steelcon presentation

8/9/2019 STeelCON Presentation

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Steel ConnectionsProgram to calculate steel structures connections

according to EC3 and DIN18800


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Steel Connections

The theoretic basis of the program covers the following types of joints:

1. Nominally pinned joints

2. Rigid joints3. SemiRigid joints!. "#ll strength joints$. %artial strength joints

Theoretic Analysis Oerie!

The program classifies the beam to col#mn joints by their stiffness in:

1. rigid2. semi rigid and3. nominally pinned joints.

The program Steel &onnections calc#lates and designs connections in

steel frames. The analysis and the dimensioning is based #pon either'&3 or ()N 1**++.


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Steel Connections

Analysis Techni"uesType of joint model Method of global analysis Classification criterion Used connections

Simple All Stiffness Nominally pinned

Strength Nominally pinned

Continuous Elastic Stiffness Rigid

Nominally pinned

Rigid Plastic Strength Full strength

Nominally pinned

Elastic - Plastic Stiffness Rigid

Nominally pinned

Strength Full strength

Nominally pinned

Semi continuous Elastic Stiffness Semi Rigid

Rigid

Nominally pinned

Rigid Plastic Strength Partial strength

Full strength

Nominally pinned

Elastic Plastic Stiffness Semi Rigid

Rigid

Nominally pinned

Strength Partial strength

Full strength

Nominally pinned


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Steel Connections

Connection Classi#ication

$y Sti##ness

1% &igid'% Semi(rigid3% Nominally )inned

$y Strength

1% *ull(Strength

'% Partial(Strength3% Nominally )inned


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Steel Connections

&otational Sti##ness +S ,-

The rotational stiffness of the joint is being determined from the fle,ibilitiesof its basic components each represented by its elastic stiffness coefficient -i.

The res#lts related with rotational stiffness and all the -i coefficients whereever needed/ appear in the o#tp#t forms of the program.

0i is the stiffness coefficient for basic joint component i

∑=

i r i

r eff

k

k

,

, 1

1

eq

r

r r eff

eq z

hk

k ∑ ⋅

=,

∑=

i i

j

k

Ez

S 1

2

µ and


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beamtocol#mn joint may beclassified as rigid nominallypinned or semirigid according toits stiffness by determining itsinitial rotational stiffness S jini

Steel Connections

Classi#ication .y Sti##ness

/one ': Semi rigid

4

5o#ndary 1

/one 1: Rigid

/one 3: Nominally pinned

5o#ndary 2

46 (iagram


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Classi#ication .y Strength

beamtocol#mn joint may be classified as f#llstrength nominallypinned or partial strength by comparing its moment resistance withthe moment resistances of the members that it joins.

*ull Strength ,2&d )l2&d2.

Partial Strength ,2&d4 )l2&d2.

Nominally Pinned ,2&d 4 0%'5 )l2&d2.

Steel connection comp#tes 4plRd of beam and informs the #ser for theconnection classification according to strength.



Connection &esistance ( $asic Com)onents +1-

The strength o# the connection is .eing calculated using thestrength o# the connections com)onents !hich are named 6$asic

Com)onents7%

*or the .eam to column moment connectionStrength o# !elded ,oints

The strength o# the connection is .eing calculated using the #ollo!ing .asiccom)onents

1% The strength o# the column !e. )anel in shear +9!)2&d-'% The strength o# the column !e. in com)ression +*c2!c2&d-3% The strength o# the column !e. in tension +*t2!c2&d-:% The strength o# the column #lange in .ending +*t2#c2&d-5% The strength o# the .eam #lange and !e. in com)ression +*c2#.2&d-;% The strength o# the .eam !e. in tension +*t2!.2&d-




*or the $eam to Column connection !ith angle cleats

1. 5olt7s resistance in Shear2. &leat7s resistance in 5earing3. Strength of &leat in Shear!. Strength of &leat in R#pt#re$. Strength of 5eam in Shear8. Strength of 5eam in 4oment

9. &ol#mn7s eb in 5earing

*or the *oundation Connection

1. nchor7s Resistance in Tension2. nchors Resistance in Shear

3. Resist. of "ooting %l. in 5earing!. &oncrete Resistance in &ompression$. &ol#mn7s Resistance in &ompression

8. "ooting %late Resistance in Tension9. Resistance of The elds



Connection &esistance ( $asic Com)onents +:-

*or the $eam S)lice Connection

1. 5olt7s Resistance in Shear2. 5olt7s Resistance in 5earing3. Strength of 5olts in Shear!. Strength of flange %late in Tension$. Strength of web %late in Shear8. elds Resistance of "lange %late

9. Strength of plate in r#pt#re*. Strength of beam in r#pt#re

*or the Tu.e S)lice Connection

1. 'ffective ;ength per 5olt

2. Resistance in &ompression3. Resistance in Tension!. Resist. of &ompressioned 5olt in Shear$. Resist. of Tensioned 5olt in Shear8. Resistance of 5olt in 5earing9. elds Stresses




*or the Truss ,oint connection !ith Plate

1. 5olt7s resistance in Shear2. 4ember7s Resistance in 5earing3. 4ember7s Resistance in R#pt#re!. 4ember7s Resistance in ,ial$. %late7s Resistance in 5earing8. %late7s Resistance in 4oment9. %late7s Resistance in ,ial

*. %late7s Resistance in Shear or N ty)e ,oint

1. Resistance in &hord "ace "ail#re2. Resistance in 5race "ail#re3. Resistance of &hord in Shear!. Resistance in %#nching Shear$. Resistance in &hord7s eb Stability8. Resistance of &hord in Shear NoRd



E"uialent T(stu. ? $olted ,oints

)n bolted joints the flange of an e=#ivalent Tst#b may be #sed to model

the resistance of the following basic components:1. col#mn flange in bending2. endplate in bending3. flange cleat in bending



*ailure modes o# actual com)onentsand e"uialent T(stu. #langes

The >ct#al component? the >'=#ivalent Tst#b? the >"orcediagram? and the >4omentdiagram? are presented forthree different fail#re modes.


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Note

It is im)ortant to state that this )rogram cannot .e used tochec@ the strength o# the mem.ers o# a steel #rame%

The )rogram only chec@s the mem.ers com)onents ery nearto the connection and it assumes that a mem.ers chec@ isalready .een done%

Steel Connections



The Program



ain enu

Command enu

ain !indo!

Barning essagesCurrent state messages



Su))ort )rograms



Section

Data.ase

ra)hic sections

re)resentation

Sectionslist

&e"uired Data

Ser ? anager4anip#late all programs section properties

change val#es or addcreate #ser defined sections/


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Pre(soled connections li.rary +DIN 18800-

4#ltiple searchcriteria

Res#lts presentation

@raphic connectionrepresentation

)s a very #sef#l feat#re for searching for a connection that satisfiesspecific criteria



&eading Nodes #rom a SO*iSTi> Data.ase

Select analysis nodes from a SA"iSTi0database to import in Steel &onnections.

The selected nodes will be regarded asconnections in the program.The selection is made graphically.



Translate Nodes to Connections

)f the #ser wishes to man#ally change or declare the members thatta-e part in the connection he m#st simply right clic- on the desiredmember and select it from the pop#p men#.

The %rogram tries toa#tomatically define themembers that ta-e part in theconnection for each nodeselected.


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Steel Connections

&eading oads #rom a SO*iSTi> Data.ase

)mport loads from SA"iSTi0 database


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Steel Connections

O)timi=ation+Automatic o)timum calculation #or the6$eam to column moment connection7-

Compute maximumor optional strength

Input loads from

SOFiSTiK databases

Manipulation of possibleallowed reinforcements

Design restrictions regarding bolts

(number of rows t!pe or "ualit!#

$esults representation%&oth list and graphical


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Steel Connections

Connection selection

@raphic view

5#tton selection and details


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Steel Connections

Analysis


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Steel Connections

*oundation connection!ith or !ithout shear elements

> or N ty)e ,oints

$eam to column .olted connection%*lush or eFtended end )late con#iguration

A)eF connection .y #lushor eFtended end )late

Truss ,oint !ith)late

$eam to column!elded connection

$eam to column connection!ith angle cleats

$eam s)liceconnection

$eam to .eam connection.y angle cleats

Tu.e s)liceconnection

Su))orted Connection Ty)es


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Steel Connections

Data In)ut

Interacti'e

re'iew )indow

*raphic representation

of all geometric data

Simplified +Input Data, forms


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Steel Connections

$olts calculations

)ndependentdata manip#lation

"#lly #ser c#stomiBedbolt distances

#tomatic boltlayo#t generation


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Steel Connections

ra)hic &esults ayout

Representation of most common #sed res#ltsaccording to connections elements chec-s

@raphic representationswhere ever needed

-bilit! to handle multiple anal!sis results

at the same time for comparison


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Steel Connections

Connection Classi#icationAccording to Sti##ness

(esign 4omentRotation&haracteristic

Cone 1 5o#ndary

Cone 3 5o#ndary 46 diagram

)nitial rotational stiffness of the joint


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Steel Connections

*ull &esults Printout

bility to prod#ce f#llyc#stomiBable res#lt files.

The files can be storedfor #se in later time oreither modified with a

simple te,t editor.

The user hae access to all the )rograms strength results%According to the design code used #or the analysis +EC3 or DIN18800-the connections .asic com)onents6 strength is )resented as !ell as allthe calculations needed .y the design code%


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Steel Connections

EFam)le+$eam to column moment connection-

Dimensioning o# the .asic com)onents that #orm theconnections on to) le#t corner o# the structure%

The structure !as already soled .y SO*iSTi> )rograms%

There is no restriction regarding the analysis ty)e +egelastic2 elasto)lastic2 sericea.ility2 ultimate strength-


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Steel Connections

1% Select connection ty)e

'% Add nodes #rom SO*iSTi> data.ase


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Steel Connections

3% Chec@ selected nodes


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Steel Connections

:% Add SO*iSTi> loadcases

Presentation o# nodesGloadcases

Eery @ind o# loads can .e a))lied to Steel Connections%There is no restriction regarding analysis ty)e +e%g%

sericea.ility2 ultimate strength2 elastic2 elasto)lastic-


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Steel Connections

5% $olt layout


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Steel Connections

;% &esults oerie!

'rrors regarding strength of basiccomponent7s strength.The designed connection is not s#fficient.

dbl clic- for more info


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Steel Connections


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Steel Connections

8% Automatic correction o# connection ( O)timi=ation

H% O)timi=ation results oerie!


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Steel Connections

H% O)timi=ation results oerie!

1

1

1

'

1% O)timi=ation results'% Trans#er selected result to

Steel Connections #or#urther )rocessing


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10% O)timi=ed connections results oerie!

No error ratios%

O)timum design ? &atios close to 1

steelcon presentation

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