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Evaluation of Ultimete Limit State Strength of Steel Structures

钢结构极限状态强度评价

基本信息

批准号：
63460170
负责人：
TAKANASHI Koichi
金额：
$ 4.22万
依托单位：
Institute of Industrial Science, 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：
1988
资助国家：
日本
起止时间：
1988 至 1989
项目状态：
已结题

来源：
https://kaken.nii.ac.jp/en/grant/KAKENHI-PROJECT-63460170/
关键词：
failure mode external excitation inertial force static loading test dynamic loading test ultimate state aseismatic design 限界状態設計結局限界状態地震応答風応答オンライン応答実験

项目摘要

The purpose of this study is to find the failure mechanism of frame in ultimate state which dissipates a input energy to the frame by earthquake excitations or wind loading.There were three types of tests conducted static tests, earthquake response tests and dynamic response tests by wind loading.All these tests were conducted on 3-story frames and were controlled by the On-line test technique.The test results are summarized below:(1) The strength observed at the static tests is much higher than the strength which is calculated by a simple plastic analysis for perfectly elastoplastic materials. In order to evaluate correctly the strength of frame, it is very important to take into account the strain-hardening effect at the strength analysis of frame.(2) The trajectories of the inertial forces are crowed along the line representing the ratio between the inertial forces during the 1st mode vibration. It suggests the possibility of representing the dynamic load effects by an equivalent static load.It is possible to develop the simple ultimate state aseismatic design method characterized by equivalent static parameters, in the case of comparatively small effects of higher mode of vibration in frames.Considering the interactive effects between velosity of frame and wind verosity at the wall exposing to the wind, the dynamic loading distribution exerting at the each floor of frame is nearly equal to the static wind loading distribution. The 1st mode vibration in dynamic response, however, are dominant. Then, there are no interactive relation between the ratios of the work done by the static shear force at the each floor and by the dynamic loads.

本文通过三层框架结构的静力试验、地震反应试验和风荷载作用下的动力响应试验，研究了框架在地震或风荷载作用下耗散输入能量的极限状态的破坏机理。试验结果表明：(1)静力试验测得的强度远高于理想弹塑性材料的简单塑性分析计算的强度。为了正确评估车架的强度，在车架的强度分析中考虑应变硬化效应是非常重要的。(2)在一阶振动过程中，惯性力的轨迹沿着代表惯性力之比的直线拥挤。提出了用等效静力荷载来表示动载效应的可能性，提出了在框架高阶振型影响较小的情况下，以等效静力参数为特征的简化极限状态抗震设计方法，考虑了框架风速和墙体风速的相互作用，使框架各层的动载分布与静风荷载分布基本相等。但在动力响应中，以一阶振动为主。因此，各楼层的静剪力做功与动载作功的比值之间不存在相互作用关系。