5.3.4 Force Capacity of the Pier with Axial Load Alone72
  5.3.5 Calibration of
eq ξ .76
 5.4 Empirical Method .78
 
CHAPTER 6  DAMPING MODIFICATION FACTGOR FOR THE DDBD
PROCEDURES82
 6.1 Sources of Error in the DDBD Procedures .82
 6.2 Development of B Values Used in Calibration.84
  6.2.1 Piers Considered in Calibration .84
  6.2.2 Procedure for Developing βda Values 85
 6.3 Relationships Between β and μΔ 89
 6.4 Relationship Between B and Drift Ratio 91
 
CHAPTER 7  METHODS FOR DETERMINING PIER STRENGTH.94
 7.1 Resistance Factors.94
 7.2 Definition of Capacity.95
 7.3 Nonlinear Analysis Method 96
 7.4 Sectional Analysis Method .96
  7.4.1 CIP Emulation Piers.97
  7.4.2 Hybrid Piers .101
 7.5 Recentering Requirements for Hybrid Piers .106
 
CHAPTER 8  VALIDATION OF THE DDBD DISPLACEMENT ESTIMATES .108
 8.1 Evaluation of the Iterative Procedure Using Nonlinear Analysis .109
 8.2 Evaluation of Iterative Procedure Using Equation-Based Methods .111
 8.3 Evaluation of Direct Procedure Using Equation-Based Methods.113
 8.4 Recommendations.114
 
CHAPTER 9  EVALUATION OF THE ELFD PROCEDURE116
 9.1 Damage Estimation Methods117
 9.2 Parameters Considered in the ELFD Evaluation 119
 9.3 Reinforcement Ratio .121
 9.4 Maximum Drift .123
 9.5 Probability of the Onset of Cover Spalling.125
 9.6 Probability of Bar Buckling128
 9.7 Maximum Strain in Longitudinal Reinforcing Bars .130
 9.8 Effect of Minimum Reinforcing Steel Limitations.133
 9.9 Summary of the ELFD Procedure Evaluation 135
 
CHAPTER 10  EVALUATION OF THE DDBD PROCEDURE .136
 10.1 Reinforcement Ratio .137  10.2 Maximum Drift .139
 10.3 Probability of the Onset of Cover Spalling.141
 10.4 Probability of Bar Buckling144
 10.5  Maximum Strain in Longitudinal Reinforcing Bars .146
 10.6 Comparison of CIP Emulation and Hybrid Piers147
 10.7 Comparison of the ELFD and DDBD Procedures147
 10.8 Summary.148
 
CHAPTER 11  SUMMARY AND CONCLUSIONS150
 11.1 Summary.150
 11.2 Conclusions.152
  11.2.1 Evaluation of ELFD Procedure152
  11.2.2 Evaluation of the DDBD Procedure 153
  11.2.3 Comparison of Design Procedures.154
  11.2.4 Comparison of the CIP Emulation and Hybrid Piers.155
 11.3 Recommendations for Future Work155
 
ACKNOWLEDGMENTS .157
 
REFERENCES.158
 
APPENDIX A: NONLINEAR MODELING OF PRECAST PIER SYSTEMS. A-1
 
APPENDIX B: DEVELOPMENT OF GROUND MOTION ACCELERATION
RECORDS.B-1
 
APPENDIX C: EQUIVALENT LATERAL FORCE DESIGN EXAMPLE
CALCULATIONS . C-1
 
APPENDIX D: DIRECT DISPLACEMENT-BASED DESIGN EXAMPLE
CALCULATIONS . D-1
 
APPENDIX E:  PIER CAPACITY DESIGN EXAMPLE CALCULATIONSE-1
 
APPENDIX F:  GROUND MOTION ACCELERATION RECORDSF-1
 
 EXECUTIVE SUMMARY
 
Bridge construction can cause significant traffic delays on already congested
highways in many metropolitan areas. The incorporation of precast concrete elements,
which can be fabricated off-site in advance of construction, in bridges can reduce the
negative impacts of construction on traffic flow by shortening construction schedules and
reducing the number of construction operations performed at the bridge site. Precast
concrete pier elements have been used rarely in seismic regions because of the  difficulty 位移设计方法英文文献和翻译(2):http://www.751com.cn/fanyi/lunwen_1944.html