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FE Modelling approaches for soil-bridgesystems towards better emergency responseplanning
Authors: Wazeer Al i , Dr Helder de Sousa and Dr Paolo BocchiniPre s entat ion : 1 1 th O cto ber 2 0 1 8 , U n ivers i ty o f Po r to, Por to, Por tuga l
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Index• Background
• Gaps in the state of the art & objectives
• Methodology
• Case study
Overview
FE modelling approach
Results I, II, III
• Conclusion
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Risk analysis in bridge management
Fragility curves
Prioritise resources’ allocation
Formulate Emergency evacuation plans
Background
Support vulnerability assessment
Formulation by means of the function:
(Chang et. al., 2012)
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Gaps in the state-of-art and objectives
Assessment of bridge fragility on 2 different site profiles
Effects of soil-structure interaction analysis
Cost-benefit analysis associated with different models
Bridge deck displacements (value-engineering)
Gaps
Objectives
Variances in site conditions are loosely addressed
One SSI method used to assess liquefaction
Costs associated with different levels of analysis
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Methodology
Probabilistic Seismic Demand Model (section 4.1)
Random variables (section 3.6.1)Random variable Distribution type Units
Steel strength Lognormal l = 6.13 x = 0.08 Mpa
Concrete strength Normal µ = 33.8 σ = 4.3 Mpa
Deck mass Uniform l = 0.9 u = 1.1 %
Fixed Bearing coefficient of friction Lognormal l = -1.56 x = 0.5
Rocker Bearing coefficient of friction Lognormal l = -3.22 x = 0.5
Parameter 2Parameter 1
3 Types of SSI models (section 3.5) Winkler spring Lumped spring Direct FE method
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Case study - overview
Soil #1: Clay, no liquefaction potential
Type of Soils:
Soil #2: Sand, has potential to liquefy
Type of Bridge:
Multi Span Continuous Steel Girder
Pile foundationsBridge
Elevation
Deck cross-section
(Nielson, 2005)
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Winkler spring model (MIDAS software)
Lumped spring model (MIDAS software)
P-y curves derived using ALP software Abutment spring parameter from separate analysis Relatively fast analysis run-time ( 15 min)
Spring parameters from pier & abutment analyses Faster analysis run-time than Winkler ( 3 min) Higher level of preparatory work
Direct FE model (PLAXIS software) Soil modelled as linear strain elements Boundary distances affect analysis results Relatively long analysis run-time ( 30 min)
Case study – FE modelling approach
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Winkler spring model (DIANA software)
Lumped spring model (DIANA software)
P-y curves derived using ALP software Abutment spring parameter from separate analysis Relatively fast analysis run-time
Spring parameters from pier & abutment analyses Faster analysis run-time than Winkler Higher level of preparatory work
Direct FE model (PLAXIS software) Soil modelled as linear strain elements Boundary distances affect analysis results Relatively long analysis run-time ( 30 min)
Case study – FE modelling approach
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Case study: Results I – bridge components
Complete damage – Column (Winkler spring) Moderate damage – Bearing (Direct FE)
As a function of the type of soil: Fragility curves show:
High scatter between different soil profiles,
Different patterns observed depending on the bridge component,
Soil #2 (with liquefaction) has the highest probability,
Soil #1 has lowest probability.
Winkler SpringDirect FE MethodLowest probability of failure
Abutments
Highest probability of failure
Winkler Spring
Lumped Spring
Lumped Spring
Direct FE Method
Winkler Spring
Lumped Spring
Lumped Spring
Direct FE Method
Fixed bearings Rocker bearingsColumn/Pier
Winkler SpringDirect FE Method
As a function of the type of the SSI model approach:
Highest values for Direct FE
Highest values for Lumped spring
Legend:
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Case study: Results II – bridge system Type of the SSI model approach vs. the type of soil:
Slight damage Moderate damage Extensive damage
Winkler spring
Lumped spring
Direct FE
Soil type effect at damage levels
SSI m
etho
d
Fragility curves show:
Consistent patterns between different SSI approaches,
Lower probability of failures as the SSI approach becomes more refined,
Soil type has more effect at higher levels of damage,
Lumped-spring method produced highest probabilities, followed by Winkler-spring and Direct-method.
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Case study: Results III – deck displacements
As a function of both the SSI model approach and the type of soil :
Soil Profile #1 Soil Profile #2 – no liquefaction Soil Profile #2 – liquefaction
Displacement curves show: Consistent patterns between different SSI approaches Scatter increases as the soil properties becomes weaker Direct FE leads to higher displacements
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Impact of SSI modelling on fragility curves Greater effect at the bridge component level (important for retrofitting decisions)
Consistent patterns between different SSI approaches at the bridge system level
Scatter increases between results from different SSI models as the soil properties becomes weaker
Lumped-spring method produced highest probabilities of failure but it is the fastest method
Direct FE leads to higher displacements
Comparison of modelling methods A more comprehensive SSI approach may not always be the most efficient approach
The Winkler spring method provides acceptable results, on a comparative basis
Define requirements (e.g. probability of failure, displacements, etc) before selecting a method of analysis
Conclusions
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THANK YOU!
1 1 th O cto ber 2 0 1 8 , U n ivers i ty o f Po r to, Por to, Por tuga l
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