Performance-Based Seismic Bridge Design (2013) / Chapter Skim
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27 CHAPTER FIVE STRUCTURAL ANALYSIS AND DESIGN pattern that represents the distribution of inertial forces imposed by earthquake shaking. This method is well suited to simple, regular structures that are dominated by their first mode response.
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28 structure remains essentially elastic under the selected ground motion. NONLINEAR STATIC PROCEDURES Whenever inelastic behavior is expected, linear static and linear dynamic analyses cannot reliably be used to precisely quantify structural performance; therefore, nonlinear methods must be employed.
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29 The benefits of this method are increased insight into inelastic behavior of a structure, including the location and formation sequence of plastic hinges, relative simplicity, and accuracy for simple structures, especially those that can be well represented as an SDOF system. This makes nonlinear static methods attractive for use in PBSD methodologies.
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30 demand in relation to the displacement capacity. The system displacement capacity is determined using strain, rotation, drift, or displacement limits defined according to the required performance criteria.
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31 target displacement associated with each modal pushover analysis. The target displacement values may be computed by applying the coefficient method or equivalent linearization procedures to an elastic spectrum for an equivalent SDOF system representative of each mode being considered.
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32 extension of linear response history analysis, with nonlinear material and geometric behavior explicitly accounted for in the equations of motion. In this most general of all procedures, it is necessary to (a)
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33 tions can be found in ATC (1996) , Priestley et al.
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34 tainty in the predicted structural demand is of vital importance. Uncertainty can enter from two primary sources: (1)
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35 showing a higher IM generating a lower EDP. This is the result of the pattern and timing of response cycles, where "as the accelerogram is scaled up, weak response cycles in the early part of the response time-history become strong enough to inflict damage (yielding)
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36 sion values βc and βq respectively. βc represents the variation in as-built structural member properties, such as in material strengths, geometry, and reinforcement location, with respect to properties assumed in analysis or specified in the design drawings, or both.
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