PERFORMANCE-BASED SEISMIC DESIGN OF BUILDING STRUCTURES Mohammad Ghorbanie-Asl A thesis submitted to the Faculty of Graduate Studies and Research in partial fulfillment of the requirements for the degree of Doctor of Philosophy in Civil Engineering Ottawa-Carleton Institute for Civil Engineering Carleton University Ottawa, Canada April 2007 © Mohammad Ghorbanie-Asl 2007 Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 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Abstract A new method for the displacement-based design (DBD) of a variety of structures to resist the earthquake forces experienced by them is developed. The proposed method requires the determination of yield and ultimate displacements of the structure. For preliminary design these parameters are determined from approximate empirical relationships. The required strength of the structure is then determined from the inelastic demand spectrum corresponding to the ductility capacity and the estimated yield strength. The method can be used for a multi degree of freedom system by transforming it into an equivalent single degree of freedom system. For final design, a modal analysis is carried out on a model of the structure that is based on its preliminary design. A pushover analysis of the structure for forces that are distributed according to the first mode now provides better estimates of the yield and ultimate displacements. These refined estimates are then used to obtain a more precise value of the required strength. Iterations may have to be carried out to obtain convergence between the assumed and calculated values of the design displacements. Finally, to account for the effect of higher modes in shear wall structures and high-rise moment resisting frames, the standard modal pushover analysis (MPA) method available in the published literature is used. ii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Nonlinear time history analyses of the structures designed according to the proposed DBD method are carried out for sets of ground motions that are compatible with the design response spectra. Procedures for the selection and scaling of the spectrum compatible ground motions are studied. A set of such ground motions that is compatible with the UHS of Montreal corresponding to a probability of exceedance of 2% in 50 years is developed as a part of the present research. This set and a similar set for Vancouver, developed in another research study, are used in time history analyses, first to develop relationships between inter-story drift and roof drift, and second to validate the proposed DBD method. iii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Acknowledgment This project would not have been possible without the support of many people. It is a pleasure to convey my gratitude to them all in my humble acknowledgment. In the first place I would like to record my gratitude to Professor Jag Mohan Humar for his supervision, advice, and guidance from the very early stage of this research as well as giving me extraordinary experiences throughout the work. He inspired and enriched my growth as a student and a researcher. I am very grateful to Dr. John Adams and Stephen Halchuk from Geological Survey of Canada and Tuna Onur for their advice and willingness to share their bright thoughts with me. I gratefully acknowledge the family of the late Professor John Adjeleian and the family of Professor Jag Mohan Humar for awarding me two prestigious scholarships and providing me with the financial means to complete this research. Finally, I would like to express my special gratitude and appreciation to my wife Nasim and my mom and dad for their unconditional love, support, dedication and prayers. iv Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Table of Contents Section Page Abstract ii Acknowledgment iv Table of Contents v List of Tables xi List of Figures xiv Symbols xxiv Acronyms xxviii Chapter 1 Introduction 1.1 General 1 1.2 Performance Based Design 2 1.3 Displacement Based Design Guidelines 4 1.3.1 ATC-40 and FEMA 274 5 1.3.2 FEMA 356 7 1.3.3 FEMA 440 9 1.3.4 SEAOC blue book 11 1.4 Review of Literature related to Pushover Analysis 13 1.5 Studies Relating Elastic and Inelastic Displacements 17 1.6 Review of Literature related to Displacement Based Design Methods 19 v Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 1.7 Scope of the Proposed Study 31 1.7.1 Development of a DBD Method 32 1.7.2 Generation of Spectrum Compatible Ground Motions for Eastern Canada 33 1.8 Objectives of The Study 34 1.9 Layout of the Report 35 Chapter 2 Displacement-Based Design 2.1 Introduction 41 2.2 Ductility Capacity 45 2.3 Yield Displacement 46 2.4 Ultimate displacement 49 2.5 Target roof displacement based on ductility capacity 50 2.5.1 Concrete shear walls 51 2.5.2 Reinforced Concrete Frames 53 2.5.3 Steel Moment-resisting Frames 55 2.5.4 Concentrically Braced Frames 57 2.6 Relationship between roof drift and the maximum inter-story drift 58 2.7 Equivalent SDOF model 61 2.8 Inelastic demand spectra 62 2.9 Pushover analysis and Capacity diagram 63 2.10 Effect of Higher Modes and Multi-Mode Pushover Analysis (MMPA) 64 2.11 Steps of Displacement-based design 66 vi Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. Chapter 3 Application of Displacement-based Seismic Design 3.1 Introduction 74 3.2 DBD of 12-story Reinforced Concrete Moment Resisting Frame 74 3.2.1 Layout of the building 74 3.2.2 Equivalent static procedure of NBCC 2005 77 3.2.3 Displacement Estimates 77 3.2.4 Equivalent SDOF system 78 3.2.5 Capacity and Demand Diagrams 79 3.2.6 Design of Frames 79 3.2.7 Pushover Analysis 81 3.2.8 Subsequent Design Iterations 82 3.2.9 Multi-Mode Pushover Analysis 86 3.2.10 Operational level performance 93 3.3 DBD of other RC frame buildings 93 3.4 DBD of 12-story Steel Moment Resisting Frame 94 3.4.1 Layout of the building 94 3.4.2 Equivalent static procedure of NBCC 2005 95 3.4.3 Displacement Estimates 96 3.4.4 Equivalent SDOF system 96 3.4.5 Capacity and Demand Diagrams 97 3.4.6 Design of Frames 97 3.4.7 Pushover Analysis 97 vii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 3.4.8 Subsequent Design Iterations 98 3.4.9 Multi-Mode Pushover Analysis 100 3.4.10 Operational level performance 104 3.5 DBD of other SMRF buildings 104 3.6 DBD of 12-story Concentrically-braced frame (CBF) building 105 3.6.1 Layout of the building 105 3.6.2 Equivalent static procedure of NBCC 2005 105 3.6.3 Displacement Estimates 106 3.6.4 Equivalent SDOF system 107 3.6.5 Capacity and Demand Diagrams 107 3.6.6 Design of braces 108 3.6.7 Pushover Analysis 108 3.6.8 Subsequent Design Iterations 109 3.6.9 Multi-Mode Pushover Analysis 111 3.6.10 Operational level performance 114 Chapter 4 Selection and Scaling of Ground Motions for Canada 4.1 Introduction 147 4.2 Review of Literature Related to Selection and Scaling of Ground Motions 148 4.2.1 Ground Motion Scaling Methods 148 4.2.2 Selection of Ground Motions for US 151 4.3 Deaggregation results for Eastern Canada 152 4.4 Deaggregation results for Western Canada 153 viii Reproduced with permission of the copyright owner. Further reproduction prohibited without permission. 4.5 Ground motions of Eastern Canada 154 4.6 Selection of