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Contents

1. Beam Splice Connection

1.1 General1.2 Internal Forces1.3 Resistance of the beam's cross section1.4 Resistance of the Flange Plates1.5 Resistance of the Web Plates

2. Input data of the connection

2.1 Data of Beam2.2 Data of Flange Plates2.3 Data of Web Plates

3. Strength Results - Node : 1 LC : 1

3.1 Applied Moments and Forces3.2 Beam's Cross Section Resistance3.3 Resutls for Flange Plate3.4 Results for Web Plate

4. Summary4.1 Summary Table4.2 Legend

1. Beam Splice Connection

1.1 General

The program supports beam splice connections with web and flangeblades.

The type can be bolted, welded or mixed.There is no restriction in the geometry, the steel qualities (beam, bolts)and the cross section types that can be used.In the flanges of the beam the user may also use supplementary platesin order to increase the resistance of the bolts in shear and the flangeplates in axial forces and bearing. In the web the user may select one ortwo UPN sections instead of plates.

1.2 Internal Forces

The distribution of the applied forces to the flange plates is performed asfollows:a) The axial force NSd is distributed according to the areas of the plates


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b) The moment MSd according to the stiffness of the plates

c) The shear is considered to be (totally) applied to the web plates

The distribution of the connection forces to the web plates is based upontheir distance from the bolts center, with the maximum shear force inone bolt becoming form the following equation:

( )2

zz

p

w,sdw,sd

2

xx

p

w,sdw,sdmax,b 2

)1n(

I

M

n

N

2

1n

I

M

n

VV

++

+=

where,VSd,w = is the design shear force applied at the web plates

MSd,w = is the design moment applied at the web plates

NSd,w = is the design axial force applied at the web plates

2irIp =

nx = the number of the bolt columns at web's splice

nz = the number of the bolt rows at web's splice

Dx = the distance between the bolt columns at web's splice

Dy = the distance between the bolt rows at web's splice

The ability of the connection to resist to the design loads, is calculatedby the resistance of it's basic components.

The procedure is divided in three main parts:a) the calculation of the resistance of the beam's cross section bytaking under consideration the holes that may exist for a bolted ormixed connectionb) the calculation of the resistance of the flange platesc) the calculation of the resistance of the web plates

1.3 Resistance of the beam's cross section

The program checks the ability of the cross section to resist the appliedforces using the provisions of EC3 chapter 5.4 for moment, axial, andshear resistance of the cross sections. It must be noticed that theprogram is taking into account the existence of the fastener holes incase of bolted or mixed connections.

1.4 Resistance of the Flange Plates

The flange plates are checked for their ability to resist in tension andbearing. Also the flange bolts and welds are checked in shear forceequal to:

p,fN

p,ft

bh

sdMf,v

F ++

=

where:hb = the beam's height

tf,p= the flange plate's thickness

Nf,p= the axial force at the flange plate

a) The resistance of the plates in tension is performed by using the


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formulas of the paragraph 5.43 of EC3 which are:

sectioncrossthefor,

0m

yfA

Rd,pN

=

sectioncrossnetfor the,

2m

uf

netA

9.0Rd,u

N

=

The final strength of the plate in tension is the minimum of the twoabove values:

Rd,vF)

Rd,uN,

Rd,pN(min

RdN =

b) The resistance of the flange plates in bearing is performed by thefollowing formula:

f,bn/

Rd,vF

mb

mintd

ufa5,2

Rd,bF

=

To calculate the resistance of the bolts in shear, the following EC3equations are used:

8.8/5.6/4.6qualitiesboltfor,Af6,0nfmb

subRd,v

=

10.9/5.8/4.8qualitiesboltfor,Af5,0

nfmb

sub

Rd,v

=

portiounthreadedhethrough tpassesplanesheartheif,Af6,0

nfmb

ub

Rd,v

=

n: the number of shear planes

In the case of a mixed or welded connection, the resistance of theweldes is also being checked , using the following formula:

wlwawn/f,vF

mwbw3

uf

wd,vF

=

1.5 Resistance of the Web Plates

The web plates are checked for their resistance in shear, in bearing andin rupture (block shear). Additional checks of the resistance of the webbolts in shear, of the beam's web in rupture and the welds resestance (ifthey exist) are being performed.

The check of the bolts in shear and the web plates in bearing aresimilar to those of the flange plates.

The check of the web pltes in shear is based upon the followingformula:

n/sd

V

0m3

yf

vA

Rd,pV

=

The check of the plates and the beams cross section in rupture(block shear) is based upon the paragraph 6.8.2 of EC3 and


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specfically on the formula:

sdV

0meff,vA3

yf

Rd,effV =

where:

eff,vLt

eff,vA =

In the case of a welded or mixed connection the welds resistance ischecked as follows:

3mw

w

uf

wd,vF2

syf2

sxf

sf

=+=

where:

)w

yI

wx

I(n

ysw

M

sxf

+

=

)w

yI

wx

I(n

xsw

M

wa

w

sdV

syf

+

+

=

where:

side)each(forweldingtheofinertiaofmomentsthe:w

yI,

wxI

weldtheoflengththe:w

Msw: the moment which is applied to the welds

n: the number of the web plates (1 or 2)aw: the thickness of the weld

2. Input data of the connection


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2.1. Data of Beam

Type.................................................................. IPE360

Steelgrade............................................................Fe430

Height................................................................... 360 mm

Width.................................................................... 170 mm

Webthickness.............................................................. 8 mm

Flangethickness........................................................12.7 mm

2.2. Data of Flange Plates

Plate'sheight...........................................................400 mm


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Plate'swidth............................................................170 mm

Plate'sthickness.........................................................15 mm

Weld thicknessAf.......................................................... 5 mm

Boltstype...............................................................M22

Bolt's steelgrade...................................................... 10.9

Number of boltrows........................................................ 2

Number of boltcolumns..................................................... 3

Rows distance from platesedge............................................ 45 mm

Columns distance from plates

edge......................................... 40 mmDistance between bolt

columns............................................. 60 mmDistance between bolt

rows................................................ 80 mmDistance

W1...............................................................60 mm

The shear plane passes trough the threaded por. of thebolt............... NO

Suppemetary flange plates areused........................................ NO

2.3. Data of Web Plates

Web platesnumber.......................................................... 2

Use U-Sections instead ofplates.......................................... NO

Plate'sheight...........................................................400 mm

Plate'swidth............................................................280 mm

Plate'sthickness.........................................................10 mm

Weld thicknessAw.......................................................... 6 mm

Boltstype...............................................................M22

Bolt's steelgrade...................................................... 10.9


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Number of boltrows........................................................ 4

Number of boltcolumns..................................................... 3

Rows distance from platesedge............................................ 45 mm

Columns distance from platesedge......................................... 40 mm

Distance between boltcolumns............................................. 45 mm

Distance between boltrows................................................ 50 mm

DistanceW1...............................................................45 mm

The shear plane passes trough the threaded por. of thebolt.............. YES

3. Strength Results - Node : 1 LC : 1

3.1. Applied Moments and Forces

Moment................................................................ 121,50 KNm

Shear................................................................ -143,50 kN

Axial................................................................. 800,00 kN

3.2. Beam's Cross Section Resistance

Class of the crosssection................................................. 1

(Msd / Mrd) = (121,50 / 228,29) = 0,53 The Maximum ratioMemMo -> Member in MomentMemSh -> Member in Shear ForceMemAx -> Member in Axial ForceFlPBSh -> Flange Plate's Bolts in Shear


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FlPlT -> Flange Plate in TensionWPl_BSh -> Web Plate's Bolts in ShearWPl_Sh -> Web Plate in ShearWPl_Ru -> Web Plate in RuptureBeW_Ru -> Beam's Web in RuptureFlPl_We -> Welds in Flange PlateWPl_We -> Welds in Web Plate

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