本研究與日本東京工業大學Niwa教授及助手Miki博士進行國際研究合作，採用其開發之桁架模型分析程式3D Lattice model進行含梁柱抗彎構架之分析。 本文內容包含分析程式Lattice model之介紹，參數分析及實驗驗證。藉由參數分析，乃將原始分析程式修改，以適合預測RC抗彎構架行為。在參數分析部分，包含分析構架可選定多種材料性質、混凝土軟化係數選取、梁對接頭造成的圍束效果，以及對接頭勁度進行折減等探討。 文末利用四座含底層之梁柱抗彎實驗構架及一座兩層兩跨抗彎實驗構架，進行實驗與分析結果比較。從中，可以發現無論在整體抗彎構架行為與柱及接頭細部行為，利用本修正後之程式作分析，都有不錯的成果。 本研究亦發現後續研究問題，如分析之結構初始勁度高於實驗值、接頭勁度折減改良、拱桿件角度之限制等，亦有待未來作深入探討。 The research has been cooperated with Professor Niwa and Dr. Miki from Tokyo Institute of Technology in Japan since March 2006. The target of the research is to examine the analytical ability of the computed program, 3D Lattice model, developed by Niwa group, and to verify the prediction accuracy of moment-resisting frames by means of a series of experimental results. The main structure of 3D lattice model program was made in association with the calculation method of structural matrix analysis to calculate the framing forces and displacements subjected to both monotonic and cyclic loading. Originally, the lattice model was used to predict the seismic behaviors of bridge piers. In order to predict the behavior of RC moment-resisting frames, the original program must be modified. Such as multi concrete models, concrete soften coefficient, stiffness degradation in simulating beam-column joint part, etc. were considered. The modified analytical program was verified by using four tested frames with different failure modes and two story-two bay reinforced concrete moment-resisting frame. The predicted results using the modified program correlated overall framing response well. The results of the detail analysis on shear deformations of columns and beam-column joints also agreed with testing measurements well. It represents the refined analytical program simulates the behavior of RC moment-resisting frame in a feasible way. However, the research still has some issues need to be discussed. Such as the predicted initial stiffness of the structures is higher than experimental result, the simulation of stiffness degradation in beam-column joints, and the angle limit of arch members, should be discussed in the future.
