Meanwhile , by using delaminating combination finite element method and macro finite element analysis methods , the paper present two kinds of analysis programs . based on the aforementioned analysis program , the failure form , distribution of plastic hinge , load - carrying capacity , displacement and ductility characteristics are investigated to reveal the failure mechanism and the failure proceeding under seismic effects . the results are in good agreement with the test results , indicating the precision of the aforementioned two programs is satisfiable to the practical engineering design 分别采用分层组合式有限元和宏观有限元分析方法，编写了2种钢筋混凝土中高带边框柱剪力墙结构的弹塑性有限元分析程序，同时利用上述2种分析程序，研究了模型结构的破坏形态、塑性铰的分布、承载力、位移及延性性能等特性，探讨了这类结构在地震作用下的破坏全过程与破坏机理，得到其主要受力特性和抗震性能的一般规律，所得结果与试验值吻合较好，表明上述2种程序分析结果的精度均可满足实际工程的设计要求，因此可用于这类结构的抗震性能分析与设计。
The seismic behavior of longitudinal middling - high r . c shear wall with frame column is discussed through model experimentations and finite element methods in this paper , after taking frame - shear wall structure of a main factory building of the large capacity power plant as experimentative prototype . the major work as follow : in order to appliance pseudo static test , the longitudinal middling - high r . c shear wall with frame column in the large capacity power plant ' s main factory building has been simulated to a model structure with 1 / 15 reduced - scale . the contents of study are process of cracking , course of damage , skeleton curve , rigidity degradation , ductility characteristic etc . that the seismic behavior of this kind of middling - high r . c shear wall is excellent has been proved by chubby hysteretic curve and fine capacity of energy dissipation 本文以某大型火电厂主厂房纵向框架一剪力墙结构为原型，通过模型试验和有限元分析，研究了纵向带边框柱中高剪力墙结构的抗震性能问题，主要内容有：选用1 15缩尺比把某大型火电厂主厂房纵向带边框柱剪力墙原型结构模拟为一个模型结构，并进行了伪静力试验，研究了这类纵向带边框柱中高剪力墙结构的开裂与破坏过程、骨架曲线、刚度退化、延性性能等问题，试验滞回曲线饱满，消能能力强，说明此类中高剪力墙的抗震性能较好。
Based on theory analysis and lots of experiment data , converting relation of symmetrical elongation and breaking elongation of testing steel bars have been tropical and the reference to consolidating ductility is provided . at last , in this paper consolidating steel bar ' s ductility by comparing to stress - strain curves of steel bars and is assessed 在理论分析基础上结合大量试验数据，回归出各类试验钢筋均匀伸长率_ ( gt )与断后伸长率_ 5 ( _ ( 10 ) 、 _ ( 100 ) )的折算关系，为统一延性评定指标提供参考，进一步比较钢筋应力?应变曲线和_ ( gt )值，最终统一评定我国混凝土结构用钢筋(丝)的延性性能。
The main contents are as follows . by the experiments of two joints under low - reversed cyclic loading , the paper analyzes the failure pattern , energy dissipation , ductility and cracking in the joint cores , evaluates the seismic performances and anti - crack behaviors of the joints , and deduces the anti - crack formula of the subassemblage and prestressed frame joint . through the fini te element analysis software ansys , the paper analyzes the specimens nonlinearly , and the theoretical analysis results are well consistent with those of the experiment 主要内容包括：通过两榀节点在低周反复荷载作用下的试验，分析其破坏形态、耗能能力、延性性能和节点核芯区裂缝开展情况，评估节点的抗震性能和抗裂能力，推导出预压装配式框架节点的抗裂验算公式；并运用ansys对试验中的节点进行了非线性分析，计算结果与试验结果基本吻合。
Firstly , the master zhang binbin ' s tests further verified that the design methods brought forward by the code for design of reinforced concrete high - rise structure ( jgj3 - 2002 ) can not satisfy basic seismic requirement . at the same time , our research group find that some acceptable improved reinforcement arrangement scheme in domestic and foreign researches can not attain satisfying ductility performance 其中首先通过硕士研究生张彬彬的试验研究工作，进一步证实《高层建筑混凝土结构技术规程》 ( jgj3 - 2002 )提出的设计方法不能满足抗震基本要求；同时查明，国内外已提出的某些施工可以接受的改进配筋方案仍未达到较满意的延性性能。
2 ) using analysis results of the displacements given by times history analysis and hysteretic loops of the four structural systems including staggered truss steel framing system ( stsf ) , ordinary steel moment - resisting frame system ( osmf ) , concentric braced frame ( cbf ) and steel frame system with concrete shear walls ( sfcw ) , the global ductility of the staggered truss steel framing system under the action of high - seismic excitation is compared with the others 3 )通过钢结构交错桁架体系与钢框架、钢框架?支撑和钢框架?砼剪力墙体系在强震下的弹塑性时程曲线和理论分析得到的位移滞回曲线的比较，指出空腹交错桁架体系的位移延性性能基本与钢框架体系相当，而混合交错桁架体系的位移延性性能则稍差，基本与钢框架?砼剪力墙体系相当。
