06 Manus Sedlacek 7 Oslo_19!03!2009_New Standards for Cranes_Sedlacek Mueller

8/12/2019 06 Manus Sedlacek 7 Oslo_19!03!2009_New Standards for Cranes_Sedlacek Mueller

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The new European Standards for the design of cranes

and crane girders and their application

Gerhard Sedlacek

Christian Mller


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Content

- Basis of design

- Load assumptions

- Design rules

- Plate buckling

- Fatigue

- Worked examples


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EN 13001: Cranes General design

Part 1: General principles and requirements

Part 2: Laod effect

Part 3-1: Limit states and design rules for steel

structures

Crane

EN 13001


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EN 1993: Design rules for steel structures

EN 1993-6: Design of crane

supporting structures

Design:

EN 1991-3: Actions from cranes

Load assumptions:


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Type of cranes

Runway beam with hoist block

Suspension crane with hoist block Top mounted crane with hoist block

Crane bridge with crab and hoist on

runway beams


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Survey on legal situation

Construction product directive (regulation):

Essential (Basic Work) requirements for products built in a structure:

e.g. mechanical resistance and stability, resistance to fire etc.

Guidance Paper L: Use and application of the Eurocodes

Product

standards

e.g. EN 10025

Design standards

e.g. Eurocodes

- common rules

- national choices

(NA)

Standards for the

delivery of prefabricated

components:

e.g. EN 1090-1 and

Execution standards z.B.

EN 1090-2


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Basis of design

Limit State

Design

1. Ultimate Limit State

Structural safety incl.

robustness

2. Serviceability Limit State

e.g. limit of defelctions tosecure functionality

3. Durability

e.g. aging effects


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Basis of design

Druckkraft N

RddE

S

Loading S

Sd


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Basis of design

Limit state design with design values

Action effects Resistances

2k2Q1k011QG

2k022Q1k1QG

QQGE

QQGE

max

M

kR

actionngaccompanyiQ

actionleadQ

k0Q

kQ

factorpartialcetanresisofvaluesticcharacteriR

M

K

dRdE


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Basis of design

Statistical interpretation of action effects and resistances

E R

Druckkraft NEm Rm

E R

4100REp

0201M

kkkQG

RQQGE


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Snow above 1000 m NN

below 1000 m NN

Wind

Temperature

Gofondistributinormaloffractile%50Gk

)years50T(year1to

referencewithQofondistributivalueextremeoffraktile%98Q

return

k

)years50T(year1toreferencewithQQE

effectsactionofvaluesextremeoffractile%98QQE

return21

2k01k

60.0W0

60.0T0

70.0S0

50.0

Basis of design


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

Nicht-berschreitenswahrscheinlichkeit

0,900

0,999

0,990

0,500

0,100

0,0100,001

2011 m/k N.sk

Climatic actions according to EN 1990

Probability of non-exceedance

Snow load on ground

Location: Mnchen-Riem

extreme values with ref. to

1 year on gumble paper


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


0,900

0,999

0,990

0,500

0,100

0,0100,001

Wind pressure qb (2 sec)


extreme values (h = 10 m) with

ref. to 1 year on gumble paper

2990 m/k N.qbk


Probability of non-exceedance


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


0,900

0,999

0,990

0,500

0,100

0,0100,001

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


0,900

0,999

0,990

0,500

0,100

0,0100,001

Temperature differences to Tref= 10C


extreme values with ref. to 1 year on gumble paper

K2.27T max,airK3,39T min,air


Probability of non-exceedanceProbability of non-exceedance


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ActionCharacterististic

valueDesign value

snow s

wind

pressure qB

Tmax

Tmin

1.01 kN/m

0.99 kN/m

27.2 K

-39.2 K

1.77 kN/m

1.48 kN/m

33.1 K

-51.7 K

1.75

1.5

1.22

1.32

Q



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Vortex induced vibrations

Locking-in phenomena

- flatter

- gallopping

Vibrations in resonance to instationary wind flow


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k,SWPwSSW EqasaE

factor for

snow load

monthly maximum

snow load

factor for

wind load

monthly maximum

wind pressure

s,k,ss,k,wk,sw

w,k,ww,k,sk,sw

EEE

EEE

00

00



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0,00

0,20

0,40

0,60

0,80

1,00

1,20

weighting

snow effect - returnperiod 50 years

E s,k =

wind effect - return

period 50 years

E w,k=

combination effect -

return period 50 years

E w+s,k =

qp,k = 0.99 kN/m sk = 1.01 kN/m

ws

s

aa

a

saa

a

ws

s p

ws

w qaa

a

ws

pws

aa

qasa



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0

0,1

0,2

0,3

0,4

0,5

0,6

weighting

combination factor 0

return period of 50 years

max. 0 = 0.36

as

aw + as



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Reliability background

Determination of characteristic values Rk and M values from tests

Conditions for numerical value of M

Product standards for materials

and semi-fabricated products

EN 10025

Execution standard

EN 1090 Part 2

Design standard

Eurocode 3

Prefabricated steel component

for 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


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Brittle and ductile behaviour Procedure to obtain reliable values Rk

excluded byappropriate choice of

material

Failure modes

fracture

Brittle failureDuctile failure

fractureyielding

1. Mode 0excessive deformation

by yielding

e.g. tension bar

Mode 1member failure

by instability

e.g. column buckling

Mode 2fracture

after yielding

e.g. bolt

4. Characteristic value Rk = M Rd

3. Recommended values

M1 = 1,10 M2 = 1,25

2. Test evaluation

0M

yk

d

fRR

1M

yk

d

,fRR

2M

ukd

fRR

M0 = 1,00

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


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Assessment by fracture mechanics

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

4

102faa

63c

0d

a0

ad


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Choice of material to EN 1993-1-10


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

bei T J

C min.

JR 20 27 260 190 140 100 80 60 100 70 50 30 20 20 40 30 20 - - -

J0 0 27 440 350 260 190 140 100 200 140 100 70 50 30 100 70 40 30 20 -

J2 -20 27 500 500 440 350 260 190 400 280 200 140 100 70 220 150 100 70 40 30JR 20 27 230 170 120 90 70 50 80 50 40 20 20 - 30 20 - - - -

J0 0 27 440 320 230 170 120 90 170 120 80 50 40 20 80 50 30 20 - -

J2 -20 27 500 500 440 320 230 170 340 240 170 120 80 50 170 120 80 50 30 20

M, N -20 40 500 500 500 440 320 230 440 340 240 170 120 80 250 170 120 80 50 30

ML, NL -50 27 500 500 500 500 500 440 500 500 440 340 240 170 440 360 250 170 120 80

JR 20 27 180 130 100 70 50 40 50 30 20 20 - - 20 - - - - -

J0 0 27 350 250 180 130 100 70 120 80 50 30 20 20 40 30 20 - - -

J2 -20 27 500 440 350 250 180 130 250 170 120 80 50 30 110 70 40 30 20 -

K2, M, N -20 40 500 500 440 350 250 180 360 250 170 120 80 50 160 110 70 40 30 20

ML,NL -50 27 500 500 500 500 440 350 500 440 360 250 170 120 350 240 160 110 70 40

M, N -20 40 500 500 420 300 220 150 280 200 140 90 60 40 120 80 50 30 20 -

ML, NL -50 27 500 500 500 500 420 300 500 410 280 200 140 90 270 180 120 80 50 30

Q -20 30 440 380 270 190 140 100 170 120 80 50 30 20 60 40 20 - - -M, N -20 40 500 440 380 270 190 140 250 170 120 80 50 30 100 60 40 20 - -

QL -40 30 500 500 440 380 270 190 360 250 170 120 80 50 150 100 60 40 20 -

ML, NL -50 27 500 500 500 440 380 270 440 360 250 170 120 80 230 150 100 60 40 20

QL1 -60 30 500 500 500 500 440 380 500 440 360 250 170 120 340 230 150 100 60 40

Q 0 40 230 170 110 80 50 40 50 30 20 - - - - - - - - -

Q -20 30 330 230 170 110 80 50 80 50 30 20 - - 20 - - - - -

QL -20 40 440 330 230 170 110 80 130 80 50 30 20 - 40 20 - - - -

QL -40 30 500 440 330 230 170 110 190 130 80 50 30 20 70 40 20 - - -

QL1 -40 40 500 500 440 330 230 170 280 190 130 80 50 30 110 70 40 20 - -

QL1 -60 30 500 500 500 440 330 230 410 280 190 130 80 50 160 110 70 40 20 -

Stahl-

gte

Unter-

gruppe

Kerbschlagarbeit Bezugstemperatur TEdin C

CVN

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

S460

S690

S235

S275

S355

S420

grte zulssige Nettobreite w*des Knotenblechs in mm (Sicherheitselement TRbercksichtigt)

L

Knotenblech

H

w*

w*

H

w*

w*

L t

Eingesteckter Stab

Luftspalt

Example for requirement:

H/2w* 0.6, L/w* 1.6, t 40mm

-: special assessment necessary

Detail with flaws at edge

0 K* K T TT f ti


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Safetya

ssessment

acc.

toEN

1993-1-10 K*appl,dKmat,d TEdTRdTransformation

Assessment scheme

TEd

TRd

Lowest air temperature in

combination with Ed

Radiation loss

Influence of stress, crack imperfection and member shape and dimension

Additive safety element

T

K

k

bappl

R

eff

52

2025

10

70

6

1 4

ln C

Tr 5 C

Tmin 25 C

T T T T T T T Ed r R pl min

T CR 7 with = 3,8

may be supplemented by

Influence of the strain rate

Tf t

C

with s

y

,

ln

,

1440

550

0 0001

0

1 5

1

0

Influence from cold forming

T DCF C DCF

pl 3with = Degree of Cold Forming %

Influence of material toughness

T TJ100 27

18 C

T TRd 100

Action side Resistance


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Comparison between choice of steel according to EN 1993-1-10 and

CEN/TS 13001-3-1 fr S355JR

0

20

40

60

80

100

120

140

160

180

200

220

240

260

-60 -50 -40 -30 -20 -10 0 10

Einsatztemperatur TEd[C]

zul.Erzeugnis

dicket[mm] Kran-Norm 13001

EN1993-1-10: 0.25 fy(t)

EN1993-1-10: 0.5 fy(t)

EN1993-1-10: 0.75 fy(t)


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CEN/TS 13001-3-1 fr S355J0

0

20

40

60

80

100

120

140

160

180

200

220240

260

-60 -50 -40 -30 -20 -10 0 10


zul.Erzeugnis

dicket[mm] Kran-Norm 13001

EN1993-1-10: 0.25 fy(t)

EN 1993-1-10: 0.5 fy(t)

EN 1993-1-10: 0.75 fy(t)


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CEN/TS 13001-3-1 fr S355J2

0

20

40

60

80

100

120

140

160

180

200

220240

260

-60 -50 -40 -30 -20 -10 0 10


zul.Erzeugnisdicket[mm] Kran-Norm 13001

EN1993-1-10: 0.25 fy(t)

EN1993-1-10: 0.5 fy(t)

EN1993-1-10: 0.75 fy(t)


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CEN/TS 13001-3-1 fr S355ML/NL

0

20

40

60

80

100

120

140

160

180

200

220240

260

-60 -50 -40 -30 -20 -10 0 10


zul.Erzeugnis

dicket[mm]

Kran-Norm 13001

EN1993-1-10: 0.25 fy(t)

EN1993-1-10: 0.5 fy(t)

EN1993-1-10: 0.75 fy(t)

EN 1090 Part 1 Delivery Conditions for prefabricated steel components


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Standar

dsystemfo

r

steelstructures

hEN

product

standards for

steel materials,

semi- finishedproducts 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

S700

1.12


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1. Cooperation of rail

2. Interaction of longitudinal stresses in beam and

transverse stresses by bending of flange

3. Limits of vertical and horizontal displacements

4. Stress limits to avoid misfunctions

5. Conditions for joints in crane rails

6. Guidance for fatigue assessment

Additional design rules in EN 1993-6 for crane supporting structures


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Concept for adjustment of bearing of crane supporting structure to

settlement of foundations


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Crane supporting structure and horizontal bearing


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Conncetion in B

Conncetion in A and C

Connection of crane runway to horizontal bracing


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bt

spezielles Fliegelenkverfahren mitAusnutzung des Rotationsvermgens

elastische Berechnungsverfahren ohneBercksichtigung des Rotationsvermgens

Querschnitts-

ausnutzung

el

uM

M

M

pl

0.1

Klasse 1

Klasse 2

Klasse 3

Klasse 4

Exploitation of cross sectional resistance in dependance of b/t-ratios

plastic hinge analysis

elastic analysis

exploitation of

cross sectional

resistance

Class 1

Class 2

Class 3

Class 4


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1. Avoidance of accumulation of strains

2. Stability of form (gradient)

3. Assessment of fatigue

4. Assessment of web breathing

yk1 f5,1Q

0

y

Ek

f

MfCEFf /

0,1kk1,1

2

E

1E,x

2

E

1E,x

Conditions for durability


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Definition of fatigue resistance from constant amplitude tests

static resistance

mean value of test results

statistic distribution of test results

cut-off limittest results 95% survival

probability


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Standard fatigue resistance for welded details


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Standardized fatigue resistance curves

cut-off limit

detail category


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Casses

ofassessm

ent

Case 1

Case 3

modifiedWhhler

curve for

application

of Miner

rule

Case 2

Simplified approach and relation to inspections


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Simplified approach and relation to inspections

logc

D

L15

13

2 106 5 106 108 log n

4

1

105

n

)a(D6

5

Mf

D

E

5

eFf

4

1

n1

115

MfFf

14

n5

MfFf

Number of inspections n

or


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Damage tolerance:

Safety to fatigue :

Serviceability limit state: Ultimate limit state:

MfFf No. of inspections n

1,00

1,15

1,35

3

1

0

Ed nn 2

15,125Mf

Ed nn 5,4

35,15,45Mfsafetya

ndresiduallifetime

characteristic valuesmean values m

strength

F ti R d ti f f t f f ti i t t


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Fatigue Recommendations of Mf-factors for fatigue resistance acc. to

EN 1993-1-9

Design concept

Damage consequences

low high

Damage tolerant 1,00 1,15

Fail safe

(failure without prewarning)

1,15 1,35

C i b t f ti i t i


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Comparison between fatigue resistance C in

EN 1993-1-9 und CEN/TS 13001-3-1

DIN EN 1993-1-9:2005 DIN CEN/TS 13001-3-Tabelle

/ Nr.

Kerb-

fall Konstruktionsdetail Beschreibung AnforderungenTabelle

/ Nr. c/

c

(N/mm2) Konstruktionsdetail

80 l=50mm m = 3

Durchlaufkomponente mit quer

angeschweiten Teilen

125 Zweiseitige Kehlnaht, Qualittsstufe B*

112 Zweiseitige Kehlnaht, Qualittsstufe B

100 Zweiseitige Kehlnaht, Qualittsstufe C

90 Einseitige Kehlnaht, Qualittsstufe B, C

A.3 / 25

80HV-Naht auf verbleibender Badsicherung,

Qualittsstufe B, C

:

:

m = 3

125 Zweiseitige Kehlnaht, Qualittsstufe B*

112 Zweiseitige Kehlnaht, Qualittsstufe B

100 Zweiseitige Kehlnaht, Qualittsstufe C

80 Einseitige Kehlnaht, Qualittsstufe B, C

A.3 / 26

80HV-Naht auf verbleibender Badsicherung,

Qualittsstufe B, C

:

:

m = 3

63 Qualittsstufe C

8.4 /

6,7,8

7150


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Qe = fat i Qmax,i

Qmax

damage equivalence factor

damage equivalent impact

factor

2

1

~fat

Definition of the fatigue load Qe


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Classification of fatigue loads by crane loads according to EN 13001-1


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i-values according to classification of cranes


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0,1N

N

N

N

1MplN

Ed

Rd

Ed

0,1M

M

M

M

1MplM

Ed

Rd

Ed

NN

crit

plN

N

N

MM

crit

pl

MM

M

Decomposition

Interaction

0,1M

Mk

N

N

1MplM

Edyz

1MplNz

Ed

Assessment of out-of-plane stability

0,1B

Bkkk

M

MC

M

M

1MRk,w

Ed,wzw

1MRk,z

Ed,zmz

1MRk,yLT

Ed,y

06 Manus Sedlacek 7 Oslo_19!03!2009_New Standards for Cranes_Sedlacek Mueller

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