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Designing to the Strongest Ground Motions, 2023
- Designing to the Strongest Ground Motions
- Contents
- Preface
- Acknowledgments
- Abbreviations, Acronyms, and Notation
- Chapter 1: Strongest Recorded Ground Motions [Go to Page]
- 1.1 Introduction
- 1.2 Ground Motion Histories
- 1.3 Single-Degree-of-Freedom System
- 1.4 Deformation Response Spectrum
- 1.5 Pseudo-Acceleration Response Spectrum
- 1.6 Pseudo-Velocity Response Spectrum
- 1.7 Tripartite Plot of Response Spectrum
- 1.8 Acceleration-Deformation Response Spectrum
- 1.9 Acceleration-Deformation Response Spectra for Various Damping
- 1.10 Strongest Recorded Ground Motions
- 1.11 Cyclic Demand
- 1.12 Indirect Parameters of Ground Motion
- 1.13 Summary
- References
- Chapter 2: Comparison with Predicted Ground Motions [Go to Page]
- 2.1 Introduction
- 2.2 San Francisco, California, Ground Motion
- 2.3 Hickman, Arkansas, Ground Motion
- 2.4 Discussion
- 2.5 Summary
- References
- Chapter 3: Seismic Characteristics of Buildings [Go to Page]
- 3.1 Introduction
- 3.2 Three-Story Steel Special Moment Frame Building
- 3.3 Pushover Curve for 3-Story Building
- 3.4 Capacity Curve for 3-Story Building
- 3.5 Damping Curve for 3-Story Building
- 3.6 Twenty-Story Steel Eccentrically Braced Frame Building
- 3.7 Pushover Curve for 20-Story Building
- 3.8 Capacity Curve for 20-Story Building
- 3.9 Damping Curve for 20-Story Building
- 3.10 Comparison between 3- and 20-Story Buildings
- 3.11 Cyclic Capacity
- 3.12 Summary
- References
- Chapter 4: Seismic Analysis of Buildings [Go to Page]
- 4.1 Introduction
- 4.2 Demand Curve for 3-Story Building
- 4.3 Nonlinear-Static Analysis of 3-Story Building
- 4.4 Nonlinear-Dynamic Analysis of 3-Story Building
- 4.5 Damage Suffered by 3-Story Building
- 4.6 Demand Curve for 20-Story Building
- 4.7 Nonlinear-Static Analysis of 20-Story Building
- 4.8 Nonlinear-Dynamic Analysis of 20-Story Building
- 4.9 Damage Suffered by 20-Story Building
- 4.10 Summary
- References
- Chapter 5: Collapse-Inducing Ground Motions [Go to Page]
- 5.1 Introduction
- 5.2 Weakest Collapse-Inducing Ground Motion
- 5.3 Effect of Deformability on Collapse-Inducing Ground Motion
- 5.4 Effect of Hysteresis on Collapse-Inducing Ground Motion
- 5.5 Summary
- References
- Chapter 6: Response of Buildings to Strongest Ground Motions [Go to Page]
- 6.1 Introduction
- 6.2 Northridge, Tarzana Ground Motion [Go to Page]
- 6.2.1 Response of 3-Story Building to Tarzana Ground Motion
- 6.2.2 Response of 20-Story Building to Tarzana Ground Motion
- 6.3 Loma Prieta, Los Gatos Presentation Center Ground Motion [Go to Page]
- 6.3.1 Response of 3-Story Building to Los Gatos Presentation Center Ground Motion
- 6.3.2 Response of 20-Story Building to Los Gatos Presentation Center Ground Motion
- 6.4 Chi-Chi, Taiwan, TCU065 Ground Motion [Go to Page]
- 6.4.1 Response of 3-Story Building to TCU065 Ground Motion
- 6.4.2 Response of 20-Story Building to TCU065 Ground Motion
- 6.5 Northridge, Sylmar Ground Motion [Go to Page]
- 6.5.1 Response of 3-Story Building to Sylmar Ground Motion
- 6.5.2 Response of 20-Story Building to Sylmar Ground Motion
- 6.6 Chi-Chi, Taiwan, CHY080 Ground Motion [Go to Page]
- 6.6.1 Response of 3-Story Building to CHY080 Ground Motion
- 6.6.2 Response of 20-Story Building to CHY080 Ground Motion
- 6.7 Kobe, Takatori Ground Motion [Go to Page]
- 6.7.1 Response of 3-Story Building to Takatori Ground Motion
- 6.7.2 Response of 20-Story Building to Takatori Ground Motion
- 6.8 Chi-Chi, Taiwan, TCU084 Ground Motion [Go to Page]
- 6.8.1 Response of 3-Story Building to TCU084 Ground Motion
- 6.8.2 Response of 20-Story Building to TCU084 Ground Motion
- 6.9 Nurdagi, Türkiye, TK3123 Ground Motion [Go to Page]
- 6.9.1 Response of 3-Story Building to TK3123 Ground Motion
- 6.9.2 Response of 20-Story Building to TK3123 Ground Motion
- 6.10 Chi-Chi, Taiwan, TCU052 Ground Motion [Go to Page]
- 6.10.1 Response of 3-Story Building to TCU052 Ground Motion
- 6.10.2 Response of 20-Story Building to TCU052 Ground Motion
- 6.11 Niigata, Japan, NIG019 Ground Motion [Go to Page]
- 6.11.1 Response of 3-Story Building to NIG019 Ground Motion
- 6.11.2 Response of 20-Story Building to NIG019 Ground Motion
- 6.12 Chi-Chi, Taiwan, TCU068 Ground Motion [Go to Page]
- 6.12.1 Response of 3-Story Building to TCU068 Ground Motion
- 6.12.2 Response of 20-Story Building to TCU068 Ground Motion
- 6.13 Damage from Aftershocks
- 6.14 Summary
- References
- Chapter 7: Collapse-Proof Seismic Design [Go to Page]
- 7.1 Introduction
- 7.2 Envelope Response Spectra
- 7.3 Preliminary Design
- 7.4 Capacity and Damping Curves
- 7.5 Soil-Structure Interaction
- 7.6 Final Design
- 7.7 Summary
- References
- Chapter 8: R, Cd, and Ω0 Factors [Go to Page]
- 8.1 Introduction
- 8.2 Three-Story Steel Special Moment Frame Building [Go to Page]
- 8.2.1 Overstrength Factor Ω0
- 8.2.2 Deflection Amplification Factor Cd
- 8.2.3 Response Modification Factor R
- 8.3 Twenty-Story Steel Eccentrically Braced Frame Building [Go to Page]
- 8.3.1 Overstrength Factor Ω0
- 8.3.2 Deflection Amplification Factor Cd
- 8.3.3 Response Modification Factor R
- 8.4 Summary
- References
- Chapter 9: Concluding Remarks
- Appendix: Damping of Hysteretic System
- Index
- About-the-authors
[Go to Page]