Leaflet for Med Countries - eurocodes.fi 1993.pdf · • Design in one country followed by erection in another ... Towers and Masts 14 Masts and Towers February 2, ... ASTM European

EUROCODESBackground and Applications

“Dissemination of information for training” workshop 18-20 February 2008 Brussels

EN 1993 Eurocode 3: Design of steel structures Organised by European Commission: DG Enterprise and Industry, Joint Research Centre with the support of CEN/TC250, CEN Management Centre and Member States

Tuesday, February 19 – Palais des Académies EN 1993 - Eurocode 3: Design of steel structures Prigogine room

9:00-9:30 Introduction by chairman F. Bijlaard Delft University of Technology

9:30-10:30 Innovative rules in Eurocode 3 G. Sedlacek RWTH Aachen

10:30-11:00 Coffee

11:00-11:30 e-learning by Access-Steel How to use Access Steel

G. Owens The Steel Construction Institute

11:30-12:45 Conceptual design and determination of actions effects for single storey buildings

M. Oppe RWTH Aachen

12:45-14:00 Lunch

14:00-15:30 Structural detailing and connections for single storey buildings

P. Le Chaffotec & A. Bureau CTICM

15:30-15:45 Coffee

15:45-17:15 Conceptual design and design examples for multi-storey buildings

C. Müller RWTH Aachen

17:15-17:45 Cost-effective fire performance L. Cajot ArcelorMittal Esch

17:45-18:00 Conclusions F. Bijlaard Delft University of Technology

All workshop material will be available at http://eurocodes.jrc.ec.europa.eu

http://eurocodes.jrc.ec.europa.eu/

EUROCODE 3: DESIGN OF STEEL STRUCTURES

F. Bijlaard TU Delft

1

February 2, 2008

Vermelding onderdeel organisatie

1

Eurocode 3: Design of Steel Structures

“ready for practice”

EUROCODES Background and Applications, Brussels, 19th February 2008

Prof. Ir. Frans Bijlaard

Faculty of Civil Engineering and Geosciences

February 2, 2008 2

Contents of Presentation

• History and Context of Eurocode 3• Structure of Eurocode 3• Safety Level• Introduction of Eurocode 3 in the Design

Practice• Conclusions

February 2, 2008 3

History and Context of Eurocode 3Design of Steel Structures

NEN

AFNOR

DIN

BS

EN

February 2, 2008 4


• Design in one country followed by erection in another country

• Standard building rules for whole Euro-market• Easier to work in other countries• More efficient transfer of research results in rules• Harmonized core material for local handbooks, design

aids and educational material

February 2, 2008 5


“CHALLENGE FOR EUROCODES”

• Ensure structurally safe and serviceable structures• Provide rules which are sufficiently detailed to avoid

disputes• Facilitate international competition on an even playing

field• Permit innovation in accordance with essential

principles

February 2, 2008 6

Hor. group 1: Terminology

CENTC250

EUROCODESEC 0 : Basis of design

Hor. group 2: Bridges

Hor. group 3: Fire

SC1

EC1 : Actions

SC3EC3:Steel

SC4EC4:

Composite

SC2EC2:

Concrete

SC5EC5:

Timber

SC6EC6:

Mason

SC7EC7:Geo

SC8EC8:

Earthq

SC9EC9:Alu

2

February 2, 2008 7

RELATION WITH OTHER EN’s

EN 1990 Basis of Design

EN 1990 Basis of Design

EN 1991 Actions

EN 1991 Actions

EN 1993

Steel Structures

EN 1993

Steel Structures

EN 1997 Geotech.EN 1998 EarthquakeEN 1997 Geotech.EN 1998 Earthquake

EN 1090 ExecutionEN 1090

ExecutionEN : SteelsEN : Steels

EN : SectionsEN : SectionsEN : BoltsEN : Bolts

EN : WeldingEN : Welding

February 2, 2008 8

Structure of Eurocode 3General Parts

• EN 1993-1-1: General rules and rules for buildings

Rules for strengthand stability

Rules specific forBuildings

February 2, 2008 9


• EN 1993-1-2: Structural fire design5

Stages of a natural fire - and the standard fire test curve

Stages of a natural fire Stages of a natural fire -- and the and the standard fire test curvestandard fire test curve

Cooling ….

ISO834 standard fire curve

Ignition - Smouldering

Pre-Flashover

Heating

Post-Flashover1000-1200°C

Natural fire curve

Time

Temperature

Flashover

February 2, 2008 10


• prEN 1993-1-3: Supplementary rules for cold formed members and sheeting

February 2, 2008 11


• prEN 1993-1-4: Supplementary rules for stainless steels

• prEN 1993-1-5: Plated structural elements (in-plane loaded)

February 2, 2008 12


• prEN 1993-1-6: Strength and stability of shells• prEN 1993-1- 7: Plated structural elements

(transversely loaded)• EN 1993-1- 8: Design of joints

M

Tension zone

Shear zone

Compression zone

V

3

February 2, 2008 13


• EN 1993-1- 9: Fatigue• EN 1993-1-10: Material toughness and through-

thickness properties• prEN 1993-1-11: Design of structures with tension

elements• prEN 1993-1-12: Additional rules for the extension of

EN 1993 up to steel grades S700

February 2, 2008 14

Structure of Eurocode 3Application Parts

• prEN 1993-2: Steel bridges

February 2, 2008 15


• prEN 1993-3-1: Towers and Masts

14

Masts and TowersMasts and Towers

February 2, 2008 16


• prEN 1993-3-2: Chimneys• prEN 1993-4-1: Silos• prEN 1993-4-2: Tanks• prEN 1993-4-3: Pipelines

February 2, 2008 17


• prEN 1993-5: Piling• prEN 1993-6: Crane supporting structures

y

z

(b)

z

y

(a)

y

z

(c)

y

z

(d)

February 2, 2008 18

Safety Level

4

February 2, 2008 19

Safety Level

• In applying the rules in Eurocode 3 a structural safety is reached of not less than the reliability index

β = 3,8

• Member states are entitled to choose their own safety level for structures

February 2, 2008 20

Safety Level

• The rules are set up such that they contain safety elements of which the value can be chosen by the individual member state.

• These safety elements are for instance the partial (safety) factors for the resistance (limit states) of structural elements.

• For these safety elements in the Eurocodes so-called recommended values are given in notes accompanying the clauses containing these safety elements.

February 2, 2008 21

Safety Level

•To promote harmonization of design rules throughout Europe the Commission

strongly advises to choose the

recommended values

for these safety elements.

February 2, 2008 22

Introduction of Eurocode 3 in the Design Practice

• Criticism: Eurocode 3 is very advanced but it is complex to use

• To help the designer in practice there is a need for:-Background information-Introduction courses with worked examples-User-friendly software (“expert-systems”)

February 2, 2008 23

Introduction of Eurocode 3 in the Design Practice

• Criticism: Eurocode 3 is very advanced but it is complex to use

• Not “simple rules sell steel” but “Simple TOOLS sell Steel”

February 2, 2008 24

Conclusions

• The process of harmonization of design standards of the member countries of CEN did take a period of about three decades. Compared to the “life time” of an existing code in a country of about 15 years, for the Eurocodes this period is not so bad.

• Eurocode 3 “Design of Steel Structures” comprises a fairly complete set of design codes for uniquely designed structures and for a wide range of structural steel products.

5

February 2, 2008 25

Conclusions

• The introduction of the Eurocodes in the design practice needs great care. Design examples, guide lines, design tools (special software) should be developed in the various countries. Explanations of differences and the justification for these changes should be supplied to support the acceptation of the Eurocodes.

• To support these local activities in the various member states, background documents need to be drafted on which local design tools and examples need be based.

February 2, 2008 26

THANK YOU FOR YOUR ATTENTION

INNOVATIVE RULES IN EUROCODE 3

G. Sedlacek RWTH Aachen

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


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



Globalisation

International Code FamiliesUSA EU

International 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 – ConstructionProduct Directive

89/106/EWG

Defines „Essential Requirements“- Mechanical resistance and stability

- Resistance to fire

EN – Product Standards

EN – Testing Standards

ETAs (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 CPDBrussels, 18-20 February 2008 – Dissemination of information workshop 6


Globalapplication

NationalInput

calculativeexperimental

EvaluationTesting of prefabricated components

Rexp,i

Characteristic values Rk

of product properties

CE-Marking

Marketing of products

Design of construction worksEd Rd

Regional & safety matters

Partial factorsRd = Rk / M

Unified design rules Rk

in Eurocodes

Calibration of engineering models

Rcalc

Testing of prefabricated components


EUROCODESBackground and Applications Reliability basis

= safety index(reference period: 50 years)

i = 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

„Executionof 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 – 0 wk)E(Qk + 0 wk)

ClimaticTraffic

Combination E(Q1 + Q2)

1.351.501.35

Mean valueTreturn = 50 yearsTreturn = 1000 years

Gsk, wk , Tk

Qk

PermanentClimaticTraffic

Q= 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

0,100

0,0100,001

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

0,100

0,0100,001

2b0 kN/m0.99q

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 -20,00Tair, min [K]


0,900

0,999

0,990

0,500

0,100

0,0100,001

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

15,00 20,00 25,00 30,00Tair, max [K]


0,900

0,999

0,990

0,500

0,100

0,0100,001

K27.2T maxair,K39,3T 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 qpb

Tmax

min

QDesign valueCharacteristic valueAction


EUROCODESBackground and Applications Combination rule of climatic actions

kS,WpWSSW EqasaEinfluence factor for wind

influence factor for snow

s

w



Characteristic values of effects of combined actions

Weightingws

s

aa

a

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

Eff

ect

(no

rmal

ised

)

Effect due to snowwith return period

50aE s,k =

Effect due to windwith return period

50a

E w,k=

Effect due to

combination with return

period 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

aa

qasa



0

0,1

0,2

0,3

0,4

0,5

0,6

weighting as

for ULS

Combination factor 0 for an

effect with a return period of

50amax. 0 = 0.36

w0,kw,w0,ks,ks,w EEEw0,kw,w0,ks,ks,w EEE

Combination factor 0Brussels, 18-20 February 2008 – Dissemination of information workshop 20




hENproduct

standards for steel materials, semi- finished products etc.

EN 1090 –Part 2

„Executionof 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 structuresBrussels, 18-20 February 2008 – Dissemination of information workshop 22


Determination of characteristic values Rk and Mvalues from tests

Conditions for numerical value of M

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 = Mi Rd

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

Mi = Rk / Rd

S

Rexp

Rcalc

M

Rm

Rd

Rk }

Test evaluation accord. to

EN1990- Annex D

1,0

Rexp/Rcalc

Parameter X1

O O OO O O

OO 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 modes

fracture

Brittle failure Ductile failure

fractureyielding

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

Mode 1member failure by instabilitye.g. column buckling

Mode 2fractureafter yieldinge.g. bolt

4. Characteristic value Rk = M Rd

3. Recommended values

M1 = 1,10 M2 = 1,25

2. Test evaluation

0M

ykd

fRR

1M

ykd

,fRR

2M

ukd

fRR

M0 = 1,00

80,3;5,08,0expmR 2RRRd



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

To

ug

hn

ess-

tem

per

atu

re-c

urv

e an

d r

elat

ed lo

ad-

def

orm

atio

n c

urv

es f

or

ten

sio

n e

lem

ents

usi

ng

va

rio

us

par

amet

ers

for

tou

gh

nes

s p

rop

erti

esBrussels, 18-20 February 2008 – Dissemination of information workshop 27


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 1 Q )K

E (G +K Q )K

E ( G + G K Q Q )KB2

R, R

Ed K 1= (G + Q )KA3

Rel

fy

B3

MM

elpld

RRR

y

elasticbehaviour

plasticbehaviour

Actioneffect , EE

curves ofequal densities

E (G + K 2 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, 1· Ed)

Kmat,d (T27J, TEd)

Assumption for a0

design crack

initial crack

fatigue loading

4102

faa63

c0d

a0

ad


EUROCODESBackground and Applications Safety assessment

CEGB R6-FAD

Failure Assessment Diagram

Determination of Kappl,d*

Kappl,dKappl,d

Edddappl aKK )(,

sy

sy

sy

Ed

tf

tf

tf

75,050,025,0

Global residual stress

s = 100 MPa

K*appl,d

K*appl,d

6

,*,

R

dappldappl k

KK


EUROCODESBackground and Applications Safety assessment

Determination of KMat,d (TEd)

KMat,d (TEd, T27J, TR)

Applied temperatureTEd = Tmin + Tr

Material property T27J

Wallin-Toughness-curveModified Sanz-Correlation

e.g.Tmin = ~25 °C

Tr = ~5°C



K*appl,d Kmat,d TEd TRdTransformation

Assessment schemeTEd TRd

Lowest air temperature incombination with Ed

Radiation loss

Influence of stress, crack imperfection and member shape and dimension

Additive safety element

T

K

k

bappl

R

eff

5220

2510

706

1 4

ln C

Tr 5 C

Tmin 25 C

T T T T T T TEd r R plmin

T CR 7 with = 3,8

may be supplemented by

Influence of the strain rate

Tf t

C

with s

y,

ln

,

1440550

0 00010

1 5

1 0

Influence from cold forming

T DCF C

DCF

pl 3

with = Degree of Cold Forming %

Influence of material toughness

T T J100 27 18 C

T TRd 100

Action side Resistance

Saf

ety

asse

ssm

ent

bas

ed o

n t

emp

erat

ure


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 TR = [+7°C]

Determination of the safety element TR only for DECT-elements



Lowest fatigue class

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

Lowest fatigue class

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

L

Bt

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

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

= 56 N/mm²; LC = 500.000

ad = 15,94 mm and cd = 39,85 mmKappl,d( ) = 20,49 MPa m

= 56 N/mm²; LC = 500.000

ad = 15,94 mm and cd = 39,85 mmKappl,d( ) = 20,49 MPa m

Ed=0,5·fy(t)+ s; fy(80mm)=335N/mm²

K*appl,d( Ed) = 110,01 MPa m

Ed=0,5·fy(t)+ s; fy(80mm)=335N/mm²

K*appl,d( Ed) = 110,01 MPa m

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

KMat(TEd; T27J; TR) = 112,21 MPa m

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

KMat(TEd; T27J; TR) = 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

Val

idit

y ra

ng

e

a/c=0,4=const.

Pla

tes

mad

e o

f S

355

N o

r M

an

d t

hic

knes

s t

80m

mco

uld

be

use

d u

p t

o T

Ed

= -3

0°C

an

d

Ed

= 0,

5·f y

(t)+

s

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 TR included)S235

S275

charpy energy

CVNsteelgrade

applied temperature TEd in °C

Ed=0,25*fy(t)+ s Ed=0,50*fy(t)+ s Ed=0,75*fy(t)+ s


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 mm

100 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 Bridge St. Kilian


EUROCODESBackground and Applications Cast node for the bridge St. Kilian


EUROCODESBackground and Applications Cast node for the bridge St. Kilian


EUROCODESBackground and Applications Modelling of joints

= 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

2

St1 St1

St2St2

Structural system Distribution of internalforces and moments

c1 c1

c2 c3

St1

St2c1

c2

M

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_

a0

ab

c

d

0,00

0,20

0,40

0,60

0,80

1,00

1,20

0 0,5 1 1,5 2 2,5 3_

ab

c

d

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_

p [-]

p [

-]

a0

b

EN 1993-1-5

M

kult

M

kd 1

RE ,

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

EN 1993-1-6

crit

kult

crit

k

critdcrit

kdkult

RR

RE

RE ,,

skEd Ed

r

tEd Ed

Ed/2a

Ed

b

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



Test evaluation for buckling curves and M-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_ [-]

[-]

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 b=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_ [-]

[-]

KSL a0KSL aKSL bKSL cKSL dEulerABDFGHIJZ

A

C

B

D

E

F

G

H

I

J

ZKSL a

=0,21

0

0,2

0,4

0,6

0,8

1

1,2

0 0,5 1 1,5 2 2,5 3_ [-]

[-]

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 bp=0,34



Mechanical background of column- and lateral torsional buckling

Column buckling Lateral torsional buckling

1MM

NN

Rky

Ed

Rkpl

Ed

,,1

M

M

NN

FlRky

FlEdy

FlRkpl

FlEd

,

,

,

1

M

M1

1e

MN

M

M

M

M

critz

EdzFl

Rky

Flcrit

critz

Edz

Rkz

Edz

,

,

*

,,

,

,

,1

NN

1

1M

eNNN

crit

EdRk,y

*Ed

Rk,pl

Ed

FlRk,pl

FlRk,y

M*

N

M2,0e

Rk,pl

Rk,yN

*

N

M2,0e

11

12,0

*

2MM

M2Fl

2M

MM1

1

12,0 2

NN

NNN

22

1

220150 ,,


EUROCODESBackground and Applications Comparison of LTB-curves

0,0

1,0

0,0 1,0 2,0LT

LT

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

LT

LT


EUROCODESBackground and Applications Experiments

Experimentsin Aachen

Experiments in Berlin

Experiments in Bochum


EUROCODESBackground and Applications Results of test evaluations

Test evaluation acc. to EN 1990-Annex D

Determination of M-factors



crit = 3,41

ult,k= 1,69

Results of FEM

700413691 ,,,

crit

k,ult

LT =0,725

Slenderness ratio

Verification

10111169172501

....Mk,ult

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

R

R ,

,

,,

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

Qu

anti

le d

er S

tan

dar

dn

orm

alve

rtei

lun

g

-3

-2

-1

0

1

2

3

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

ln re/rt

Qu

anti

le d

er lo

g-N

orm

alve

rtei

lun

g

b = 1,195 s = 0,106 b = 1,221 s = 0,130 v = 0,0888 (model) vR = 0,1196 (total) v = 0,1065 (model) vR = 0,1332 (total)

M = 1,263 k = 0,890 M* = 1,123 M = 1,204 k = 0,890 M

* = 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

Furtherdevelopment

PromotionHarmonisationMaintanance


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





E-LEARNING BY ACCESS-STEEL HOW TO USE ACCESS STEEL

G. Owens

The Steel Construction Institute


Background and ApplicationsEUROCODES

E Learning by Access Steel:How to use Access Steel

Graham Owens, SCI


EUROCODESBackground and Applications Contents

Introduction to Access SteelOverview of the engineering design processHow Access Steel helps the engineerHow to use Access SteelA Coda on e-learning


EUROCODESBackground and Applications www.access-steel.com


EUROCODESBackground and Applications Access Steel

240 detailed technical resources on steel design and construction

Quality assured PrintableUser friendly IT systemFast, structured search

“Google” type search queryIndex of contents

…and it is all free!



Types of information in Access steel

Case studies – examples of best European practiceScheme development – turning the initial concept into

an outline designNon-contradictory, complementary information (NCCI)

Initial sizingCompleting the Eurocodes

Flow chartsWorked examples

Static worked examplesActive worked examples – simple software


EUROCODESBackground and Applications Scope of Access Steel

Single storey Multi-storey ResidentialFire safety


EUROCODESBackground and Applications Translations of Access Steel

Interface: common – with text files in four languages Home pageSearch functionality

Technical resources – in four languagesMetadata: description and key wordsFull content350,000 words

Additional languages– Greek– Czech– ?




EUROCODESBackground and Applications Industry investment in harmonisation

Our sponsors

Transfer of best value solutionsSafety and risk management

Steel is the only sector to invest in an integrated approach

to the Eurocodes.


EUROCODESBackground and Applications Access Steel Team

The Access Steel project teamFrance, Germany, Ireland, Luxembourg, Spain,

Sweden and UKContributors from Czech Republic and Romania


EUROCODESBackground and Applications Access Steel maintenance

Access Steel maintenance and user supportInternet serviceTracking of user queriesMaintenance, upgrades and extensions


EUROCODESBackground and Applications Feedback and usage to date

Usage since launch in June 2006104,000 distinct hosts70% corporate usersTarget 250,000 users

75,000 page requests in November 2007166 countries worldwide (79%)

“The information on Access Steel is nothing short of spectacular”NUCONSteel Commercial Corp.,USA


EUROCODESBackground and Applications Design process: Engineering inputs

Conceptual design: With the architect, developing overall concepts and structural forms

Scheme development: Developing structural schemes to the extent that defines general geometry – grids and approximate element sizes - and, potentially, costs

Detailed design: finalising all sizes and geometry and verifying the adequacy of the overall structure, its stability, and the strength and stability of all elements and connections – to a specific code.


EUROCODESBackground and Applications Design process: Engineering inputs

Conceptual designScheme developmentDetailed design


EUROCODESBackground and Applications Technical resources

DETAILED DESIGN

501471118Worked Examples

24061335690

50301730NCCI

471151417Flow Charts

571912917SCHEME DEVELOPMENT

3614958CONCEPTUAL DESIGN

TotalsFire

Safety Eng.

Residential buildings

Single-storey

buildings

Multi-storey

buildings


EUROCODESBackground and Applications Design process

Conceptual designCase studies

Scheme developmentDetailed design


EUROCODESBackground and Applications Case Studies (35)

Example: Le SequanaDemonstrate European best practiceInspire clientsInspire architects and engineersUseful source of:

IdeasWhat has been done before

• Concepts• Details






Conceptual designScheme development

Type of frameFloor layoutServices strategyChoice of beam type and initial sizeChoice of column type and initial sizeFloor constructionFire strategy

Detailed design


EUROCODESBackground and Applications Choice of frame type

Braced framesimple joints (simple construction)

Un-braced frame


EUROCODESBackground and Applications Initial sizing

Beams,Columns

3

4

5

6

7

8

9

10

11

12

13

14

15

16

2,00 2,50 3,00 3,50 4,00 4,50 5,00Beam spacing B(m)

Bea

m s

pan

L(m

)

IPE 240

IPE 300

IPE 330

IPE 360

IPE 400

IPE 450

IPE 500

IPE 550

IPE 600

IPE 270


EUROCODESBackground and Applications Choice of sections and steel

Classification

Sub-grade for fracture toughness


EUROCODESBackground and Applications Scheme development (58)

Example: Intermediate floors in residential construction

Initial design issuesStructural engineeringNon-structural topics: check lists

What might the building look likeLayoutsInitial sizing






Conceptual designScheme developmentDetailed design ( to the Eurocodes)

Flow chartsNCCIWorked examples both static and

dynamic


EUROCODESBackground and Applications Flow Charts (48)

Example: Fin plate connectionWhere to startWhat to doWhen you have completed the design activity‘Maps’ to linked resources


EUROCODESBackground and Applications NCCI: Initial sizing (7)

Example: Column sizes in multi-storey buildings

Guidance on element and connection sizes for initial selection

Easy, graphical approaches


EUROCODESBackground and Applications NCCI: Completing the Eurocodes (43)

Example: Buckling lengths of columns: rigorous approach

Eurocodes are missing:Essential guidance necessary for design‘Text book’ material


EUROCODESBackground and Applications Static worked examples (52)

Example: End plate beam-to-column-flange simple connection

RealisticCompleteRigorousExcellent introduction to design to the

Eurocodes:Practising engineersUndergraduates


EUROCODESBackground and Applications Interactive Worked examples (11)

Example: Simple column design11 ExamplesNeed to download the parent software, TEDDS

LITECarries out design to the users’ parameters

and prepares calculation sheets


EUROCODESBackground and Applications Key messages

Authoritative Practical CollaborativeFills gaps in Eurocodes

Harmonised

Inclusive InteractiveUser friendly

Fast and easy route to maximisngopportunities from the Eurocodes

CONTENT

SYSTEM



A very rich set of resourcesA major step towards harmonised best

practice in EuropeWide potential beyond EuropeUse it!Its free!

www.access-steel.com

Access Steel in summary


EUROCODESBackground and Applications A Coda on e-learning 1 role of A-S

Material prepared for use by practising engineers - in design practice

Very high pedagogical contentWill automatically be used for ‘informal’ e-

learningCan readily be adapted for formal e-learning

with:– Enhanced explanation, perhaps using existing electronic

resources, e. g. SteelCAL– Formal assessment


EUROCODESBackground and Applications A Coda on e-learning 2

Traditional course market is decliningEmployers want their engineers to be able to

access their training:When they need it – for an immediate business needWhere they want it – at their workplace or at homeHow they want it – at their own pace

Employers will therefore increasingly want their staff to use e-learning

The big difficulty is to replace the interaction with lecturers and fellow students of a traditional course, by:

E-meetingsE-tutorialsEtc


EUROCODESBackground and Applications A Coda on e-learning 3

Leonardo programme is sponsoring a pilot project on e-learning for steel design and construction

It will deliver:– 12 modules – Guidance on best practice for preparation of e-learning content

A simple questionnaire is available to guide the direction of this project

Input is needed, especially from practising engineers

CONCEPTUAL DESIGN AND DETERMINATION OF ACTIONS EFFECTS

FOR SINGLE STOREY BUILDINGS

M. Oppe RWTH Aachen



Conceptual Design and Determination of Action Effects

for Single-Storey Buildings

Dipl.-Ing. Matthias OppeRWTH Aachen



Overview

• Client Guide• Case Studies• Scheme Development• Flow Charts• NCCI• Examples

Overview Client Guide Case Studies Scheme Development Flow Charts NCCI Examples



The client guide presents the benefits that steel construction can provide to the owners and occupiers of single storey buildings.It offers guidance to clients on how to obtain best value from steel construction.

Client Guide

1. Introduction

2. The European market for single story steel buildings

3. Advantages of steel for single storey buildings

4. Achieving value from the whole: Form of contract and choice of suppliers

5. Overall design issues

6. Conclusions




Introduction

Single storey buildings contribute substantially to the built environment of Europe. They accommodate manufacturing, warehousing, transport, sports, retail and leisure activities.

Steel construction can offer the occupants, owners and developers for these wide ranging activities exceptional value, as evidenced by the overwhelming market shares that it achieves in some European countries.

The purpose of this document is to:• Demonstrate the benefit that steel construction can bring to its customers• Highlight the success of steel single storey construction in major national markets• Illustrate the wide range of steel solutions that are available.• Give some guidance on how to obtain best value from the market place.




92%

79%72%

60%

47%42%

38%

27% 24%

15%

95%

0%10%20%30%40%50%

60%70%80%90%

100%

GB NL RO FR NO DE FI SI AU CH IT

Market size and distributionThe European market for steel for single storey industrial buildings comprises approximately 100 million square metres of covered space per annum, with a value of about 6 billion euros.

Factors influencing choice of material

Percentage market shares for steel frames in single storey industrial buildings

• presence of large developers who repeatedly procure single storey buildings • development of supply chain teams of main frame manufacturers, purlin and side rail system suppliers, cladding manufacturers and equipment (e.g. doors) suppliers who work efficiently together in long term relationships.

• wide spread use of forms of contract that suit this form of construction (e.g. Design and Build in the UK).• strong industry infrastructures that support the supply chain, for example by ensuring that design, construction and contractual guidance is readily available and that the regulatory framework is benign for steel


The European marketBrussels, 18-20 February 2008 – Dissemination of information workshop 6



Advantages

• Speed of construction• Flexibility in use• Maintenance• Sustainability• Value for money• Examples

Kingswood Lakeside Business park, Cannock



Achieving value from the whole

In a single storey building, the contributions to the overall value of the superstructure are typically:• Primary frames 35%• Secondary structure, purlins and side rails 15%• Cladding 50%

All three components are clearly important individually. As discussed in more detail below, there are also very significant structural and performance interactions between these three components. All components are supplied by specialists.Whatever form of contract is adopted, it is therefore essential that all significant suppliers have an opportunity to contribute to the development of the design and construction specification, if client value is to be maximised.




Overall Design Issues

• General• Choice of primary frame• Interdependence of frames and envelopes• Energy performance• Air-tightness• Design Coordination• Mainly architecture• Mainly Engineering• Influences on structural design and costs• Sustainable constructions

– Economic considerations– Social aspects– Environmental considerations




Conclusions

For single storey buildings, steel offers:• Cost efficiency in construction• Low maintenance throughout a building’s life• Long spans that can accommodate changes in building occupancy

and activity, thus extending a building’s economic life.• Highly sustainable contributions to Europe’s Built Environment.• Single storey steel buildings are one of the most efficient sectors in

the construction industry, with optimised approaches to the primary frames, secondary structure and cladding from specialist suppliers.

• Single storey steel buildings should be provided in a way that ensures that all the specialist suppliers can make maximum contributions to overall client value.

• Clients should interact with both the design and supply teams toensure best value for their projects.




Gazeley G-Park, Bedford

Astral Court, Baglan




Campushalle, Flensburg

Logistikzentrum, Stuttgart




Case Studies

Access Steel highlights the benefits of steel as the primary construction material through detailed short case studies of successful buildings

• New Air Cargo Hub for DHLat Nottingham East Midlands Airport, UK

• ELUZ Building in Croissy-Beaubourg, France• Airforge building, Pamiers, France




New Air Cargo Hub for DHL

• 40 000 m² warehouse and truck canopy • 9 000 m² office spans on 3 floors• 30 truck bays and parking for 90 trucks• 620 car parking spaces for staff and visitors• 6 000 m² ramp equipment parking• New, 165 000 m² apron providing 18 aircraft stands• On-site refuelling for DHL trucks• New roundabout to service the Hub• Realignment of the A453• New internal access roads• 2 new balancing reservoirs with full pollution control system (holding 70 000 m³ of water)

New Air Cargo Hub for DHL(45 million euro warehouse and office complex)




ELUZ Building

• Construction of a single storey building covering a 7000 m² area without any internal column, in order to set up racks to store the products that the ELUZ company sells.

• Span of the main frames : 84 meters • Height of the building at the top of the roof : 15 meters

General view of the structure during erection

Tension elements




Airforge Building

• 10 500 m² of industrial building carrying cranes with a capacity up to 140 t• 5 halls of various spans: 16 m, 23 m, 22 m and 2 × 23 m• The total length of the building is 98 m and the main hall is 22 m high• 1365 tons of structural steelwork completed in 8 months

Typical heavy industrial building,with a height of 22 m and spans of up to 23 m.




Scheme Development

15 documents

• Overview of structural system and form and function of mainframes• Conceptual design (roofs, walls etc.)• Form and function of purlins and side rails• Conceptual design of portal frames from fabricated sections• Conceptual design of truss and column solutions• Eaves details / Apex (ridge) details• Valley details for multiple bay roofs• Overview of fire• Movement joints / Expansion joints• Corrosion

Concise information on proposal development guides the architect and engineer through all the decisions that have to be made to develop a best practice design




Overview of structural systems

This document describes the range of structural systems that are commonly used for long span single storey buildings. The descriptions include the main structural frames, secondary systems such a bracing and the purlinsand rails to support the cladding.

1. Overview of applications for single storey buildings

2. Basics for design

3. Typical structural frame solutions

4. Connections

5. Acknowledgement




Overview of applications

• wide range of buildings, from small homes to the largest covered spaces, such as exhibition halls and stadia.

• Large buildings will use multi-span structures and may, on occasion, cover 100 000 m².

• origin of building form in industrial building and this description is still often applied but it is misleading

• uses are many and varied with considerable usage by the general public.• Typical end uses

- retail,- distribution centres, - call centres, - leisure facilities- indoor sports facilities.

• greater focus on the envelope in terms of aesthetics, insulation, airtightness etc. • title of industrial buildings has therefore been replaced by the broader term,

single storey buildings.

While there has been considerable change in the appearance the basic structural forms have changed little other than to evolve in the details needed to support more varied cladding forms as described in later sections.




Basics for design

1. Steel roof cladding2. Primary steel frame3. Side rails4. Purlins5. Wall cladding

Typical single storey building

Overview of components




Layout with braced gable frames

Layout with portalised gable frames

1 Gable bracing2 Roof bracing3 Longitudinal bracing

1 Portalised end frame

Moment frame for stabilization in longitudinal direction

Structural principles for frames

Basics for design




Typical structural frame solutions

Portal Frames






Portal Frames




Valley beam details for “hit” and “miss” frame

Innovative moment-resisting connections in an industrial building

Installation process for modern portal frames

Typical structural frame solutionsBrussels, 18-20 February 2008 – Dissemination of information workshop 24


Possible solutions for purlin to rafter connections

Typical purlin/rail solutionsSecondary members





Connections




Flow Charts

Each design activity is described separately by a flow chart:• Plastic analysis of a portal frame• Evaluation of wind loads• Global analysis and overall cross-section checks• Global analysis (elastic) of class 2,3 or 4 sections• Verifying out of plane stability• Elastic design, uniform sections (rafter or column)• Design of eaves / apex connections• Design of fixed / pinned base connections• Design model for welded joints in trusses using structural hollow

sections• Design of compression chord splices• Purlin / side rail design


21 documents



This flowchart illustrates the process of plastic analysis for portal frames. The output of the analysis is the design forces and moments in members and connections.

SN001

Vertical loads and horizontal

reactions

Determine sensitivity to sway -calculate cr

Calculate initial sway imperfection

EN 1993-1-1 §5.3.2(3)

No

EN 1993-1-1 §5.3.2(4)B

cr

Evaluate design value of axial force in each column

NEd for each column

Add the equivalent horizontal forces NEd at top of each

column to the applied loading

EN 1993-1-1 §5.3.2(7)

Start

HEd 0,15 VEd

NEd can be evaluated from the “simply supported” area

for the purpose of determining NEd

Yes

Are cross section requirements met?

Material and cross section

properties

EN 1993-1-1 §5.6

Yes

Requirements applicable to hinge positions should be met at the anticipated positions. Confirm

later that actual positions are as anticipated.

No

End

SN033

(For frames outside limits of Notes 1 & 2 to

Carry out elastic analysis SF020

Flow Charts – Plastic Analysis




cr 15

SN001

Yes

Determine sensitivity to sway -calculate cr

cr

Perform First Order Plastic Global Analysis

Proceed to verification of elements (beams columns & connections). Members in

compression should be checked taking the buckling length not higher than the

system length.

Second-orderin the analysis

modelDesign forces for

elements and locations of hinges

EN 1993-1-1 §5.2.1 No

Stop

Calculate MN,Rd for elements

Values of MN,Rdused in the analysis

OK?

Yes

Recalculate MN,Rdfor elements. No

Second-order by amplified loads

EN 1993-1-1§6.2.9(2), (4), (5)

SN033

(For frames outside limits of Notes 1 & 2 to EN1993-1-1 §5.2.1(4)

Can start with MN,Rd = Mpl,Rd

EN 1993-1-1§6.2.10

If the axial forces are greater than assumed when MN,Rd calculated,

recalculate

A

BDetermine member design forces for sway frames

Design forces for elements and

locations of hinges





Determine member design forces for sway frames

cr 3

Select method of allowing for sway effects

Second-order byamplified loads

Second order analysis can be used for any magnitude

of sway parameter cr.However, the amplification of actions allows first-order

analysis to be used if second-order elastic-plastic

software is not available

Calculate horizontal forcesequivalent to initial bow

imperfections

Equivalenthorizontal forces

(bow)

Check each column and introduceequivalent horizontal forces where

condition is fulfilled, excluding those with hinges at both ends.

EN 1993-1-1 §5.3.2(6) y Ed0,5 Af N

Yes

Start

EN 1993-1-1 §5.3.2(3)+(7)

Add the equivalent horizontal forces (bow) to the existing

loading

The equivalent forces representing sway imperfections were added into the loading in

the preceding page

No

No

This check determines whetherlocal bow imperfections have to

be considered


Flow Charts – Plastic AnalysisBrussels, 18-20 February 2008 – Dissemination of information workshop 30


Design forces for members &

connections, and locations of hinges

Perform second order elastic-plastic global analysis

cr 3

Yes

Select method of allowing for sway effects

Second-order byamplified loads

Second-order byanalysis model

Second order analysis can be used for any magnitude

of sway parameter cr.However, the amplification of actions allows first-order

analysis to be used if second-order elastic-plastic

software is not available

Return to B

SN033

Geometry OK for use of amplified

loads method?

Yes

Return to A

No

No

EN 1993-1-1§6.2.9

Allow for second order effects by amplifying all

actions on structure

Ensure that values of MN,Rdare appropriate to the axial

forces in the members

EN 1993-1-1§6.2.10





Flow Charts – Element elastic design

Start

Classifycross-section

Class 4Section?

Check if element subjected

to shear and

EN 1993-1-1 §6.2.2.5

EN 1993-1-5 §5.3

EN 1993-1-1 §5.5

Determine effective cross-section

properties

NOTE: may conservatively be taken equal to 1,0

Determine shear buckling resistance

for webs

No

Yes

No

72w

w

th

Yes

Elastic design action effects

NEd, VEd, My,Ed, Mz,Ed

Element dimensions and

material properties


This flow chart presents the design procedure for uniform sections (rafter or column) in portal frames.



Stop

Check if element subjected

to shear and

MRd MEdVRd VEdNRd NEd

?

EN 1993-1-5 §5.3

EN 1993-1-1 §6.2

Redetermine length between lateral or torsional restraints

NOTE: may conservatively be taken equal to 1,0

Determine shear buckling resistance

for webs

EN 1993-1-1 §6.3.3 (4)

NOTE: Take interaction criteria into account

No

No

Yes

No

Yes

72w

w

th

Yes

Determinedesign resistances of

cross-section

MRd, VRd,NRd

EN 1993-1-1 §6.2

Revise element size and reanalyze frame

Revise element size and reanalyze frame

Determine buckling resistance of cross-

section

Bucklingresistance

OK?





LT

Start

EN 1993-1-1 §6.3.1.2

Determine non-dimensional

slenderness for flexural buckling for both axis

EN 1993-1-1 §6.3.1.2

EN 1993-1-1 §6.3.1.2 (4)

Determine reduction factor y, z

Determine non-dimensional

slenderness for lateral torsional buckling

EN 1993-1-1 §6.3.2.2 (1)

y( Z) =1,0

y, z

zy ;

No

Yes

Determine whether §6.3.2.2 or §6.3.2.3

applies

Use §6.3.2.2 for the “general case“ or §6.3.2.3 for “rolled sections or

equivalent welded sections“

or2,0)( zy

04,0cr

Ed

NN


Flow Charts – Element elastic designBrussels, 18-20 February 2008 – Dissemination of information workshop 34


4,0LT

2,0LT





StartMember data and joint type

Determine arrangement of members at joint (select value of overlap or gap)

Geometry of the joint, including eccentricity e,

overlap O or gap g

SN040

EN1993-1-8§7.1.2

EN1993-1-8§5.1.5(3)

A

Internal forces in the joint

Joint detailswithin field of application?

No

Yes

Modify arrangement of members

Calculate the moments due to joint stiffness

No

Moments due to jointstiffness?

Yes

EN1993-1-8§5.1.5(4)

Calculate the moments due to transverse loading

Moments due to transverse

loading?Yes

No


This flow chart outlines the verification procedure for welded, uniplanar unreinforced joints in trusses using structural hollow section alone or in combination with open sections

Flow Chart – Design model for welded jointsBrussels, 18-20 February 2008 – Dissemination of information workshop 36


From Page 1

Calculate axial joint resistance

SN040Section 5

Design from first principles

Joint geometry within range?

Yes

No Yes

No

To AChangegeometry?

Moments on joint?

No

Yes Page 3


Flow Chart – Design model for welded joints



End

Calculate axial joint resistance

SN040Section 5

Ni,Ed < Ni,Rd ?

Ni,Rd

Determine the weld details and throat thickness

NO Yes

Revise structural geometry SN040

Section 4

Reanalyse

SN040Section 6


Flow Chart – Design model for welded jointsBrussels, 18-20 February 2008 – Dissemination of information workshop 38


Interactionformula OK?

Ni,Rd Mip,i,Rd Mop,i,Rd

From Page 2

SN040Section 5

Calculate, for the joint,axial resistance,

in-plane moment resistance and out-of-plane moment resistance

SN040Section 5

Yes

End

Determine the weld details and throat thickness

SN040Section 6

No Revise structural geometry

Reanalyse


Flow Chart – Design model for welded joints



Non-contradictory, complementary information (NCCI) is presented that addresses all the information that the Eurocodes do not cover that is essential for design

NCCI

• Analytical models for trusses• Design of asymmetric members under M&N• Foundation stiffness for global analysis• Practical analytical models for portal frames• Design model for eaves / apex connections• Design model for fixed / pinned base connections• Deflection limits for single storey buildings• Simple methods for second order effects• Classification tables for rolled profiles• General method for out of plane buckling• Benefits of cladding• Effective lengths of columns


19 documentsBrussels, 18-20 February 2008 – Dissemination of information workshop 40


This NCCI provides recommendations and guidelines for horizontal and vertical deflection for single storey buildings.


Deflection limits for single storey buildings




Deflection limits for single storey buildingsBrussels, 18-20 February 2008 – Dissemination of information workshop 42























Examples

• Determination of loads on building envelope• Plastic design of single bay portal frame – class 1 rolled sections• Plastic design of single bay portal frame – class 2&3 rolled sections • Elastic design of a portal frame – class 4 sections• Truss and post single bay, low pitch roof• Portal frame eaves connection – end plate and haunch• Portal frame pinned base connection• Truss/post end connection• Bracing/wind frame connections• Rolled section purlin• Design of gable wind posts


11 documents

STRUCTURAL DETAILING AND CONNECTIONS FOR SINGLE STOREY

BUILDINGS

P. Le Chaffotec & A. Bureau CTICM

CONCEPTUAL DESIGN AND DESIGN EXAMPLES FOR MULTI-STOREY BUILDINGS

C. Müller

RWTH Aachen



Conceptual design and design examples for multi-storey

buildings

Dr.-Ing. Christian MüllerDipl.-Ing. Matthias Oppe

RWTH Aachen



Overview

• Client Guide

• Case Studies

• Scheme Development

• Flow Charts

• NCCI

• Examples




Client briefing: guides, case studies and concept designs demonstrate the value that steel offers for economic, fast, adaptable, safe, construction

Client Guide

1. IntroductionCommercial buildings, such as offices, shops and mixed residential-commercial buildings,account for 20% of construction output in the EU, representing over 20 million square metres of floor space per year. The commercial sector demands buildings that are rapid to construct, of high quality, flexible and adaptable in application, and energy efficient in use.

Steel and composite construction has achieved over 60% market share in this sector in some countries of Europe where the benefits of long spans, speed of construction, improved qualityand reduced environmental impact have been recognised.

A wide range of steel technologies may be used in commercial buildings. Specific technologies are chosen to match client requirements. Many long span steel solutions provide service integrationwithin their depth, which saves on building height. Cellular beams combine an efficient manufacturing process with opportunities for service integration. Integrated beams minimise the floor zone while allowing services uninterrupted access below the floor soffit.




Client Guide

2. Maximum Value from Steel Construction

• Speed of Construction• Flexibility and adaptability• Service integration• Reduced disruption to the locality• Quality• Safer Construction• Environmental Benefits




Client Guide

3. Construction Systems and their Ranges of Application

Composite construction using steel decking

Span range 6 to 15 mStructure depth 400 to 800 mm

Cellular beams in composite construction


Fabricated or rolled beams with large web openings





Steel beams supporting precast concrete slabs


Integrated beams with deep decking


Integrated beams supporting precast concrete slabs



Client Guide



Client Guide

4. Specific Technologies for Commercial Buildings

Commercial buildings require a range of specific technologies that have been developed to meet client needs:Service Integration:

Cellular beams with regular openings for services




Fabricated beams with variety of shapes of openings

Service integration in integrated beams


Client Guide



Fire Resistance

Tubular columns exposed for fire resistance


Client Guide



Energy Efficiency

Energy efficient design at GLA building, London

Double façade in the Kone Building, Finland


Client Guide



Light steel infill walls used in steel framed buildings

Cladding and infill walls

• large variety of cladding systems: traditional brickwork, curtain walling and glazing

• Light steel infill walls as sub-structure to all types of facades• Double skin glazed façades to reduce solar gain


Client Guide



Access Steel highlights the benefits of steel as the primary construction material through detailed short case studies of successful buildings

• Le Sequana, Paris• Kista Science Tower, Stockholm • Place d'lena, Paris• Office Building, Palestra, London• Luxembourg Chamber of Commerce's • ING Headquarters, Amsterdam• Sheraton Hotel, Bilbao

Case Studies




• 25,000 m² of exceptional quality office accommodation in the heart of the new commercial centre, Ville de Paris

• Column free spaces of 18 m x 36 m overlooking the Seine• 33% pre-let from plan, prior to the commencement of construction• Fully air conditioned with individual control for every 12m²• Construction completed in 22 months to programme and budget, including the erection of 2000

tonnes of structural steelwork in 12 weeks

Le Sequana – artist’s impression

near completation

Le Sequana, Paris




Kista Science Tower, Stockholm

Kista Science Tower:42000 m2 of high quality office space in six buildings, 158 meters tall with 32 storeys. Long span steel trusses create open space overlooking northern Stockholm.




Place d´Ilena, Paris

Demolition stage of the original concrete frame

• Refurbishment of a building constructed in the 1960’s to create large open spaces for a high quality office building in one of the most prestigious districts in Paris

• The project involved preservation of the existing façades of the building, which imposed a constraint on the method of building

• Creation of office open spaces of 1200 m² without intermediate columns• Floor span of up to 14 m• Service integration in cellular beams achieves minimum floor zone• Construction completed in 22 months

Completed building showing the new façade




Office Building Palestra, London

During construction, showing steelframework and fully glazed facade

• 12 storey building of 31,5 to 36 m width and 90 m length with a 9 m projection of the upper 4 floors

• Pairs of cellular beams were placed either side of the 4 inclined tubular columns. The cellular beams were designed as continuous over a span of 15 m in order to reduce their depth

• The floor-floor zone is a minimum of 3,65 m and the structure and services zone is only 850 mm. The cellular beams permit passage of 400 mm diameter circular service ducts

• Fully glazed façade, which was directly attached to the composite slab

• The inclined tubular columns and shear connections were designed for an eccentric load transfer which carried bending in the columns. The columns used innovative double circular hollow sections filled with cement grout to achieve 120 minutes fire resistance

• Erection of the 3500 tonnes of steelwork in only 10 months




Luxembourg Chamber of Commerce´s

• 20 000 m2 of new 5 storey office space, a conference centre of 8 000 m² and 650 underground car parking spaces on 4 below ground levels.

• Full double-glazed ventilated façade with shading with serigraphed glass shields.• Water-cooled composite slab using sinusoidal stainless steel façade, which acted as framework to the

concrete slab of 300 mm depth. No temporary propping was required.• Integrated IFB beams with under-tied hollow sections to create a span of 12,5 m, which is 30% larger

than is possible with integrated beams. These beams are exposed usually.• Fire engineering, using natural fire approach, led to a fully unprotected steel structure.• These operating conditions for the water-cooled slab are:

Summer-night-time; Summer-day-time and winter.Heating and cooling is provided

• Diaphragm action of composite slab and stability through the lift shaft.

Chamber of Commerce´s




• 9 storey steel structure of 20 000 m2 floor area supported on inclined columns.• The 'nose' of the building provides an auditorium and cantilevers 26 m from the adjoining

structure.• A shallow construction depth of 310 mm was achieved using Slimdek for a structural grid of

approximately 7 m. Slimdek consists of asymmetric steel beams (ASB) support a deep composite slab.

• The inclined columns support the entire weight of the building and provide overall stability. They are designed as composite sections.

ING Headquaters, Amsterdam




• The space between the inclined legs provides access to the building and to the below-ground car parking.

• A double skin glass façade was used to control 'solar gain' and regulate internal temperatures.• Minimum ground works were required by concentrating loads at discrete points.• A fire resistance of 90 minutes was satisfied by a fire engineering analysis.• Slimdek minimised the visual impact of the structure, which was important for the architectural

concept.• Steelwork was supplied by a consortium of 3 fabricators. Erection of the 1 000 tonnes of steelwork

took only 28 weeks.

Composite floor slab in the auditorium area showing service penetrations

ING Headquaters, Amsterdam




Sheraton Hotel, Bilbao

• 20 000 m² multi-storey luxury hotel in Bilbao: 11 above-ground storeys of 13 000 m² floor area: and 4 below ground floors of 7 000 m² floor area.

• 211 rooms: one presidential suite, 20 suites and 190 double rooms.• 1 100 tonnes of structural steelwork were used in the form of I and H sections, tubes and plates.• Only 7 months for the erection of the steel structure.• The Sheraton hotel has a high level of building services comprising:

• Full air conditioning system in all rooms and in common areas, and radiant flooring in the atrium.• Architectural design for optimised energy requirements, such as natural cooling, solar gains or natural

daylight.• Emergency electric power plant for essential facilities, such as the fire protection, safety and

UPS-supported computer network installations.• Optical fibre voice and data networks to all rooms.• Fire detection and extinguishing network, backed up by a computerized

management system that enables the fire to be located immediately.• Advanced Smoke Control systems and safe means of egress in fire.




Scheme Development

16 documents

• Form and function• Key information• Location and its influence on the design of MSB• Service strategies – Overview• Service buildings• Sustainability – Overview• Sustainability factors• Fire Safety• Structural System• Composite Slabs, Web Openings etc.• Vertical Structure

Concise information on proposal development guides the architect and engineer through all the decisions that have to be made to develop a best practice design




Coordination of structural and architectural design for multi-storey buildings with steel frames

Scheme Development

• Floor Grids

• Influence of Building Height

• Horizontal Coordination

• Vertical Coordination: Floor-to-Floor Heights

• Vertical Coordination: Structural Zone

• Vertical Coordination: Service Zones

• Horizontal Structural Options

• Span Range of Structural Systems

• Benefits of Long Span Construction

• Approximate Steel Quantities




Floor Grids

Scheme Development

Column grid for a naturally ventilated office

Column grid for long span floor in a prestige air-conditioned office

Influenced by:

• Planning Grid

• Column Spacing

• Use of internal space

• Requirements of Building Service Integration




Building Height

Scheme Development

The building height has a strong influence on the:

• Structural system that is adopted.• Foundation system.• Fire resistance requirements and means of escape.• Access (by lifts) and circulation space.• Cladding system.• Speed of construction and site productivity.

The structural system is primarily influenced by the means of stabilizing the building. For buildings up to 8 storeys high, vertical bracing is preferred, but for taller buildings, strategically placed concrete or braced steel coresare usually adopted. For ultra-tall buildings, many types of external bracing systems have been used. These are outside the scope of this information.Sizes of lifts and their speed of movement also become important considerations for tall buildings. Depending on the Regulations for fire safety in the particular country, the use of sprinklers may be required or buildings of more than 8 storeys.




Horizontal coordination / Position of cores

Scheme Development

Positioning of cores is influenced by:

• Horizontal distribution systems for mechanical services.

• Fire rating requirements, which may lead to shortened evacuation routes, and to reduced compartment sizes.

• The need to distribute the structural stabilizing systems more-or-less symmetrically throughout the building plan.

Beam layout around a concrete core




Vertical coordination / Floor-to-Floor Heights

3,5 – 3,9 mRenovation project

3,5 – 4,0 mSpeculative office

3,8 – 4,2 mPrestige office

Span/depth ratio 25Slim floor or integrated beams

Span/depth ratio 20Fabricated primary beams

Span/depth ratio 25Cellular beams

Span/depth ratio 25Composite beams

Scheme Development

Vertical coordination / Structural Zone

120 to 250 mmCeiling and lighting

400 to 500 mmAir-conditioning units

150 to 200 mmRaised access floorVertical coordination / Service Zones




Horizontal Structural Options

Spans of 5 to 9 mSlim floor or integrated beams

Spans of 8 to 18 mCellular or fabricated beams (with composite slabs)

Spans of 6 to 12 mPartially encased composite beams

Spans of 6 to 9 mNon-composite beams (with precast planks)

Spans of 6 to 13 mComposite beams (with composite slabs)

Scheme Development

Forms of construction used in floors

1. Composite beam2. Partially encased beam3. Integrated beam4. Slim floor beam





Scheme Development

Typical long span secondary beams





Scheme Development

Typical long span primary beams and shorter span secondary beams





Scheme Development

Integrated beams or slim floor




Span Range of various structural systems

Scheme Development




Benefits of Long Span Construction

Scheme Development

• Internal columns are eliminated, leading to more flexible and efficient use of internal space.

• Services can be integrated within the depth of the structure, and so the floor-to-floor depth is not increased.

• Fewer components are required (typically 30% fewer beams) leading to reduced construction and installation time.

• Fire protection costs can be reduced due to the massivity of the longer span members.

• For cellular beams, multiple circular ducts for services are cheaper than rectangular ducts.

• Steelwork costs are not increased significantly, despite the longer spans.

• Overall building costs are increased by a negligible amount (less than 1%).

Long span beams have gained in popularity in the commercial building sector because they offer the following benefits in design and construction:




Approximate Steel Quantities

70–858–1020–2540–5020 storey building with a braced steel core

55–651–210–1340–5020 storey building with a concrete core

50–603–512–1535–408–10 storey building with long spans

40–503–512–1525–306–8 storey building of rectangular form

35–402–38–1025–303 or 4 storey building of rectangular form

TotalBracingColumnsBeams

Approximate steel quantities (kg/m2 floor area)

Form of Building

Scheme Development




Flow Charts

21 documents

• Evaluation of wind loads• Governing load combinations• Frame Analysis• Choosing a steel sub-grade• Column design• Non composite beams / Composite Beams• Design of vertical bracings• Simple Connections• Secondary beam design

Each design activity is described separately by a flow chart:




Flow Charts

21 documents

• Evaluation of wind loads• Governing load combinations• Frame Analysis• Choosing a steel sub-grade• Column design• Non composite beams / Composite Beams• Design of vertical bracings• Simple Connections• Secondary beam design

Each design activity is described separately by a flow chart:




Flow Charts


Ch

oo

sin

g a

ste

el s

ub

gra

de



Flow Charts


Ch

oo

sin

g a

ste

el s

ub

gra

de



Flow Charts


Co

lum

n d

esig

nBrussels, 18-20 February 2008 – Dissemination of information workshop 39


Flow Charts


Co

lum

n d

esig

n



Flow Charts


Co

lum

n d

esig

n



Flow Charts


Co

lum

n d

esig

n



Flow Charts


Co

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n d

esig

n –

Det

erm

inat

ion

of

inte

ract

ion

cr

iter

ia f

or

bo

th a

xes



Flow Charts


Co

lum

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esig

n –

Det

erm

inat

ion

of

inte

ract

ion

cr

iter

ia f

or

bo

th a

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Non-contradictory, complementary information (NCCI) is presented that addresses all the information that the Eurocodes do not cover that is essential for design, e.g.:

NCCI

34 documents

• Calculation of crit• Vertical and horizontal deflection limits• Effective lengths of columns• Torsional Buckling (calculation of Ncr,T and Mcr,T)• Design Rules for Web Openings in Beams• Torsion (Section Properties and stresses)• Vibrations• Sizing Guidance• Horizontal and vertical Bracings• Design Model for simple Column Splices• Choice of Method for Frame Analysis• Simplified Bracing Systems




Non-contradictory, complementary information (NCCI) is presented that addresses all the information that the Eurocodes do not cover that is essential for design

NCCI

34 documents

• Calculation of crit• Vertical and horizontal deflection limits• Effective lengths of columns• Torsional Buckling (calculation of Ncr,T and Mcr,T)• Design Rules for Web Openings in Beams• Torsion (Section Properties and stresses)• Vibrations• Sizing Guidance• Horizontal and vertical Bracings• Design Model for simple Column Splices• Choice of Method for Frame Analysis• Simplified Bracing Systems




NCCI

Calculation of crThis NCCI sets out the basis for the calculation of

cr, the parameter that measures the stability of the frame.





Calculation of cr



Calculation of cr





Calculation of cr



NCCI

Effective lengths of columnsThis NCCI gives information concerning the calculation of the buckling length for columns, to be used for the buckling verification (slenderness approach). Simple aids (e.g. tables,diagrams) are presented.




Effectivelengths of columns












Effectivelengthsofcolumns








Effective lengths of columns




Examples

13 documents

• Calculation of crit• Choosing a steel sub-grade• Simply supported secondary composite beams• Simply supported primary composite beams• Simply supported beam with lateral restraint at load• Pinned column with intermediate restraint• Sway stability• Tying and avoidance of disproportionate collapse• Beam to beam fin plate connection• Beam to column end plate connection• Column splice (Non-Bearing / Bearing)• Column base, axially loaded




Examples

13 documents

• Calculation of crit• Choosing a steel sub-grade• Simply supported secondary composite beams• Simply supported primary composite beams• Simply supported beam with lateral restraint at load• Pinned column with intermediate restraint• Sway stability• Tying and avoidance of disproportionate collapse• Beam to beam fin plate connection• Beam to column end plate connection• Column splice (Non-Bearing / Bearing)• Column base, axially loaded




Choosing a steel sub-grade
























Buckling resistance




Buckling resistance




Buckling resistance




Buckling resistance




Conceptual design and design examples for multi-storey

buildings

Dr.-Ing. Christian MüllerDipl.-Ing. Matthias Oppe

RWTH Aachen

COST-EFFECTIVE FIRE PERFORMANCE

L. Cajot ArcelorMittal Esch

Cost-effective fire performanceLouis-Guy CajotArcelorMittalResearch & DevelopmentStructural Long Products Esch/Alzette GD Luxemburg

February,19th 2008

16-01-2008 FRACOF - Jan 2008 1

Cost-effective fire performance

High potential of steel in multi-storey buildings

Weak knowledge from engineers and architects of the actual performances of the steel in case of fire, still mainly assessed through knowledge from fire test on single element.Fire Safety Engineering not yet fully considered

One of the reasons explaining the differences: Fire Safety Approach.The present low market share in continental Europe is more particularly due to :

Market share / Multi-storey buildings

0

10

20

30

40

50

60

70

80

UK SE NL FI FR BE-LU DE ES

%

Potential

16-01-2008 FRACOF - Jan 2008 2

Classical approach amongst “structural fire safety engineering”methods - Eurocodes 1, 3 and 4

standard fire natural fire

classification fire safety eng.

fire safety eng. fire safety eng.

Prescriptive Performance based

16-01-2008 FRACOF - Jan 2008 3

Time [min]0

200

400

600

800

1000

1200

0 30 60

[ C]

90 120 180

* does not consider the PRE-FLASHOVER phase* does not depend on FIRE LOAD and VENTILATION

CONDITIONS

ISO ISOISO

ISO ISO

ISO

ISO

ISO

The ISO curve* has to be considered in the WHOLE compartment, even if

the compartment is huge

* never goes DOWN

Classical approach based on ISO-834 heating curve

16-01-2008 FRACOF - Jan 2008 4

Unprotected steel structures for fire resistance 30minutesR30 unprotected steel structures (Overdesign [S355,S460] ; benefit of the connections)

Classical approach - Quick use of the Eurocodes

16-01-2008 FRACOF - Jan 2008 5

Steel protection for fire resistance > 30minutes

Additionnal cost of the protection > 40% of the finished steel cost

0

200

400

600

800

1000

0 30 60 90 120time [min]

tem

pera

ture

[C

]

15’ 30’ 60’ ISO-curveHE180BHD400x382HE320A 15mm Isolant projeté

Classical approach based on ISO-834 heating curve

The protection must be optimized and applied where it is really needed.

16-01-2008 FRACOF - Jan 2008 6





The performance based “structural fire safety engineering” approachaccording to Eurocodes 1, 3 et 4

Fire Safety Engineering = Global Structural Behavior + Fire Development

16-01-2008 FRACOF - Jan 2008 7

Fire Engineering approach

Scientific analysis based on :Fire scenarioPhysical parameters influencing the fire development (fireload, ventilation, active fire fighting measures, …)

Standard curve

More controlled safety and more efficient solutions because better targeted

Temperature

Cooling ….

ISO834 standard fire curve

Ignition - Smouldering

Pre- FlashoverPre- Flashover

Heating

Post- Flashover1000-1200°C

Post- Flashover1000-1200°C

Natural fire curve

Time

FlashoverFlashover

16-01-2008 FRACOF - Jan 2008 8


Fire safety concept evaluation based on natural fire.Required data for the fire development calculation methods (fire load [MJ/m²], fire spread, rate of heat release [kW/m²]).Definition of model scenario for usual buildings (offices, schools, shops,…).Take into account of the active fire fighting measures (sprinkler, smoke exhaust system,…). Air temperature field calculation method in case of fire.Steel temperature calculation method.Simulation of the behaviour of the structure submitted to the different fire scenarii and to the staticloads.

European research in the field of the fire engineering achieved between 1994 2006 allows to finalize the following technical developments :

Building systems and technical solutions to guarantee that the structure survive the considered scenarii.

16-01-2008 FRACOF - Jan 2008 9

Existing regulations and standards based on standard fire.Habits and a priori in the minds of the professionals of construction.Different regulations depending on the countries and even on the regions.Low expertise of engineers, architects and authorities in that domain.Lack of training in that domain.No userfriendly calculation tools.

The implementation of the research results met

solved by :The natural fire was introduced in the Eurocodes, particularly Eurocode 1 - Fire Part.The fire engineering has been dealt with in decree and regulations in different europeancountries .Userfriendly calculation tools were developed (Ozone), and put on the site www.arcelor.com/sectionsTrainings were, and are organized (DIFISEK).A network of competent and qualified engineering offices in the field of fire engineering wasdeveloped (SECURE with STEEL).

the following difficulties :


16-01-2008 FRACOF - Jan 2008 10

OzoneNatural Fire calculation according to EC1 Fire Part

16-01-2008 FRACOF - Jan 2008 11

Hot

Cold

OzoneNatural Fire calculation according to EC1 Fire Part

16-01-2008 FRACOF - Jan 2008 12

DIssemination of FIre Safety Engineering KnowledgeDIFISEK (2006) et DIFISEK+(2008)

Available tools for further dissemination

• All Presentations and Syllabus in PDF - WP1 to WP5 (17 languages)• Database for Fire Design Software (UK)

Treated topics

Part 1: Thermal & Mechanical ActionsPart 2: Thermal ResponsePart 3: Mechanical Response of

Structures in Fire Part 4: Software for Fire DesignPart 5-1: Worked Examples Part 5-2: Illustration of Completed Projects

http://www.arcelormittal.com/sections/DIFISEK/DIFISEK_welcome.html

SEMINARSDIFISEKDIFISEK+

AustriaBelgiumCzech-RepublicEstoniaFranceGermanyGreeceHungaryItaly (Rome)LithuaniaPolandPortugalRomaniaSloveniaSpainSwedenUnited-Kingdom

16-01-2008 FRACOF - Jan 2008 13

ARUP, Fire University of Edinburgh (United Kingdom)DGMR, Hamerlinck Advies bureau, Cauberg-Huygens (The Netherlands)Swedish National Testing & Research Institute (Sweden)Schmitt Schtumpf Fruhauf & Partner, Universität of Hannover (Germany)Greisch, Technum, Steel Information Centre, University of Liège (Belgium)Bernard Ingenieure (Austria)Keonn (Poland)Studio di Ingegneria delle Strutture (Italy)CTU Prague (Czech Republic)MP Ingénieurs ETH Zürich (Switzerland)NB35, LABEIN (Spain)Tal Projecto, Lda GIPAC, Lda University of Aveiro (Portugal)Schroeder & Associés (Luxembourg)Arches-Etudes, E2C Atlantique, Terrell International (France)

SECURE with STEEL in Europe25 European engineering offices specialized in

Fire Engineering assisted by 9 universities and/or research centers

Medical Centre - Eich ; G-D Luxembourg

’Fire Safety Engineering’ application to buildingsin G-D of Luxembourg

16-01-2008 FRACOF - Jan 2008 14

ACCESS STEELCHOICE OF FIRE ENGINEERING STRATEGY

REFINE SEARCH

16-01-2008 FRACOF - Jan 2008 15

The “structural fire safety engineering” approachEurocodes 1, 3 et 4





16-01-2008 FRACOF - Jan 2008 16

Test in Cardington (UK)

16-01-2008 FRACOF - Jan 2008 17

Test in Cardington (UK)

• Maximum steel temperature about 1150 C

• Fire calculation by element provides a failure at 680 C

• Why did the structure survive ?

16-01-2008 FRACOF - Jan 2008 18

Test on single elements

Existing design methods assume isolated memberswill perform in a similar way in actual buildings

Fire compartment

Column Beam

Protected beams

Floor

16-01-2008 FRACOF - Jan 2008 19

Flexuralbehaviour

Membraneeffect

• In a building, catenary behaviour of the steel beam acting compositely with the concrete slab.

• Higher is the deflection, higher is the membrane effect.

Real behaviour in a building

Membrane effect

16-01-2008 FRACOF - Jan 2008 20

Fire resistance of secondary beams calculated as single elements

EC4 Fire partCritical temperature = 608 CFire resistance = 16’

Fire resistance = 20’SAFIR Simulation

Membrane effect highlighted by the ISO fire test of today

Unprotected secondary composite beams (IPE300)

IPE360

Protected main composite beams

Compositeslab

8,7m

6,7m

f f

Flèche en fonction du temps

-1.2

-1

-0.8

-0.6

-0.4

-0.2

00 20 40 60 80 100 120

Temps (min)

Dépl

acem

ent (

m)

Isostatique

Bridage horizontal aux appuis

65h

Pas de bridage horizontal

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T Mobile HeadquartersHatfield Hertfordshire

Buildingsreferences

School in Turkey

Fire Safety Concept:Protected main beams, unprotected secondary beams

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The “structural fire safety engineering” approachEurocodes 1, 3 et 4





FRACOF

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Test on the whole floorincluding connections

R 30R = ?

FRACOF Design

Unprotected ElementR(single element) < 30

Protected Element

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Example of Design Table

Span 1 = 9m ; Span 2 = 7m ; R120

Span 1

Spa

n2

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FRACOF - Fire Resistance Assessmentof partially Composite Floor

ObjectiveThat project will be a milestone in the strategy to develop the fire engineering. It will enable any engineers to use partially unprotected steel structure by using design tables/software approved by the Authorities.

There are three main deliverables for this project :- Background Technical Report- Design Guide- Design Software

1. Background Technical ReportTo provide in-depth information on the development and verification of the design method.

2. Design GuideThe design guide will consist of approximately 50 pages and will be based on the existing publication ‘Fire Safe Design: A new approach to multi-storey steel-framed buildings’. The design guide will present the principles of the design process using this method.

3. Design SoftwareThe design software will be made available free of charge and will be distributed via the Steel Alliance website.

Deliverables

Economic fire design of steel beams in composite floor

Through Steel Alliance + IPO’s in Spain, Germany, Belgium, Italy, Luxembourg and the Netherlands, + DIFISEK, + ‘Secure with Steel’

Dissemination

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TEST SET-UPWithin the framework of project FRACOF, a composite floor of about 60 m², supported by four protected boundary beams and two unprotectedinternal beams, subjected to standard fire exposure for 2 hours.

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LOADING CONDITIONS• Self weights of slab, steel beams, etc• Dead load: 170 kg/m²• Imposed load: 500 kg/m²

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MESH REINFORCEMENT

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TEST MONITORING

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AFTER 120 MINUTES….

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AFTER 120 MINUTES…

Cracks in concrete

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Cracks in concrete

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Deflected shape

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Documents

Leaflet for Med Countries - eurocodes.fi 1993.pdf · • Design in one country followed by erection in another ... Towers and Masts 14 Masts and Towers February 2, ... ASTM European