ing. giovanni conticello ing. sebastiano floridia · corso umberto i, 39 96100 siracusa-italy user...

Corso Umberto I, 39 96100 Siracusa-Italy

www.progettoarchimede.it

U s e r M a n u a l – V e r s i o n 1 . 1 1 . 0 . 5 9 - J a n u a r y 2 3 2 0 1 4 P a g e 1 of 354

Ing. Giovanni Conticello Ing. Sebastiano Floridia

With the important help of

Ing. Giovanni Trigili

JointsForTekla

Ver. 1.11.0.59 - January 23 2014

Design of joints of steel structures

in environment TeklaStructures 19.0




JointsForTekla

1 INTRODUCTION

1.1 All you necessarily need know before starting

- The software JointForTekla designs the following kind of joints: 141, 142, 143, 144, 42, 77, 14,11, 124, 128, 40, 1014, 1052;

- TeklaStructures has got infinity potentialities of joints modeling so it’s impossible that a controller can consider every estimated possibility.

- JointForTekla has been positively tested about structures with real joints but it

hasn’t got tested about joints torn off by real design.

2 DIRECTIONS

2.1 Characteristics of the Software

JointForTekla (JFT) is a software to design steel structures with steel joints in according with Eurocode 3 in environment TeklaStructures 19.0 .

This software is closely linked with TeklaStructures. Without it the software cannot work and it works using every tridimensional modeling potentiality, get up every information about joints by Teklastructures and can use them for joint numerical code

selected in according with EC3 and following report results.

Among the most important JointForTekla potentialities we note:

• Immediate data input, by TeklaStructures data ; • Possibility to get up by data file exterior the values of infinity loading combinations; • Possibility to get up the data by structural MidasGen model;

2.2 Minimum qualification hardware and software

• Any for working with TeklaStructures; • Framework 4.0

The Windows Panel control with International format, must be plan out so that the

system know it: • the point like decimal separator;

• the colon like thousands separator.




2.3 Conventions

The units are: • for length the centimetre; • for loadings: the KiloNewton (KN), corresponding to 101.9 kg for forces;

• for loadings: the KiloNewton (KN*m), for static moment; • for model get up from MidasGen the units will be N and mm;

2.4 Activation License

At first start the window of dialog management license will appear. The software in

demo version will work all through 30 days in whole formalities. Every customer will have an ID license and a password.

To active the license there are 3 modalities:

1) Activation on line, without calling the assistance (faster and recommended); 2) By email it is necessary have two codes for releasing the brake ;

3) By another pc, if your pc isn’t collected in internet.




2.5 Off License

When you want to install your license in another pc, you can use the command

“removing license”. So you can active your license in another pc and viceversa, whenever you want.

2.6 Start up Application

The application must be started following the TeklaStructures start up.

When TeklaStructures is working you can start up this software.

2.7 Software’s Language

This software uses TeklaStructures’ language. The languages are: Italian, English,

French, German, Spanish, for the remaining languages the software graphic interface is in English and the reports will be in English and Italian language.

2.8 Software ‘s interface graphic

The software has been done using the new object oriented programming style in according with Microsoft NET Framework 4.0.

It has got a toolbar that you can always see, you can put it when you want in your work area.

The same toolbar commands are in the menu situated in tray icon notification.




View Toolbar always in the foreground

Command in tray bar

The controls are:

- Union selection: This command allowed to active the procedure of selection of every single joint (green little cone). After the selection the procedure of joint checking will start;

- Open dialogue: this command allowed to get up the software’s window without to select every single joint. It is in useful to have the list of connections , choose

them for kinds and go on to multiple selection of selected joints; - Stress drop down menu: by it you can select the source where you can take

the stress for joint design. You can choose by 4 options:

o Stress by Tekla: for design the single joint it use the values that are in the window properties of TeklaStructures connection;

o Stress by datasheet: for design the single joint it use the values entered

in the data grid, the individual fields manually entering or by setting up an

external excel file from which to copy 6 columns x n rows;

o For restored resistance: for design single joint it use plastic members’

value that formed the joint;

o Stress by Midas: for design single joint it use the value coming from

modeling with MidasGen software (for detailed list see following paragraph);

- Taking data by MidasGen: this command allowed to select data file coming from MidasGen, containing all stresses of whole model (for detailed list see

following paragraph);




- Manual: From this command you can enter in Pdf manual;

- Information from this window it is possible to enter in the software general information




- General planning out: From this window it is possible to enter in the software’s

general planning out: o Normative: You can choose between EC3 and DM2008 for the definition of

general partial factor value M1;

o Concrete type(cls): you can define the concrete with which did the foundation (it is necessary for design joints 1014 and 1052);

o Concrete edge distance: the value of distance between anchor bolts and external foundation edge is in mm (it is necessary for anchor bolts design joints 1014 e 1052);

o The software has got a connection at the server www.progettoarchimede.it so you can always have the up to date software. The procedure can be

done manually and outside from software, by special icon in operative system in the joint group or automatically at each software startup, if there is an active internet connection;

o Radius zoom in the joint: This value allowed to adjust zoom factor in the click of joints in the model;

o Zoom at treeview joint: this value allowed qualifying or not qualifying the possibility to take place the zoom over the joint in the model;

o Default Value (if the materiali is unknow). In this pane are inserted the

resistance values of the materials in case the material set is not present in the database of JointsForTekla;

o Default Value (if the Botls are unknow). In this pane are inserted the

resistance values of the bolts, in the case where the class of bolts set is not present in the database of JointsForTekla.

- Esc: This command allowed exit the application.

http://www.progettoarchimede.it/




2.9 Stress made by Midas:

For design each joint it use the value made from modeling that we have made

with MidasGen software. The procedure want that you choose the file Nomefilestruttura.mgt (created previously in Midas) and automatically it try to open the file Name filestructura.xls executed in MidasGen environment like

stress export for each one single beam , but only in ends of the beams.

Beam Force

Elem Load Part Axial (N)

Shear-y (N)

Shear-z (N)

Torsion (N*mm)

Moment-y (N*mm)

Moment-z (N*mm)

10 Test I[19] -4124.77 -671.49 -2221.33 46120.27 -3266282.54 -4041028.7

10 Test J[20] -4124.77 -671.49 -2221.33 46120.27 3397721.79 -2026571.35

12 Test I[23] 590.37 45.34 364.3 1317.91 1708190.43 191261.52

12 Test J[17] 590.37 45.34 364.3 1317.91 -477590.29 -80807.65

13 Test I[17] 2404.34 -116.89 1202.97 18216.89 2806294.49 1091194.53

13 Test J[19] 2404.34 -116.89 1202.97 18216.89 -4411530.53 1792537.87

14 Test I[19] 1815.19 3291.56 -2142.39 -47541.72 -4324823.76 5854364.61

14 sas J[21] 1815.19 3291.56 -2142.39 -47541.72 2102360.39 -4020313.06




3 CONNECTIONS – THEORY AND METHOD

3.1 Joint 141 (Supporting beam – Supported beam)

(Supported beam on the flange or on the web column)




3.1.1 Angles

The angles can be located on both surfaces or only one surface of the secondary

profile axis

They can have different thickness , but it not allowed to use different size angular

The angular connection on the profiles can be either bolted that welded , like is

represented in the following figure:

If the connection (Joint) is both bolted and welded

in the verifications we will not consider the weld, so we assume the connection only

like bolted.




3.1.2 Forces

On the secondary profile we can apply the following forces:

EdN axial force (positive if tensile)

xEdV , horizontal plane shear force

yEdV , vertical plane shear force

The forces may be inserted by Tekla Structures (except xEdV , ), by modeler Midas, by

text file or we can calculate the structure to restore strength.

If the stresses from Tekla Structures are zero, the forces will have minimum value

according with EC3 1-8 point 6.2.7.1.(13)

plEd NN 025.0

plyEd VV 025.0,

where the plastic resistances are referred at the secondary profile .

The joint is schematized as hinged joint, because it is generally used as end joint.




3.1.3 Geometric verification

The procedure provides to verify the construction requirements for drilling bolted joint

according with EC3 1-8, with following table 3.3 and figure 3.1




3.1.4 Design resistance of single bolt and single weld

In this section we recall the common criteria for verification of single bolts and single

weld.




3.1.4.1 Design resistance at bolt’s tension force

Single bolt tension resistance is:

2,

9.0

M

subRdt

AfF

where

sA is the tensile stressed area

ubf is the last tensile bolt strength

3.1.4.2 Bolt shear force resistance design

For a shear connection (see class A EC3 1-8 point 3.4.1) the single bolt shear force

design (for a single resistant section) is:

2

,,M

ubvRdv

AfF

If the shear force plane is through the threated bolt portion:

- for classes 4.6, 5.6 and 8.8

6.0v


5.0v

If the shear force plane is through not threaded bolt portion:

6.0v

While

A is bolt area

ubf is the last bolt tension

3.1.4.3 Design resistance of weld

Fillet weld design resistance is:

lafF dvwRdw .,

Where

dvwf . is the welding shear design resistance.




a is throat weld height.

l is cordon weld length.

The welding shear resistance calculation is:

2.

3/

Mw

udvw

ff

where:

uf is the nominal resistance breaking of weaker joint;

w is the appropriate correlation factor shown in table 4.1.

3.1.5 Annotations

In the verifications the sizes regarding supported beam will have the wb pedice and

regarding supporting beam the pedice wc.

3.1.6 Verifications made

Verifications made on the joint are the following:




- Bolt’s shear force on the supported beam

RdvEdv FF ,,

- Weld on the supported and supporting beam

RdwEdw FF ,,

- Shear and tension force bolt on the supporting beam

tensionandshear of caseIn 4.1//

ononly tensi of caseIn

shearonly of caseIn

,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

- Net and gross sections profile and angular verification on supported and

supporting beam due to stress tensile and shear force

Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- Verification for profiles and angles Block Tearing on the supported and

supporting beam, due to tensile and shear force

effEd NN

effEd VV

- Verification bearing resistance on two directions, horizontal and vertical profiles

and angular on supported an supporting beam

RdbEdb FF ,,




3.1.7 Shear force bolt verification (supported beam)

The verification is made considering together normal stress and shear force acting on

supported beam.

If we consider a reference system x-y on the supported beam plan, with x coincident

with beam axis, , y orthogonal to the beam axis and the origin coincident with bolt

barycenter, for equilibrium to the translation and rotation relative the supporting beam

axis, the loads in the barycenter of group bolts on the bracket are :

eVT

VV

NV

yEd

yEdy

Edx

,

Where

e is the distance between the barycenter of the group bolts and the supporting axis

beam, while EdT is the parasite torsion due to eccentricity.

The single bolt shear actions, for single bolt shear plan are :

ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With

)( 22 ynxnJ bh

i

bvb bolt’s polar moment

bn total number bolts

vn number shear resistant bolt sections

bhn number bolts for line

bvn number bolts for row




ix single bolt distance from the barycenter of the group bolts, in the verification we consider

maxx

iy single bolt distance from the barycenter of the group bolts, in the verification we consider

maxy

The resultant of the forces on single bolt for single bolt shear plan is:

2,,

2,,, ))()(())()(( EdEdyyEdyEdEdxxEdxEdv TVVVTVVVF

Must satisfy:

RdvEdv FF ,,

3.1.8 Weld verification (supported beam)

Verification is done considering together orthogonal force and shear acting on the

supported beam.

If we consider a reference system x-y on supported beam plan, with x coincident with

beam axis , y orthogonal beam axis and the origin in vertical cordon barycenter, for

equilibrium to vertical translation and rotation relative to supporting beam axis, for

each angle must be two horizontal welding (one superior and one inferior) and one

vertical welding on supported beam.

The forces on the bracket are :

eVT

VV

NV

yEd

yEdy

Edx

,

Where

e is the distance between vertical welding barycenter and supporting beam axis, while

EdT is the parasite torsion due to eccentricity.

The horizontal and vertical actions on welds are :




)(

)(2

)(

,

,

,

hangles

EdEdEdx

yyEdy

xxEdx

h

TTV

VVV

VVV

with

hanglesh angle height

Force resultant on horizontal welding is :

)()(( ,,,, EdEdxxEdxEdxw TVVVF

Force resultant on vertical welding is:

)(,,, yEdyEdyw VVF

Must satisfy:

RdwEdw FF ,,

with

lafF dvwRdw ., one angle

2., lafF dvwRdw two angles

where

l is single cordon length

a is throat height.

3.1.9 Shear and tension force bolt verification (supporting beam)

The verification is made considering together normal stress and shear acting on

supported beam.

If we consider a reference system x-y on supporting beam’s plan, with axis x

coincident with beam’s axis, axis y orthogonal to beam’s axis and origin in the bolt’ s




barycenter that are on one angular, for vertical translation and rotation equilibrium

relative to the supported beam axis, shear force solicitations in the group bolt’s

barycenter on single bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

2/

2/

,

,

If on supporting beam is only one angular the stresses on the group bolts’ barycenter

on bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

,

,

Where

e is the distance between the barycenter of group bolts of single angular and

supported beam’s axis, while EdT is the parasite torsion due to eccentricity.

The force shear of single bolt for single bolt shear plan are:

ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With

)( 22 ynxnJ bh

i

bvb bolts polar moment

bn bolts total number

vn bolt number sections shear resistant

bhn bolts number per horizontal row

bvn bolts number per vertical row




ix single bolt distance from barycenter of group bolts, in verification we consider maxx

iy single bolt distance from barycenter of group bolts, in verification we consider maxy

The forces resultant on single bolt for single bolt shear plan is:

2,,


The tension force on single bolt belonging to the group of bolts of a bracket is:

bEdt nNF /,

That must satisfy:



shearonly of caseIn

,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

3.1.10 Weld verification (supporting beam)

The verification is made considering together axial force and shear force acting in two

directions vertical and horizontal on supporting beam.


coincident with beam’s axis, axis y orthogonal to beam’s axis and origin in barycenter

of vertical axis welding, for vertical translation and rotation equilibrium relative to the

supporting beam axis, must be for each angular two horizontal welding ( one superior

and one inferior) and one vertical weld on supporting beam.

Stresses on single bracket are:

eVT

VV

VV

NN

yEd

yEdy

xEdx

Edz

2/

2/

2/

,

,

,




If on the supporting beam there is only one angular the forces on the bracket are:

eVT

VV

VV

NN

yEd

yEdy

xEdx

Edz

,

,

,

Where

e is the distance between the vertical welding barycenter and supporting beam axis,

while EdT is the parasite torsion had to eccentricity.

The forces on single horizontal and vertical welding are:

)(

)(2

)(

2/)(

,

,

,

hangles

EdEdEdx

yyEdy

xxEdx

Ed

h

TTV

VVV

VVV

NNN

With

hanglesh angular height

The forces’ resultant on horizontal welding is:

)()()(( 2,,,, NNTVVVF EdEdEdxxEdxEdxw

The forces’ resultant on vertical welding is:

)(,,, yEdyEdyw VVF

That must satisfy:

RdwEdw FF ,,

With



Where




l is single weld length


3.1.11 Verification of net and gross sections (supported beam)

The verification is made both for normal tension forces and shear forces.

3.1.11.1 Tension force

The verification made both for the profile and angles should be satisfied if:

1,

Rdt

Ed

N

N

Where RdtN , is the design resistance force at tension force of section cross , equal to

lower of:

a) Plastic design resistance of gross section

0,

M

y

Rdpl

AfN

b) Ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN

The axis is the profile resistant section, with the height equal to angular height

in according with EC3.

The angular resistant part is the sum of two angles cross section areas, if there

are both, that is a single angular.

3.1.11.2 Shear force

The verification is made both for profile and angles should be satisfied if:

1,

Rdc

Ed

V

V




Where RdcV , is the shear resistance design force of cross section, equal to lower of:


0,

)3/(

M

y

Rdpl

fAV

b) Ultimate resistance design section of net section in hole for connection

devices

2

,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part, It will be eventually blunted.

The angular resistant part is the sum of two angles cross section, if there are

both , that is a single angular .

3.1.12 Verification net and gross section (supporting beam)

The verification is made both for normal forces and shear forces.


Verification made both for profile and angles should be satisfied if:

1,

Rdt

Ed

N

N

Where RdtN , is the design tension force at tension force of cross section, equal to lower

of:


0,

M

y

Rdpl

AfN

b) Ultimate net design resistance section in holes for connection devices




2, 9.0

M

ynet

Rdu

fAN

The tension force action is equal to horizontal shear force acting on supporting

beam. The axis is the profile resistant part, it has an height equal to angular

height in according with EC3.

The verification is made for single angular.


The verification is made both for profile and angles should be satisfied :

1,

Rdc

Ed

V

V

Where RdcV , is the shear design resistance force of cross section, equal to lower of:


0,

)3/(

M

y

Rdpl

fAV

b) Ultimate design resistance of net section in holes for joining devices

2,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part

The angles resistant part is the sum each single part.

3.1.13 Resistance design for Block Tearing

The shear force resistance with collapse mechanism of “block Tearing” (EC3 – 1.8 point

3.10.2), is characterized by two possible crisis mode:

- Tensile force breaking along line holes and shear force section yield on gross

section;

- Shear force breaking on net section.




For a group of bolts stressed by a symmetric force, tear resistance,

RdeffV ,1, is:

02

,1,

3

M

nvy

M

ntuRdeff

AfAfV

where:

ntA is net area with tensile force;

nvA is net area with shear force.

For a group of bolts stressed by eccentric shear force action, RdeffV ,2, is:

02

,2,

35.0

M

nvy

M

ntuRdeff

AfAfV

The verification is made separately both for perpendicular action and shear force

action, both for profile and angles.




Must be:

effEd NN

effEd VV

3.1.14 Single bolt bearing resistance force

The bearing verification for single bolt resistance section is:

2

1,,

M

ubRdb

dtfkF

Where b is

For external (outer) bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

while 1k is

for external (outer) bolts

)5.2;7.18.2min(0

21

d

ek

For innner bolts

)5.2;7.14.1min(0

21

d

pk

Where

uf is the ultimate tensile strength of lower resistant plate

ubf is the bolt ultimate tensile strength

t is minimum thickness of plates connection

0d is hole diameter

For the other sizes definition see figure 3.1




The bearing verification is made separately on two horizontal and vertical directions

both profile and supported and supporting beam angles. In the verification vertical and

horizontal shear forces acting on local reference system, are combined.

Must be:

RdbEdb FF ,,





(Supporting beam on the flange or on the column web)




3.2.1 Plates

The connection plate can be single or multiple

3.2.2 Actions


EdN normal force (positive if tensile)

xEdV , horizontal shear force


xEdM , bending moment around x axis

The forces can be inserted by Tekla Structures (except xEdV , ), by modeler Midas, , by







plEd NN 025.0

plyEd VV 025.0,

plEd MM 25.0

where the plastic design resistances are referred at the secondary profile

Generally the joint can be schematized as hinged joint that is as a constrained joint.

This type of connection, is generally used to ensure the continuity of supported beam,

beam – continuous beam ( constrained joint on both secondary profiles), or simulate

some hinges on one of two secondary profiles and a joint on the other profile, that is

like an hinge on both the secondary profiles.




3.2.3.1 Design resistance of the single bolt and the single weld

In this section we recall the common criterions for verification of single bolts and single

weld.




3.2.3.2 Tension design resistance of the bolt


2,

9.0

M

subRdt

AfF

Where



3.2.3.3 Design resistance of the bolt to shear


design (for only one resistant section) is:

2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v

While

A is bolt area


3.2.3.4 Design resistance of the Weld





lafF dvwRdw .,

Where


a is weld throat height.

l is weld throat height.

The welding shear resistance calculation dvwf . is:

2.

3/

Mw

udvw

ff

Where :






3.2.3.5 Annotations

In the verifications the sizes regarding supported beam will have the pedice wb and


3.2.3.6 Verifications made

- Verifications made on the joint are the following:

- Weld on the supported beam

RdwEdw FF ,,




shearonly of caseIn

,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

- Net and gross sections verification of profile and plates on supported beam, due

to stress tensile and shear force

Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- BlockTearing verification profiles and plates on the supported beam, due to

tensile and shear force

effEd NN

effEd VV

- Bearing resistance verification on two directions, horizontal and vertical of

profiles and plate on supported beam




- RdbEdb FF ,,

3.2.3.7 Verification of weld (supported beam)

Verification is done considering together perpendicular force and shear acting on the

supported beam.



equilibrium to vertical translation and rotation relative to supporting beam axis, we

consider as that vertical cordon on supported beam is for the whole height plate.

The forces on plate are:

eVT

VV

NV

yEd

yEdy

Edx

,

Where


EdT is the parasite torsion had to eccentricity, if the main supporting beam torsional

stiffness isn’t negligible, the connection is assumed as a constraint joint and

xEdyEd MeVT , .

The horizontal and vertical actions on single weld are:

)(2

)(

2)(

,

,

,

EdEdEdx

yyEdy

xxEdx

TTV

VVV

VVV

Force resultant on horizontal welding is

)()()(( ,,,,, yEdyEdEdxxEdxEdxw VVTVVVF




must satisfy:

RdwEdw FF ,,

Where


a is throat height.

3.2.3.8 Shear and tension verification of the bolt (supporting beam)

The verification is made considering together normal stress bending and shear force

acting on supported beam, as the sum of the forces transmitted by the supported

beam. If we consider a reference system x-y on supporting beam’s plan, with axis x





eVT

VV

VV

yEd

yEdy

xEdx

2/

2/

,

,


on bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

,

,

Where

e is the distance between the group bolts’ barycenter of single angular and supported

beam’s axis, while EdT is the parasite torsion had to eccentricity.

The shear forces on the single bolt for single bolt shear plan are:




ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With

)( 22 ynxnJ bh

i



vn bolt sections number shear resistant






2,,



bEdt nNF /,

If the constraint of the supported beam is similar to a joint , the bending force resulting

from supported beam is tensile stressed and the tensile force on single bolt belonging

to the group of bolts of a side of plate is:

ib

xEdbi

i

bh

xEdbEdt y

I

MnNy

yn

MnNF

,

2

,, //


bhn bolts total number for horizontal row




iy distance of single bolts row from compression center (the compression center coincides with

the lower edge of the bracket), in the verifications we consider the maxy .

must satisfy

trazionee tagliodi presenzaIn 4.1//

trazionesola di presenzaIn

tagliosolo di presenzaIn

,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

3.2.4 Net and gross sections verification (supported beam)



The verification made both for the profile and plates should satisfy if:

1,

Rdt

Ed

N

N

Where RdtN , is the design resistance force at tension force of section cross ,

equal to lower of:

c) Plastic design resistance of gross section

0,

M

y

Rdpl

AfN

d) Ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN




The tensile force is equal to horizontal shear force acting on supporting beam.

The axis is the profile resistant part, with height equal to plate height in

according with EC3.

The verification is made for single side plate

3.2.4.2 Shear force

The verification is made both for profile and plates should verify :

1,

Rdc

Ed

V

V



0,

)3/(

M

y

Rdpl

fAV

d) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part.

The plate resistant part is the sum of single cross area.

3.2.5 Resistance for Block Tearing

- The shear force resistance with collapse mechanism “block Tearing” (EC3 – 1.8

point 3.10.2), is characterized by two possible crisis mode:


section;

- Shear force breaking on net section




For a group of bolts stressed by a symmetric force, the tear resistance,

RdeffV ,1, is:

02

,1,

3

M

nvy

M

ntuRdeff

AfAfV

where:



For a group of bolts stressed by an eccentric shear force, RdeffV ,2, is given by

02

,2,

35.0

M

nvy

M

ntuRdeff

AfAfV






Must be:

effEd NN

effEd VV



2

1,,

M

ubRdb

dtfkF

Where b is

For external bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

for external bolts

)5.2;7.18.2min(0

21

d

ek

For internal bolts

)5.2;7.14.1min(0

21

d

pk

Where







0d is hole diameter





Must be:

RdbEdb FF ,,





(Supporting beam on web flange or column)




3.3.1 Angles

The angles can be both or on only one web side of the secondary profile

Beyond the contemporary of four angles, they can have variable disposition on the

profiles

They can have different thickness, but it not allowed use angles of different sizes

The angles connection on the profiles can be either bolted that welded , like is

represented in the following figure:

If the connection is either bolted that welded




In the verification we don’t consider the welding, but we consider the connection like

only bolted.

3.3.2 Forces

On the secondary profiles we can apply the following forces:

EdN axial force (positive if tension force)

xEdV , horizontal shear

yEdV , vertical shear

xEdM , bending moment all round x axis

The forces can be inserted by Tekla Structures (except xEdV , ), by modeler Midas, by

text file or we can calculate the structure to restore resistance.

If the stresses from Tekla Structures are zero, the actions will have minimum value in

according with EC3 1-8 point 6.2.7.1 (13)

plEd NN 025.0

plyEd VV 025.0,

plEd MM 25.0

where the plastic resistances are referred to the secondary profile.




The joint can be generally schematized as hinged joint that is considered like joint

node .

This type of connection, is generally used to ensure the supported beam continuity,

beam – continuous beam (constraint joint on both secondary profile), or simulate

hinges on one of the two secondary profiles and a constrained on the other, that is

hinge on both secondary profiles


The procedure provides to verify the construction requirements for drilling bolted

joint, in according with l’EC3 1-8 with the following table 3.3 and figure 3.1.






welds.




3.3.4.1 Design resistance tensile of the bolt

Tensile strength of single bolt is:

2,

9.0

M

subRdt

AfF

Where

sA is tensile stressed area

ubf is the last tensile of bolt

3.3.4.2 Bolt shear design resistance

For a shear connection (see class A EC3 1-8 point 3.4.1) the single bolt shear strength


2

,,M

ubvRdv

AfF

If the shear plane is through the threaded bolt portion:

- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v

If the shear plane is through not threaded bolt portion:

6.0v

while

A is the bolt area

ubf is the last bolt tensile stress

3.3.4.3 Design resistance of the weld

Design resistance of fillet weld is:

lafF dvwRdw .,




where

dvwf . is weld shear design resistance.

a is height throat weld.

l is length cordon weld.

The welding shear calculation resistance dvwf . is:

2.

3/

Mw

udvw

ff

where:

uf is nominal breaking resistance of the weakest node;

w is the appropriate correlation factor shown in Table 4.1.

3.3.5 Annotations

In the verification the sizes regarding the supported beam will have the pedice wb

,regarding supported beam will have the pedice wc.





The verifications made on the joint are the following:

- Shear bolt on the supported beam

RdvEdv FF ,,

- Welding on the supported and supporting beam

RdwEdw FF ,,

- Bolt shear and tension force on the supporting beam




,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

- Verification of net and gross section of profiles and angles on the supported and

supporting beam, due tensile and shear action.

Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- Profiles and angles verification for Block Tearing on the supported and supporting

beam, due tensile and shear action.

-

effEd NN

effEd VV

- Bearing stress verification on the two profile and angle directions, horizontal and

vertical on the supported and supporting beam

RdbEdb FF ,,




3.3.7 Shear bolt verification (supported beam)

The verification is made considering together normal stress and shear acting on the

single supported beam.

If we consider a reference system x-y on the supported plan beam, with x axis

coincident with beam axis , y axis orthogonal to beam axis and the origin coincident

with bolts barycenter, for the equilibrium to the vertical translation and rotation relative

beam axis of supporting beam, stresses in the group bolts barycenter on the bracket of

single supported beam are:

eVT

VV

NV

yEd

yEdy

Edx

,

Where

e is the distance between the group bolts barycenter and supporting beam axis, while

EdT is the parasite torsion had to the eccentricity, if we consider the joint as

constrained xEdyEd MeVT , .

The shear forces on the single bolt, for single bolt shear plan are:

ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With

)( 22 ynxnJ bh

i



vn shear resistant section number




bhn bolts number for each horizontal row

bvn bolts number for each vertical row

ix single bolt distance from group bolts barycenter, in the verification we consider the maxx

iy single bolt distance from group bolts barycenter, in the verification we consider the maxy

The force resultant on single bolt for single bolt shear plan is:

2,,


Must satisfy:

RdvEdv FF ,,

3.3.8 Verification of the Welding (supported beam)

The verification is made considering together perpendicular stress and shear force

acting on the supported beam.

If we consider a reference system x-y on the supported plan beam, with x axis


with vertical welding barycenter, for the equilibrium to the vertical translation and

rotation relative beam axis of supporting beam, must be for each angle two horizontal

welding ( one superior and one inferior) and one vertical weld on the supported beam.

The stresses on the bracket are:

eVT

VV

NV

yEd

yEdy

Edx

,

Where

e is the distance between the vertical weld barycenter and supporting beam axis, while

EdT is the parasite torsion due to the eccentricity, if we consider the joint as

constrained xEdyEd MeVT , .




The horizontal and vertical forces on the welding are:

)(

)(2

)(

,

,

,

hangles

EdEdEdx

yyEdy

xxEdx

h

TTV

VVV

VVV

With

hanglesh angle height

The forces resultant on the horizontal welding is:

)()(( ,,,, EdEdxxEdxEdxw TVVVF

The forces resultant on the vertical welding is:

)(,,, yEdyEdyw VVF

must satisfy:

RdwEdw FF ,,

With



Where

l is the single cordon length

a is the throat height .




3.3.9 Shear and tensile force verification (supporting beam)

The verification is made considering together perpendicular stress and shear force

acting on the supported beam, as the sum of the supported beams forces .

If we consider a reference system x-y on the supporting plan beam, with x axis


with bolts barycenter that are on one angle, for the equilibrium to the vertical

translation and rotation relative beam axis of supported beam, stresses in the group

bolts barycenter on the bracket of single supported beam are:

eVT

VV

VV

yEd

yEdy

xEdx

2/

2/

,

,

If on the supporting beam there is only one angular the stresses on the group bolts’

barycenter on bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

,

,

where


beam’s axis, while EdT is the parasite torsion due to the eccentricity.

The shear forces of single bolt for single bolt shear plan are:

ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,




with

)( 22 ynxnJ bh

i



vn bolts’ section numbers shear resistant






2,,


The tension force on single bolt belonging to the group of bolts of a bracket is :

bEdt nNF /,

If we assume the supported beam connection like a constrained joint, the bending force

coming from supported beam is stressed to tension and the tension force on the single

bolt belonging to the group of bolts of a bracket is:

ib

xEdbi

i

bh

xEdbEdt y

I

MnNy

yn

MnNF

,

2

,, //


bhn bolts total number per horizontal row

iy single row bolts from the compression center (the center of compression coincides with the

lower edge of the bracket), in the verification we consider maxy .




must satisfy:




,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

3.3.10 Verification of the weld (supporting beam)

The verification is made considering together axial force, bending and shear force

acting, in two directions vertical and horizontal on supporting beam.


coincident with beam’s axis, axis y orthogonal to beam’s axis and origin in barycenter

of vertical axis welding, for vertical translation and rotation equilibrium relative to the

supporting beam axis, must be for each angler two horizontal welding ( one superior

and one inferior) and one vertical weld on supporting beam.

Stresses on single bracket are:

eVT

MM

VV

VV

NN

yEd

xEdx

yEdy

xEdx

Edz

2/

2/

2/

2/

,

,

,

,

If on supporting beam there is only one angle the forces on the bracket are:

eVT

MM

VV

VV

NN

yEd

xEdx

yEdy

xEdx

Edz

,

,

,

,




where

e is the distance between the vertical welding barycenter and supporting beam axis,

while EdT is the parasite torsion had to eccentricity.

The forces on single horizontal and vertical welding are:

)(

)(2

)(

2/)(

,

,

,

hangles

EdEdEdx

yyEdy

xxEdx

hangles

xEd

h

TTV

VVV

VVV

h

MNNN

with


The forces’ resultant on horizontal welding is:


The forces’ resultant on vertical welding is:

)(,,, yEdyEdyw VVF

must satisfy:

RdwEdw FF ,,

with



where

l is the length of single weld





3.3.11 Verification net and gross sections (supported beam)

The verification is made both for normal tension forcer and shear force.


The verification made both for the profile and angles is verified if:

1,

Rdt

Ed

N

N

where RdtN , is the design resistance force at tension force, equal to lower of:

e) Plastic design resistance of gross section

0,

M

y

Rdpl

AfN

f) Ultimate design resistance of net section in holes for connection devices

2, 9.0

M

ynet

Rdu

fAN

The axis is the profile resistant part, with height equal to angular height in

according with EC3.

The angular resistant part is the sum of two angles cross section areas, if there

are both, that is a single angular.


The verification is made both for profile and angles is verified if:

1,

Rdc

Ed

V

V

where RdcV , is the shear resistance design force of cross section, equal to lower of :

e) Plastic design resistance of gross section




0,

)3/(

M

y

Rdpl

fAV

Ultimate resistance design section of net section in holes for connection

devices

2,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part, it will be eventually blunted .

The angular resistant part is the sum of two angles cross section, if there are

both , that is a single angular .

3.3.12 Verification net and gross section (supporting beam)

The verification is made both for normal and shear forces.


Verification made both for profile and angles is verified if:

1,

Rdt

Ed

N

N

Where is the design tension force at tension force of cross section, equal to lower of:


0,

M

y

Rdpl

AfN

d) Ultimate net design resistance section in holes for connection devices

2, 9.0

M

ynet

Rdu

fAN

The tension force action is equal at horizontal shear force acting on supporting

beam. The axis is the profile resistant part, it has an height equal to angular

height in according with EC3.




The verification is made for single angular.


The verification made both for profile and angles is verified if :

1,

Rdc

Ed

V

V



0,

)3/(

M

y

Rdpl

fAV

d) Ultimate design resistance of net section in holes for joining devices

2,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part

The angles resistant part is the sum each single cross area.


The shear force resistance with collapse mechanism “block Tearing” (EC3 – 1.8 point


-Tensile force breaking along line holes and shear force section yield on gross

section;

-shear force breaking on net section.




For a group of bolts stressed by a symmetric force, tear resistance, RdeffV ,1, is:

02

,1,

3

M

nvy

M

ntuRdeff

AfAfV

where:



For a group of bolts stressed by eccentric shear force action, RdeffV ,2, is:

02

,2,

35.0

M

nvy

M

ntuRdeff

AfAfV






Must be:

effEd NN

effEd VV



2

1,,

M

ubRdb

dtfkF

Where b is

For external bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For internal bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

For external bolts

)5.2;7.18.2min(0

21

d

ek

For internal bolts

)5.2;7.14.1min(0

21

d

pk

Where


ubf is the ultimate tensile strength of the bolt


0d is the diameter of hole








Must be:

RdbEdb FF ,,




3.4 Joint 144 - (Supporting beam – Supported beam)

(Supporting beam on flange or on the column axis)




3.4.1 Plates

The connection plate can be single or multiple

3.4.2 Forces


EdN axial force (positive if tensile)

xEdV , horizontal plane shear force


xEdM , bending moment around x axis

The forces can be inserted by Tekla Structures (except xEdV , ), by modeler Midas, , by







plEd NN 025.0

plyEd VV 025.0,

where the plastic resistances are referred to the secondary profile .

Generally the joint can be schematized as hinged joint, if the supporting beam

torsional stiffness is negligible, or as constrained joint if the torsional stiffness of the

main supporting beam is not negligible. This joint generally is used for end connections.









weld.






2,

9.0

M

subRdt

AfF

where

sA is the stressed area to tensile force



For a shear connection (see class A EC3 1-8 point 3.4.1) the design resistance of

single bolt for shear force (for a single resistant section) is:

2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v

While

A is bolt area


3.4.4.3 design resistance of the weld


lafF dvwRdw .,

Where








2.

3/

Mw

udvw

ff

where:



3.4.5 Annotations







- Verifications made on the joint are the following

Weld on the supported beam

RdwEdw FF ,,





,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

- Net and gross sections verification of profile and plates on supported beam, due

to stress tensile and shear force

-

Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- BlockTearing verification profiles and plates on the supported beam, due to

tensile and shear force

- effEd NN

effEd VV

- Bearing resistance verification on two directions, horizontal and vertical profiles

and plate on supported beam

RdbEdb FF ,,

3.4.7 Weld verification (supported beam)


supported beam.






equilibrium to vertical translation and rotation relative to supporting beam axis, we

consider as that vertical cordon on supported beam is for the whole height plate.

The forces on plate are:

eVT

VV

NV

yEd

yEdy

Edx

,

Where


EdT is the parasite torsion due to eccentricity, if the main supporting beam torsional

stiffness is not negligible, the connection is assumed as a constraint joint and

xEdyEd MeVT , .

The horizontal and vertical actions on single weld is:

)(2

)(

2)(

,

,

,

EdEdEdx

yyEdy

xxEdx

TTV

VVV

VVV

Force resultant on horizontal welding is:

)()()(( ,,,,, yEdyEdEdxxEdxEdxw VVTVVVF

must satisfy:

RdwEdw FF ,,

Where

l is the length of single cordon

a is throat height.





The verification is made considering together normal stress bending and shear force

acting on supported beam.






eVT

VV

VV

yEd

yEdy

xEdx

2/

2/

,

,


on bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

,

,

Where


beam’s axis, while EdT is the parasite torsion due to eccentricity.

The shear forces of single bolt for single bolt shear plan are:

ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With




)( 22 ynxnJ bh

i









2,,



bEdt nNF /,

if the main supporting beam torsional stiffness is not negligible the bolts for bending

force resulting from supported beam are tensile stressed and the tensile on single bolt

belonging to the group of bolts of a bracket is:

ib

xEdbi

i

bh

xEdbEdt y

I

MnNy

yn

MnNF

,

2

,, //


bhn bolts total number for horizontal rows

iy is the distance of the single bolt from the center of compression (the center of compression

coincides with the lower edge of the bracket), in the verification we have considered the maxy .

Must satisfy



shearonly of caseIn

,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF







The verification made both for the profile and plates is verified if:

1,

Rdt

Ed

N

N


lower of:

g) Plastic design resistance of gross section

0,

M

y

Rdpl

AfN

h) Ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN



according with EC3.

The verification is made for single angle.

3.4.9.2 Shear force

The verification is made both for profile and angles is verified if:

1,

Rdc

Ed

V

V




Where RdcV , is the shear resistance design force of cross section, equal to lower of:

f) Plastic design resistance of gross section

0,

)3/(

M

y

Rdpl

fAV

g) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV


The angular resistant part is the sum of single cross area.


- The shear force resistance with collapse mechanism “block Tearing” (EC3 – 1.8

point 3.10.2), is characterized by two possible crisis mode:


section;

- Shear force breaking on net section




For a group of bolts stressed by a symmetric force, tear resistance,

RdeffV ,1, is given by:

02

,1,

3

M

nvy

M

ntuRdeff

AfAfV

where:



For a group of bolts stressed by an eccentric shear force action, RdeffV ,2, is:

02

,2,

35.0

M

nvy

M

ntuRdeff

AfAfV






Must be:

effEd NN

effEd VV



2

1,,

M

ubRdb

dtfkF

Where b is

For external bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

for external bolts

)5.2;7.18.2min(0

21

d

ek

For internal bolts

)5.2;7.14.1min(0

21

d

pk

Where




0d is the hole diameter








Must be:

RdbEdb FF ,,




3.5 Joint 42 (Beam –Web beam)

3.5.1 Forces

On the single profiles can be applied the following forces:

EdN normal force (positive if tension force)

yEdV , vertical shear force


The forces can be inserted by Tekla Structures, by modeler Midas, by text file or we

can calculate the structure to restore resistance.



plEd NN 025.0




plyEd VV 025.0,

plEd MM 25.0

where the plastic resistances are referred to lowest value of two profile resistance .

The connection is schematized as joint node.

This type of connection, is generally used to ensure the continuity of the interrupted

columns for reasons of the length of columns that are in commerce, or for design, the

joint also transmits moment, and it can be assumed as joint node.



joint, in according with l’EC3 1-8 and the following table 3.3 and figure 3.1.




3.5.2 Design resistance of single bolt

In this paragraph we speak about the common criteria for verification of single bolts.

3.5.2.1 Design resistance at Bolt tensile force

The tension resistance of single bolt is:

2,

9.0

M

subRdt

AfF

Where

sA is stressed tensile area





2

,,M

ubvRdv

AfF


- for the classes 4.6, 5.6 e 8.8

6.0v


5.0v


6.0v

While

A is the bolt area





3.5.3 Annotations

In the verifications the sizes regarding beam wing will have the pedice fb for web

beam the pedice wb.

3.5.4 Verification made


- Shear bolt on the plate and web beam

RdvEdv FF ,,

- Net and gross sections verification of profiles and angles on supported and

supporting beam, due to stress tensile and shear force

-

Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- Bearing resistance verification on two directions, horizontal and vertical, of

profiles and angles on supported and supporting beam

RdbEdb FF ,,

3.5.5 Flange design resistance due to axial and bending force

It is assumed that the joint cover on the profile wing resist only at the applied design

moment EdjM , , the axial force together the axial design resistance EdjN , applied on

the single joint cover is:

2

,, Edj

copr

Edj N

tH

MF




Where

H is the width of the beam

coprt is the thickness of the joint cover

The shear forces on single bolt of single joint cover are:

bolt

Edfbvn

FF ,,

The set of bolts will be stressed by a shear force:

EdfbvblotEdj FnV ,,,,

The total shear resistance of the bolts is:

RdfbvboltRdfb FnV ,,,

Must be:

RdfbEdj VV ,,

On the joint cover anyway should be made the bearing verification.

The bearing verification for the single section must respect the following:

2

1,,

,,,,,

M

ubRdb

bolt

EdfbjEdfbb

dtfkF

n

VF

3.5.6 Joint design resistance due to the shear force on the web

EdjV , is the shear force, the stresses on joint cover are :

Torsione I

I

Taglio

totale

anima,,

,,

EdjEdfc

EdjEdwb

MM

VV

The shear forces on the single bolt are:




eorizzontal Azione

vertivaleAzione

2

,,,,

,,,,

i

i

EdwcEdwcHv

bolt

EdwcEdwcVv

yy

MF

n

VF

Where

iy is the barycenter distance of single bolt from center of compression assumed on the

bolts barycenter.

The stressed force resultant is

2,,,,

2,,,,,,, EdwcHvEdwcVvEdwcv FFF


EdwcvblotEdwcj FnV ,,,,,


RdwcvboltRdwc FnV ,,,

Must be :

RdwcEdwcj VV ,,,



2

1,,

,,,,,

M

ubRdb

bolt

EdwcjEdwcb

dtfkF

n

VF

3.5.7 Verification of Net and gross sections



The verification made both for the profile that for joint cover should satisfy if:




1,

Rdt

Ed

N

N

Where RdtN , is the design resistance force at tension force of section cross, equal to

lower of:

i) The plastic design resistance of gross section

0,

M

y

Rdpl

AfN

j) The ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN

The resistant section of the profile is given from the web panel, with a width

equal to the effective angle width in according with European standard.

The resistant section of the angles is given by the sum of transversal areas of

two angles if there are both, that is only one angle.

3.5.7.2 Shear force

The verification is made both for profiles and cover joint should satisfy:

1,

Rdc

Ed

V

V

Where RdcV , is the shear design resistance of cross section, equal to lower of:

h) Plastic design resistance of gross section

0,

)3/(

M

y

Rdpl

fAV

i) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV




The resistant section of cover joints is given by the sum of two transversal cover

joints if there are both, that is only one, that is only one cover joint.




3.6 Jonts 77 (Beam – Web beam)

3.6.1 Forces

On the single profiles can be applied the following forces:


yEdV , vertical shear force



can calculate the structure to restore resistance.



plEd NN 025.0




plyEd VV 025.0,

plEd MM 25.0

where the plastic resistances are referred to lowest value of two profile resistance .

The connection is schematized as joint node.

This type of connection, is generally used to ensure the continuity of the interrupted

columns for reasons of the length of columns that are in commerce, or for design, the

joint also transmits moment, and it can be assumed as joint node.






joint, in according with l’EC3 1-8 and the following table 3.3 and figure 3.1




3.6.3 Design resistance of single bolt

In this section we recall the common criteria for verification of single bolts.



2,

9.0

M

subRdt

AfF

Where






2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v

While

A is the bolt area





3.6.4 Annotations

In the verifications the sizes regarding beam wing will have the pedice fb for web

beam the pedice wb.



Shear bolt on the plate and web beam

RdvEdv FF ,,

- Net and gross sections verification of profiles and angles on supported and


Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- Bearing resistance verification on two directions, horizontal and vertical, of

profiles and angles on supported and supporting beam

RdbEdb FF ,,

3.6.6 Flange design resistance due to axial and bending force

It is assumed that the joint cover on the profile wing resist only at the applied design

moment EdjM , , the axial force together the axial design resistance EdjN , applied on

the single joint cover is:

2

,, Edj

copr

Edj N

tH

MF

Where

H is the width of the beam




coprt is the thickness of the joint cover

The shear forces on single bolt of single joint cover are:

bolt

Edfbvn

FF ,,


EdfbvblotEdj FnV ,,,,


RdfbvboltRdfb FnV ,,,

Must be:

RdfbEdj VV ,,



2

1,,

,,,,,

M

ubRdb

bolt

EdfbjEdfbb

dtfkF

n

VF

3.6.7 Joint design resistance due to the shear force on the web

EdjV , is the shear force, the stresses on joint cover are:

Torsion I

I

Shear

total

web

,,

,,

EdjEdfc

EdjEdwb

MM

VV

The shear forces on the single bolt are:




force horizontal

force ical vert

2

,

,,,

,

,,,

i

i

Edwc

EdwcHv

bolt

Edwc

EdwcVv

yy

MF

n

VF

Where

iy is the barycenter distance of single bolt from center of compression assumed on the

bolts barycenter.

The stressed force resultant is

2,,,,

2,,,,,,, EdwcHvEdwcVvEdwcv FFF


EdwcvblotEdwcj FnV ,,,,,


RdwcvboltRdwc FnV ,,,

Must be:

RdwcEdwcj VV ,,,



2

1,,

,,,,,

M

ubRdb

bolt

EdwcjEdwcb

dtfkF

n

VF

3.6.8 Verification of Net and gross sections



The verification made both for the profile that for joint cover should satisfy if:

1,

Rdt

Ed

N

N




Where RdtN , is the design resistance force at tension force of section cross, equal to

lower of:

k) The plastic design resistance of gross section

0,

M

y

Rdpl

AfN

l) The ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN

The resistant section of the profile is given from the web panel, with a width

equal to the effective angle width in according with European standard.

The resistant section of the angles is given by the sum of transversal areas of

two angles if there are both, that is only one angle.

3.6.8.2 Shear force

The verification is made both for profiles and cover joint should satisfy:

1,

Rdc

Ed

V

V

Where RdcV , is the shear design resistance of cross section, equal to lower of:

j) Plastic design resistance of gross section

0,

)3/(

M

y

Rdpl

fAV

k) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV

The resistant section of the joint cover is given by the sum of transversal areas

of two joint covers if there are both, that is only one joint cover.




3.7 Joint 14 (Beam – Flange bolted beam)

(Column – Flange column web bolted)




3.7.1 Stiffeners on the beam

3.7.2 Forces

On the profiles can be applied the following forces:












plEd NN 025.0

plyEd VV 025.0,

where the plastic resistances are referred to the column.







The verification is made only for e1 and e2, and not for p1 e p2 because the local

buckling resistance of the plate is always prevented by the stiffeners and by the same

column.





In this paragraph we speak about the common criteria for verification of single bolts

and single weld.



2,

9.0

M

subRdt

AfF

Dove






2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v

While

A is the bolt area







lafF dvwRdw .,

Where





2.

3/

Mw

udvw

ff

where:








- Flange and beam web in compression

RdfbcEdfbc FF ,,,,

- Bearing resistance verification on two horizontal directions on the connection

plate

RdbEdb FF ,,

- Verification of beam web panel in shear

RdwpEdwp VV ,,

- Verification of beam web in compression

RdwccEdwcc FF ,,,,

- Verification axial force resistance without moment resistance applied

1,

,

Rdj

Edj

N

N

- Verification for shear force

1,

,

Rdj

Edj

V

V

- Verification in bending without axial force applied

1,

,

Rdj

Edj

M

M

- Verification for buckling

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M

If the axial force EdN does not exceed the 5% of the plastic axial force RdplN , , is

neglected the coexistence of the axial force and the rule becomes

1,

,

Rdj

Edj

M

M




3.7.6 Single bolt bearing resistance


2

1,,

M

ubRdb

dtfkF

Where b is

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

For outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts

)5.2;7.14.1min(0

21

d

pk

Where




0d is hole diameter








Must be:

RdbEdb FF ,,




3.7.7 Plate Connection in bending

Verification made in according with EC3 1-8 point 6.2.6.5

The design resistance and failure mode of a plate in bending, together with the

associated bolts in tension, should be taken as similar to those of an equivalent T-stub

(EC3 – 1-8 point 6.2.4), the design resistance for both:

- each individual bolt-row required to resist tension;

- each group of bolt-rows required to resist tension.

The group of bolt rows , both the reinforced sides connecting to the end plate should be

considered as an equivalent T-stub. In an extended end-plate, considered as the part

of the plate extended on the beam (extended end - plate), the bolt-row in the extended

part is considered as a separated T-stub equivalent, see Figure 6.10. The design

resistance and failure mode should be determined separately for each T-stub

equivalent.

The size mine (EC3 – 1-8 point 6.2.4) should be taken from Figure 6.8 for the beam

portion that is between the superior and inferior beam flange . For the end-plate

extension mine should be taken as xe , see Figure 6.10.

The effective length effl equivalent T-stub of plate should be determined in according

with EC3 – 1-8 point 6.2.4.2 using the values for each row bolts represented in the

table 6.6.

The values of m and xm to use for the Table 6.6 should be determined from

Figure 6.10.




To note as for the bolt rows between the superior and inferior beam flange the

effl is a vertical size so as the case of effl column flange

While for the extended end plate effl is an horizontal size.




The extended end plate is calculated separately

Generally for the plate we consider a different value of effl an equivalent T-

stub for bolt-rows of beam end-plate, they are subject to the stiffener given by

web panel beam and so it has design resistance and stiffener superior than end

bolt-row plate.




3.7.8 Plate and web beam in compression





3.7.8.1 Beam not reinforced

Beam web and flange in compression and references

The resultant of the design compression resistance of beam flange and the adjacent

compression zone of the beam web, may be assumed to act at the level of the center of

compression, the design compression resistance of combined beam flange and web is

given by the following expression:

fb

RdcRdfbc

th

MF

,,,

where:

h is the depth (height) of beam;

RdcM , is the design moment resistance of the beam, reduced to allow for shear, see

EC3 - 1-1 point 6.2.8. For a reinforced beam RdcM , may be calculated neglecting the

intermediate flange.

fbt is the flange thickness of the connected beam .




Center of compression

If the depth (height) of the beam is more than 600 mm, the design resistance

compression beam contribution should be limited to 20%.

For the RdcM , calculation with shear force, see EC3-1-1 point 6.2.8, we use

reduced moment




0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M

Where

2

,

12

Rdpl

Ed

V

V

3.7.9 Beam web in tension

Beam web and flange in tension and references

The design resistance of the web beam is given as follows :

0

,

,,,,M

wby

wbwbteffRdwbt

ftbF

The effective width wbteffb ,, is taken as equal to the effective length of an equivalent T-

stub represented from the end plate in bending, for bolt-rows between two beam

plates, considering the individual bolt-rows and the bolt-groups.




3.7.10 Welding


lafF dvwRdw .,

Where





2.

3/

Mw

udvw

ff

where:



The weld verification should be satisfied if:




RdwEdw FF ,,

where:

EdwF , is the force design value acting all over cordon weld;

RdwF , is the design resistance of all over weld cordon.

Below are summaries the action of calculation should be considered for the welds

verification.

3.7.10.1 Welds beam – connection plate to the column

The plate generally should be bending moment resistant and normal force, welding on

the plate should be checked when:

rdvwRdwEdbEdb

Edept bafFN

z

MF .,

,,,,

2 Where

rb is the length cordon weld on the tension or compressed beam area

The web beam generally should be shear resisting, the welding on the web should be

checked when:

rdvwRdwEdept hafFVF .,,,

Where

rh is length cordon weld on the web column

3.7.11 Joint design resistance due to axial force


The design resistance for pure normal stress RdjN , is calculated as the less value of

single design resistance calculated for the joint ( first considered), if is compression

force or tension force.




3.7.11.1 Resistance of design Compression

The compression design resistance RdjN , is the smallest of following values:

- Column Web panel in transverse compression RdwccF ,,2

- Plate and beam web in compression bplN , ( plastic normal stress of the beam).

3.7.11.2 Design resistance in tension

The normal stress tension RdjN , of connection beam-column of a bolted joint with a

plate should be determined by:

RdtrrowRdj FnN ,,

where:

RdtrF , is the effective design resistance of tension of the bolt-row r ;

rown is the number of bolt-rows.

The effective design tension resistance RdtrF , for each row-bolt r, taken as single bolt-

rows, is the smaller design tension resistance for a single bolt-row of the following basic

components:

- Column Web in transverse tension RdwctF ,,

- the column flange in transverse bending RdfctF ,,,

- Connection end plate in bending RdeptF ,,,

- Web beam in tension RdwbtF ,,,

- Flange and web beam in tension bplN ,

3.7.12 Shear resistance

Verification made in according EC3 1-8 point 6.2.2

The shear force is totally transferred to the bolts, so the design shear resistance is

connected to the shear resistance.

For a shear connection of class A (EC3 1-8 point 3.4.1) the single bolt shear

resistance should be obtained:




2

,,M

ubvRdv

AfF

If the shear plane is through the thread bolt portion:

- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v

If the shear plane is through the not thread bolt portion:

6.0v

For the bolts of connection stressed in tension (see bolts in tension in the case of

bending) their resistance should be reduced by 4.1/4.0 , so:

4.1

4.0,,,,, RdtrvRdv FF

Where

2,,,

M

ubvRdtrv

AfF

is the shear bolt resistance stressed to tension too.

The shear resistance RdjV , of connection beam-column of a bolted joint with plate

should be determined by:

boltn

RdvRdj FV

1

,,

The bearing verification for single bolt is:

2

1,,

M

ubRdb

dtfkF

Where

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts




)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

For outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts

)5.2;7.14.1min(0

21

d

pk

Without shear force however should be considered a shear force equal to 2,5% of

the normal force of weaker section.

3.7.13 Bending force resistance


The design moment resistance in bending of a bolted joint with an end plate

connection that has an individual bolt-row in tension (or if is considered only a bolt-row

in tension) should be calculated as shown in Figure 6.15 (c).

The design moment resistance of a bolted joint with a plate with more than tension

bolt-rows should be determined as shown in 6.2.7.2.

For compression center see Figure 6.15.




The moment of calculation should be taken as not less than a moment equal to 25% of

plastic moment of the weaker section, if the action is less.

The design moment resistance RdjM , f bolted joint beam- to-column with an end-

plate may be determined from:

r

RdtrrRdj FhM ,,

where:

RdtrF , is the effective design resistance of tension calculation of bolt-row r;

rh is the distance from bolt-row r from center of compression;

r is the bolt-row number.

NOTE: The bolt-rows are numerated from farther bolt-row from center of

compression.

The center of compression should be assumed to be in line with the center of the

compression flange of the connected member.

The effective design tension resistance RdtrF , for each bolt-row should be determined

in sequence, from bolt-rows number 1, that is from farther bolt-row from center of

compression, then proceeding to row 2, ecc.

When determining the effective design tension resistance RdtrF , of bolt-row r the

effective design tension resistance of all other bolt-rows closer to the center of

compression should be ignored.

The effective design tension resistance RdtrF , of each bolt-row r taken as an individual

bolt-row, should be taken as the smallest value of the design tension resistance RdtrF ,

for an individual bolt-row of the following basic components:




- The column web in transverse tension RdwctF ,,

- The column flange in transverse bending RdfctF ,,,

- The end-plate in bending RdeptF ,,,

- The beam web in tension RdwbtF ,,,

The effective design tension resistance RdtrF , , of bolt-row r, should ,if necessary, be

reduced below the value of RdtrF , to ensure that all bolt-rows up to and including bolt-

row r, the following conditions are satisfied:

- The total resistance design

Rdwp

Rdtr

VF

,

, ;

- The total design resistance RdtrF , does not exceed the smaller of:

- The design resistance of the column web in compression RdwccF ,,, ;

- The design resistance of the beam web in compression RdfbcF ,,, .


reduced below the value of RdtrF , , to ensure that the sum of the design resistances

taken for the bolt-rows up and including bolt-row r that form part of the same group of

bolt-rows, does not exceed the design resistance of that group as a whole.

This should be checked for the following basic components:








3.7.14 Resistance to buckling and tension-bending

Verification made in according EC3 1-8 point 6.2.7.1

If the axial force EdN on the beam exceed the 5% of the design resistance RdplN , , the

conservative domain should be used is:

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M




3.8 Joint 124 (Connection beam – circular section beam)

3.8.1 Forces













plEd NN 025.0

plyEd VV 025.0,










column.





In this paragraph we recall the common criteria for verification of single bolts and

single weld.






2,

9.0

M

subRdt

AfF

Where






2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v

While

A è is the bolt area




lafF dvwRdw .,

Where








2.

3/

Mw

udvw

ff

where:








- Flange and beam web in compression

RdfbcEdfbc FF ,,,,

Bearing resistance verification on two horizontal directions on the connection

RdbEdb FF ,,

- Verification beam web panel in shear

RdwpEdwp VV ,,

- Verification of web beam in compression

RdwccEdwcc FF ,,,,


1,

,

Rdj

Edj

N

N


1,

,

Rdj

Edj

V

V

Verification in bending without axial force applied

1,

,

Rdj

Edj

M

M

- Verification in buckling

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M



1,

,

Rdj

Edj

M

M




3.8.5 Bearing resistance of single bolt


2

1,,

M

ubRdb

dtfkF

Where b is

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

For outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts is

)5.2;7.14.1min(0

21

d

pk

Where




0d is hole diameter








Must be:

RdbEdb FF ,,











The group of bolt rows, both the reinforced sides connecting to the end plate should be





equivalent.






table 6.6.

The values of m and xm to use for the Table 6.6 should be determined from

Figure 6.10.






While for the extended end plate effl is an horizontal size.





Generally for the plate we consider a different value of effl of an equivalent

T-stub for bolt-rows of beam end-plate, they are subject to the stiffener given

by web panel beam and so it has design resistance and stiffener superior than

end bolt-row plate..












fb

RdcRdfbc

th

MF

,,,

where:





fbt is the flange thickness of the connected beam.








reduced moment

0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M




Where

2

,

12

Rdpl

Ed

V

V





0

,

,,,,M

wby

wbwbteffRdwbt

ftbF







3.8.9 Welding

Design resistance of fillet weld

Where is:

lafF dvwRdw .,





2.

3/

Mw

udvw

ff

where:







RdwEdw FF ,,

where:




verification.




rdvwRdwEdbEdb

Edept bafFN

z

MF .,

,,,,

2 Where



checked when:


Where





single design resistance calculated for the joint ( first considered), if is compression





3.8.10.1 Resistance of design compression




3.8.10.2 Design resistance in tension



RdtrrowRdj FnN ,,

where:

RdtrF , is the effective design resistance of tension of the bolt-row r;




components:















2

,,M

ubvRdv

AfF



6.0v


5.0v


6.0v



4.1


Where

2,,,

M

ubvRdtrv

AfF




boltn

RdvRdj FV

1

,,


2

1,,

M

ubRdb

dtfkF

Where

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

for inner bolts




)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

for outer bolts

)5.2;7.18.2min(0

21

d

ek

for inner bolts

)5.2;7.14.1min(0

21

d

pk



3.8.12 Bending force resistance












The design moment resistance RdjM , f bolted joint beam- to-column with an end-


r

RdtrrRdj FhM ,,

where:



r is the bolt-row number.


compression.









The effective design tension resistance RdtrF , of each bolt-row r taken as an individual











reduced below the value of RdtrF , to ensure that all bolt-rows up to and including bolt-

row r, the following conditions are satisfied:

- The total design resistance

Rdwp

Rdtr

VF

,

, ;

- The total design resistance RdtrF , does not exceed the smaller of:



The effective design tension resistance RdtrF , , of bolt-row r , should ,if necessary, be


taken for the bolt-rows up and including bolt-row r that form part of the same group of

bolt-rows, does not exceed the design resistance of that group as a whole.










Verification made in according EC3 1-8 point 6.2.7.1



1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M




3.9 Joint 128 (Beam web – Column plate welded)




3.9.1 Stiffeners of the column

On the column web can located the following stiffeners: supplementary plates,

transverse and diagonal stiffeners.

The supplementary plates may be applied on a single-sided or a double –sided column

web panel .

The transverse stiffeners can be aligned with the corresponding superior and inferior

web beam plate.

3.9.2 Forces

On the profile can be applied the following forces:


xEdV , shear force parallel to column flange

yEdV , shear force parallel to column axis









plEd NN 025.0

plyEd VV 025.0,



In this paragraph we speak about the common criteria for verification of each bolts and

each weld.



2,

9.0

M

subRdt

AfF

Where

sA is the stressed tensile area

ubf is the last tensile force of bolt




2

,,M

ubvRdv

AfF






6.0v


5.0v

If the shear plane is through the not threaded bolt portion:

6.0v

While

A is the bolt area




lafF dvwRdw .,

Dove


a is the height throat of the weld.

l is the length cordon of the weld.


2.

3/

Mw

udvw

ff

where:








- Shear verification on the column web panel

RdwpEdwp VV ,,

- Bearing resistance verification on the column web panel

RdwccEdwcc FF ,,,,

- Flange and column web to compressive force

RdfbcEdfbc FF ,,,,


plate

RdbEdb FF ,,

- Shear verification on the web beam

RdwpEdwp VV ,,

- Compression verification on the web beam

RdwpEdwp VV ,,

RdwccEdwcc FF ,,,,




- Verification of axial force without moment resistance applied

1,

,

Rdj

Edj

N

N

- Shear force verification

1,

,

Rdj

Edj

V

V

- Bending force verification without axial force

1,

,

Rdj

Edj

M

M

- Buckling verififcation

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M



1,

,

Rdj

Edj

M

M




3.9.5 Design resistance of column web panel in shear

Verification made according with EC3 1-8 point 6.2.6.1

Shear action in the column web and references

The design resistance calculation of column web in shear, is valid provided the column

web slenderness satisfies the condition

69/ wtd

Where

rthd f 2)2( height web

yf

235 coefficient that considers the material

3.9.5.1 Unstiffened web panel column

For a single –sided joint (single-sided-joint), or for a double-sided joint (double-sided-

joint) joint which the depths are similar the design plastic shear resistance RdwpV , of an

unstiffened column web panel, subject to a design shear force EdwpV , , should be

obtained using:

0

,

,3

09

M

vcwcy

Rdwp

AfV




Where:

fwfv trtbtAA )2(2 is the shear area of the column, see EN 1993-1-1.

22 8584.0)2(2)4()2(2 rtthbtrtthbtA wffwff

is the cross section area.

Single-sided-joint

and

double-sided-joint

Design shear force EdwpV , is given by:

2

,2,1,2,1,

EdcEdcEdbEdbEdwp

VV

z

MMV

In JFT the value according to the above expression, is calculated only if the data

derived from a software calculation that allows the determination of the forces all over

the joint (see Midas or from text file).

If the stresses are recorded by Tekla the shear force considered is:




z

MV Ed

Edwp ,

Where

z is the lever arm that is bfb thz ,

The forces that contribute to the shear calculation EdwpV , are shown in the following

figure,

3.9.5.2 Stiffened column web panel

The design shear resistance on the column web may be increased by the use of

horizontal or transverse stiffeners or supplementary web plates.




.

When transverse web stiffeners are used in both the compression zone and the tension

zone, the design plastic shear resistance of the column web panel RdwpV , increases, so

the design plastic shear resistance of the column web panel may be increased by:

s

Rdfcpl

Rdaddwpd

MV

,,

,,

4 but should be

s

RdstplRdfcpl

Rdaddwpd

MMV

,,,,

,,

22

That should be taken the smaller between the two

Where:

sd is the distance between the centerlines of the stiffeners;

RdfcplM ,, is the design plastic moment resistance of a column flange

RdstplM ,, is the design plastic moment resistance of a stiffener.

Example of transverse stiffener on the web column

NOTE: The joint 128 is a welded joint, the transverse stiffeners should be aligned with

the corresponding beam flange(EC3 – 1-8 point 6.2.6.1).

When diagonal web stiffeners are used, the design plastic shear resistance of a

column web should be determined according to EN 1993-1-1.

Due to the diagonal geometry, the plastic normal stress of single plate is:




0

,

,

diagydiag

diagpl

fAN

That should be greater than the force transmitted from the beam plate

cos/,z

MN Ed

diagpl

Where

EdM is the design moment transmitted from a single beam

c

b

h

harctan is the angle that the diagonal forms with the axis parallel to the beam

flange

cb hh e are respectively the beam width and the length column

The design shear resistance of column web panel RdwpV , may be increased by:

cos,,, diagplRdaddwp NV

Example of diagonal stiffener on the web column

If the column web is reinforced by adding a supplementary web plate, see Figure 6.5,

the shear area vcwA may be increased by di wcstb . If a further supplementary web plate

is added on the other side of the web column, no further increase of the shear area

should be made.




NOTE: The Weldability at the corner should be taken into account for a correct

modeling of reinforcement with supplementary web plate.

The supplementary web plate on the column web increase the rotational

stiffness of a joint, increasing the stiffness column web in shear , in compression

or in tension (EC3 - 6.3.2 (1).

The supplementary web plate should comply the following mechanical and geometrical

in according with EC3:

- The steel grade of the supplementary web plate should be equal to that of the

column;

- The width sb should be such that the supplementary web plate extends at least

to the toe of the root radius with of plate column or of the weld (fig. 6.5);

- The length sl should be such that the supplementary web plate extends

throughout the effective width of the web in tension and compression, see Figure

6.5;

The thickness st of the supplementary web plate should be not less than the column

web thickness wct .




The welds between the supplementary web plate and profile should be designed to

resist the applied design forces EdwpV , .

The width sb of a supplementary web plate should be less than st40 .

Discontinuous welds may be used in not corrosive environments.

The increase of the resistances on the web are cumulative.

The local verification should be satisfied if:

RdwpEdwp VV ,,

3.9.6 Resistance of column web in transverse compression


Web column subject to compression and references

3.9.6.1 Unstiffened column web panel

The design resistance of an unstiffened column web subject to transverse compression

should be determined from:




0

,.,,,

M

wcywcwcceffwcRdwcc

ftbkF

but

1

,.,,,

M

wcywcwcceffwcRdwcc

ftbkF

It is considered as resistance of column web subject to transverse compression the

less of two values. .

The first expression represents the web resistance for crushing (in the figure is

represented with the letter “l”, column web crushing), the second expression

represents the resistance for column web buckling (in the figure is represented

with the letter “m”, column web buckling).

Where:

is a reduction factor to allow the possible effects of interaction with shear in the

column web panel according to Table 6.3;

wcceffb ,, is the effective width of column web in compression that for welded end-plate

connection is:

)(522,, statb fcbfbwcceff

ca , cr and ba are as indicated Figure 6.6.




- For a rolled I or H section column : crs

- For a welded I or H section column : cas 2

Definition of wcceffb ,,

is the reduction factor for column web buckling:

- If 72.0p : 0.1

- If 72.0p : 2

2.0

p

p

p is the plate slenderness (web column):

2

,,,932.0

wc

wcywcwcceffp

Et

fdb

- For a rolled I or H section column I o H : )(2 cfccwc rthd

- For a welded I or H section column I o H : )2(2 cfccwc athd




wck is a reduction factor, that considers the maximum longitudinal compressive stress

Edcom, due to axial force and bending moment in the column exceeds wcyf ,7.0 in the

web (adjacent to the root radius for a rolled section or the toe of the weld for a welded

section), its value as a function of Edcom, is:

- When wcyEdcom f ,, 7.0 : 0.1wck

- When wcyEdcom f ,, 7.0 : wcy

Edcomwc

fk

,

,7.1

The compressive stress is:

wceff

EdwccEdcom

tb

F ,,,

While the force on the compression web beam is:

2

,,,,

EdbEdbEdwcc

N

z

MF




3.9.6.2 Stiffened Column web panel

If the minimum design resistance of an unstiffened column web, subjected to a

“column –sway” buckling mode illustrated in Figure 6,7, is due to its buckling, should

normally be prevented by appropriate constructional stiffeners.




To increase the design resistance of the column web in transverse compression, in

order may be used: supplementary web plates, transverse stiffeners, diagonal

stiffeners.

Increase of design resistance due to transverse and diagonal stiffeners

When there are transverse stiffeners on the column web in compression zone,

increases the design resistance in compression that should be taken as similar

to shear added resistance on the web column RdwpV , , in this case the

compression design resistance on the web column is increased (similarly the

shear resistance in the column web) with:

s

Rdfcpl

Rdaddwpd

MV

,,

,,

4 but should be

s

RdstplRdfcpl

Rdaddwpd

MMV

,,,,

,,

22

For the meaning of the values see the shear verification of column web.

When we use transverse stiffeners, the design resistance in compression of

column web should be determined in according with EN 1993-1-1.

Given the geometry of the diagonal stiffeners, the design plastic normal stress

of single plate is:

0

,

,

diagydiag

diagpl

fAN

That should be greater than the force transmitted by beam flange

cos/,z

MN Ed

diagpl




Where

EdM is the calculation moment transmitted by a single beam

c

b

h

harctan is the angle that the diagonal forms with the axis parallel to the

beam flange




The calculation resistance with stiffeners is

RdaddwpRdwccRdwcc VFF ,,,,,,


the corresponding beam flange (EC3 – 1-8 point 6.2.6.2).

When the web column is reinforced by adding the supplementary web plate, should be

respected the following mechanical and geometrical sizes:


column;





6.5;

- The thickness st of the supplementary web plate should be not less than the

column web thickness wct .




When there is the supplementary web plate, the effective web thickness to use for

RdwccF ,, calculation is wct5.1 , if is added a single supplementary web plate, wct0.2 if the

supplementary web plates are placed on the double-sided web. The shear web area

resistant vcA for the calculation of should be increased by wcstb

The web resistance increased are cumulative.


RdwccEdwcc FF ,,,,

3.9.7 Resistance of web Column in transverse tension


Column web in tension and references


The design resistance of an unstiffened column web subject to transverse tension





0

,,,

,,M

wcywcwcteff

Rdwct

ftbF

where:


column web panel according to table 6.3.

wcteffb ,, is the effective width of column web in tension that for end-plate connection is:

)(522,, statb fcbfbwcteff (6.16)

where:

- For a rolled I or H section column : crs

- For a welded I or H section column : cas 2

where:

ca e cr are as indicated Figure 6.8 e ba is as indicated Figure 6.6.




The reduction factor to allow for the possible effects of interaction with shear in the

column web panel should be determined from table 6.3, using the value of wcteffb ,,

determined for the connection considered.


To increase the design resistance of the column web in transverse tension, in order

may be used: supplementary web plates, transverse stiffeners, diagonal stiffeners.





the corresponding beam flange (EC3 – 1-8 point 6.2.6.2).

The welds of a diagonal stiffener that connect the column flange should be all over

the length of the reinforcement, with throat section similar to the thickness

reinforcements.



- the steel grade of the supplementary web plate should be equal to that of the

column;

- the width sb should be such that the supplementary web plate extends at least


- the length sl should be such that the supplementary web plate extends


6.5;

- the thickness st of the supplementary web plate should be not less than the


The design tension resistance for one supplementary web plate depends on the throat

thickness of the longitudinal welds connecting the supplementary web plates. The

effective thickness of the web efwt , should be taken as follows:

- When the longitudinal welds are full penetration butt welds with a throat thickness

sta then:

- For one supplementary web plate: wceffw tt 5.1,

- For supplementary web plates both sides: wceffw tt 0.2,

- When the longitudinal welds are fillet welds with a throat thickness 2

sta then for

either one or two supplementary web plates:

- For steel grades S 235, S 275 e S 355: wceffw tt 4.1,




- For steel grades S 420 e S 460: wceffw tt 3.1,

The resistant shear area vcA of a column web in calculating the reduction factor di

should be increased of di wcstb .


RdwctEdwct FF ,,,,

3.9.8 Resistance of column flange in transverse bending


Column flange in bending and references

The design resistance RdfcF , of an unstiffened column flange in transverse bending, due

to a tension or a bending of the beam flange , is:

0

,.,

,M

fbyfbfcbeff

Rdfc

ftbF

where:

fcbeffb ,, is the effective width effb (see EC3 – 1-8 point 4.10), considering the beam

flange as a plate.




The effective width effb is

fweff ktstb 72

where:

)/)(/( ,, pyfypf ffttk but should be 1k

fyf , is the yield strength of the flange of the I or H section;

pyf , is the yield strength of the plate welded to the I or H section.

The dimension s should be obtained from:

- For a rolled I or H section : rs

- For a welded I or H section : as 2

For an unstiffened flange of an I or H section, the following criterion should be

satisfied:

puypyeff bffb )/( ,,

where:

pyf , the ultimate strength of the plate welded to the I or H section;

pb is the width of the plate welded to the I or H section.

Otherwise the joint should be stiffened.






3.9.9.1 Beam Not reinforced






fb

RdcRdfbc

th

MF

,,,

where:













reduced moment

0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M

Where

2

,

12

Rdpl

Ed

V

V




3.9.9.2 Reinforced Beam

Reinforced beam. Beam web and flange in compression and references

Such as in the case of not reinforced beam the design resistance in compression of the

flange and web corresponding to connection beam-column is given as follows:

fb

RdcRdfbc

th

MF

,,,

where:

h is the total height, including the depth of the beam and the maximum height of the

reinforcement;


EC3 - 1-1 point 6.2.8, may be calculated neglecting the intermediate flange (inferior

flange of the beam).




For the reinforced beam should be determined using the following rules, that we use in

the modeling connection

- the steel grade of the reinforcement should be equal to that the beam;

- The size and web thickness reinforcement should be less than of the beam;

- The angle of plate reinforcement respect to the beam should not be higher than 45 °;




For a reinforced beam, the web beam is subject to compression force, its design

resistance is calculated in according EC3 1-8 point 6.2.6.2 (see resistance of column

web in transverse compression).

3.9.10 Weldings


lafF dvwRdw .,

Where





2.

3/

Mw

udvw

ff

where:







RdwEdw FF ,,

Where:




verification.




3.9.10.1 Welds on the supplementary web plates

The shear force on the web plate is transmitted to the supplementary plate by the

welding, the verification should be satisfied if:

bsafFVF dvwRdwEdwpEdw .,.,

and

lsafFVF dvwRdwEdwpEdw .,,,

3.9.10.2 Welds on the stiffened column plates




- Horizontal stiffener

- Welding on the web panel column, the verification should be satisfy if:

rdvwRdwEdwpEdw bnafFVF .,.,

Where

rb is the base of the reinforce (parallel to the web column)

n is the cordon welds number (no more than two, when the cordon weld is on both the

plate side)

- Welding on the plate column,, the verification should be satisfy if:

rdvwRdwEdwpEdw hnafFVF .,.,

Where

rh is the height of reinforce (orthogonal to the web column)


plate side)

- Diagonal stiffener

rdvwRdwEd

Edw bafFz

MF 2cos/ .,,

Where

rb is the base of reinforce (connection to flange column)




rdvwRdwEdbEdb

Edept bafFN

z

MF .,

,,,,

2 Where






checked when:


Where



The design resistance for only normal stress RdjN , is calculated as the less value of

single design resistance calculated for the joint ( first considered) , if is compression


3.9.11.1 Compression design resistance




3.9.11.2 Tension design resistance

The normal stress tension RdjN , of connection beam-column of a welded joint is the

smallest of following values:

- Web Beam welded with column plate RdwF ,





The shear force is totally transferred to the weld.




The shear resistance RdjV , of connection beam-column of a welded joint with plate


rdvwRdwRdj hafFV .,,

Where


3.9.13 Resistance to bending force

The design moment resistance in bending of a welded joint should be calculated as

shown in Figure 6.15 (a).






The design moment resistance RdjM , of welded joint beam- to-column may be

determined from:

zFM RdtrRdj ,,

where:

RdtrF , is the effective design resistance of tension calculation of the member;

rz is the distance from the compression center;



The effective design tension resistance RdtrF , should be taken as the smallest value of

the design tension resistance for a single basic component:

- Web Beam welded with column plate RdwF ,




The effective design tension resistance RdtrF , , should be reduced below the value of

RdtrF , to ensure that:


RdwpRdtr

VF

,, ;

- The total design resistance RdtrF , does not exceed the following smaller values:





- The design resistance of the plate and beam web in compression RdfbcF ,,, .



conservative domain should be used is :

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M




3.10 Joint 40 (Beam – plate column bolted, reinforced)




3.10.1 Stiffeners on the column

On the column web can be located the following stiffeners: supplementary, transverse

and diagonal reinforcements.

The additional plates can be applied on single sided or for a double-sided web column.

The supplementary plate can be only welded to the web column, is not permitted the

bolting.

The hole number must be set to 0.




The transverse reinforcements can be placed corresponding : superior web beam plate,

inferior web beam plate or end base reinforcement.

The stiffener cross geometry considers the reinforcement on the beam.

3.10.2 Stiffeners on the beam




3.10.3 Forces










plEd NN 025.0

plyEd VV 025.0,






buckling resistance of the plate is always prevented by the stiffeners (fasteners) and

by the same column.






single weld.






2,

9.0

M

subRdt

AfF

Where




For a shear connection (see class A EC3 1-8 point3.4.1) the single bolt shear strength

design (for a single resistant section) is :

2

,,M

ubvRdv

AfF


- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v


6.0v

while

A is the bolt area




lafF dvwRdw .,

Where








2.

3/

Mw

udvw

ff

where:








- Verification column web panel in shear

RdwpEdwp VV ,,

- Verification column web in compression

RdwccEdwcc FF ,,,,

- Plate and beam web in compression

RdfbcEdfbc FF ,,,,


plate

RdbEdb FF ,,

- Verification beam web panel in shear

RdwpEdwp VV ,,

- Verification beam web in compression

RdwccEdwcc FF ,,,,

- Axial force resistance without moment resistance applied


1,

,

Rdj

Edj

N

N


1,

,

Rdj

Edj

V

V

- Bending force resistance without axial force

1,

,

Rdj

Edj

M

M




- Verification in buckling

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M



1,

,

Rdj

Edj

M

M

3.10.7 Design resistance of column web panel in shear

Verification made according with EC3 1-8 point 6.2.6.1

Shear action in the column web and references

The design resistance calculation of column web in shear, is valid provided the column

web slenderness satisfies the condition

69/ wtd

Where

rthd f 2)2( height web

yf

235 coefficient that considers the material




3.10.7.1 Unstiffened web panel column

For a single –sided joint, in or for a double-sided joint which the depths are similar the

design plastic shear resistance RdwpV , of an unstiffened column web panel , subject to a

design shear force EdwpV , , should be obtained using:

0

,

,3

09

M

vcwcy

Rdwp

AfV

Where:

fwfv trtbtAA )2(2 is the shear area of the column, see EN 1993-1-1.

22 8584.0)2(2)4()2(2 rtthbtrtthbtA wffwff

is the cross section area.

Single-sided-joint

and

double-sided-joint




Design shear force EdwpV , is given by:

2

,2,1,2,1,

EdcEdcEdbEdbEdwp

VV

z

MMV

In JFT the value according to the above expression, is calculated only if the data

derived from a software calculation that allows the determination of the forces all over

the joint (see Midas or from text file).

If the stresses are recorded by Tekla the shear force considered is:

z

MV Ed

Edwp ,

Where:

z is the lever arm that is bfb thz ,




The forces that contribute to the shear calculation EdwpV , are shown in the following

figure,


The design shear resistance on the column web may be increased by the use of

horizontal or transverse stiffeners or supplementary web plates.

Where transverse web stiffeners are used in both the compression zone and the tension

zone, the design plastic shear resistance of the column web panel RdwpV , may be

increased , by:

s

Rdfcpl

Rdaddwpd

MV

,,

,,

4 but should be

s

RdstplRdfcpl

Rdaddwpd

MMV

,,,,

,,

22

That should be taken the smaller between the two




where:

sd is the distance between the centerlines of the stiffeners;

RdfcplM ,, is the design plastic moment resistance of a column flange

RdstplM ,, is the design plastic moment resistance of a stiffener.

Example of transverse stiffener on the web column

When diagonal web stiffeners are used, the design plastic shear resistance of a

column web should be determined according to EN 1993-1-1.

Due to the diagonal geometry, the plastic normal stress of single plate is:

0

,

,

diagydiag

diagpl

fAN

That should be greater than the force transmitted from the beam plate

cos/,z

MN Ed

diagpl

Where

EdM is the design moment transmitted from a single beam

c

b

h

harctan is the angle that the diagonal forms with the axis parallel to the beam

flange







Example of diagonal stiffener on the web column

If the column web is reinforced by adding a supplementary web plate, see figure 6.5,

the shear area vcwA may be increased by wcstb . If a further supplementary web plate is

added on the other side of the web column, no further increase of the shear area

should be made.




NOTE: Weldability at the corner should be taken into account for a correct modeling of

reinforcement with supplementary web plate.

The supplementary web plate on the column web increase the rotational

stiffness of a joint, increasing the stiffness column web in shear , in compression

or in tension (EC3 - 6.3.2 (1).

The supplementary web plate should comply the following mechanical and geometrical

in according with EC3:


column;





6.5;






The welds between the supplementary web plate and profile should be designed to

resist the applied design forces EdwpV , .

The width sb of a supplementary web plate should be less than st40 .

Discontinuous welds may be used in not corrosive environments.

The increase of the resistances on the web are cumulative.


RdwpEdwp VV ,,

3.10.8 Resistance of column web in transverse compression


Web column subject to compression and references


The design resistance of an unstiffened column web subject to transverse compression





0

,.,,,

M

wcywcwcceffwcRdwcc

ftbkF

but

1

,.,,,

M

wcywcwcceffwcRdwcc

ftbkF

We consider as resistance of column web subject to transverse compression the less

of two values.

The first expression represents the web resistance for crushing (in the figure is

represented with the letter “l”, column web crushing), the second expression

represents the resistance for column web buckling (in the figure is represented

with the letter “m”, column web buckling).

Where:


column web panel according to Table 6.3;

wcceffb ,, is the effective width of column web in compression that for bolted end-plate

connection is:

pfcpfbwcceff sstatb )(522,,

where :




ps is the length obtained by dispersion at 45 ° through the end- plate with the column

flange (at least pt provided that the length of end-plate below the flange is sufficient

up to pt2 ).

- For a rolled I o H section column : crs

- For a welded I o H section column : cas 2

Sizes are indicated in Figure 6.6.

Definition of wcceffb ,,

is the reduction factor for column web buckling:

- If 72.0p : 0.1

- If 72.0p : 2

2.0

p

p

p is the plate slenderness (web column):




2

,,,932.0

wc

wcywcwcceffp

Et

fdb

- For a rolled I o H section column I o H : )(2 cfccwc rthd

- For a welded I o H section column : )2(2 cfccwc athd

wck is a reduction factor, that considers the maximum longitudinal compressive stress

Edcom, due to axial force and bending moment in the column exceeds wcyf ,7.0 in the

web (adjacent to the root radius for a rolled section or the toe of the weld for a welded

section), its value as a function of Edcom, is:

- When wcyEdcom f ,, 7.0 : 0.1wck

- When wcyEdcom f ,, 7.0 : wcy

Edcomwc

fk

,

,7.1




The compressive stress is:

wceff

EdwccEdcom

tb

F ,,,

While the force on the compression web beam is:

2

,,,,

EdbEdbEdwcc

N

z

MF




3.10.8.2 Stiffened Column web panel

If the minimum design resistance of an unstiffened column web, subjected to a

“column –sway” buckling mode illustrated in Figure 6,7, is due to its buckling, should

normally be prevented by appropriate constructional stiffeners.

To increase the design resistance of the column web in transverse compression, in

order may be used: supplementary web plates, transverse stiffeners, diagonal

stiffeners.

Increase of design resistance due to transverse and diagonal stiffeners

When there are transverse stiffeners on the column web in compression zone,

increases the design resistance in compression that should be taken as similar

to shear added resistance on the web column RdwpV , , in this case the

compression design resistance on the web column is increased (similarly the

shear resistance in the column web) with:

s

Rdfcpl

Rdaddwpd

MV

,,

,,

4 but should be

s

RdstplRdfcpl

Rdaddwpd

MMV

,,,,

,,

22

For the meaning of the values see the shear verification of column web.

When we use transverse stiffeners, the design resistance in compression of




column web should be determined in according with EN 1993-1-1.

Given the geometry of the diagonal stiffeners, the design plastic normal stress

of single plate is:

0

,

,

diagydiag

diagpl

fAN

That should be greater than the force transmitted by beam flange

cos/,z

MN Ed

diagpl

Where

EdM is the calculation moment transmitted by a single beam

c

b

h

harctan is the angle that the diagonal forms with the axis parallel to the

beam flange


The design shear resistance of column web panel RdwpV , may be increased by


The calculation resistance with stiffeners is

RdaddwpRdwccRdwcc VFF ,,,,,,




column;





6.5;






When there is the supplementary web plate, the effective web thickness to use for

RdwccF ,, calculation is wct5.1 , if is added a single supplementary web plate, wct0.2 if the

supplementary web plates are placed on the double-sided web. The shear web area

resistant vcA for the calculation of should be increased by wcstb

The web resistance increased are cumulative.


RdwccEdwcc FF ,,,,

3.10.9 Single bolt bearing resistance


2

1,,

M

ubRdb

dtfkF

Where b is

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

For outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts




)5.2;7.14.1min(0

21

d

pk

Where




0d is hole diameter








Must be satisfied:

RdbEdb FF ,,




3.10.10 Resistance of web Column in transverse tension


Column web in tension and references


The design resistance of an unstiffened column web subject to transverse tension


0

,,,

,,M

wcywcwcteff

Rdwct

ftbF

where:


column web panel according to table 6.3.

The effective width wcteffb ,, of web column in tension is similar to the effective length of

an equivalent T-stub represented by column flange in unstiffened transverse bending.




effwcteff lb ,,

For the calculation should be taken the smallest value of the effl , generally we

have the maximum value of the tension force in the end bolt, we should be

considered the end bolt row (End bolt-row) tab. 6.4, should be considered as

single bolt not as a group of bolts.

The reduction factor to allow for the possible effects of interaction with shear in the

column web panel should be determined from table 6.3, using the value of wcteffb ,,

determined for the connection considered.





The effective width wcteffb ,, of web column in tension is similar to the effective length of

an equivalent T-stub represented by column flange in stiffened transverse bending.

effwcteff lb ,,

For the calculation should be taken the smallest value of the effl , generally we

have the maximum value of the tension force in the end bolt (End bolt-row

adjacent to a stiffener) tab. 6.5 should be considered as single bolt not as a

group of bolts.




To increase the design resistance of the column web in transverse tension, in order

may be used: supplementary web plates, transverse stiffeners, diagonal stiffeners.

The welds of a diagonal stiffener that connect the column flange should be all over

the length of the reinforcement, with throat section similar to the thickness

reinforcements.



- the steel grade of the supplementary web plate should be equal to that of the

column;

- the width sb should be such that the supplementary web plate extends at least


- the length sl should be such that the supplementary web plate extends


6.5;

- the thickness st of the supplementary web plate should be not less than the


The design tension resistance for one supplementary web plate depends on the throat

thickness of the longitudinal welds connecting the supplementary web plates. The

effective thickness of the web efwt , should be taken as follows:

- When the longitudinal welds are full penetration butt welds with a throat thickness

sta then:

- For one supplementary web plate: wceffw tt 5.1,

- For supplementary web plates both sides: wceffw tt 0.2,




- When the longitudinal welds are fillet welds with a throat thickness 2

sta then for

either one or two supplementary web plates:

- For steel grades S 235, S 275 e S 355: wceffw tt 4.1,

- For steel grades S 420 e S 460: wceffw tt 3.1,

The resistant shear area vcA of a column web ,in calculating the reduction factor di

should be increased of wcstb .

The local verification should be satisfied if :

RdwctEdwct FF ,,,,

3.10.11 Resistance of column flange in transverse bending


Column flange in bending and references

3.10.11.1 Unstiffened column flange

The design resistance and failure mode of an unstiffened column flange in transverse

bending, together with the associated bolts in tension, should be taken as similar to

those of an equivalent T-stub (EC3 – 1-8 point 6.2.4), the design resistance for both:






The dimensions mine and m to use for verification in according with EC3 – 1-8 point

6.2.4, should be determined from Figure 6.8.

The effective length of equivalent T-stub flange should be determined the individual

bolt-rows and bolt-group (in accordance with EC3 – 1-8 point 6.2.4.2) from the values

given for each group of bolt-rows in Table 6.4.




Example of failure mechanism unstiffened column flange,




The size 1e is the end distance from the edge plate (see figure)

For the meaning of the effective length see the following figure




3.10.11.2 Stiffened column flange

To increase the design resistance of column flange in transverse bending, we use

transverse stiffeners and/or diagonal reinforcements.

The design resistance and the collapse mode of an unstiffened column flange in

transverse bending, is calculated considering also the bolts in tension, considered as a

T-stub (EC3 – 1-8 point 6.2.4), the design resistance is calculated for:

- Each individual bolt-row necessary to endure the tension;

- Each group of bolt row necessary to endure the tension.

The group of bolt rows , both the reinforced side is modeling as an equivalent T-stub

for the flange, see Figure 6.9. The design resistance and the collapse mode is

calculated separately for each equivalent T-stub.

For the size mine e m see Figure 6.8.

The effective length effl an equivalent T-stub flange is determined in according with

EC3 – 1-8 point 6.2.4.2, using the values for each row bolts represented in the table

6.5. The value of should be determined from the Figure 6.11.




The stiffeners should be satisfied the requirements specified for shear verification of

web column (EC3 – 1-8 point 6.2.6.1).








The group of bolt rows , both the reinforced sides connecting to the end plate should be





equivalent.









table 6.6.

The values of m and xm to use for the Table 6.6 should be determined from Figure

6.10.






While for the extended end plate effl is an horizontal size





Generally for the plate we consider a different value of effl an equivalent T-

stub for bolt-rows of beam end-plate, they are subject to the stiffener given by

web panel beam and so it has design resistance and stiffener superior than end

bolt-row plate












fb

RdcRdfbc

th

MF

,,,

where:













reduced moment

0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M




Where

2

,

12

Rdpl

Ed

V

V

3.10.13.2 Reinforced Beam

Reinforced beam. Beam web and flange in compression and references

Such as in the case of not reinforced beam the design resistance in compression of the

flange and web corresponding to connection beam-column is given as follows:

fb

RdcRdfbc

th

MF

,,,

where:

h is the total height, including the depth of the beam and the maximum height of the

reinforcement;


EC3 - 1-1 point 6.2.8, may be calculated neglecting the intermediate flange (inferior

flange of the beam).







Reinforced beam should be determined using the following rules, that we use in the

modeling connection :

- the steel grade of the reinforcement should be equal to that the beam;

- The size and web thickness reinforcement should be less than of the beam;

- The angle of plate reinforcement respect to the beam should not be higher than 45 °;

For a reinforced beam, the web beam is subject to compression force, its design

resistance is calculated in according EC3 1-8 point 6.2.6.2 (see resistance of column

web in transverse compression).




0

,

,,,,M

wby

wbwbteffRdwbt

ftbF




3.10.15 Weldings





lafF dvwRdw .,

where





2.

3/

Mw

udvw

ff

where:




RdwEdw FF ,,

where:







verification.

3.10.15.1 Welds on the supplementary web plates

The shear force on the web plate is transmitted to the supplementary plate by the

welding, the verification should be satisfied if:

bsafFVF dvwRdwEdwpEdw .,.,

and

lsafFVF dvwRdwEdwpEdw .,,,




3.10.15.2 Welds on the stiffened column plates

a) Horizontal stiffener

- Welding on the web panel column, the verification should be satisfy if:

rdvwRdwEdwpEdw bnafFVF .,.,

where

rb is the base of the reinforce (parallel to the web column)


plate side)

- Welding on the plate column,, the verification should be satisfy if:

rdvwRdwEdwpEdw hnafFVF .,.,

Where

rh is the height of reinforce (orthogonal to the web column)


plate side)

a) diagonal stiffener

rdvwRdwEd

Edw bafFz

MF 2cos/ .,,




Where

rb is the base of reinforce (connection to flange column)




rdvwRdwEdbEdb

Edept bafFN

z

MF .,

,,,,

2 Where



checked when:


where





single design resistance calculated for the joint ( first considered) , if is compression


3.10.16.1 Compression design resistance







3.10.16.2 Tension design resistance



RdtrrowRdj FnN ,,

where:

RdtrF , is the effective design resistance of tension of the bolt-row r;




components:












2

,,M

ubvRdv

AfF


- for classes 4.6, 5.6 e 8.8

6.0v




- for classes 4.8, 5.8 e 10.9

5.0v


6.0v



4.1


Where

2,,,

M

ubvRdtrv

AfF




boltn

RdvRdj FV

1

,,


2

1,,

M

ubRdb

dtfkF

Where

For end bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

For end bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolt




)5.2;7.14.1min(0

21

d

pk



3.10.18 Bending force Resistance













The design moment resistance RdjM , of bolted joint beam- to-column with an end-


r

RdtrrRdj FhM ,,

where:



r is the bolt-row number


compression.









The effective design tension resistance RdtrF , of each bolt-row r ,taken as an individual











reduced below the value of RdtrF , to ensure that all bolt-rows up, to and including bolt-

row r, the following conditions are satisfied :


Rdwp

Rdtr

VF

,

, ;

- The total design resistance RdtrF , does not exceed the smaller of :





taken for the bolt-rows up and including bolt-row r that form part of the same group

of bolt-rows, does not exceed the design resistance of that group as a whole.













1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M




3.11 Connection 1014 (rectangular base plate connection)

(Connection with beam or column in r.c.)




3.11.1 Stiffeners

The stiffeners can be placed in two directions

3.11.2 Shear Key

The shear key must have a section contrasting the shear force




3.11.3 Anchor steel bars

The steel bar can be anchored with bolts or bars with stiffeners anchorage

Bolts Straight bar L bar

Hook bar Anchor with washer plate Anchor hammer




3.11.4 Forces

On the profile we can apply the following forces:


xEdV , shear force parallel to column flange

yEdV , shear force parallel to column axis






plEd NN 025.0

plyEd VV 025.0,





3.11.5 Geometrical verification


joint, in according to l’EC3 1-8 with the following table 3.3 and figure 3.1.


buckling resistance of the plate is always prevented by the stiffeners (fasteners) and

by the same column.






single welding.






2,

9.0

M

subRdt

AfF

Where

sA is the stressed tensile area





2

,,M

ubvRdv

AfF


- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v


6.0v

While

A is the area of the bolt




lafF dvwRdw .,

Where





a is the height throat of the weld.

l is the length cordon of the weld.


2.

3/

Mw

udvw

ff

Where







- The verifications made on the joint are the following:

- Shear verification of the connection

RdvEdv FF ,,

RdwEdw FF ,,

1,

,

Rdj

Edj

V

V


plate

RdbEdb FF ,,

- Compressive force verification

RdCEdC FF ,,

- Weld column-base plate for bending force

RdwEdw FF ,,

- Flange and column web to compressive force

RdfbcEdfbc FF ,,,,

- Anchor resistance

- RdtEdt FF ,,


1,

,

Rdj

Edj

N

N


1,

,

Rdj

Edj

M

M

- Buckling , we consider the following resistance rule

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M






1,

,

Rdj

Edj

M

M

1.1.8 Verification of shear force

The shear force verification are made with according EC3 1-8 point 6.2.2

Without shear key

In base plates, if no special elements for resisting shear are provided, such as shear

key, the connection shear resistance is the friction resistance between base plate and

grout layer (with compressive force) and anchor bolts resistance.

If in a column there is a compressive force, the design friction resistance between base

plate – grout layer RdfF , is:

EdcdfRdf NCF ,,,

where:

dfC , is the coefficient of friction between base plate and grout layer.

For sand-cement mortar 20.0, dfC

EdcN , is the design value of the normal compressive force in the column.

NOTE: If the column is loaded by a tensile normal force, 0, RdfF .

In a column base the design shear resistance of an anchor bolt RdvbF , should be taken

as the smaller of RdvbF ,,1 and RdvbF ,,2 where:

- RdvbF ,,1 is the design shear resistance of the anchor bolt

-Mb

subbRdvb

AfF

,,2

where:




ybb f0003.044.0

ybf is the yield strength of the anchor bolt,

with 22 / 640/ 235 mmNfmmN yb

The design shear resistance of the joint RdvF , is

RdvbRdfRdv nFFF ,,,

where:

n is the number of anchor bolts in the base plate.

With Shear key

if special elements for resisting shear are provided, such as shear key, the connection

shear resistance is completely entrusted to the contact surface between the shear key

and the concrete subject to compression .

The design compression resistance RdCF , is:

bhfF jdRdC ,

where:

b is the effective contact area width with shear key and concrete

h is the effective contact area length with shear key and concrete

jdf is the design bearing strength of shear key with concrete

It is assumed that the forces are uniformly distributed to the concrete. The pressure

on the contact surface between the shear key and the foundation must not be superior

the design bearing strength resistance jdf .

The design bearing strength jdf is:

bh

Ff

Rdujjd

where:

j is the foundation material coefficient , which may be taken as 3/2 .




RduF is the compression design resistance force given in EN 1992, where 0cA is to be

taken as )(bh .

EXTRACT by EC2

6.7 localized forces

(1) In the case of localized forces, we must note the local breaking (see below)

and the cross tensile strength (see point 6.5).

(2) When we have a load uniformly distributed on Ac0 area (see figure 6.29)

the last compression force can be determined as follow:

00

10 3 ccd

c

ccdcRdu Af

A

AfAF

(6.63)

where:

Ac0 is loaded area;

Ac1 is the load maximum diffusion area used for the calculation and which has

an homothetic shape to Ac0.

(3) It is recommended that the diffusion area Ac1 wanted by ultimate

compression force RduF should be satisfied the following conditions:

- the load height diffusion in load direction must be taken as is indicated in

figure 6.29;

- the area diffusion center Ac1 must be on the line of action crossing through the

loading area center Ac0 ;

- if on concrete area act more compression strength, it is recommended that the

diffusion areas aren’t overlapping.

It is recommended that the RduF value is reduced if the load is not uniformly

distributed on area Ac0 or if there are shear force significant.




(4) It is recommended to provide adequate reinforcements to balance traction

cross forces due to the load effect .

In JFT it considers the minimum value

03 ccdRdu AfF

so:

cdjeffeff

effeffcdj

effeff

Rdujjd f

lb

lbf

lb

Ff 3

3

The verification should be satisfied if

RdCEdv FF ,,

Weld verification

The verification is made considering acting only shear force, is made separately for

connection column-base plate and for connection key shear block – base plate.

It should satisfy:

RdwEdw FF ,,

With




lafF dvwRdw .,

Where

l is total cordon length

a is throat height.

3.11.8 Resistance to bearing of single bolt

The bearing verification for single bolt resistance section is :

2

1,,

M

ubRdb

dtfkF

Where b is

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

for outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts

)5.2;7.14.1min(0

21

d

pk

Where



t is minimum thickness of connected plates

0d is the hole diameter








Must be:

RdbEdb FF ,,




3.11.9 Base plate in compression

For this resistance we use the equivalent T-stub in tension.


effeffjdRdC lbfF ,

where:

effb is the effective width of the T-stub plate

effl is the effective length of the T-stub plate

jdf is the design bearing strength of the joint

The forces transferred through a T-stub should be assumed to spread uniformly as

shown in Figure 6.4 (a) e (b). The pressure on the resulting bearing area should not

exceed the design bearing jdf and the additional bearing width c ,should not exceed:

03 Mjd

y

f

ftc

where:

t is the thickness of the flange;

yf is the yield strength of the flange.

If the projection of the physical length of the basic column plate is less than c, the

effective area should be taken as indicated Figure 6.4 (a).

If the projection of the physical length of the basic column plate exceeds of c ,on any

side, the part of the additional projection beyond the width c should be neglected, see

Figure 6.4 (b).




The reinforcements web plates may also be used to increase identically the contact

surface, with not overlapping diffusion.

The common design bearing strength jdf is:

effeff

Rduj

jdlb

Ff

where:

j is the foundation material coefficient, which may be taken as 2 / 3 provided that the

characteristic strength of the grout is not less than 0,2 times the characteristic strength

of the concrete foundation and the thickness of the grout is not greater than 0,2 times

the smallest width of the steel base plate. In cases where the thickness of the grout is

more than 50 mm, the characteristic strength of the grout should be at least the same

as that of the concrete foundation.


taken as )( effeff lb .




6.7 EXTRACT by EC2


(1) In the case of localized forces, we should be noted the local breaking (see

below) and the cross tensile strength (see point 6.5).

(2) When we have a load uniformly distributed on Ac0 area (see figure 6.29)

the last compression force can be determined as follow:

00

10 3 ccd

c

ccdcRdu Af

A

AfAF

(6.63)

where:

Ac0 is loaded area;






figure 6.29;


loading area center Ac0;











03 ccdRdu AfF

so:

cdjeffeff

effeffcdj

effeff

Rdujjd f

lb

lbf

lb

Ff 3

3

Verification

The compression force is transmitted by column flange and is:

2)(

,,,

Edc

fcc

EdcEdC

N

th

MF

so:

RdCEdC FF ,,




3.11.10 Base plate in bending under tension

The design resistance and collapse mode of a bending base plate, is calculated

considering the design tension resistance of the bolts too, it is considered similar as T-

stub (EC3 – 1-8 point 6.2.4), the design resistance is calculated for:

- the design resistance of an individual bolt row;

- the contribution of each bolt row to design resistance.

The group of bolt rows , on both the reinforced side connected to the end plate

should be considered as separated as an equivalent T-stub. In extended plate,

considered as the extended plate over the beam (extended end - plate), the bolt rows

in extended plate is considered as an equivalent T-stub separated, see Figure 6.10. The

design resistance and the collapse mode is calculated separately for each equivalent T-

stub.

The dimension mine (EC3 – 1-8 point 6.2.4) is taken by Figure 6.8 regarding that part

of plate that is between upper plate and the lower beam. For the extended part of

plate mine is assumed as xe , see Figure 6.10.


EC3 – 1-8 point 6.2.4.2 using the values for each row bolts represented in the table

6.6.

The values of m and xm to be used for the Table 6.6 should be determined from the

Figure 6.10.




We note for the bolt rows between superior and inferior beam flange

the effl is a vertical size as in the case of effl column flange

While the extension of the end plate effl is an horizontal size.




The extension part of the end plate is calculated separately

Generally for the plate we have different value of equivalent member effl to T-

stub equivalent for the bolt rows between the beam plate, these are influenced

of stiffness given by web beam and so it has resistance and stiffness higher than

the extended part of the plate .




Weld verification

The verification is made considering acting only bending force.

Should satisfy:

RdwEdw FF ,,

With

lafF dvwRdw .,




Where

l is the total cordon length

a is the cordon throat height.

3.11.11 Column flange and web in compression







fb

RdcRdfbc

th

MF

,,,

where:













reduced moment

0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M




Where

2

,

12

Rdpl

Ed

V

V

3.11.12 Tension of beam web


The beam web tension resistance is given from following expression:

0

,

,,,,M

wby

wbwbteffRdwbt

ftbF

the effective width wbteffb ,, is taken as equal to the effective length of the equivalent T-

stub representing the end-plate in bending, for bolt row located between two beam

flanges, considering an individual bolt-row and the bolt-groups.

3.11.13 Tension of anchor bolts

Anchor bolts should be designed to resist the effects of the design loads, due both for

normal forces that bending.




The lever arm due to bending should be taken as the distance between the barycenter

(centroid) of compression area and the centroid (barycenter) of the bolt group on the

tension side.

The design resistance of the anchor bolts should be taken as the smallest value

between resistance to tension and anchor bolts resistance with concrete.


2,

9.0

M

subRdt

AfF

Where



The design bond resistance of the concrete and anchor bolts is taken in according with

EN 1992-1-1.

One of the following methods should be used to secure anchor bolts, into foundation:

- A hook (figure 6.14 (a)),

- A washer plate (figure 6.14 (b)),

- Some other appropriate load distributing member embedded in the concrete,

- Some other fixing which has been adequately tested and approved.

When the bolts are provided with a hook, the anchorage length should be such as to

prevent yielding of the bolt . The anchorage length should be calculated in accordance

with EN 1992-1-1. This type of anchorage should not be used for bolts with a yield

strength ybf higher than 2/300 mmN .

When the anchor bolts are provided with a washer plate or other load distributing

member, the design bond resistance of the concrete and steel is not considered. The

whole of the force should be transferred through the load distributing device.




Recalled EC2 for anchor bars

8.4 Longitudinal reinforcement anchorage

8.4.1 General

(1) Steel bars, wire or mesh must be anchored so as to be transferred frictional forces

to the concrete to avoid the longitudinal cracking and detachment concrete. If

required, should be used transversal reinforcements.

(2) We can see the fixing methods in figure 8.1 [see also point 8.8 (3)].




(3) Bends and hook don’t give any contribute to anchor in compression.

(4) It is recommended to prevent the concrete breakage inside the bends in according

with the point 8.3 (3).

(5) Where we use mechanical anchor, It is recommended that test requirements are

in according with European Technical Approval.

(6) To transmit the pre stressed forces to concrete see point 8.10.

8.4.2 Ultimate friction (adherence) tension

(1) The ultimate friction (adherence) tension should be sufficient to prevent the loss

of adhesion.

(2) The design tension value of the ultimate adhesion, bdf , for ribbed bars should be

assumed as:

ctdbd ff 2125.2 (8.2)

where:




ctdf is the design value of resistance to concrete tension for point 3.1.6.

(2)P. Due to the increasing fragility of the concrete of higher strength, it is

recommended that the value of fctk 0,05 is limited, for this case, to the relative value

of class C60/75, unless it can verify that the average adhesion resistance exceed;

1 is a ratio related to the quality of adhesion condition and at the bar location during

concreting (see figure 8.2):

11 with condition of “good” adhesion

7.01 in all other cases and for structural elements made with slipform, unless we

can demonstrate that exist “good” conditions of adhesion;

2 it is referred to bar diameter:

2 for mm32

100/)132(2 for mm32

8.4.3 The length of anchor base

(1)P The calculation of anchor length should be calculated considering the type of steel

and the adhesion properties of the bars.




(2) The anchor length necessary with base rqdbl , , to anchor the force sdsA applied to a

bar in assumption of uniform adhesion tension equal to fbd is:

)/)(4/(, bdsdrqdb fl (8.3)

with sd the design tension corresponding to the point from which is measured the

anchor.

The values of bdf are in point 8.4.2.

(3) The anchor base length, bl , and the design length, bdl of bars should be measured

along the bar axis (see figure 8.1a).

8.4.4 Design anchor length

(1) the design anchor length, bdl , is:

min,,54321 brqdbbd lll (8.4)

with 54321 α α α α α the ratios given in table 8.2:

α1 takes into account the shape of the bars assumed that the concrete cover is

adequate (see figure 8.1);

α2 takes into account the effect of the coating minimum concrete (see figure 8.3);

α3 takes into account the edge effect due to transverse reinforcement;

α4 takes into account the influence of one or more welding transverse bars ( 6.0t )

along the design anchor length bdl (see also point 8.6);

α5 takes into account the transverse force effect to the plan of breaking along the

design anchor length.

The product ( 0.7ααα 532 ): (8.5)

rqdbl , is obtained (8.3);

min,bl is the minimum anchor length if there are not other limitations:

- for tension anchor : mmll bb 100;10;3.0max min,min, (8.6)

- for anchor in compression : mmll bb 100;10;6.0max min,min, (8.7)

(2) For semplicity, alternatively at point 8.4.4 (1), the tension anchor of some shape




shown in figure 8.1 can be considered as the equivalent anchor length, beql . beql it is

defined in the same figure and can be assumed:

- rqdbl ,1 for the shape that we can see in the figure from 8.1b to 8.1d (for the values of

1 see the table 8.2);

- rqdbl ,4 for the shapes that we can see in the figure 8.1e (for the values of 4 see the

table 8.2);




3.11.14 Design resistance of column bases with base plates

3.11.14.1 General

Column bases should be of sufficient size stiffness order to resist the axial force,

bending moments and shear forces in columns to their foundations or other

supports without exceeding the load carrying capacity of these supports.

The design bearing strength between the base plate and its support may be

determined on the basis of an uniform distribution of compressive force over the

bearing area. For concrete foundations the bearing area stress should not exceed

the design bearing strength, jdf .

For a column base subject combined axial force and bending, the forces between

the base plate and its support can take one of the following distribution

depending on the relative magnitude of the applied axial force and bending

moment:

- In the case of a dominant compressive axial force, full compression may

develop under both column flanges as shown in Figure 6.18 (a).

- In the case of a dominant tensile force, full tension may develop under both

flanges as shown in Figure 6.18 (b).

- In the case of dominant bending moment compression may develop under one

column flange and tension under the other as shown in Figure 6.18 (c) and

Figure 6.18 (d).

Base plates should be designed using the appropriate methods, only normal

stress or of buckling.

One of the following methods should be used to resist the shear force between

the base plate and its support:

- Frictional design resistance at the joint between the base plate and its support.

- The design shear resistance of the anchor bolts.

- The design shear resistance of the surrounding part of the foundation.

If anchor bolts are used to resist the shear forces between the base plate and its

support, the rupture of the concrete in bearing should also be checked, according

with EN 1992.




Where the above methods are inadequate, should be used special elements

such as blocks or bar shear connectors to transfer the shear forces between the

base plate and its support.

To know if the base is subject more compression then bending, it is

necessary design the tension diagram




3.11.14.2 Column bases subjected to axial force

(1) The design resistance, RdjN , , of a symmetric column base plate subject to an

axial compressive force applied concentrically may be determined by adding

together the individual design resistance RdCF , of the three T-stubs shown in

Figure 6.19 (two T-stubs under the column flanges and one T-stub under the

column web.) The three T-stubs should not overlapping, see Figure 6.19. The

design resistance of each of these T-stubs should be calculated using the method

given in point 6.2.5 of EC3 1- 8.

3.11.14.3 Column bases subject to axial forces and bending moments

(1) The design moment resistance RdjM , of a column base subject to combined

axial force and moment should be determined using the method given in table

6.7, where the contribution of the concrete portion just under the column web

(T-stub 2 di Figure 6.19) to the compressive capacity is omitted.

The following parameters are used in this method:

- RdlTF ,, is the design tension resistance of the left hand side of the joint

- RdrTF ,, is the design tension resistance of the right hand side of the joint

- RdlCF ,, is the design compressive resistance of the left hand side of the joint

- RdrCF ,, is the design compressive resistance of the right hand side of the joint

The design tension resistance RdlTF ,, , of the left side of the joint should be taken

as the smallest values of the design resistance of following basic components:

- the column web in tension under the left column flange RdwctF ,, ;

- the base plate in bending under the left column flange RdpltF ,,




The design tension resistance RdrTF ,, , of the right side of the joint should be

taken as the smallest values of the design resistance of following basic

components:

- the column web in tension under the right column flange RdwctF ,,

- the base plate in bending under the right column flange RdpltF ,,

The design compressive resistance RdlCF ,, of the left side of the joint should be


component:

- the concrete in compression under the left column flange RdplcF ,, ;

- the left column flange and web in compression RdfccF ,, .

(5) ) The design compressive resistance RdrCF ,, of the right side of the joint

should be taken as the smallest values of the design resistance of following

basic components:

- the concrete in compression under the right column flange RdplcF ,, ;

- the concrete in compression under the right column flange RdfccF ,, .

For the calculation of lTz , , lCz , , rTz , , rCz , see fig. 6.18.




3.12 Joint 1052 (connection circular base plate)

(Connection with beam or column in r.c)




3.12.1 Stiffeners

The stiffeners can be placed along the profile contour

3.12.2 Anchor bolts

The bar can be anchored with bolts or bars with stiffeners anchorage

Bolts Straight bar L bar




Hook bar Anchor with washer plate

3.12.3 Forces

On the profile we can apply the following forces:


EdV shear force

,EdM bending moment








plEd NN 025.0

plEd VV 025.0

Where the plastic resistances are referred to the column .

3.12.4 Geometrical verification


joint, in according to l’EC3 1-8 with the following table 3.3 and figure 3.1.



column.






single weld.






2,

9.0

M

subRdt

AfF

Where





design (for a single resistant section) is :

2,,

M

ubvRdv

AfF


- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v


6.0v

while

A is the bolt area


3.12.5.3 Design resistance of Weld


lafF dvwRdw .,

Where








2.

3/

Mw

udvw

ff

Where:







- The verifications made on the joint are the following:

- Shear verification of the connection

- RdvEdv FF ,,

RdwEdw FF ,,

1,

,

Rdj

Edj

V

V


plate

RdbEdb FF ,,

- Verification for compressive force

RdCEdC FF ,,

- Weld column-base plate for bending force

RdwEdw FF ,,

- Column section in compression

RdfbcEdfbc FF ,,,,

- Design resistance of anchor

RdtEdt FF ,,


1,

,

Rdj

Edj

N

N


1,

,

Rdj

Edj

M

M

- Buckling , we consider the following resistance rule

1,

,

,

,

Rdj

Edj

Rdj

Edj

N

N

M

M






1,

,

Rdj

Edj

M

M

3.12.7 Verification of shear force

The shear force verification are made with according EC3 1-8 point 6.2.2

In base plates, if no special elements for resisting shear are provided, such as shear

key, the connection shear resistance is the friction resistance between base plate and

grout layer (with compressive forces) and anchor bolts resistance.

If in a column there is a compressive force, the design friction resistance between base

plate – grout layer RdfF , is:

EdcdfRdf NCF ,,,

where:

is the coefficient of friction between base plate and grout layer.

For sand-cement mortar 20.0, dfC

EdcN , is the design value of the normal compressive force in the column.

NOTE: If the column is loaded by a tensile normal force, 0, RdfF .

In a column base the design shear resistance of an anchor bolt RdvbF , should be taken

as the smaller of RdvbF ,,1 and RdvbF ,,2 where:

- RdvbF ,,1 is the design shear resistance of the anchor bolt

-Mb

subbRdvb

AfF

,,2

where:

ybb f0003.044.0

ybf is the yield strength of the anchor bolt, with 22 / 640/ 235 mmNfmmN yb




The design shear resistance of the joint RdvF , is

RdvbRdfRdv nFFF ,,,

where:

n is the number of anchor bolts in the base plate.

Verification of the weld

The verification is made considering acting only shear force, is made separately for

connection column-base plate and for connection shear key – base plate.

must satisfy:

RdwEdw FF ,,

with

lafF dvwRdw .,

Where

l is total cordon length

a is throat height.

3.12.8 Bearing resistance for the single bolt

The bearing verification for single bolt resistance section is :

2

1,,

M

ubRdb

dtfkF

Where b is

For outer bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb




While 1k is

for outer bolts

)5.2;7.18.2min(0

21

d

ek

For inner bolts

)5.2;7.14.1min(0

21

d

pk

Where




0d is hole diameter








Must be:

RdbEdb FF ,,




3.12.9 Base in compression

For this resistance we use the equivalent T-stub in compression in according with EC3

1-8 point 6.2.5.


effeffjdRdC lbfF ,

where:

effb is the effective width of the T-stub flange

effl is the effective length of the T-stub flange

jdf is the design bearing strength of the joint

The forces transferred through a T-stub should be assumed to spread uniformly as

shown in Figure 6.4 (a) e (b). The pressure on the resulting bearing area should not

exceed the design bearing jdf and the additional bearing width c ,should not exceed:

03 Mjd

y

f

ftc

where:

t is the thickness of the flange;

yf is the yield strength of the flange.

If the projection of the physical length of the basic column is less than c, the effective

area should be taken as indicated Figure 6.4 (a).

If the projection of the physical length of the basic column exceeds of c ,on any side,

the part of the additional projection beyond the width c should be neglected, see Figure

6.4 (b).




The reinforcements web plates may also be used to increase identically the contact

surface, with not overlapping diffusion.

The common design bearing strength jdf is:

effeff

Rduj

jdlb

Ff

dove:

j is the foundation material coefficient, which may be taken as 2 / 3 provided that the

characteristic strength of the grout is not less than 0,2 times the characteristic strength

of the concrete foundation and the thickness of the grout is not greater than 0,2 times

the smallest width of the steel base plate. In cases where the thickness of the grout is

more than 50 mm, the characteristic strength of the grout should be at least the same

as that of the concrete foundation.


taken as )( effeff lb .




EXTRACT by EC2


(1) In the case of localized forces, we should be noted the local breaking (see

below) and the cross tensile strength (see point 6.5).

(2) When we have a load uniformly distributed on Ac0 (see figure 6.29) the last

compression force can be determined as follow:

00

10 3 ccd

c

ccdcRdu Af

A

AfAF

(6.63)

dove:

Ac0 is loaded area;






figure 6.29;


loading area center Ac0;











03 ccdRdu AfF

So:

cdjeffeff

effeffcdj

effeff

Rdujjd f

lb

lbf

lb

Ff 3

3

Verification

The compression force is transmitted by column flange and is:

2)(

,,,

Edc

fcc

EdcEdC

N

th

MF

So:

RdCEdC FF ,,




3.12.10 Connection base plate in bending

EC3 1-8 point 6.2.6.5

The design resistance and collapse mode of a bending base plate, is calculated

considering the design tension resistance of the bolts too, it is considered similar as T-

stub (EC3 – 1-8 point 6.2.4), the design resistance is calculated for:

- the design resistance of an individual bolt row;

- the contribution of each bolt row to design resistance.

The group of bolt rows , both the reinforced side connected to the end plate should be

considered as a separated equivalent T-stub. In extended plate, considered as the

extended plate on the beam (extended end - plate), the bolt rows in extended plate is

considered as an equivalent T-stub separated, see Figure 6.10. The design resistance

and the collapse mode is calculated separately for each equivalent T-stub.

The size mine (EC3 – 1-8 point 6.2.4) is taken by Figure 6.8 regarding that part that is

between upper plate and the lower beam. For the extended part plate mine is assumed

as xe , see Figure 6.10.


EC3 – 1-8 point 6.2.4.2 using the values for each row bolts represented in the table

6.6.

The values of m and xm to be used for the Table 6.6 should be determined from the

Figure 6.10.




We note that for the bolt rows between superior and inferior beam flange

the effl is a vertical size as in the case of effl column flange

While the extension of the end plate effl is an horizontal size.




The extension part of the end plate is considered separately

Generally for the plate we consider different value of equivalent member effl to

T-stub equivalent for the rows between the beam plate, these are influenced of

stiffness given by web beam and so it has resistance and stiffness higher than

the extended part of the plate.




Verification of the weld

The verification is made considering acting only bending force.

Should satisfy:

RdwEdw FF ,,

With

lafF dvwRdw .,

Where

l is the total cordon length

a is the cordon throat height




3.12.11 Section of column in compression


EC3 1-8 point 6.2.6.7






fb

RdcRdfbc

th

MF

,,,

where:










If the depth of the beam is more than 600 mm, the design resistance compression

beam contribution should be limited to 20%.





reduced moment

0

2

,

,,

4

M

yw

wypl

RdVy

ft

AW

M

Where

2

,

12

Rdpl

Ed

V

V

3.12.12 Column section in tension

EC3 1-8 point 6.2.6.8


The beam web tension resistance is given from following expression:




0

,

,,,,M

wby

wbwbteffRdwbt

ftbF

the effective width wbteffb ,, is taken as equal to the effective length of the equivalent T-

stub representing the end-plate in bending, for bolt row located between two beam

flanges, considering an individual bolt-row and the bolt-groups.

3.12.13 Anchor bolt in tension

EC3 1-8 point 6.2.6.12

Anchor bolts should be designed to resist the effects of the design loads, due both for

normal forces that bending.

The lever arm due to bending should be taken as the distance between the barycenter

(centroid) of compression area and the centroid (barycenter) of the bolt group on the

tension side.

The design resistance of the anchor bolts should be taken as the smallest value

between resistance to tension and anchor bolts resistance with concrete.


2,

9.0

M

subRdt

AfF

Where



The design bond resistance of the concrete and anchor bolts is taken in according with

EN 1992-1-1.

One of the following methods should be used to secure anchor bolts, into foundation:

- A hook (figure 6.14 (a)),

- A washer plate (figure 6.14 (b)),

- Some other appropriate load distributing member embedded in the concrete




- Some other fixing which has been adequately tested and approved.

When the bolts are provided with a hook, the anchorage length should be such as to

prevent yielding of the bolt . The anchorage length should be calculated in accordance

with EN 1992-1-1. This type of anchorage should not be used for bolts with a yield

strength ybf higher than 2/300 mmN .

When the anchor bolts are provided with a washer plate or other load distributing

member, the design bond resistance of the concrete and steel is not considered. The

whole of the force should be transferred through the load distributing device.




Recalled EC2 for anchor bars

8.4 Longitudinal reinforcement anchorage

8.4.1 General

(1) Steel bars, wire or mesh must be anchored so as to be transferred frictional forces

to the concrete to avoid the longitudinal cracking and detachment concrete. If

required, should be used transversal reinforcements.

(2) We can see the fixing methods in figure 8.1 [see also point 8.8 (3)].

(3) Bends and hook don’t give any contribute to anchor in compression.

(4) It is recommended to prevent the concrete breakage inside the bends in according

with the point 8.3 (3).

(5) Where we use mechanical anchor, It is recommended that test requirements are

in according with European Technical Approval.

(6) To transmit the pre stress forces to concrete see point 8.10.




8.4.2 Ultimate friction (adherence) tension

(1) The ultimate friction (adherence) tension should be sufficient to prevent the loss

of adhesion.

(2) The design tension value of the ultimate adhesion, bdf , for ribbed bars should be

assumed as:

ctdbd ff 2125.2 (8.2)

where:

ctdf is the design value of resistance to concrete tension for point 3.1.6.

(2)P. Due to the increasing fragility of the concrete of higher strength, it is

recommended that the value of fctk 0,05 is limited, for this case, to the relative value

of class C60/75, unless it can verify that the average adhesion resistance exceed;

1 is a ratio related to the quality of adhesion condition and at the bar location during

concreting (see figure 8.2):

11 with condition of “good” adhesion

7.01 in all other cases and for structural elements made with slipform, unless we

can demonstrate that exist “good” conditions of adhesion;

2 it is referred to bar diameter:

2 for mm32

100/)132(2 for mm32




8.4.3 length of anchor base

(1)P The calculation of anchor length should be calculated considering the type of steel

and the adhesion properties of the bars.

(2) The anchor length necessary with base rqdbl , , to anchor the force sdsA applied to a

bar in assumption of uniform adhesion tension equal to fbd is:

)/)(4/(, bdsdrqdb fl (8.3)

With sd the design tension corresponding to the point from which is measured the

anchor.

The values of bdf are in point 8.4.2.

(3) The anchor base length, bl , and the design length, bdl of bars should be measured

along the bar axis (see figure 8.1a).

8.4.4 Design anchor length

(1) the design anchor length, bdl , is:

min,,54321 brqdbbd lll (8.4)

with 54321 α α α α α the ratios given in table 8.2:

α1 takes into account the shape of the bars assumed that the concrete cover is




adequate (see figure 8.1);

α2 takes into account the effect of the coating minimum concrete (see figure 8.3);

α3 takes into account the edge effect due to transverse reinforcement;

α4 takes into account the influence of one or more welding transverse bars ( 6.0t )

along the design anchor length bdl (see also point 8.6);

α5 takes into account the transverse force effect to the plan of breaking along the

design anchor length.

The product ( 0.7ααα 532 ): (8.5)

rqdbl , is obtained from(8.3);

min,bl is the minimum anchor length if there are not other limitations:

- for tension anchor: mmll bb 100;10;3.0max min,min, (8.6)

- for compression anchor: mmll bb 100;10;6.0max min,min, (8.7)

(2) For semplicity, alternatively at point 8.4.4 (1), the tension anchor of some shape

shown in figure 8.1 can be considered as the equivalent anchor length, beql . beql it is

defined in the same figure and can be assumed:

- rqdbl ,1 for the shape that we can see in the figure from 8.1b to 8.1d (for the values of

1 see the table 8.2);

- rqdbl ,4 for the shapes that we can see in the figure 8.1e (for the values of 4 see the

table 8.2);




3.12.14 Design resistance of column bases with base plates

EC3 1-8 point 6.2.8.1

3.12.14.1 General

Column bases should be of sufficient size stiffness order to resist the axial force,

bending moments and shear forces in columns to their foundations or other

supports, without exceeding the load carrying capacity of these supports.

The design bearing strength between the base plate and its support may be

determined on the basis of an uniform distribution of compressive force over the

bearing area. For concrete foundations the bearing area stress should not exceed

the design bearing strength, jdf .

For a column base subject combined axial force and bending, the forces between

the base plate and its support can take one of the following distribution

depending on the relative magnitude of the applied axial force and bending

moment:

- In the case of a dominant compressive axial force, full compression may

develop under both column flanges as shown in Figure 6.18 (a).

- In the case of a dominant tensile force, full tension may develop under both

flanges as shown in Figure 6.18 (b).

- In the case of dominant bending moment compression may develop under one

column flange and tension under the other as shown in Figure 6.18 (c) and

Figure 6.18 (d).

Base plates should be designed using the appropriate methods, only normal

stress or of buckling.

One of the following methods should be used to resist the shear force between

the base plate and its support:

- Frictional design resistance at the joint between the base plate and its support.

- The design shear resistance of the anchor bolts.

- The design shear resistance of the surrounding part of the foundation.




If anchor bolts are used to resist the shear forces between the base plate and its

support, the rupture of the concrete in bearing should also be checked, according

with EN 1992.

Where the above methods are inadequate, should be used special elements such

as blocks or bar shear connectors to transfer the shear forces between the base

plate and its support.




To know if the base plate is subject more compression then bending, it is

necessary design the tension diagram

3.12.14.2 Column base subjected to axial force

(1) The design resistance, RdjN , , of a symmetric column base plate subject to an

axial compressive force applied concentrically may be determined by adding

together the individual design resistance RdCF , of the three T-stubs shown in

Figure 6.19 (two T-stubs under the column flanges and one T-stub under the

column web.) The three T-stubs should not overlapping, see Figure 6.19. The

design resistance of each of these T-stubs should be calculated using the method

given in point 6.2.5 of EC3 1- 8.

3.12.14.3 Column bases subject to axial forces and bending moments




(1) The design moment resistance RdjM , of a column base subject to combined

axial force and moment should be determined using the method given in table

6.7, where the contribution of the concrete portion just under the column web

(T-stub 2 di Figure 6.19) to the compressive capacity is omitted.

The following parameters are used in this method:

- RdlTF ,, is the design tension resistance of the left hand side of the joint

- RdrTF ,, is the design tension resistance of the right hand side of the joint

- RdlCF ,, is the design compressive resistance of the left hand side of the joint

- RdrCF ,, is the design compressive resistance of the right hand side of the joint

The design tension resistance RdlTF ,, , of the left side of the joint should be taken

as the smallest values of the design resistance of following basic components:

- the column web in tension under the left column flange RdwctF ,, ;

- the base plate in bending under the left column flange RdpltF ,,

The design tension resistance RdrTF ,, , of the right side of the joint should be


components:

- the column web in tension under the right column flange RdwctF ,,

- the base plate in bending under the right column flange RdpltF ,,

The design compressive resistance RdlCF ,, of the left side of the joint should be


component:

- the concrete in compression under the left column flange RdplcF ,, ;

- the left column flange and web in compression RdfccF ,, .

(5) ) The design compressive resistance RdrCF ,, of the right side of the joint

should be taken as the smallest values of the design resistance of following

basic components:

- the concrete in compression under the right column flange RdplcF ,, ;




- the concrete in compression under the right column flange RdfccF ,, .

For the calculation of lTz , , lCz , , rTz , , rCz , see fig. 6.18.




3.13 Joint 11

(Secondary bolted beam and welded plate on the main

beam)

(Secondary bolted beam and bolted plate on the main beam)




3.13.1 Principal and secondary beam

For the secondary beams is allowed to use the following sections: L, U or double T

(type IPE, HE).

The profiles section L or U can be single or coupled, the section profile L must have a

side parallel to the plate, while the section U profiles must have the web side parallel

to the plate.

3.13.2 Plate

The plate is always bolted on the secondary profiles .

The bolts distance from the edge of the plate platee ,1 (parallel to the secondary web

section) must be set by macro according with the following figure:

The bolts distance from the edge of the plate orthogonal to the secondary web section

must be set by macro for the first profile 1,,2 platee and for the subsequent i-esimi profiles

iplatee ,,2 , must be set by macro according with the following figure:




3.13.3 Connections on the principal beam

The plate can be connected to the principal profile according with the following

schemes :

11) Welded plate

10) Welded plate

12) Plate connected with a single angular

7) Plate connected with a double angular

8) Plate connected with a sigle angular

9) 6) Plate connected with a lateral plate

4) Plate connected with a lateral plate

5)

3) Plate connected with a head plate

1) Welded plate

2)




3.13.3.1 Double T shaped principal beam

If the main beam profile is the type H shape (ex. IPE o HE),the connection with the

plate can be welded or bolted, it is very important to note that the forces transmitted

by the beam on the plate are transmitted only to the main profile, we don’t consider

eventually beams that aren’t in the list of the 11 joint, also if we can see them

graphically in Tekla Structures.

The forces can be transmitted between the plate and the main profile with weld or

with a group of bolts, in succession there is a summary about the type of connections.

Welding joint:

- Connection type 1), 2), 9): the plate is welded to the main profile with two

angular cordons along the contact height between the plate and the main

profile;

- Connection type 6), 7): a plate placed on one of two side of the plate is

connected to the main profile with welding, the force resistant is that of welded

plate and not that of welded plate on the main profile .




The plate or the lateral plate is welded on the main profile, the cordon height is

the plate height, for the plate we consider two cordons on both the sides, while

for the side plate we consider only one cordon, the force on the welding is the

force resultant according EC3 1-8 point 4.5.3.3 (1);

- Connection type 3), 4), 5) (welded or bolted angular)

One or two angular connect the plate with the main profile, the connection

between the plate and the main profile can be welded or bolted.

The force on the welding or on the bolts ,is the force resultant according EC3 1-8 point

4.5.3.3 (1);




- Connection type 8) (head plate welded or bolted)

The plate is welded or bolted to the main profile with a plate.

3.13.4 Actions


EdN normal force (positive if tensile)


zEdM , bending moment around z axis





can calculate the structure to restore strength.



plEd NN 025.0

the plastic design resistances are referred at the secondary profile.








In this section we recall the common criterions for verification of single bolts and single

weld.






2,

9.0

M

subRdt

AfF

Where





design (for only one resistant section) is:

2

,,M

ubvRdv

AfF


- for classes 4.6, 5.6 e 8.8

6.0v

- for classes 4.8, 5.8 e 10.9

5.0v


6.0v

while

A is bolt area


3.13.6.3 Welding design resistance


lafF dvwRdw .,




Where


a is weld throat height.

l is single weld cordon length


2.

3/

Mw

udvw

ff

where:



3.13.7 Annotations







The Verifications made on the joint are the following:

- Shear bolt on the supported beam

RdvEdv FF ,,

- Weld on the supporting beam

RdwEdw FF ,,





,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

- Net and gross sections verification of profile and plates on the supported and


Rdu

RdplEd N

NN

,

,

Rdu

RdplEd V

VV

,

,

- BlockTearing verification profiles and plates on the supported and supporting

beam, due to tensile and shear force

effEd NN

effEd VV

- Bearing resistance verification on two directions, horizontal and vertical of

profiles and plate on supported beam

RdbEdb FF ,,




3.13.9 Shear force bolt verification (supported beam)


supported beam.


beam axis, y orthogonal beam axis and the origin in the bolt’ s barycenter, for

equilibrium to vertical translation and rotation relative to supporting web beam axis,

force solicitations in the barycenter of the group of bolts on single bracket are

xyyxEd

yEdy

Edx

eVeVT

VV

NV

,

Where

- ye is the distance between the barycenter of the group of bolts and supported web

axis;

- xe is the distance between the barycenter of the group of bolts and the plate

connection with principal beam;

- EdT is the parasite torsion had to eccentricity.

if the principal beam torsional stiffness isn’t negligible, the connection is assumed as a

constraint joint and zEdxyyxEd MeVeVT , .


ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With




)( 22 ynxnJ bh

i









2,,


must satisfy

RdvEdv FF ,,


The verification is made considering together normal stress, bending and shear force

acting on supported beam.




relative to the supported beam axis, the shear force solicitations in the barycentre of

group bolt’s group on single bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

2/

2/

,

,




If on supporting beam there is only one angular the stresses on the group bolts’

barycenter on bracket are:

eVT

VV

VV

yEd

yEdy

xEdx

,

,

where


beam’s axis, while EdT is the parasite torsion had to eccentricity.


ibv

EdEdEdy

ibv

EdEdEdx

bv

yyEdy

bv

xxEdx

xJn

TTV

yJn

TTV

nn

VVV

nn

VVV

)(

)(

)(

)(

,

,

,

,

With

)( 22 ynxnJ bh

i









2,,






bEdt nNF /,

If the torsional stiffness of the principal beam isn’t negligible the bolts for the bending

force resulting from supported beam is tensile stressed and the tensile force on single

bolt belonging to the group of bolts of a side of plate is:

:

ib

xEdbi

i

bh

xEdbEdt y

I

MnNy

yn

MnNF

,

2

,, //


bhn bolts total number for horizontal row

iy distance of single bolts row from compression center (the compression center coincides with

the lower edge of the bracket), in the verifications we consider the maxy .

must satisfy :




,,,,

,,

,,

RdtEdtRdvEdv

RdtEdt

RdvEdv

FFFF

FF

FF

3.13.11 Weld verification (supporting beam)

The verification is made considering together normal stress, bending and shear force

acting in the two directions vertical and horizontal on supporting beam.


coincident with beam’s axis, axis y orthogonal to beam’s axis and origin in the vertical

cordon barycenter, for vertical translation and rotation equilibrium relative to the

supporting beam axis, must be there for each angular two horizontal cordon (one

superior and one inferior) and one vertical cordon ,on the supporting beam.




The stresses on single bracket are:

eVT

MM

VV

VV

NN

yEd

xEdx

yEdy

xEdx

Edz

2/

2/

2/

2/

,

,

,

,

If on supporting beam there is only one angular the stresses on the bracket are:

eVT

MM

VV

VV

NN

yEd

xEdx

yEdy

xEdx

Edz

,

,

,

,

Where


EdT is the parasite torsion had to eccentricity.

The horizontal and vertical actions on single weld are:

With


Force resultant on horizontal welding is :


Force resultant on vertical welding is:

)(

)(2

)(

2/)(

,

,

,

hangles

EdEdEdx

yyEdy

xxEdx

hangles

xEd

h

TTV

VVV

VVV

h

MNNN




)(,,, yEdyEdyw VVF

must satisfy :

RdwEdw FF ,,

With

lafF dvwRdw ., one angular

2., lafF dvwRdw two angular

Where


a is throat height cordon.





1,

Rdt

Ed

N

N


lower of:

m) Plastic design resistance of gross section

0,

M

y

Rdpl

AfN

n) Ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN




The beam resistant side is the web beam, with height like that of angular height

according European code.

The angular resistant side is the sum of two angular cross area if there are both,

that is only one angular.


The verification is made both for profile and plates should verify:

1,

Rdc

Ed

V

V


l) Plastic design resistance of gross section

0,

)3/(

M

y

Rdpl

fAV

m) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV

The axis is the profile resistant part eventually fillet.

The angular resistant part is the sum of single cross area of two angular if there

are both, or only one angular.

3.13.13 Net and gross sections verification (supporting beam)







1,

Rdt

Ed

N

N


lower of:


0,

M

y

Rdpl

AfN

b)Ultimate design resistance of net section in holes for devices connection

2, 9.0

M

ynet

Rdu

fAN



according with EC3.

The verification is made for single side angular.


The verification is made both for profile and angular should verify:

1,

Rdc

Ed

V

V



0,

)3/(

M

y

Rdpl

fAV

b) Ultimate resistance design section of net section in hole for connection

devices

2,

)3/(

M

unetRdu

fAV





The angular resistant part is the sum of single cross area.

3.13.14 Block Tearing Resistance

The shear force resistance with collapse mechanism “block Tearing” (EC3 – 1.8 point



section;

- Shear force breaking on net section.

For a group of bolts stressed by a symmetric force, the tear resistance,

RdeffV ,1, is:




02

,1,

3

M

nvy

M

ntuRdeff

AfAfV

where:



For a group of bolts stressed by an eccentric shear force, RdeffV ,2, is given by:

02

,2,

35.0

M

nvy

M

ntuRdeff

AfAfV


action, both for profile and angular.

Must be:

effEd NN

effEd VV



2

1,,

M

ubRdb

dtfkF

Where b is

For external bolts

)1;3

;min(0

1

d

e

f

f

u

ubb

For inner bolts is

)1;4

1

3;min(

0

1 d

p

f

f

u

ubb

While 1k is

for external bolts

)5.2;7.18.2min(0

21

d

ek




For internal bolts

)5.2;7.14.1min(0

21

d

pk

Where




0d is hole diameter






both profile and angular of supported and supporting beam. In the verification vertical

and horizontal shear forces acting on local reference system, are combined.

Must be:

RdbEdb FF ,,




Index

1 INTRODUCTION 2

1.1 All you necessarily need know before starting 2 2 DIRECTIONS 2

2.1 Characteristics of the Software 2 2.2 Minimum qualification hardware and software 2 2.3 Conventions 3 2.4 Activation License 3 2.5 Off License 4 2.6 Start up Application 4 2.7 Software’s Language 4 2.8 Software ‘s interface graphic 4 2.9 Stress made by Midas: 8 3 CONNECTIONS – THEORY AND METHOD 9

3.1 Joint 141 (Supporting beam – Supported beam) 9 3.1.1 Angles 10

3.1.2 Forces 11

3.1.3 Geometric verification 12

3.1.4 Design resistance of single bolt and single weld 13

3.1.5 Annotations 15

3.1.6 Verifications made 15

3.1.7 Shear force bolt verification (supported beam) 17

3.1.8 Weld verification (supported beam) 18

3.1.9 Shear and tension force bolt verification (supporting beam) 19

3.1.10 Weld verification (supporting beam) 21

3.1.11 Verification of net and gross sections (supported beam) 23

3.1.12 Verification net and gross section (supporting beam) 24

3.1.13 Resistance design for Block Tearing 25

3.1.14 Single bolt bearing resistance force 27

3.2 Joint 142 (Supporting beam – Supported beam) 29 3.2.1 Plates 30

3.2.2 Actions 30





3.2.4 Net and gross sections verification (supported beam) 40

3.2.5 Resistance for Block Tearing 41


3.3 Joint 143 (Supporting beam – Supported beam) 46 3.3.1 Angles 47

3.3.2 Forces 48





3.3.7 Shear bolt verification (supported beam) 55

3.3.8 Verification of the Welding (supported beam) 56

3.3.9 Shear and tensile force verification (supporting beam) 58

3.3.10 Verification of the weld (supporting beam) 60

3.3.11 Verification net and gross sections (supported beam) 62

3.3.12 Verification net and gross section (supporting beam) 63



3.4 Joint 144 - (Supporting beam – Supported beam) 68 3.4.1 Plates 69

3.4.2 Forces 69





3.4.7 Weld verification (supported beam) 75








3.5 Joint 42 (Beam –Web beam) 84 3.5.1 Forces 84


3.5.2 Design resistance of single bolt 88


3.5.4 Verification made 89

3.5.5 Flange design resistance due to axial and bending force 89

3.5.6 Joint design resistance due to the shear force on the web 90

3.5.7 Verification of Net and gross sections 91

3.6 Jonts 77 (Beam – Web beam) 94 3.6.1 Forces 94


3.6.3 Design resistance of single bolt 98



3.6.6 Flange design resistance due to axial and bending force 99

3.6.7 Joint design resistance due to the shear force on the web 100

3.6.8 Verification of Net and gross sections 101

3.7 Joint 14 (Beam – Flange bolted beam) 103 3.7.1 Stiffeners on the beam 104

3.7.2 Forces 104




3.7.6 Single bolt bearing resistance 110

3.7.7 Plate Connection in bending 112

3.7.8 Plate and web beam in compression 116

3.7.9 Beam web in tension 119

3.7.10 Welding 120

3.7.11 Joint design resistance due to axial force 121

3.7.12 Shear resistance 122




3.7.13 Bending force resistance 124

3.7.14 Resistance to buckling and tension-bending 128

3.8 Joint 124 (Connection beam – circular section beam) 129 3.8.1 Forces 129




3.8.5 Bearing resistance of single bolt 136




3.8.9 Welding 146



3.8.12 Bending force resistance 150


3.9 Joint 128 (Beam web – Column plate welded) 155 3.9.1 Stiffeners of the column 156

3.9.2 Forces 156



3.9.5 Design resistance of column web panel in shear 161

3.9.6 Resistance of column web in transverse compression 167

3.9.7 Resistance of web Column in transverse tension 174

3.9.8 Resistance of column flange in transverse bending 178


3.9.10 Weldings 183



3.9.13 Resistance to bending force 188





3.10 Joint 40 (Beam – plate column bolted, reinforced) 192 3.10.1 Stiffeners on the column 193

3.10.2 Stiffeners on the beam 194

3.10.3 Forces 195




3.10.7 Design resistance of column web panel in shear 201

3.10.8 Resistance of column web in transverse compression 208

3.10.9 Single bolt bearing resistance 215

3.10.10 Resistance of web Column in transverse tension 218

3.10.11 Resistance of column flange in transverse bending 222




3.10.15 Weldings 238



3.10.18 Bending force Resistance 245


3.11 Connection 1014 (rectangular base plate connection) 250 3.11.1 Stiffeners 251

3.11.2 Shear Key 251

3.11.3 Anchor steel bars 252

3.11.4 Forces 253

3.11.5 Geometrical verification 254



1.1.8 Verification of shear force 259

3.11.8 Resistance to bearing of single bolt 263

3.11.9 Base plate in compression 265




3.11.10 Base plate in bending under tension 269

3.11.11 Column flange and web in compression 274

3.11.12 Tension of beam web 276

3.11.13 Tension of anchor bolts 276

3.11.14 Design resistance of column bases with base plates 283

3.12 Joint 1052 (connection circular base plate) 288 3.12.1 Stiffeners 289

3.12.2 Anchor bolts 289

3.12.3 Forces 290

3.12.4 Geometrical verification 291



3.12.7 Verification of shear force 297

3.12.8 Bearing resistance for the single bolt 298

3.12.9 Base in compression 301

3.12.10 Connection base plate in bending 305

3.12.11 Section of column in compression 309

3.12.12 Column section in tension 311

3.12.13 Anchor bolt in tension 312

3.12.14 Design resistance of column bases with base plates 319

3.13 Joint 11 324 (Secondary bolted beam and welded plate on the main beam) 324 (Secondary bolted beam and bolted plate on the main beam) 324

3.13.1 Principal and secondary beam 325

3.13.2 Plate 325

3.13.3 Connections on the principal beam 326

The plate can be connected to the principal profile according with the following

schemes : 326

3.13.4 Actions 329








3.13.9 Shear force bolt verification (supported beam) 336


3.13.11 Weld verification (supporting beam) 339


3.13.13 Net and gross sections verification (supporting beam) 342

3.13.14 Block Tearing Resistance 344


ing. giovanni conticello ing. sebastiano floridia · corso umberto i, 39 96100 siracusa-italy user...

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