Innovative rules in Eurocode 3 (7.2MB)

Brussels, 18-20 February 2008 – Dissemination of information workshop 1

EUROCODESBackground and Applications

Innovative rules in Eurocode 3

Gerhard SedlacekChristian MüllerRWTH Aachen


EUROCODESBackground and Applications Overview

• General• Actions• Resistances• Brittle failure• Connections• Stability• New developments


EUROCODESBackground and Applications Eurocodes

EN 1990 - Basis of design

EN 1991 ActionsEN 1991-1-1 Selfweight –

imposedloads

EN 1991-1-2 FireEN 1991-1-3 SnowEN 1991-1-4 WindEN 1991-1-5 TemperatureEN 1991-1-6 ConstructionEN 1991-1-7 AccidentalEN 1991-2 Traffic on

bridgesEN 1991-3 Actions from

cranesEN 1991-4 Actions in

silos, tanks

EN 1997 Geotechnicaldesign

EN 1998 Seismicactions

EN 1992 Concrete

EN 1993-1 Steel – genericEN 1993-1-1 General and

buildingsEN 1993-1-2 FireEN 1993-1-3 Thin gaugeEN 1993-1-4 Stainless steelEN 1993-1-5 Plate bucklingEN 1993-1-6 ShellsEN 1993-1-7 Plates and

membranesEN 1993-1-8 Connections

EN 1994-1 Generial and buildingsEN 1994-2 Bridges

EN 1998-1 Seismic design and buildingsEN 1998-2 BridgesEN 1998-3 Towers and mastsEN 1998-4 Tanks and silos

EN 1999 Aluminium

EN 1993-1-9 FatigueEN 1993-1-10 FractureEN 1993-1-11 Tension elementsEN 1993-1-12 High strength steelsEN 1993-2 BridgesEN 1993-3 Masts and towersEN 1993-4 Silos, tanks, pipelinesEN 1993-5 Steel pilesEN 1993-6 Crane supporting

structures



GlobalisationInternational Code Families

USA EUInternational Code Council (ICC)

Building Officials & Code Admin. InternationalInternational Conference of Building Officials

Southern Building Congress International

INTERNATIONAL BUILDING CODE

US-StandardsASTM

European Committee for Standardization (CEN)

Commission of the European CommunitiesEuropean National Standard Bodies

International technical scientific organisations

EUROCODES

EN – Product standards (500)EN – Testing standards (700)

European Technical Approvals and Approval guidelines (170)Nat. Fire Protection Association (US-NFPA)

NFPA 5000 BUILDING CODE

US-StandardsASTM

or

Overview of international Code Families



CPD – Construction Product Directive

89/106/EWG

Defines „Essential Requirements“- Mechanical resistance and stability- Resistance to fire

EN – Product StandardsEN – Testing StandardsETAs (European Technical Approvals)

ETAGs(European Technical Approval Guidelines)

Eurocodes

Tools to fulfil theEssential Requirements

Guidance paper L: Application and use of the Eurocode

Conditions for implementationand application of Eurocodes

Essential requirements of the CPDEssential requirements of the CPD



Global application

NationalInput

calculativeexperimental

EvaluationTesting of prefabricated components

Rexp,i

Characteristic values Rkof product properties

CE-Marking

Marketing of products

Design of construction worksEd ≤ Rd

Regional & safety matters

Partial factorsRd = Rk / γM

Unified design rules Rkin Eurocodes

Calibration of engineering models

Rcalc

Testing of prefabricated components


EUROCODESBackground and Applications Reliability basis

β = safety index(reference period: 50 years)

αi = weighting factors(required due to mutual influence of Sd and Rd )

frequency of occurrence

action S resistance R



hENproduct

standards for steel materials, semi- finished products etc.

EN 1090 –Part 2

„Execution of steel

structures “

EN 1090 – Part 1 „Delivery Conditions for prefabricated steel components“

Eurocode: EN 1990 – „Basis of structural design“

Eurocode 1: EN 1991 – „Actions on structures“

Eurocode 3: EN 1993 – „Design rules for steel structures“

HSS up to S7001.12

Standard system for steel structures


EUROCODESBackground and Applications Allianz-Arena Munich



Definition of characteristic values of actions and action effects

Treturn = 50 yearsTreturn = 1000 years

E(sk – ψ0 wk)E(Qk + ψ0 wk)

ClimaticTraffic

Combination E(Q1 + Q2)

1.351.501.35

Mean valueTreturn = 50 yearsTreturn = 1000 years

Gsk, wk , ΔTk

Qk

PermanentClimaticTraffic

γQ= Qd / QkDefinitionQkAction


EUROCODESBackground and Applications Snow load in Munich-Riem

0,00 0,20 0,40 0,60 0,80 1,00s [kN/m²]

Non-exceedance probability

0,900

0,999

0,990

0,500

0,1000,0100,001

2011 m/kN.sk =

Snow Load on the GroundLocation Munich-RiemAnnual Extrema on Gumbel paper


EUROCODESBackground and Applications Wind Load in Munich-Riem

0,00 0,20 0,40 0,60 0,80 1,00qb [kN/m²]

non-exceedance probability

0,900

0,999

0,990

0,500

0,1000,0100,001

2b0 kN/m 0.99q =

Peak velocity pressure qb (2 sec)Location Munich-RiemAnnual extrema (h =10 m) on Gumbel paper


EUROCODESBackground and Applications Air Temperature in Munich-Riem

-40,00 -35,00 -30,00 -25,00 -20,00ΔTair, min [K]


0,900

0,999

0,990

0,500

0,1000,0100,001

Change of air temperature related to Tref = 10°CLocation Munich-RiemAnnual Extrema on Gumbel paper

15,00 20,00 25,00 30,00ΔTair, max [K]


0,900

0,999

0,990

0,500

0,1000,0100,001

K 27.2ΔT maxair, +=K 39,3ΔT minair, −=


EUROCODESBackground and Applications Evaluated climatic actions

1.751.501.221.32

1.77 kN/m²1.48 kN/m²

33.1 K-51.7 K

1.01 kN/m²0.99 kN/m²

27.2 K-39.3 K

snowwind action qpbΔTmaxΔΤmin

γQDesign valueCharacteristic valueAction


EUROCODESBackground and Applications Combination rule of climatic actions

kS,WpWSSW EqasaE ++ ⇒⋅+⋅=

influence factor for wind

influence factor for snow

s

w



Characteristic values of effects of combined actions

Weighting ws

s

aaa+

0,00

0,20

0,40

0,60

0,80

1,00

1,20

0,0

0,1

0,2

0,3

0,4

0,5

0,6

0,7

0,8

0,9

1,0

Effe

ct(n

orm

alis

ed)

Effect due to snowwith return period50aE s,k =

Effect due to windwith return period50a

E w,k=

Effect due tocombination with returnperiod 50a

E w+s,k =

qp,k = 0.99 kN/m² sk = 1.01 kN/m²

saa

a

ws

s

+p

ws

w qaa

a+

ws

pws

aaqasa

++



0

0,1

0,2

0,3

0,4

0,5

0,6

weighting as

ψ0

for ULS

Combination factor ψ0 for an effect with a return period of50a

max. ψ0 = 0.36

w0,kw,w0,ks,ks,w ψEψEE ⇒⋅+=+

w0,kw,w0,ks,ks,w ψEψEE ⇒⋅+=+

Combination factor ψ0



hENproduct

standards for steel materials, semi- finished products etc.

EN 1090 –Part 2

„Execution of steel

structures “

EN 1090 – Part 1 „Delivery Conditions for prefabricated steel components“

Eurocode: EN 1990 – „Basis of structural design“

Eurocode 1: EN 1991 – „Actions on structures“

Eurocode 3: EN 1993 – „Design rules for steel structures“

HSS up to S7001.12

Standard system for steel structures



Determination of characteristic values Rk and γMvalues from tests

Conditions for numerical value of γM

Product standards for materials and semi-fabricated products

EN 10025

Execution standardEN 1090 – Part 2

Design standard Eurocode 3

Prefabricated steel componentfor component testing

Component tests to determine Rexp

Engineering model to determine Rcalc

Rk = γMi Rd

Classification accord. to γMi (1,0; 1,10; 1,25)

γMi = Rk / Rd

S*

Rexp

Rcalc

γM

Rm

Rd

Rk }

Test evaluation accord. to

EN1990- Annex D

1,0

Rexp/Rcalc

Parameter X1

O O O O O OOO O

Rexp/Rcalc

OO

O OO

OO

OO

Parameter X2

1,0


EUROCODESBackground and Applications Procedure to obtain reliable values Rk

excluded by appropriate choice of

material

Failure modesfracture

Brittle failure Ductile failure

fractureyielding

1. Mode 0excessive deformation by yieldinge.g. tension bar

Mode 1member failure by instabilitye.g. column buckling

Mode 2fracture after yieldinge.g. bolt

4. Characteristic value Rk = γM Rd

3. Recommended values

γM1 = 1,10 γM2 = 1,25

2. Test evaluation

( )0M

ykd

fRR

γ=

( )1M

ykd

,fRR

γ

λ=

( )2M

ukd

fRRγ

=

γM0 = 1,00

( ) 80,3;5,08,0expmR 2RRRd =βσ−σβ=



Historical development of production processes for rolled steel products



Charpy-V-temperature transition curves for S460ML and S690QL with S355J2 for comparison



Fracture mechanism (microscopic)Spaltbruch

Ti Ta

TemperatureTgy

Component behaviour (macroscopic)

F

v

F

v

F

v

F

velastic-plasticlinear-elastic

GleitbruchShearCleavage

1

2

3

4

F F Fyielding max fracture

K , CTOD , Jc c c CTOD , Ju u CTOD , Jmax max

CTOD , JR R

CTOD , Ji i

u

cKIc

TIc Tm Ta

Toug

hnes

s

[J]

Brittle fracture Ductile fracture

Toug

hnes

s-te

mpe

ratu

re-c

urve

and

rela

ted

load

-de

form

atio

n cu

rves

for t

ensi

on e

lem

ents

usi

ng

vario

us p

aram

eter

s fo

r tou

ghne

ss p

rope

rtie

s



Material toughnessJ, CTOD, K

Ti TTmin Troom

J , CTODi i

J -, K -domain

C IC

B1

A1

Tmin Troom T

E (G )K

A2 E (G + K 1ψ Q )K

E (G +K Q )K

E ( G + γ γG K Q Q )KB2

ε

σR, R

σ σ ψEd K 1= (G + Q )KA3

Rel

fy

B3

MM γα

=γ

= elpld

RRR

εy

elasticbehaviour

plasticbehaviour

Actioneffect , EσE

curves ofequal densities

E (G + K 2ψ Q )K

Design situation for choice of material in EN 1993-1-10


EUROCODESBackground and Applications Choice of material

Safety assessment based on fracture machanics

Kappl,d ≤ Kmat,d

Kappl,d (member shape, ad, ψ1·σEd)

Kmat,d (T27J, TEd)

Assumption for a0

design crack

initial crack

fatigue loading

⎟⎠⎞

⎜⎝⎛ ⋅⋅σΔ

⋅=4

102faa63

c0d

a0

ad


EUROCODESBackground and Applications Safety assessment

CEGB R6-FAD

Failure Assessment Diagram

Determination of Kappl,d*

Kappl,dKappl,d

σσΔ⋅Δ= Ed

ddappl aKK )(,

( )( )( ) ⎪

⎭

⎪⎬

⎫

⎪⎩

⎪⎨

⎧

+⋅

+⋅

+⋅

=

sy

sy

sy

Ed

tf

tf

tf

σ

σ

σ

σ

75,0

50,0

25,0

Global residual stressσs = 100 MPa

K*appl,d

K*appl,d

ρ−=

6

,*,

R

dappldappl k

KK


EUROCODESBackground and Applications Safety assessment

Determination of KMat,d (TEd)

KMat,d (TEd, T27J, ΔTR)

Applied temperatureTEd = Tmin + ΔTr

Material property T27J

Wallin-Toughness-curveModified Sanz-Correlation

e.g.Tmin = ~25 °CΔTr = ~5°C



K*appl,d # Kmat,d TEd $ TRdTransformation

Assessment schemeTEd $ TRd

Lowest air temperature in combination with σEd

Radiation loss

Influence of stress, crack imperfection and member shape and dimension

Additive safety element

[ ]ΔT

Kk

bappl

R

eff

σ

ρ= − ⋅

−−

⎛⎝⎜

⎞⎠⎟ ⋅

⎛⎝⎜

⎞⎠⎟ −

⎡

⎣

⎢⎢⎢⎢⎢

⎤

⎦

⎥⎥⎥⎥⎥

°5220

2510

706

1 4

ln C

ΔTr = − °5 C

Tmin = − °25 C

[ ]T T T T T T TEd r R pl= + + + + +min &Δ Δ Δ Δ Δσ ε ε

( )ΔT CR = + °7 with = 3,8β

may be supplemented by

Influence of the strain rate( )

[ ]ΔTf t

C

with s

y&

,

ln&

&

& ,

ε

εε

ε

= −−

⋅⎛⎝⎜

⎞⎠⎟ °

= −

1440550

0 00010

1 5

1

0

Influence from cold forming

[ ][ ]

ΔT DCF C

DCFplε = − ⋅ °3

with = Degree of Cold Forming %

Influence of material toughness

[ ]T T J100 27 18= − ° C

T TRd = 100

Action side ResistanceSa

fety

ass

essm

ent b

ased

on

tem

pera

ture


EUROCODESBackground and Applications Evaluation of large scale fracture tests

-130

-110

-90

-70

-50

-30

-10

10

-130 -110 -90 -70 -50 -30 -10 10Tcalc [°C]

Texp [°C]

safe

unsafe

characteristic value TCalc

design values Tcd

)TR for measured values

DECT specimen

surface crack specimen,calculated with handforulae

-130

-110

-90

-70

-50

-30

-10

10

-130 -110 -90 -70 -50 -30 -10 10TCalc [°C]

TExp [°C]

safe

unsafe

DECT specimen

surface crack specimen, calculated with FEM

+DECT-tests



Value of the safety element (NDP) related to the use of nominal values (T27J and fy) is therefore ΔTR = [+7°C]

Determination of the safety element ΔTR only for DECT-elements



Lowest fatigue classΔσc = 56N/mm2 (L >100mm)acc. to prEN1993-1-9

Lowest fatigue classΔσc = 56N/mm2 (L >100mm)acc. to prEN1993-1-9

L

Bt

T

θ

Geometrical Parameter:L/t = 8,2; B/t = 7,5;T/t = 0,15; θ = 45°

Geometrical Parameter:L/t = 8,2; B/t = 7,5;T/t = 0,15; θ = 45°

e.g. t = 80 mm

a0 = 2,19 mm and c0 = 5,48 mm

e.g. t = 80 mm

a0 = 2,19 mm and c0 = 5,48 mm

0

2

4

6

8

10

12

14

16

18

0 100000 200000 300000 400000 500000

Load cycle [-]

Crack deptha [mm]

calculationtest result

Δσ = 56 N/mm²; LC = 500.000ad = 15,94 mm and cd = 39,85 mmKappl,d(Δσ) = 20,49 MPa%m

Δσ = 56 N/mm²; LC = 500.000ad = 15,94 mm and cd = 39,85 mmKappl,d(Δσ) = 20,49 MPa%m

σEd=0,5·fy(t)+σs; fy(80mm)=335N/mm²

K*appl,d(σEd) = 110,01 MPa%m

σEd=0,5·fy(t)+σs; fy(80mm)=335N/mm²

K*appl,d(σEd) = 110,01 MPa%m

TEd = -30°C; T40J = -20°C T27J = - 30°C; ΔTR = -7°C

KMat(TEd; T27J; ΔTR) = 112,21 MPa%m

TEd = -30°C; T40J = -20°C T27J = - 30°C; ΔTR = -7°C

KMat(TEd; T27J; ΔTR) = 112,21 MPa%m0

20

40

60

80

100

120

-40 -30 -20 -10 0 10 20 30 40

Temperature TKV [°C]

AV

[J]

T27J

R² = 0,9866

Burdekin Approximation

Valid

ity ra

nge

a/c=0,4=const.

Plat

es m

ade

of S

355

N o

r M a

nd th

ickn

ess

t #80

mm

coul

d be

use

d up

to T

Ed =

-30°

C a

nd σ

Ed=

0,5·

f y(t)

+σs

Example - Safety Assessment for a well known standard steel S355 N or M


EUROCODESBackground and Applications Table of permissible plate thicknesses

10 0 -10 -20 -30 -40 -50 10 0 -10 -20 -30 -40 -50 10 0 -10 -20 -30 -40 -50at T °C J

min.20 27 135 115 100 85 75 65 60 90 75 65 55 45 40 35 60 50 40 35 30 25 200 27 175 155 135 115 100 85 75 125 105 90 75 65 55 45 90 75 60 50 40 35 30

-20 27 200 200 175 155 135 115 100 170 145 125 105 90 75 65 125 105 90 75 60 50 4020 27 125 110 95 80 70 60 55 80 70 55 50 40 35 30 55 45 35 30 25 20 150 27 165 145 125 110 95 80 70 115 95 80 70 55 50 40 75 65 55 45 35 30 25

-20 27 200 190 165 145 125 110 95 155 130 115 95 80 70 55 110 95 75 65 55 45 35-20 40 200 200 190 165 145 125 110 180 155 130 115 95 80 70 135 110 95 75 65 55 45-50 27 230 200 200 200 190 165 145 200 200 180 155 130 115 95 185 160 135 110 95 75 6520 27 110 95 80 70 60 55 45 65 55 45 40 30 25 25 40 35 25 20 15 15 100 27 150 130 110 95 80 70 60 95 80 65 55 45 40 30 60 50 40 35 25 20 15

-20 27 200 175 150 130 110 95 80 135 110 95 80 65 55 45 90 75 60 50 40 35 25-20 40 200 200 175 150 130 110 95 155 135 110 95 80 65 55 110 90 75 60 50 40 35-50 27 210 200 200 200 175 150 130 200 180 155 135 110 95 80 155 130 110 90 75 60 50-20 40 200 185 160 140 120 100 85 140 120 100 85 70 60 50 95 80 65 55 45 35 30-50 27 200 200 200 185 160 140 120 190 165 140 120 100 85 70 135 115 95 80 65 55 45-20 30 175 155 130 115 95 80 70 110 95 75 65 55 45 35 70 60 50 40 30 25 20-20 40 200 175 155 130 115 95 80 130 110 95 75 65 55 45 90 70 60 50 40 30 25-40 30 200 200 175 155 130 115 95 155 130 110 95 75 65 55 105 90 70 60 50 40 30-50 27 200 200 200 175 155 130 115 180 155 130 110 95 75 65 125 105 90 70 60 50 40-60 30 215 200 200 200 175 155 130 200 180 155 130 110 95 75 150 125 105 90 70 60 500 40 120 100 85 75 60 50 45 65 55 45 35 30 20 20 40 30 25 20 15 10 10

-20 30 140 120 100 85 75 60 50 80 65 55 45 35 30 20 50 40 30 25 20 15 10-20 40 165 140 120 100 85 75 60 95 80 65 55 45 35 30 60 50 40 30 25 20 15-40 30 190 165 140 120 100 85 75 115 95 80 65 55 45 35 75 60 50 40 30 25 20-40 40 200 190 165 140 120 100 85 135 115 95 80 65 55 45 90 75 60 50 40 30 25-60 30 200 200 190 165 140 120 100 160 135 115 95 80 65 55 110 90 75 60 50 40 30

S460

S690

S355

S420

max. permissible plate thickness tz in mm (safety element ΔTR included)S235

S275

charpy energyCVNsteel

grade

applied temperature TEd in °C

σEd=0,25*fy(t)+σs σEd=0,50*fy(t)+σs σEd=0,75*fy(t)+σs


EUROCODESBackground and Applications Choice of material to EN 1993-1-10

Olympic stadium Berlin


EUROCODESBackground and Applications Elbe-bridge Vockerode

Construction at supports

Bridge system and construction


EUROCODESBackground and Applications Plate thickness for S355 J2G3

125,28

SpanUpper chord

Bottom plates

Support Support

75

40

30 70 30 7070 95 45 70 95 45

40

50 70 50

40

75 115 135 115 85 85 60 60 60 115 140 145 140 115 60 60 60 85 85 115 135 115 75 75145

70

40


EUROCODESBackground and Applications Rhine-bridge Ilverich (Düsseldorf)

+ 46,71

+ 81,00

[m]

63,00 63,0063,00287,5063,00

Rheinbrücke Ilverich

plates in S460 TM

plates in S460 TM


EUROCODESBackground and Applications Roof truss for the Sony Center, Berlin

12 m 12 m

12 m 12 m

12 m

12 m

60 m

600 mm

100 mm100 mm

Detail "O"

Detail "S"

Querschnitt I-I

Werkstoff S 460 (Diagonale)und S 690 (Obergurt, Auflager)

Querschnitt I-I



Roof truss for the Sony Center, Berlin -Details

Upper chord S

Lower chord O



Large scale test specimens for the roof-truss


EUROCODESBackground and Applications Castor container


EUROCODESBackground and Applications Bridge St. Kilian


EUROCODESBackground and Applications Cast node for the bridge St. Kilian


EUROCODESBackground and Applications Modelling of joints

φ

= Anfangssteifigkeitj,ini

= Tragfähigkeitj,Rd

= Sekantensteifigkeitj= Rotationskapazitätcd

M

SS

Momenten-Rotations-Charakteristik

Klassifizierung nachder Tragfähigkeit

M = Bemessungswert derAnschlußtragfähigkeit

j,Rd

M = Referenzwertpl,Rd

Klassifizierung nachder Steifigkeit

S = Anfangssteifigkeitj


EUROCODESBackground and Applications Strategies for optimization

Structural system Distribution of internalforces and moments

Optimised joint

1

St1St1

St2St2

St1

St2

M

φ

2

St1 St1

St2St2

Structural system Distribution of internalforces and moments

c1 c1

c2 c3

St1

St2c1

c2

M

φ

Optimised joint


EUROCODESBackground and Applications Design Tools



lk

Ed Ed

column buckling lat. tors. buckl. plate buckling shell buckling

0,00

0,20

0,40

0,60

0,80

1,00

1,20

0 0,5 1 1,5 2 2,5 3_λ

P

a0

ab

cd

0,00

0,20

0,40

0,60

0,80

1,00

1,20

0 0,5 1 1,5 2 2,5 3_λ

P

ab

cd

EN 1993-1-1 EN 1993-1-1

0,0

0,2

0,4

0,6

0,8

1,0

1,2

0,0 0,5 1,0 1,5 2,0 2,5 3,0_λp [-]

χ p [-

]

a0

b

EN 1993-1-5

M

kult

M

kd 1RE

γχα

≤γχ

≤ ,

0,0

0,2

0,4

0,6

0,8

1,0

1,2

0,0 0,5 1,0 1,5 2,0 2,5 3,0λ

χ

EN 1993-1-6

( )λχ=χαα

==λ=α=α

crit

kult

crit

k

critdcrit

kdkult

RR

RERE ,,

skEd Ed

r

tEd EdEd/2

a

Ed

b

Common design rules for column, lateral torsional, plate and shell buckling



Test evaluation for buckling curves and γM-values

Column buckling Lateral torsional buckling Plate buckling

0,0

0,2

0,4

0,6

0,8

1,0

1,2

0 0,5 1 1,5 2 2,5 3_λ [-]

χ [-]

KSL a0

KSL a

KSL b

KSL c

KSL d

Euler

A5.1: IPE160, S235

A5.2: IPE160, S235

A5.3: IPE160, S235

A5.4: IPE160, S235

A5.5: IPE160, S235

A5.6: IPE160, S235

A5.7: IPE160, S235

A5.10: HEM340, S235

A5.11: HEM340, S235

KSL bα=0,34

0,0

0,2

0,4

0,6

0,8

1,0

1,2

0 0,4 0,8 1,2 1,6 2 2,4 2,8_λ [-]

χ [-]

KSL a0KSL aKSL bKSL cKSL dEulerABDFGHIJZ

A

C

B

D

E

F

G

H

I

JZ

KSL aα=0,21

0

0,2

0,4

0,6

0,8

1

1,2

0 0,5 1 1,5 2 2,5 3_λ [-]

χ [-]

VBK a0VBK bBeulkurve für lok. Lasteinl. nach ENV 1993-1-5KarmanEinseitige Lasteinleitung a)Zweiseitige Lasteinleitung b)Einseitige Lasteinleitung am Trägerende c)

Fall b) Fall a) Fall c)

VBK bαp=0,34



Mechanical background of column- and lateral torsional buckling

Column buckling Lateral torsional buckling

1MM

NN

Rky

Ed

Rkpl

Ed =+,,

1MM

NN

FlRky

FlEdy

FlRkpl

FlEd =+

,

,

,

1

MM

1

1eMN

MM

MM

critz

EdzFl

Rky

Flcrit

critz

Edz

Rkz

Edz =−

+

,

,

*

,,

,

,

,1

NN1

1M

eNNN

crit

EdRk,y

*Ed

Rk,pl

Ed =−

+

FlRk,pl

FlRk,y

M*

NM

2,0e ⎟⎠⎞⎜

⎝⎛ −λα=

Rk,pl

Rk,yN

*

NM

2,0e ⎟⎠⎞⎜

⎝⎛ −λα=

11

12,0

*

2MM

M2Fl

2M

MM =λχ−

⎟⎠⎞⎜

⎝⎛ −λ

α=

λ

λαχ+χ

876}1

1

12,0 2NN

NNN =λχ−

⎟⎠⎞⎜

⎝⎛ −λ

α=αχ+χ

22

1

λ−ϕ+ϕ=χ

( )( )220150 λ+−λα+=ϕ ,,


EUROCODESBackground and Applications Comparison of LTB-curves

0,0

1,0

0,0 1,0 2,0λLT

χLT

Lateral torsional buckling for GIT=oo

Bc b

Lateral torsional buckling for a beamHEB 200

Bc a


EUROCODESBackground and Applications “New” lateral torsional buckling curves

LTχ

LTλ


EUROCODESBackground and Applications Experiments

Experiments in Aachen

Experiments in Berlin

Experiments in Bochum


EUROCODESBackground and Applications Results of test evaluations

Test evaluation acc. to EN 1990-Annex D

Determination of γM-factors



αcrit = 3,41 αult,k= 1,69

Results of FEM

700413691 ,,,

crit

k,ult ==αα

=λ

χLT =0,725

Slenderness ratio

Verification

10111169172501

....Mk,ult

>=×

γ≥αχ

3000

6901

3000 2264 3136 3000

400

950

950

Innerer Flansch: 450/60450/40

450/40

450/40

450/60

450/60

s =26R i e g e l

s=18 s=18

450/60

450/50

2150 kN

298 kN

Flansche rechtwie links

Alle Steifen: 450/18

rigid lateral supports (for out of plane movements only)

fork conditions

„fork“ conditions for in plane and out of plane movements

inner flange: 450/60all stiffeners: 450/18

outer flange

Application of global slenderness concept for a bridge supporting frame


EUROCODESBackground and Applications General method

cr

kult

Edcr

Edkult

cr

k

RR

αα

αα

λ ,

,

,, ===

( )λχχ =

Verification of a full member or of various parts of a full member



Singly symmetrical cross-section in compression

Stress limits

Effective widths


EUROCODESBackground and Applications General method bending

Small compression strains

Large compression strains


EUROCODESBackground and Applications Justification of general method

Safety evaluation for all tests on plated structures examined

Input data vrt = 0,08 (geometry und yield strength)

vfy = 0,07 (yield strength) Results

Standardnormal distribution log-normal distribution

-3

-2

-1

0

1

2

3

0,9 1,1 1,3 1,5 1,7 1,9 2,1 2,3

re/rt

Qua

ntile

der

Sta

ndar

dnor

mal

vert

eilu

ng

-3

-2

-1

0

1

2

3

-0,2 0 0,2 0,4 0,6 0,8 1

ln re/rt

Qua

ntile

der

log-

Nor

mal

vert

eilu

ngb = 1,195 sδ = 0,106 b = 1,221 sδ = 0,130

vδ = 0,0888 (model) vR = 0,1196 (total) vδ = 0,1065 (model) vR = 0,1332 (total) γM = 1,263 Δk = 0,890 γM

* = 1,123 γM = 1,204 Δk = 0,890 γM* = 1,072



ECCS – New tasks – Responsibilities and activities

CEN / TC 250Europ. Techn. Scient. Org.

Commission/JRCCommission/JRCCEN / TC 250Realisation

Member StatesNat. Auth. / NSBs




Activities

Information

CEN / TC 250JRC

Commission/JRCCEN / TC 250

Commission/JRCCEN / TC 250

CEN / TC 250JRC

Responsibilities

Leading org.Support from

FurtherdevelopmentPromotionHarmonisationMaintanance


EUROCODESBackground and Applications Details of new tasks

CEN / TC 250 – Evolution Paper1. Envolvement in reaction to problems of use of ECs

⇒ Background informations to National and CEN help desks2. Envolvement in mechanism for convergence of NDPs

⇒ Background informations to JRC information platform3. Envolvement in promotion

⇒ Technical guidance, design aids, seminars, workshops4. Envolvement in further developments:

⇒ starter drafts + background documents for• extension of EN-Eurocodes to the assessment and refurbishment

of existing buildings and engineering structures• new Eurocodes for new materials as glass and FRP• reduction of alternative methods by developing a unique European

solution• unified testing procedures• rules for zinc coating• new materials for composite actions• pedestrian bridges


EUROCODESBackground and Applications Hop dip galvanized structures


EUROCODESBackground and Applications Modern glass structures

Tribunal de Grande Instance (TGI) de Bordeaux


EUROCODESBackground and Applications Modern footbridges



Modern footbridges – Dynamic actions dueto pedestrians

Innovative rules in Eurocode 3 (7.2MB)

Documents

Transcript of Innovative rules in Eurocode 3 (7.2MB)