Best-fit models for nonlinear seismic response of reinforced concrete frames

Abstract This paper identifies the optimal combination of hysteresis-modeling and damping parameters for use in practical nonlinear dynamic analysis to obtain satisfactory correlations in both amplitude and waveform between the calculated and measured seismic response of reinforced concrete frames. In this study, frame members are characterized by five modeling parameters: initial stiffness, bond–slip rotations, post-yield stiffness, unloading stiffness, and viscous damping. The calculated response is compared with measured data from three small-scale shake-table multistory test structures and from a seven-story instrumented building. The three test specimens (structures MF1, MF2, and FNW) are each analyzed for two different base acceleration tests whereas the seven-story building (Holiday Inn at Van Nuys, CA) is analyzed using a single recorded seismic event (1994 Northridge) in each of the two principal directions of the building (structures HNS and HEW). Analyses for all five structures are carried out using three different computer programs. The goodness-of-fit of the computed response to the recorded experimental data is measured by the Frequency Domain Error (FDE) index. Simplified rules are presented to derive the best modeling characterizations that give consistent low values of FDE for the various structures and structural analysis programs considered.

[1]  Sozen,et al.  Earthquake Simulation Tests of a Ten-Story Reinforced Concrete Frame with a Discontinued First-Level Beam , 1978 .

[2]  T. Paulay,et al.  Reinforced Concrete Structures , 1975 .

[3]  Andres Lepage,et al.  FDE index for goodness‐of‐fit between measured and calculated response signals , 2009 .

[4]  Frieder Seible,et al.  PIVOT HYSTERESIS MODEL FOR REINFORCED CONCRETE MEMBERS , 1998 .

[5]  Vitelmo V. Bertero,et al.  Earthquake Engineering: From Engineering Seismology To Performance-Based Engineering , 2020 .

[6]  Sozen,et al.  Simple and Complex Models for Nonlinear Seismic Response of Reinforced Concrete Structures , 1979 .

[7]  Sozen,et al.  Experiments to Study Earthquake Response of R/C Structures with Stiffness Interruptions , 1980 .

[8]  James O Jirsa,et al.  Nonlinear Analyses of an Instrumented Structure Damaged in the 1994 Northridge Earthquake , 1998 .

[9]  Edward L. Wilson,et al.  A new method of dynamic analysis for linear and nonlinear systems , 1985 .

[10]  Nathan M. Newmark,et al.  A Method of Computation for Structural Dynamics , 1959 .

[11]  Asce,et al.  Seismic Evaluation of Existing Buildings , 2003 .

[12]  JoAnn Browning,et al.  Discussion of “Nonlinear Analyses of an Instrumented Structure Damaged in the 1994 Northridge Earthquake” by Y. Roger Li and James O. Jirsa , 1999 .

[13]  T. Takeda,et al.  Reinforced Concrete response to simulated earthquakes , 1970 .

[14]  Sozen,et al.  Experimental Study of the Dynamic Response of a Ten-Story Reinforced Concrete Frame with a Tall First Story , 1978 .