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A simple member model for inelastic earthquake response analysis of three-dimensional steel frames with large deformation

大变形三维钢框架非弹性地震响应分析的简单构件模型

基本信息

批准号：
04452243
负责人：
TAKANASHI Koichi
金额：
$ 2.69万
依托单位：
University of Tokyo
依托单位国家：
日本
项目类别：
Grant-in-Aid for General Scientific Research (B)
财政年份：
1992
资助国家：
日本
起止时间：
1992 至 1993
项目状态：
已结题

项目摘要

1.A simple numerical analysis method called 'inelastic joint mode., ' which is able to trace the inelastic behaviors of the steel members subjected to varying combined stress, is developed in this research. The behaviors of steel members can be simply demonstrated with several uni-axial inelastic springs.2.The steel members, are regarded as an assembly of two kinds of elements : one is an elastic beam element and the other is multi-spring inelastic joint. The inelastic joint is composed of several inelastic axial springs, shear panels and torsional spring. The skeleton curve of the inelastic spring is supposed to be the tri-linear type. A 'skeleton-shift model' is used for the inelastic springs here. A skeleton-shift factor is proposeded, which can be properly designed according to the available test data of uni-axial cyclic loading test of steel bars. By using the 'skeleton-shift model', the yielding, strain-hardening, stress degeneration caused by local bucking, the Bauschinger effect and the complicated hysteresis behavior can be easily considered.3.The appreciation of the parameters of the inelastic joint model is discussed. These parameters can be given proper values according to the material tests and the monotonic bending tests of beam-columns. An incremental analysis program is developed.4.The validity of the numerical analysis method is checked by the simulation of the loading tests of beam-columns subjected to varying axial load or varying grandience of moments. Numerical analysis results show good agreement totally with the loading tests, especially in the case of cyclic loading tests and earthquake loading tests.

1.一种简单的数值分析方法称为“非弹性节点模式”。，该方法能够追踪钢构件在不同组合应力作用下的非弹性行为。钢构件的性能可以用几个单轴非弹性弹簧简单地表示出来。将钢构件视为两种单元的组合：一种是弹性梁单元，另一种是多弹簧非弹性节点。非弹性节点由若干非弹性轴向弹簧、剪切板和扭转弹簧组成。假定非弹性弹簧的骨架曲线为三线性型。这里的非弹性弹簧采用了“骨架位移模型”。根据现有的钢筋单轴循环加载试验数据，提出了可合理设计的骨架位移系数。利用“骨架位移模型”，可以很容易地考虑由局部屈曲引起的屈服、应变硬化、应力退化、鲍辛格效应和复杂的迟滞行为。讨论了非弹性节理模型参数的取值。这些参数可根据材料试验和梁柱单调弯曲试验给出合适的取值。开发了一个增量分析程序。通过变轴向载荷和变弯矩的梁柱加载试验，验证了数值分析方法的有效性。数值分析结果与荷载试验结果吻合较好，特别是循环荷载试验和地震荷载试验结果。