06 manus sedlacek 7 oslo_19!03!2009_new standards for cranes_sedlacek mueller
TRANSCRIPT
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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]
Nicht-berschreitenswahrscheinlichkeit
0,900
0,999
0,990
0,500
0,100
0,0100,001
Wind pressure qb (2 sec)
Location: Mnchen-Riem
extreme values (h = 10 m) with
ref. to 1 year on gumble paper
2990 m/k N.qbk
Climatic actions according to EN 1990
Probability of non-exceedance
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15,00 20,00 25,00 30,00TLuft, max[K]
Nicht-berschreitenswahrscheinlichkeit
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]
Nicht-berschreitenswahrscheinlichkeit
0,900
0,999
0,990
0,500
0,100
0,0100,001
Temperature differences to Tref= 10C
Location: Mnchen-Riem
extreme values with ref. to 1 year on gumble paper
K2.27T max,airK3,39T min,air
Climatic actions according to EN 1990
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
Climatic actions according to EN 1990
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Climatic actions according to EN 1990
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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
Climatic actions according to EN 1990
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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
Climatic actions according to EN 1990
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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
Climatic actions according to EN 1990
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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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Comparison between choice of steel according to EN 1993-1-10 and
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
Einsatztemperatur TEd[C]
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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Comparison between choice of steel according to EN 1993-1-10 and
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
Einsatztemperatur TEd[C]
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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Comparison between choice of steel according to EN 1993-1-10 and
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
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)
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
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