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Effects of Wingwall Configurations on Integral Abutment Bridges

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Effects of Wingwall Configurations on Integral Abutment Bridges ABSTRACT Title of Document: EFFECTS OF WINGWALL CONFIGURATIONS ON THE BEHAVIOR OF INTEGRAL ABUTMENT BRIDGES Andreas Paraschos, Doctor of Philosophy, 2016 Dissertation Directed By: Professor Amde M. Amde Department of Civil and Environmental Engineering This research includes parametric studies performed with the use of three-dimensional nonlinear finite element models in order to investigate the effects of cantilever wingwall configurations on the behavior of integral abutment bridges located on straight alignment and zero skew. The parametric studies include all three types of cantilever wingwalls; inline, flared, and U-shaped wingwalls. Bridges analyzed vary in length from 100 to 1200 feet. Soil-structure and soil-pile interaction are included in the analysis. Loadings include dead load in combination with temperature loads in both rising and falling temperatures. Plasticity in the integral abutment piles is investigated by means of nonlinear plasticity models. Cracking in the abutments and stresses in the reinforcing steel are investigated by means of nonlinear concrete models. The effects of wingwall configurations are assessed in terms of stresses in the integral abutment piles, cracking in the abutment walls, stresses in the reinforcing steel of abutment walls, and axial forces induced in the steel girders. The models developed are analyzed for three types of soil behind the abutments and wingwalls; dense sand, medium dense sand, and loose sand. In addition, the models consider both the case of presence and absence of predrilled holes at the top nine feet of piles. The soil around the piles below the predrilled holes consists of very stiff clay. The results indicate that for the stresses in the piles, the critical load is temperature contraction and the most critical parameter is the use of predrilled holes. However, for both the stresses in the reinforcing steel and the axial forces induced in the girders, the critical load is temperature expansion and the critical parameter is the bridge length. In addition, the results indicate that the use of cantilever wingwalls in integral abutment bridges results in an increase in the magnitude of axial forces in the steel girders during temperature expansion and generation of pile plasticity at shorter bridge lengths compared to bridges built without cantilever wingwalls. EFFECTS OF WINGWALL CONFIGURATIONS ON THE BEHAVIOR OF INTEGRAL ABUTMENT BRIDGES By Andreas Paraschos Dissertation submitted to the Faculty of the Graduate School of the University of Maryland, College Park, in partial fulfillment of the requirements for the degree of Doctor of Philosophy 2016 Advisory Committee: Professor Amde M. Amde, Advisor and chair Professor Chung C. Fu Professor Sherif M. Aggour Professor Bital M. Ayyub Professor Sung W. Lee © Copyright by Andreas Paraschos 2016 Acknowledgments I would like to express my special thanks to Professor Amde M. Amde, Ph.D., P.E. of the University of Maryland at College Park for his enthusiastic support throughout the course of this research study. I would like to thank him for his technical advice and guidance throughout the development of this research study. ii Table of Contents Acknowledgements ii Table of Contents iii List of Tables vii List of Figures x List of Symbols xx List of Abbreviations xxvii Chapter 1 Introduction 1 1.1. Background 1 1.1.1. Bridge Engineering 1 1.1.2. Bridge Classifications 2 1.1.3. Conventional Girder Bridges 10 1.1.4. Integral Abutment Bridges 13 1.1.5. Semi-Integral Abutment Bridges 14 1.2. Scope of Work 16 1.3. Objective 16 1.4. Significance of Work 16 1.5. Document Organization 17 Chapter 2 Overview of Integral Abutment Bridges 19 2.1. Introduction 19 2.2. Evolution of Integral Abutment Bridges 20 2.3. Advantages of Integral Abutment Bridges 24 2.4. Limitations on the Use of Integral Abutment Bridges 28 Chapter 3 Literature Review on Integral Abutment Bridges 32 3.1. Introduction 32 3.2. Parameters that Influence the Behavior of Integral 32 Abutment Bridges 3.2.1. Loads 33 3.2.2. Skew 50 3.2.3. Curvature 54 3.2.4. Soil-Structure Interaction 55 3.2.5. Soil-Pile Interaction 58 iii 3.2.6. Flexibility of Substructure 62 3.2.7. Foundation Systems 67 3.2.8. Approach Slabs 70 3.2.9. Wingwalls 74 3.2.10. Bridge Length and Movement Limitations 77 3.2.11. Type of Superstructure 79 3.2.12. Construction Sequence 79 Chapter 4 Survey on Integral Abutment Bridges 82 4.1. Introduction 82 4.2. Survey Questions Related to Design Parameters of Use 83 of Integral Abutment Bridges 4.3. Survey Questions Related to Status of Use, Problems, and 97 Costs of Integral Abutment Bridges Chapter 5 Selection of Parameters for the Parametric Studies 111 Chapter 6 Parametric Studies 130 6.1. Introduction 130 6.2. Objective of the Parametric Studies 130 6.3. Parametric Studies 130 6.3.1. Bridge Length 130 6.3.2. Span Layout 133 6.3.3. Range and Values of Selected Parameters 133 Chapter 7 Modeling of Soil-Structure Interaction 141 7.1. Introduction 141 7.2. Lateral Earth Pressure 141 7.3. Lateral Earth Pressure Theories 144 7.3.1. Classical Lateral Earth Pressure Theories 144 7.3.2. Other Earth Pressure Theories 148 7.3.3. Seismic Earth Pressures 148 7.4. Lateral Earth Pressures on Bridge Abutments 149 7.4.1. Lateral Earth Pressures on Integral Abutments 149 7.5. Soil Constitutive Models 159 7.5.1. Most Commonly Used Soil Constitutive Models 160 7.5.1.1. Mohr Coulomb Model 160 7.5.1.2. Duncan-Chang Hyperbolic Model 161 7.5.1.3. Drucker-Prager Model and Extended 163 Drucker-Prager Model 7.5.1.4. Cam Clay Model and Modified 165 Cam-Clay Model 7.5.1.5. Plaxis Hardening Soil Model 166 iv 7.5.2. Selection of Soil Constitutive Model 168 7.5.3. Soil Constitutive Models for Integral Abutment 170 Bridges 7.6. Modeling of Soil-Structure Interaction 172 7.6.1. Soil-Structure Modeling Approaches 172 7.6.1.1. Winkler Springs Method 172 7.6.1.2. Interface Element Method 174 7.6.1.3. Contact Analysis Method 180 7.7. Modeling of Soil-Structure Interaction of Integral 183 Abutment Bridges 7.8. Modeling of Soil-Structure Interaction for this 186 Research Study Chapter 8 Modeling of Soil-Pile Interaction 188 8.1. Introduction 188 8.2. Modeling of Soil-Pile Interaction 188 8.3. Modified Ramberg-Osgood Model 190 8.4. Analytical Forms of Soil-Pile Interaction Curves 194 8.5. Soil-Pile Interaction Curves 202 Chapter 9 Structural Modeling and Analysis 209 9.1. Introduction 209 9.2. Finite Element Analysis Three-Dimensional Models 209 9.2.1. Modeling Approach 209 9.2.2. Geometric Models 210 9.2.3. ANSYS Elements used in Structural Analyses 211 9.2.4. Element Size 215 9.2.5. Finite Element Models 215 9.3. Structural and Material Modeling 222 9.4. Nonlinear Structural Analysis - Plasticity Model 223 9.4.1. Plasticity Model Theory 223 9.4.1.1. Rate-Independent Plasticity 223 9.4.1.2. Yield Criterion 224 9.4.1.3. Flow Rule 227 9.4.1.4. Hardening Rule 228 9.4.2. Modeling of Plasticity in ANSYS for this study 230 9.4.2.1. Definition of elastic material properties 230 9.4.2.2. Definition of plastic parameters 231 9.4.2.3. Nonlinear solution 231 9.4.2.4. Output from plasticity analysis 233 9.5. Nonlinear Structural Analysis - Concrete Model 235 9.5.1. Academic Research Applications of the Nonlinear 236 ANSYS Concrete Model 9.5.2. The Concrete Material Model in ANSYS 237 v 9.5.3. Modeling of Concrete using Finite Elements 240 9.5.3.1. Discrete Crack Models 240 9.5.3.2. Smeared Crack Models 241 9.5.3.3. Uses of Discrete and Smeared Crack Models 242 9.5.4. Modeling of Steel Reinforcement using Finite Elements 243 9.5.5. Finite Element Modeling using the ANSYS Concrete 245 Model for this Study 9.5.5.1. Definition of elastic and plastic properties 245 9.5.5.2. Nonlinear solution 248 9.5.5.3. Output from nonlinear concrete analysis 248 9.6. Validation of Finite Element Models 250 Chapter 10 Results of Parametric Studies 251 10.1. Introduction 251 10.2. Effects of Cantilever Wingwalls on Pile Stresses 252 10.3. Cracking Pattern in Integral Abutments 264 10.4. Stresses in the Reinforcing Steel of Integral Abutments with no 267 Cantilever Wingwalls 10.5. Stresses in the Reinforcing Steel of Integral Abutments with 272 Inline Cantilever Wingwalls 10.6. Effects of Cantilever Wingwalls on Bridge Superstructure 276 10.7. Ranking of Parameters on the Basis of their Impact on 286 Bridge Elements Chapter 11 Summary of Results, Conclusions, and 287 Recommendations Appendix A Integral Abutment Bridge Survey Questionnaire 295 Appendix B Calculation of Ramberg-Osgood Parameters for 298 HP10X57 and HP12X84 Piles in Loose Sand and Very Stiff Soil Appendix C Calculation of Tangent Modulus for the Nonlinear 315 Plasticity Model References 317 vi List of Tables Table 1-1 Span range of various types of bridges Table 3-1 Maximum allowable limits (Kunin and Alampalli, 1999) Table 4-1 Integral abutment bridge length limits (ft) with steel girder superstructure Table 4-2 Integral abutment bridge length limits (ft) with prestressed concrete superstructure Table 4-3 Integral abutment bridge length limits (ft) with cast-in-place concrete superstructure Table 4-4 Normal distribution curve results Table 5-1 Parameters for the research study on wingwall configurations Table 6-1 Range and values of selected parameters Table 7-1 Approximate horizontal displacement of a wall to activate active and passive earth pressure conditions (Clough and Duncan 1991) Table 7-2 Other earth pressure theories Table 7-3 Common relations for Ks (Sadrekarini and Akbarzad 2009) Table 8-1 Analytical forms of P-y curves (Greimann et al.
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