mm2

Ultimate tensile strength fu,c = 360 N/mm2

Supported 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

End plate 230 × 200 × 10, S235

Vertical gap gv = 35 mm

Depth hp = 230 mm

Width bp = 200 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 horizontal bolt rows n1 = 3

Plate edge to first bolt row el = 45 mm

Pitch between bolt rows pl = 70 mm

Direction perpendicular to load transfer (2)

Number of vertical lines of bolts n2 = 2

Plate edge to bolt line e2 = 50 mm

Column edge to bolt line e2,c = 50 mm

Gauge (i.e. distance between cross centers) p3 = 100 mm

Bolts M20, 8.8

Total number of bolts ( ) n = 6 21 nnn ×=

Tensile stress area As = 245 mm2

Diameter of the shank d = 20 mm

Diameter of the holes do = 22 mm

Diameter of the washer dw =37 mm

Yield strength fyb = 640 N/mm2

Ultimate tensile strength fub = 800 N/mm2

Welds Throat thickness of the weld a = 4 mm

Partial safety factors

γM0 = 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 = 200 kN


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CALCULATION SHEET



Ductility RequirementsThe supporting element is a column flange, therefore the connection should comply with the following conditions:

py,

ubp 8,2 f

fdt ≤

or

cy,

ubcf, 8,2 f

fdt ≤

SN014

mm 18,13235800

8,220

8,2 py,

ub ==ffd

mm 10p =t

Since tp<13,18 mm, the ductility is ensured.

Weld DesignThe supported beam is steel grade S235, so the requirement is the following:

b1w,38,0 ta ≥

mm 2,77,10,38 =×

mm 4=a

Since mm, therefore OK. 7,2>a

Joint Shear Resistance

Bolts in shear

Rdv,Rd,1 80 nF,V =

SN014

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

EN1993-1-8 Table 3.4

M2

ubvRdv, γ

α AfF =


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http://www.access-steel.com/discovery/linklookup.aspx?id=SN014


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


CALCULATION SHEET



where:

γM2 = 1,25 for shear resistance

αv = 0,6 for grade 8.8 bolts

A = As = 245 mm2

∴ kN08,941025,1

2458006,0 3Rdv, =×

××= −F

∴ kN452 94,0860,8 Rd,1 =××=V

End plate in bearing

Rdb,Rd,2 nFV =

SN014

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

M2

ppu,b1Rdb, γ

α tdfkF =

EN1993-1-8 Table 3.4

where:

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 01;;

41

3;

3min

pu,

ub

o

1

o

1b ,

ff

dp

deα

68,0223

453 o

1 =×

=de

81,041

22370

41

3 o

1 =−×

=−dp

22,2360800

pu,

ub ==ff

∴ ( ) 68,00,1;22,2;81,0;68,0minb ==α

⎟⎟⎠

⎞⎜⎜⎝

⎛−= 52;7182min

o

21 ,,

de

,k

66,47,122

508,27,18,2o

2 =−×

=−de

∴ ( ) 5,25,2;66,4min1 ==k

∴ kN92,971025,1

102036068,05,2 3Rdb, =×

××××= −F


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CALCULATION SHEET



kN58892,976Rd,2 =×=V

Beam web in shear

M0

b1y,vRd,8 3 γ

fAV =

M0

b1y,b1w,p 3

9,0γ

fth=

kN200100,13

2351,72309,0 3Rd,8 =×

××××= −V

SN014

Joint Tying Resistance

End plate in bending

( )ep2u,Rd,ep1u,Rd,u,2Rd, ;min FFN =

The bending resistance for mode 1 failure, FRd,u,ep1 is given by:

( )( )ppwpp

uRd,pl,1,wpRdT,1,ep1u,Rd, 2

28nmenm

MenFF

+−

−==

The bending resistance for mode 2 failure, FRd,u,ep2 is given by:

pp

uRd,t,puRd,pl,2,RdT,2,ep2u,Rd,

2nm

FnMFF

+

+== ∑

SN015

EN1993-1-8 Table 6.2

EN1993-1-8 Table 6.2

mm25,94

374w

w ===de

( )pc2,2p 25,1;;min meen =

e2 = 50 mm

e2,c = 50 mm

( ) ( ) mm93,412

248,021,71002

28,02b1w,3p =

×××−−=

×××−−=

atpm

mm41,5293,4125,125,1 p =×=m

∴ ( ) mm5041,52;50;50minp ==n

0,8 a√2

mp a

tw,b1

p3

tp

0,8 a√2

mp a

tw,b1

p3

tp


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CALCULATION SHEET



kNm88,110

1,136010230

41

41 6

2

uM,

pu,2pp

uRd,pl,1, =×××

×== −

γfth

M

∴ ( )( ) kN215

5093,4125,95093,4121088,125,92508 3

ep1u,Rd, =+×−××

×××−×=F

kNm88,1uRd,pl,1,uRd,pl,2, == MM

uM,

sub2uRd,t, γ

AfkF =

9,02 =k

∴ kN4,160101,1

2458009,0 3uRd,t, =×

××= −F

kN4,96236,1606uRd,t,uRd,t, =×==∑ nFF

n is total number of bolts

∴ kN5645093,41

4,962501088,12 3

ep2u,Rd, =+

×+××=F

( ) kN215564;215minu,2Rd, ==N

SummaryThe 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,1 452 kN

End plate in bearing VRd,2 588 kN

Supporting member in bearing VRd,3 700 kN

End plate in shear (gross section) VRd,4 491 kN

End plate in shear (net section) VRd,5 545 kN

End plate in shear (block shear) VRd,6 578 kN

End plate in bending VRd,7 ∞

Beam web in shear VRd,8 200 kN


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CALCULATION SHEET


Mode of failure Joint tying resistance

Bolts in tension NRd,u,1 962 kN

End plate in bending NRd,u,2 215 kN

Supporting member in bending NRd,u,3 N/A

Beam web in tension NRd,u,4 534 kN

Note: if column flange thickness is less than the end plate thickness, then the column flange should be checked for bending.

Ductility requirement satisfied (see Section 1).

Weld size adequate (see Section 2).


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Example: End plate beam-to-column-flange simple connection SX012a-EN-EU.doc

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

Reference(s)

ORIGINAL DOCUMENT

Name Company Date

Created by Edurne Nunez The Steel Construction Institute

March 2005

Technical content checked by Abdul Malik The Steel Construction Institute

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 09/06/06

TRANSLATED DOCUMENT

This Translation made and checked by:

Translated resource approved by:


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example end plate beam-to-column-flange simple

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