菜单
  

      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
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