Plate Girder

7182019 Plate Girder

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PLATE GIRDER

1

By Arif Memon(Assistant Professor)

Civil Engineering DepartmentLaxmi Institute of enology

arigam(Cartere$ Engineer AMIE)(BE Civil Me truture)



2

A girder is a fexural member which isrequired to carry heavy loads orelatively log sas



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4



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Plate girders are tyically used as logsa foor girders i buildigs as bridgegirders ad as crae girders i idustrialstructures$

ommoly term girder reampers to a fexuralcrosssectio made u oamp a umber oampelemets$

They are geerally cosiderably deeertha the deeest rolled sectios adusually have webs thier tha rolled

sectios$



12

oder late girders are ormallyampabricated by weldig together twofages ad a web late$



(ecause late girders areampabricated searately each maybe desiged idividually to resist

the alied actios usigroortios that esure low selampweight ad high load resistace$



There is also cosiderable scoe amporvariatio oamp crosssectio i thelogitudial directio$ A desiger may

choose to reduce the fage thic)essor breadth+ i a oe oamp low aliedmomet$

Equally i a oe oamp high shear the

desiger might choose to thic)e theweb late$

hages i -ectio



Alteratively higher grade steel mightbe emloyed ampor oes oamp high alied

momet ad shear while stadardgrade would be used elsewhere$ ocalled hybrid girders with di0eretstregth material i the fages ad the

web o0er aother ossible meas oampmore closely matchig resistace torequiremets$

hages i aterial



16



Ay crosssectio oamp a late girder isormally sub1ected to a combiatio oampshear amporce ad bedig momet$

The rimary ampuctio oamp the to adbottom fage lates oamp the girder is toresist the axial comressive ad tesileamporces arisig amprom the alied bedig

momet$ The rimary ampuctio oamp the web late is

to resist the alied shear amporce$



Plate girders are ormally desiged to

suort heavy loads over log sas isituatios where it is ecessary to roducea e2ciet desig by rovidig girders oamphigh stregth to weight ratio$

To roduce the lowest axial fage amporce ampora give bedig momet the web deth d+must be made as large as ossible$ Toreduce the selamp weight the web thic)ess

tw+ must be reduced to a miimum$ As a cosequece i may istaces the

web late is oamp sleder roortios ad isthereampore roe to buc)lig at relatively low

values oamp alied shear$



19



3or e2ciet desig it is usual to choosea relatively dee girder thusmiimiig the required area oamp fagesampor a give alied momet sd$

This obviously etails a dee webwhose area will be miimied byreducig its thic)ess to the miimumrequired to carry the alied shear 4sd$

uch a web may be quite sleder i$e$ ahigh d5tw ratio+ ad may be roe to

local buc)lig ad shear buc)lig$



6eb buc)lig does ot determie theultimate stregth oamp a late girder$

Plate elemets do ot collase whethey buc)le7 they ca ossess a

substatial ostbuc)lig reserve oampresistace$

3or a e2ciet desig ay calculatiorelatig to the ultimate limit stateshould ta)e the ostbuc)lig actioito accout$



Desig riteria

22

riteria ampor desig oamp late girder maybe based o

Elastic bedbuc)lig stregth

Elastic shearbuc)lig stregth

Postbedbuc)lig stregth

Postshearbuc)ligTesio8eld+stregth



I 9lt= ectio 9Desig oamp memberssub1ected to bedig

23

SECTION 8 DESIGN OF MEMBERS SUBJECTED TO BENDING



24


81 General

82 Design Strength in Bending (Flexure)

821 Laterally Supported Beam

822 Laterally Unsupported Beams

8 eti$e Length o ompression Flanges

8amp Shear

8 Stiened e +anels

81 nd +anels design

82 nd +anels designed using ension ield ation

8 -nhor ores

8 Design o Beams and +late Girders ith Solid es

81 0inimum e hiness

82 Setional +roperties

8 Flanges Cont



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8 Stiener Design

81 General

82 Design o 3ntermediate rans$erse e Stieners

8 Load arrying stieners

8amp Bearing Stieners

8 Design o Load arrying Stieners

8 Design o Bearing Stieners

8 Design o Diagonal Stieners

88 Design o ension Stieners

84 orsional Stieners

815 onnetion to e o Load arrying and Bearing Stieners

811 onnetion to Flanges 812 6ollo Setions

88 Box Girders

84 +urlins and sheeting rails (girts)

815 Bending in a 7on+rinipal +lane



REPgtE gt3 (EA Tgt 4ERTIAL LgtADIG

26

Plastic hinge formation

Lateral deection and twist

Local buckling of

i) Flange in compression

ii) Web due to sheariii) Web in compression due to

concentrated loads

Local failure by

i) Yield of web by shear

ii) Crushing of web

iii) Buckling of thin anges



27

LOCAL BUCKLING AND SECTION CLASSIFICATION

OPEN AND CLOSED SECTIONS

Strength of coreon e$er een on ampenerne rto



28

Locamp $(c)ampng of Coreon Me$er

LOCAL BUCKLING

Be coreon fampnge $(c)ampe ampocampamp+

F$rcte n coampfore ecton rone to ampocamp $(c)ampng

Locamp $(c)ampng g-e torton of c $(t nee not ampe to coampampe



29

LOCAL FLANGE BUCKLING - STEEL W SECTION BEAM LOA

DED AT CENTER ( UNIERSIT OF OUSTON - $amp$amp

S)) B)+ T) - 94N $amp L$+ - RMIT Uamp) B)

+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p

Forton of Coampampe Mechn n Fe Be

Benng Moent Dgr

BASIC CONCEPTS OF PLASTIC T0EOR1

Frt +eamp oent M+Pamptc oent M

She fctor S 2 MM+

Rotton Cct+ 34 t M+ 3$4 M+ 5 M5M3c4 t M

Pamptfcton of Croecton (ner Benng



31

SECTION CLASSIFICATION

M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc

Secton Campfcton $e on MoentRotton Chrctertc

LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32

C$-)$amp +) +) + + $+)-$+ $ )amp) +$amp $ lt) $$$amp

$ lt) $-)$amp + +amp $+ )$amp +amp

+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+

gt=amp S=lt $-)$amp +) amp$ $ltgt) gt= lt)

+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))

)) Tlt) $+ gt=amp +amp gt) +$) gt)$) lt) +) +lt)) gt

amp lt) lt $ ltamp) +$ $ )+lt )))amp $ + $-)$amp

=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+

3711 Wlt)amp + +amp+ =) lt) )gt) lt+

gt) ++gt) $ $amp + ltamp) lt =)amp

$+$amp ++ (= lt$= $+ gt=amp $

)amp+gt) lt) )gt=$amp $ gt)ampamp $)amp )=)

gt)$) $+$amp $ lt) +=) )lt+amp

3712 Wlt)amp )+ +amp+ =) lt) )gt) lt+

gt) ++gt) $ ))$amp lt) ) ) =amp)

$)$amp lt$= $+ gt=amp

372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$

a) Class 1 (Plastic) mdash C$-)$amp ltlt +amp ))$ + ltamp) +amp lt+)



34

a) Class 1 (Plastic) C$-)$amp ltlt +amp ))$ + ltamp) +amp lt+)

lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +

)lt+amp Tlt) lt $ ltamp) +$ $ +) )))amp lt+ gt) ) lt+amp

lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800

b) Class 2 (C$+ C$-)$amp ltlt +amp ))$ + $)amp $

)+amp) gt= lt+) amp+)=+) + ltamp) $+$amp ++ $ $+$amp $

+ )lt+amp =) $ $+ gt=amp Tlt) lt $ ltamp) +$ $ +)

)))amp lt+ gt) ) lt+amp lt+ )) =amp) C+ 2 (C$+ gt= )+)

lt+amp lt+ )) =amp) C+ 1 (+ amp T+gt) 2

c) Class 3 (Semi-compact) mdash C$-)$amp amp ltlt lt) ))) gt) amp

$)$amp +amp )+lt ) ) gt= +ampamp$ ))$ lt) + $)amp $

)+amp) =) $ $+ gt=amp Tlt) lt $ ltamp) +$ $ +) )))amp

lt+ gt) ) lt+amp lt+ )) =amp) C+ 3 (S)-$+ gt= )+) lt+amp

lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2

d) Class 4 (Slender) mdash C$-)$amp amp ltlt lt) )))amp gt=) $+ ))amp

gt)$) )+ltamp ) ) Tlt) lt $ ltamp) +$ $ +) )))amp

lt+ gt) )+) lt+amp lt+ )) =amp) C+ 3 (S)-$+ amp T+gt) 2

Iamp =lt +) lt) ))) )$amp $ )amp lt+ gt) +=+) )lt) gt

$$amp lt) $$amp $ IS 801 $ +$=amp $ lt) $-$+-gt=amp

)amplt $ gt )=amp lt $ lt) $)$amp +) )))amp amp )) $

lt) )-$+ )$amp





T+e of Eampeent T+e ofSecton Camp of Secton

Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge

Roampampe $t le $t le 6lt= $t le 6=gt

9eampe $t le 8 $t le $t le 6

Internamp eampeent of

coreon fampnge

$enng $t le 7 $t le = $t le 7

Aamp co not ampc$ampe $t le 7

9e$ NA t

etht le 8lt t le 6lt= t le 67

Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D

Dt le 7 Dt le 7 Dt le 88 7

T$ampe 7 Lt on 9th to Thc)ne Rto of Pampte Eampeent

y f

250=ε

$tle

$tle

6lt=

$tle

6=gt

not ampc$ampe $t le 6=gt

3$4t le 7=



oditio ampor (eam Lateral tability

37

Laterally upported Beam The desig bedig stregth oamp beams

adequately suorted agaist lateral torsioalbuc)lig laterally suorted beam+ is govered

by the yield stress

Laterally nsupported Beams

6he a beam is ot adequately suortedagaist lateral buc)lig laterally usuorted

beams+ the desig bedig stregth may begovered by lateral torsioal buc)lig stregth



38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+

LUSAS L+)+ T$$amp+ B=amp

$ B) gt)+(360



39

Degn Strength n Benng 3Fampe(re4

The fctore egn oent M t n+ ecton n $e (e to

eternamp cton hampamp tf+

876 Lterampamp+ S(orte Be

T+e 6 Secton th toc)+ e$

d t w le gtε

The egn $enng trength go-erne $+ amptc trength M d

hampamp $e fo(n tho(t Sher Intercton for ampo her ce

rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv

M dv= design bending strength under high

shear as defined in section 9

876 Degn Benng Strength (ner 0gh Sher



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Defnton of 1eamp n Pamptc Moent Ccte



42

87 Degn Strength n Benng 3Fampe(re4

he atored design moment M at any setion in a eamdue to

external ations shall satisy


he design ending strength as go$erned y plasti

strength M d shall e taen as

M d = β b Z p f y γ m0 le 12 Z e f y γ m0

876 Holes in the tension zone

( Anf Agf ) ge (f y f u) (γ m1 γ m0 ) 9 54



43

Lterampamp+ St$ampt+ of Be



(ECA4IgtR gt3 E(ER (ETED Tgt (EDIG

44

PamptcRnge IneamptcRnge

Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or



LATERAL (FLIG gt3 (EA

45

bullF$Camp amp B( Camp+((+bull+istance between lateral supports to thecompression angebullestraints at the ends and at intermediatesupport locations -boundary conditions)bull

ype and position of the loadsbulloment gradient along the unsupported lengthbullype of crosssectionbullonprismatic nature of the memberbullaterial properties

bullagnitude and distribution of residual stressesbullnitial imperfections of geometry andeccentricity of loading



IILARIT (ET6EE gtL (FLIGAD LATERAL (FLIG gt3 (EA

46

Coamp(n Be

Short n Aamp coreon ttnent of (h ampo

Benng n the ampne of ampo n ttnngamptc cct+

Long n Intamp hortenng n ampteramp $(c)ampng

Intamp -ertcamp efampectonn ampteramp toronamp$(c)ampng

P(re fampe(ramp oe F(ncton of ampenerne

Co(ampe ampterampefampecton n ttf(ncton of ampenerne

Both h-e tenenc+ to famp $+ $(c)ampng n ther e)er ampne



47

Beam buckling

EI x gtEI y

EI x gtGJ

SIMILARIT1 OF COLUMN BUCKLING AND BEAM BUCKLING 6

M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt



LATERAL TgtRIgtAL (FLIG gt3ETRI ETIgt

48

$ssumptions for the ideal -basic) case

Beam undistorted

(lastic beha0iour

Loading by e1ual and opposite moments in theplane of the web

o residual stresses(nds are simply supported 0ertically and laterally

he bending moment at which a beam fails by

lateral buckling when sub2ected to uniformend

moment is called its elastic critical moment-cr)



49

34 ORIGINAL BEAM 3$4 LATERALL1 BUCKLED BEAM

M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section



3ATgtR A33ETIG LATERAL TA(ILIT

50

upport Conditions

e3ecti0e -unsupported) length

Le0el of load application

stabili4ing or destabili4ing 5

ype of loading

niform or moment gradient 5

hape of crosssectionopen or closed section 5



51

877 Lterampamp+ Un(orte Be

The egn $enng trength of ampterampamp+ (n(orte $e

g-en $+

M d = b Z p f bd

f bd = egn tre n $enng o$tne f bd = χLT f y γ m0

χLT 2 re(cton fctor to cco(nt for ampteramp toronamp

$(c)ampng g-en $+

LT = lt76 for roampampe ecton

LT 2 lt for eampe ecton

Cont



52

8776 Eamptc Lteramp Toronamp B(c)ampng Moent



53

(FF(C6( L$($L ($

Pro0ision of proper lateral bracing impro0es lateral

stability+iscrete and continuous bracing

Cross sectional distortion in the hogging moment region

+iscrete bracing

Le0el of attachment to the beam

Le0el of application of the trans0erse load

ype of connection

Properties of the beams

Bracing should be of su7cient sti3ness to producebuckling between braces

u7cient strength to withstand force transformed bybeam before connecting

gtther 3ailure odes



gtther 3ailure odes

54

Sher +eampng ner (ort

9e$ $(c)ampng 9e$ crampng



6eb (uc)lig

55

01

d 2

d 2 b3 n3

Effective width for web bucklin

c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt

y f t )n3b( crip P +=

ELEET gt3 PLATE GIRDER




57



GEERAL gtIDERATIgt

58

DESIGN OF STRUCTURAL STEEL MEMBERS IS MOSTL

A MATTER OF ROIDING STABILIT BOT LOCALL

IN OERALL SENSE

MOST OF OT TOLLED SECTIONS ARE SO

ROORTIONED TAT LOCAL STABILIT IS NOT ACONSIDERATION

ROBLEM ARISE IN LATE GIRDER BECAUSE OF DEE

TIN WEBS

ONE WA OF IMORING TE LOAD CARRING

CAACIT OF SLENDER LATE IS TO ROIDE

STIFFNERS



gtDE gt3 3AILRE gt3 PLATE GIRDER

59

IELDING OF TENSION FLANGE BUCKLING OF COMRESSION FLANGE

COMRESSION BUCKLING CAN TAKE LACE IN ARIOUS

WAS1 ERTICAL BUCKLING INTO WEB

2 FLANGE LOCAL BUCKLING

3 LATERAL TORSIONAL BUCKLING




60


BUCKLING OF WEB DUE TO SEAR

BUCKLING OF WEB UNDER COMRESSION DUE TO

CONCENTRATED LOAD SEAR IELD OF WEB

BUCKLING OF FLANGE


WAS

1 ERTICAL BUCKLING INTO WEB





61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62

The resultig shear stresses o aelemet oamp a web are equivalet toricial stresses oe Tesile ad

oe omressive at J to theshear stress$

T i 3i ld A ti



Tesio 3ield Actio

63

gtce a web ael has buc)led ishear it loses its resistace to carryadditioal comressive stresses$

gt the other had tesile ricialstress cotiues to icrease i straii the diagoal directio$

Such a panel has a considerable post buckling strength

since increase in tension is limited only by yield stress

(amp F(L+ $Camp



64

(amp F(L+ $Camp

I this ostbuc)lig rage a ew loadcarryig mechaism is develoed wherebyay additioal shear load is carried by aiclied tesile membrae stress 8eld$ This

tesio 8eld achors agaist the to adbottom fages ad agaist the trasversesti0eers o either side oamp the web ael$

The loadcarryig actio oamp the late girdertha becomes similar to that oamp the truss

I the ostbuc)lig rage the resistaceo0ered by the web lates is aalogous tothat oamp the diagoal tie bars i the truss$

(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp

Prior to Buckling Post Buckling Collapse

Phases of behavior up to collapse of a typical panel in shear

(amp F(L+ $Camp



67

The loadcarryig actio oamp the lategirder tha becomes similar to that oampthe truss

I the ostbuc)lig rage theresistace o0ered by the web latesis aalogous to that oamp the diagoal

tie bars i the truss$

(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69

Trasverse sti0eers lay a imortatrole i allowig the ampull ultimate loadresistace oamp a late girder to beachieved$

I the 8rst lace they icrease thebuc)lig resistace oamp the web7

ecodly they must cotiue to remai

e0ective aampter the web buc)les to rovideachorage ampor the tesio 8eld7

8ally they must revet ay tedecyampor the fages to move towards oe

aother$



i0



Trasverse ti0eers

71

I 3igure H the sti0eers have remaiedstraight$

I 3igure lt the sti0eer has ampailed ad has

bee uable to limit the buc)lig to thead1acet subaels oamp the girder7 isteadthe buc)le has ru through the sti0eerositio extedig over both aels$

osequetly sigi8cat reductio i theampailure load oamp the girder occurred$

Tlt) )amp) = gt) $ +)=+) amp lt))$amp ))amp=+ $ lt) +amp) $ lt) )gt $

))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig

Deth gtverall girder deth D willusually be i the rage

L5H le D le L5lt 3gtR GIRDER I (ILDIG

L12 le D le L18 FOR GIRDERS IN IGWA BRIDGES

L10 le D le L15 FOR GIRDERS IN RAILWA BRIDGES

3lage Area oamp fage Aamp B 5ampy x d+ x mo

The breadth b will usually be i therage



2

A girder is a fexural member which isrequired to carry heavy loads orelatively log sas



3



4



5



6



7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









3



4



5



6



7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









4



5



6



7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









5



6



7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









6



7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









7



8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









8



9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









9



10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









10



11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









11




sectios$



12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









12












hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig

















hages i -ectio






hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig












hages i aterial



16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









16

















19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig























19















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig





















Desig riteria

22









23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










23




24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









24


81 General





8amp Shear

8 Stiened e +anels

81 nd +anels design


8 -nhor ores


81 0inimum e hiness


8 Flanges Cont



25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









25


8 Stiener Design

81 General











88 Box Girders






26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










26



Local buckling of



concentrated loads

Local failure by


ii) Crushing of web




27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









27






28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









28


LOCAL BUCKLING






29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









29




+ C$)$amp(360



30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









30

L

Benng Moent Dgr

Pamptc hnge

M p

Coampampe echn

Pamptc hnge

M p


Benng Moent Dgr



She fctor S 2 MM+





31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









31


M

Rottonφ

M+

φ+ φ (

Sampener

Secoct

Coct

Pamptc


LAI3IATIgt



LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









LAI3IATIgtgt3 Rgt

ETIgt

32



+lt)) lt) = $+ +amp ++ lt )-

$+ +amp )amp) )$amp + gt) =gt) $ $ $+


+=+) $+ +amp ++ = gt) )=) $ +$

lt) $gt $ $+ gt=amp

+) )))amp $ + $-)$amp + gt=) $+ =) $ $))



33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









33

+) )))amp $ + $ )$amp + gt=) $+ =) $ $))



=gt)) $ $)$amp =) $ ++ $) $)amp $ lt)+



$+$amp ++ (= lt$= $+ gt=amp $




gt) ++gt) $ ))$amp lt) ) ) =amp)


372 Oamp gt+ $ lt) +gt$) $= +) $ )$amp

+) )amp) + $$




34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









34


lt) $+$amp ++ )=) $ +=) $ lt) ==) gt $+$amp $ +


lt+ )) =amp) C+ 1 (+ amp T+gt) 2 $ IS 800










lt+ )) =amp) C+ 2 (C$+ amp T+gt) 2







lt) )-$+ )$amp






Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig












Pamptc 3 64Coct

3 74Secoct 3 84

O(ttn eampeent of

coreon fampnge




coreon fampnge



9e$ NA t


Angampe $enng

Aamp

co

Crc(ampr t($e th

o(ter eter D



y f

250=ε

$tle

$tle

6lt=

$tle

6=gt


3$4t le 7=




37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










37



by the yield stress






38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









38

L+)+ =$) gt)+

L+)+ =amp=$) gt)+


$ B) gt)+(360



39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









39






d t w le gtε



rereente $+

5lt V d



40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









40

V exceeds $V d

Md B Mdv






41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









41




42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









42












43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









43





44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










44


Eamptc Rnge

Mp

My

Mcr

Un$rce Length L

Mo Mo

L

Be B(c)ampng Beh-or




45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










45







46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










46

Coamp(n Be










47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









47

Beam buckling

EI x gtEI y

EI x gtGJ


M θ

u

M

Section -

u P

P

Section -

$

Column buckling

ampl

y (

l

)gt




48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










48


Beam undistorted

(lastic beha0iour








49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









49


M

Plan

Elevationl

M

Section

(a)

θ

Lateal election

y

(b)

$iampting

x

Section




50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










50

upport Conditions




ype of loading





51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









51



g-en $+

M d = b Z p f bd



$(c)ampng g-en $+



Cont



52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









52




53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









53

(FF(C6( L$($L ($




+iscrete bracing



ype of connection




gtther 3ailure odes



gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









gtther 3ailure odes

54





6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









6eb (uc)lig

55

01

d 2

d 2 b3 n3


c f t )3n3b( b P +=

t

d 0

t

ampd 4 1

yr

ampt

t 3ampt

y

yr

yr

d 4 1

yr

asymp=

===

==λ



6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









6eb rilig

56

bH lt

Hlt$ sloe

Root radius

Sti beaing lengt






57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










57



GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









GEERAL gtIDERATIgt

58



IN OERALL SENSE




TIN WEBS



STIFFNERS




59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










59









60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig










60





BUCKLING OF FLANGE


WAS






61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









61

MODES

OF

FAILURE

T i 3i ld A ti



Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









Tesio 3ield Actio

62



T i 3i ld A ti



Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









Tesio 3ield Actio

63





(amp F(L+ $Camp



64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









64

(amp F(L+ $Camp





(amp F(L+ $Camp



65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









65

(amp F(L+ $Camp

(amp F(L+ $Camp



66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









66

(amp F(L+ $Camp



(amp F(L+ $Camp



67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









67




(amp F(L+ $Camp



T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









T ti0



Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









Trasverse ti0eers

69






aother$



i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









i0



Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









Trasverse ti0eers

71






))amp )gt gt=amp

W(B PampPampamp



72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









72

W(B PampPampamp

otatios



6eb Proortioig



6eb Proortioig









6eb Proortioig



6eb Proortioig









6eb Proortioig







Plate Girder

Documents

Transcript of Plate Girder