Advanced stability analysis and design of a new Danube ...
Transcript of Advanced stability analysis and design of a new Danube ...
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Advanced stability analysis and design Advanced stability analysis and design Advanced stability analysis and design Advanced stability analysis and design of a new Danube archbridgeof a new Danube archbridgeof a new Danube archbridgeof a new Danube archbridge
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
DUNAI, LászlóJOÓ, Attila LászlóVIGH, László Gergely
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Subject of the lectureSubject of the lectureSubject of the lectureSubject of the lecture
Buckling of steel tied archBuckling of steel tied archBuckling of steel tied archBuckling of steel tied arch
Buckling of orthotropic steel plates Buckling of orthotropic steel plates Buckling of orthotropic steel plates Buckling of orthotropic steel plates
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
ANALYSIS ANALYSIS ANALYSIS ANALYSIS –––– DESIGN METHODS DESIGN METHODS DESIGN METHODS DESIGN METHODS –––– APPLICATIONAPPLICATIONAPPLICATIONAPPLICATION
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ContentsContentsContentsContentsAbout the bridge About the bridge About the bridge About the bridge
Global buckling of tied archGlobal buckling of tied archGlobal buckling of tied archGlobal buckling of tied arch- Experimental buckling analysis
- Evaluation of classical and advanced design methods
- Application
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
- Application
Orthotropic plate buckling Orthotropic plate buckling Orthotropic plate buckling Orthotropic plate buckling - Overview of design methods
- FE simulation based stability analysis and design
- Application
Concluding remarksConcluding remarksConcluding remarksConcluding remarks
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Dunaújváros Danube bridgeDunaújváros Danube bridgeDunaújváros Danube bridgeDunaújváros Danube bridge
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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LocationLocationLocationLocation
c BudapestBudapestBudapestBudapest
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
cDunaújvárosDunaújvárosDunaújvárosDunaújváros
c BudapestBudapestBudapestBudapest
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Main span; tied arch bridge:Main span; tied arch bridge:Main span; tied arch bridge:Main span; tied arch bridge: 307.8 m307.8 m307.8 m307.8 m
Total length of the bridge:Total length of the bridge:Total length of the bridge:Total length of the bridge: 1780 m1780 m1780 m1780 m
GeometryGeometryGeometryGeometry
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
arch height: arch height: arch height: arch height: 48 m48 m48 m48 m
steel box: 2 x 3.8 msteel box: 2 x 3.8 msteel box: 2 x 3.8 msteel box: 2 x 3.8 m
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Current stageCurrent stageCurrent stageCurrent stageCurrent stageCurrent stageCurrent stageCurrent stage
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
http://www.dunaujhid.hu/webcam.htmlWebcam:
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Preliminary phasePreliminary phasePreliminary phasePreliminary phase: advisor for designer
Design phaseDesign phaseDesign phaseDesign phase: research on design methodsmodel test – arch stabilitywind tunel test on section model
Tasks of the DepartmentTasks of the DepartmentTasks of the DepartmentTasks of the DepartmentTasks of the DepartmentTasks of the DepartmentTasks of the DepartmentTasks of the Department
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
wind tunel test on section model analysis and design
stability, fatigue, earthquake, aerodynamic
Construction phaseConstruction phaseConstruction phaseConstruction phase: erection methodstructural design for erection
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Model test on arch stabilityModel test on arch stabilityModel test on arch stabilityModel test on arch stability
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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PurposePurposePurposePurpose
Experimental testExperimental testExperimental testExperimental test
aimsaimsaimsaims
equivalent global arch stability
designdesigndesigndesign
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
aimsaimsaimsaims
1) check the safety of the standard design methods
2) verify advanced numerical model and calibrate imperfection sizes
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Bridge model M=1:34Bridge model M=1:34Bridge model M=1:34Bridge model M=1:34
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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Loading systemLoading systemLoading systemLoading system
15 load cases
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deflections [mm]
Total loading: Σq=220 kN
Self-weight + 75 x 40 t trucks
deflections [mm]
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
-25
-20
-15
-10
-5
0
5
033
366
699
913
3216
6519
9823
3126
6429
9733
3036
6339
9643
2946
6249
9553
2856
6159
9463
2766
6069
9373
2676
5979
9283
2586
5889
91numerical
test
deflections [mm]
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Lehajlások [mm]
partial half-sided loading: Σq=50 kN
deflections [mm]
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
-30
-20
-10
0
10
20
30
numerical
test
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Failure test Failure test Failure test Failure test –––– 1111
total loading: 320 kN out-of-plane buckling
local plate buckling
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
out-of-plane buckling of the arch
local plate buckling
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Failure test – 1
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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Failure test Failure test Failure test Failure test –––– 2222
half-sided loading: 110 kN
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
in-plane buckling of the arch
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Numerical modelNumerical modelNumerical modelNumerical modelModel data Ansys
beam model
Ansys
shell model
Element type BEAM44
LINK10
SHELL181
LINK10
number of elements ~6 000 ~17 000
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
number of nodes ~12 000 ~17 000
Analysis
LinearLinearLinearLinear material and geometrical linearity
InstabilityInstabilityInstabilityInstability Block Lanczos buckling analysis
GeometricallyGeometricallyGeometricallyGeometrically nonlinearnonlinearnonlinearnonlinear geometrical nonlinearity, imperfect model
Virtual experimentVirtual experimentVirtual experimentVirtual experiment material and geometrical nonlinearity, imperfect model
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VerificationVerificationVerificationVerification
material and geometrical nonlinearity
imperfection: e0 = 2 mm
on the half side of the model ⇒non-symmetrical behaviour
0
50
100
150
200
250
300
350
0 20 40 60 80 100
load [kN]
total loading
half-sided loading
measuredcalculated
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
0 20 40 60 80 100
0
50
100
150
200
250
300
350
0 1 2 3 4 5 6 7 8
deflection [mm]
load [kN]
arch horizontal deformation [mm]
a
b
a b
measuredcalculated
e0
total loading
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Design methodsDesign methodsDesign methodsDesign methodsHungarian Standard:
HS1
,
≤zkeN
N
(1)
(2)
MMN
1,,
≤++ze
zz
ye
y
y
e M
M
M
M
N
N ψψ strength check
buckling check
+
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
Japanese Standard:
JSHB
1,,,
≤++ze
zz
ye
y
y
zke M
M
M
M
N
N ψψ(3)
1,,,
≤++ze
zyz
ye
y
yy
yke M
Mk
M
Mk
N
N
(5) 1,,,
≤++ze
zzz
ye
y
zy
zke M
Mk
M
Mk
N
N
(4)Eurocode:
EC3
linear interaction
combined
interaction
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Solution methodSolution methodSolution methodSolution method
Numerical model
Experimental test ultimate load
Internal forces: N, My, Mz from analyses:
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
1. linear + second order modification factor
2. geometrically nonlinear – equivalent imperfection 1
3. geometrically nonlinear – equivalent imperfection 2
standard ultimate load experimental ultimate load
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Equivalent imperfection size 1Equivalent imperfection size 1Equivalent imperfection size 1Equivalent imperfection size 1Eurocode 3 – Part 1.1:
crcr
Rkdinit EI
Neη
ηλη
max,"2
,0=( )21
2
,0 1
1
2.0λχ
γλχ
λα−
−−= M
Rk
Rkd N
Me
shape of the elastic critical buckling mode: crη
second order analysis
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
out-of-planebuckling mode:
in-plane buckling mode:
second order analysis
In-plane Out-of-plane
3.44 mm 17.30 mm
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Equivalent imperfection size 2Equivalent imperfection size 2Equivalent imperfection size 2Equivalent imperfection size 2Eurocode 3 – Part 2:
(Design of bridges)500,0
lz =η
250,0
ly =η
in-plane out-of-plane
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
In-plane Out-of-plane
17.98 mm 35.96 mm
out-of-planebuckling mode:
in-plane buckling mode:
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total load half-sided load
HS 2.25 3.06
JSHB 3.07 3.28
Comparison of classical design methodsComparison of classical design methodsComparison of classical design methodsComparison of classical design methods
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
JSHB 3.07 3.28
EC3 2.20 1.87
experimental ultimate load / standard ultimate load
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total load half-sided load
EC3 – linear 2.20 1.87
EC3 – eqv. geom. imp. 1 1.45 1.84
Comparison of Eurocode approachesComparison of Eurocode approachesComparison of Eurocode approachesComparison of Eurocode approaches
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
EC3 – eqv. geom. imp. 1 1.45 1.84
EC3 – eqv. geom. imp. 2 2.29 2.15
experimental ultimate load / standard ultimate load
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Arch bridge erectionArch bridge erectionArch bridge erectionArch bridge erection
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Finite element modelFinite element modelFinite element modelFinite element model
Model data Ansys Ansys
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
Model data Ansys
beam model
Ansys
shell model
Element type BEAM44
LINK10
SHELL181
LINK10
number of elements
~29 000 ~170 000
number of nodes
~57 000 ~170 000
DOF ~340 000 ~1 000 000
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Erection phasesErection phasesErection phasesErection phases
1.1.1.1. Bridge is on the riverbank on a rack systemBridge is on the riverbank on a rack systemBridge is on the riverbank on a rack systemBridge is on the riverbank on a rack system
2.2.2.2. The cables are stressed to the self weightThe cables are stressed to the self weightThe cables are stressed to the self weightThe cables are stressed to the self weight
3.3.3.3. Additional baAdditional baAdditional baAdditional barrrrs are built in the bridges are built in the bridges are built in the bridges are built in the bridge
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
3.3.3.3. Additional baAdditional baAdditional baAdditional barrrrs are built in the bridges are built in the bridges are built in the bridges are built in the bridge
4.4.4.4. The bridge is palced on The bridge is palced on The bridge is palced on The bridge is palced on bargesbargesbargesbarges
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Stress analysisStress analysisStress analysisStress analysis
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
1. Load case: self-weight 2. Load case: ship reaction forces
3. Load case: 1. load case + 2. load case
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Instability analysisInstability analysisInstability analysisInstability analysis
Out-of-plane buckling In-plane bucklingStiffening bar buckling
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
αcr = 14.088 αcr = 28.488αcr = 3.97
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Orthotropic plate bucklingOrthotropic plate bucklingOrthotropic plate bucklingOrthotropic plate buckling
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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N + M
V
Orthotropic platesOrthotropic platesOrthotropic platesOrthotropic plates
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
N (+M)
V
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Design methods Design methods Design methods Design methods ---- Hungarian StandardHungarian StandardHungarian StandardHungarian Standard
•allowable stress design
•dominantly compressed stiffened plates or plate parts
MPaf y 460= MPae 300=σfactor ~1.47
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
� (1) buckling of fictive column stub(1) buckling of fictive column stub(1) buckling of fictive column stub(1) buckling of fictive column stub
•stiffened plate subject to complex stress field� (2) orthotropic plate check(2) orthotropic plate check(2) orthotropic plate check(2) orthotropic plate check
•irregular configuration and stress field - ??? no rule given� (3) generalized plate check(3) generalized plate check(3) generalized plate check(3) generalized plate check
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(1) Buckling of fictive column stub(1) Buckling of fictive column stub(1) Buckling of fictive column stub(1) Buckling of fictive column stub
a) flexural buckling b) torsional buckling
⋅+
⋅⋅⋅⋅+
⋅=
4
4
2
231
1642
11ktktf
eb
bkt
b
L
b
LtbI
ALλ
•fictive column = stiffener + adjacent plating
•column slenderness (λ) and reduction factor (φ)
2T
2kt
ukt2 hIIL04.0
IIL
⋅+⋅+
⋅=λη
η
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
eσφ ⋅ (allowable stress)
eb
b
A
N σφ ⋅≤•check:
⋅⋅ 42 16411 ss bb
( )21
21
/
1
Eλλββφ −−= ( )
4.0
52
2/1
1
+=
Eλλφ
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Actual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridge
stiffeners
b
tp
stiffeners
b
tp
stiffeners
b
tp
stiffeners
b
tp
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
Case tp b a stiffener Nr. [mm] [m] [m] ___________________________________________ 1 40 2 4.56 2 x 280-22 2 30 3.8 4.56 5 x 280-22 3 50 2 2.125 2 x T270-150-22 4 20 3.8 3.9 5 x 280-22 5 16 3.8 3.86 5 x 280-22 6 20 2 3.86 2 x 280-22 ___________________________________________ tp – plate thickness; b – plate width; a – plate length between transverse stiffeners or diaphragms
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(2) Orthotropic plate subject to complex stress field(2) Orthotropic plate subject to complex stress field(2) Orthotropic plate subject to complex stress field(2) Orthotropic plate subject to complex stress field
kred: buckling coefficient, e.g. Klöppel-Scheer-Möller (overall plate buckling of horizontally and longitudinally stiffened plates)
•plate-type behaviour
•plate slenderness (λ0) and reduction factor (φb)
t
b
k red
3.30 =λ
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
plates)
ebred σφτσσ ⋅≤+= 22 3•check:
bφ reduction factor for plates
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Actual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridge
B) SUBMODELSB) SUBMODELSB) SUBMODELSB) SUBMODELS
- FEM
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
A) TYPICAL A) TYPICAL A) TYPICAL A) TYPICAL PLATESPLATESPLATESPLATES
energy method
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axial stresses [MPa] vertical stresses [MPa]
Actual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridge
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
axial stresses [MPa] vertical stresses [MPa]
shear stresses [MPa] buckling shape
αcr = 8.332
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(3) Irregular configuration and stress field (3) Irregular configuration and stress field (3) Irregular configuration and stress field (3) Irregular configuration and stress field ---- ??? no rule given??? no rule given??? no rule given??? no rule given
•assume plate-type behaviour � generalized
•plate slenderness (λ0) and reduction factor (φb)
E2
0 σπλ =
max,, redcrcrred σασ = αcr: critical load factor
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
crred ,0 σ
ebred σφτσσ ⋅≤+= 22 3•check:
bφ reduction factor for plates
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Actual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridge2100
21002100
21002100
21002100
2100
t = 40g
t = 0a 5
t = 0f 5
1900
920
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
21002100
21002100
21002100
21002100
IVCSP2
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Design methods Design methods Design methods Design methods ---- Eurocode 3 Part 1Eurocode 3 Part 1Eurocode 3 Part 1Eurocode 3 Part 1----5555
(1)(1)(1)(1) basic procedure for stiffened plates in complex stress fields basic procedure for stiffened plates in complex stress fields basic procedure for stiffened plates in complex stress fields basic procedure for stiffened plates in complex stress fields (no use of numerical models)(no use of numerical models)(no use of numerical models)(no use of numerical models)
(2)(2)(2)(2) partial use of FEM: plate slenderness from bifurcation partial use of FEM: plate slenderness from bifurcation partial use of FEM: plate slenderness from bifurcation partial use of FEM: plate slenderness from bifurcation analysisanalysisanalysisanalysis
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
(3)(3)(3)(3) reduced stress methodreduced stress methodreduced stress methodreduced stress method
(4)(4)(4)(4) finite element analysis based design (full numerical finite element analysis based design (full numerical finite element analysis based design (full numerical finite element analysis based design (full numerical simulation)simulation)simulation)simulation)
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(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)
a) plate-type: b) column-like:
•consideration of both plate-type and column-like buckling
pcr
ycAp
f
,
,
σβ
λ =ccr
ycAc
f
,
,
σβ
λ =
pcr ,σ crit. stress for overall bucklinge.g. from orthotropic plate theory 2
1,
1,2
,aA
EI
sl
slccr
πσ =
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
RdcEd NN ,≤•check:
ρe.g. from orthotropic plate theory 1, aAsl
cχ
c) interpolation: ccc χξξχρρ +−−= )2()( )10(1,
, ≤≤−= ξσσ
ξccr
pcr
0
,,
M
yeffcRdc
fAN
γ=
•cross-section resistance –with effective area
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(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)(1) Basic procedure (no use of numerical models)
a) plate-type: b) column-like:
•consideration of both plate-type and column-like buckling
pcr
ycAp
f
,
,
σβ
λ =ccr
ycAc
f
,
,
σβ
λ =
pcr ,σ crit. stress for overall bucklinge.g. from orthotropic plate theory 2
1,
1,2
,aA
EI
sl
slccr
πσ =
•proposal for modification (Maquoi, Skaloud):
ρc = χc but not smaller than ρp,∞
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
RdcEd NN ,≤•check:
ρe.g. from orthotropic plate theory 1, aAsl
cχ
c) interpolation: ccc χξξχρρ +−−= )2()( )10(1,
, ≤≤−= ξσσ
ξccr
pcr
0
,,
M
yeffcRdc
fAN
γ=
•cross-section resistance –with effective area
ρc = χc but not smaller than ρp,∞
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(4) Finite element analysis based design(4) Finite element analysis based design(4) Finite element analysis based design(4) Finite element analysis based design
•geometrical and material non-linearity
•equivalent geometric imperfections
•non-linear simulation
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
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•geometrical and material model
Et = E/10000 = 21 N/mm2
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
Case tp b a stiffener Nr. [mm] [m] [m] ___________________________________________ 1 40 2 4.56 2 x 280-22 2 30 3.8 4.56 5 x 280-22 3 50 2 2.125 2 x T270-150-22 4 20 3.8 3.9 5 x 280-22 5 16 3.8 3.86 5 x 280-22 6 20 2 3.86 2 x 280-22 ___________________________________________ tp – plate thickness; b – plate width; a – plate length between transverse stiffeners or diaphragms
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•equivalent geometric imperfections
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
a) global imperfection of stiffener
b) imperfection of subpanel
c) local imperfection of stiffener
( )400/,400/min0 bae w = ( )400/,400/min0 bae w = 50/10 =φ
~ alternatively, relevant buckling shapes, i.e.~ alternatively, relevant buckling shapes, i.e.~ alternatively, relevant buckling shapes, i.e.~ alternatively, relevant buckling shapes, i.e.a) overall buckling,a) overall buckling,a) overall buckling,a) overall buckling,
b) local buckling of subpanels,b) local buckling of subpanels,b) local buckling of subpanels,b) local buckling of subpanels,c) torsion mode of the stiffenerc) torsion mode of the stiffenerc) torsion mode of the stiffenerc) torsion mode of the stiffener
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•equivalent geometric imperfections
combination of the imperfectionscombination of the imperfectionscombination of the imperfectionscombination of the imperfections:
leading (100%) + others (70%)
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
PROBLEM when usingPROBLEM when usingPROBLEM when usingPROBLEM when usingbuckling shapes as imperfections:buckling shapes as imperfections:buckling shapes as imperfections:buckling shapes as imperfections:
overall/local plate buckling usually accompanied by the torsion of stiffener
the requirements for the imperfection the requirements for the imperfection the requirements for the imperfection the requirements for the imperfection amplitudes are difficult to satisfyamplitudes are difficult to satisfyamplitudes are difficult to satisfyamplitudes are difficult to satisfy
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Actual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridgeActual calculations on the Danube bridge
σcr = 930,9 MPa
450
500 normal imperfection
1a = 4.56 m; b = 2 m; tp = 40 mm
2 x 280-22
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
0
50
100
150
200
250
300
350
400
0 10 20 30 40 50
Lateral deflection of panel center [mm]
Lo
ad [
N/m
m2 ]
FEM
EC3-1-5
Hungarian Standard (allowable stress)
1,47 x Hungarian Standard
large imperfection
( )
mm6,550
1280
mm5400/2000400/,400/min
02,0
1,0
=⋅==
===
φbx
w
he
bae
847210661,0
6,5
193210588,2
00,5
32,0
31,0
=⋅
=
=⋅
=
−
−
α
α
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σcr = 3560 MPa
450
500 normal imperfection
3a = 2.125 m; b = 2 m; tp = 50 mm
2 x T270-150-22
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
( )
mm4,550
1270
mm5400/2000400/,400/min
02,0
1,0
=⋅==
===
φbx
w
he
bae
1213510445,0
4,5
661410756,0
00,5
32,0
31,0
=⋅
=
=⋅
=
−
−
α
α
0
50
100
150
200
250
300
350
400
0 1 2 3 4 5 6
Lateral deflection of panel center [mm]
Lo
ad [
N/m
m2 ]
FEM
EC3-1-5
Hungarian Standard (allowable stress)
1,47 x Hungarian Standard
large imperfection
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σcr = 881 MPa
σcr = 745 MPa
350
400 normal imperfection
4a = 3.9 m; b = 3.8 m; tp = 20 mm
5 x 280-22
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
( )
mm625,1400/650
mm6,550
1280
mm5,9400/3800400/,400/min
3,0
02,0
1,0
==
=⋅==
===
w
bx
w
e
he
bae
φ
199910813,0
625,1
970510577,0
6,5
417010278,2
5,9
33,0
32,0
31,0
=⋅
=
=⋅
=
=⋅
=
−
−
−
α
α
α
0
50
100
150
200
250
300
350
0 10 20 30 40 50
Lateral deflection of panel center [mm]
Lo
ad [
N/m
m2 ]
FEM
EC3-1-5
1,47 x Hungarian Standard
Hungarian Standard (allowable stress)
large imperfection
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0.6
0.8
1.0
1.2
/ σσ σσ
max
FE
M
Flanges Web plates
f
f
t
b4 γ
δι =
ComparisonComparisonComparisonComparison
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
0.0
0.2
0.4
0.6
0.0 10.0 20.0 30.0 40.0
ιιιι
σσ σσm
axca
lc /
EC3/1-1
EC3/1-2
KH
fγ
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Concluding remarksConcluding remarksConcluding remarksConcluding remarksTied arch bridge project Tied arch bridge project Tied arch bridge project Tied arch bridge project
Studies on global stability of tied archStudies on global stability of tied archStudies on global stability of tied archStudies on global stability of tied arch- Model test
- Evaluation of classical and advanced design methods in
6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
comparison to the test ultimate loads.
Studies on the buckling of orthotropic plates Studies on the buckling of orthotropic plates Studies on the buckling of orthotropic plates Studies on the buckling of orthotropic plates - Design methods – classical and advanced
- Comparison of different design methods to FE simulation
based results.
ApplicationApplicationApplicationApplication
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6th European Solid Mechanics Conference 28 August - 1 September, Budapest, Hungary, 2006
Thank you for your attention!Thank you for your attention!Thank you for your attention!Thank you for your attention!