对框架结构的动力弹塑性.doc
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对框架结构的动力弹塑性,摘 要在结构遭遇地震过程中，我国现行《建筑抗震设计规范（gb50011-2001）》允许结构进入弹塑性变形状态，以构件或主体结构的塑性变形耗散地震能量，保证结构破坏而不倒塌。因此对结构弹塑性变形的研究成为结构抗震设计与分析中的一个重要组成部分。由于影响结构弹塑性地震响应的因素较多，建筑结构的弹塑性地震响应分析是一项相当...
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摘 要
在结构遭遇地震过程中，我国现行《建筑抗震设计规范（GB50011-2001）》允许结构进入弹塑性变形状态，以构件或主体结构的塑性变形耗散地震能量，保证结构破坏而不倒塌。因此对结构弹塑性变形的研究成为结构抗震设计与分析中的一个重要组成部分。
由于影响结构弹塑性地震响应的因素较多，建筑结构的弹塑性地震响应分析是一项相当复杂的工作。目前国内外虽然已有一些弹塑性地震响应分析程序，如ADINA，ANSYS、SAP2000等，但这些程序远不如弹性分析程序那样实用，操作比较繁锁，并且受到计算机性能的限制，作为结构设计人员和工程技术人员的常用解析手段，当前比较困难。另外这些有限元软件的源程序是不公开的，这就对科研人员，工程设计人员对软件的进一步研究创新造成了一定障碍，因此有必要对建筑结构的弹塑性地震响应分析程序进行开发。
弹塑性时程分析方法能够很好地反映结构在强震作用下从弹性到弹塑性阶段的内力变化以及构件开裂、损坏直至结构倒塌的破坏全过程。采用该分析方法时，涉及到如何确定构件或结构振动模型和其恢复力模型等一系列问题。
为了具体研究框架结构在罕遇地震作用下的能量的具体耗散情况，本文编制了框架结构（杆系模型）弹塑性时程分析程序，对框架结构在罕遇地震作用下的梁和柱的平均塑性变形和累计塑性变形进行了研究，最后对结构各个构件的能量消耗进行了具体的分析研究。
首先，本文从框架结构在地震作用下的动力微分方程出发，研究了框架结构的刚度矩阵，阻尼矩阵，质量矩阵，动力微分方程的逐步积分法。
其次，利用本文利用FORTRAN语言编制了框架结构（平面杆系模型）的弹塑性时程分析程序FEPT。同时建立一个算例模型，分别利用SAP2000有限元软件和已编程序FEPT计算了模型的加速度，速度，位移时程响应。将两者进行了比较，验证了程序的正确性。
最后，建立三跨三层的强柱弱梁模型和强梁弱柱模型，利用已编程序FEPT对结构进行地震响应弹塑性时程分析。在罕遇地震作用下，使框架结构的某些杆件进入塑性状态，对结构进入塑性状态的杆件的平均塑性变形倍率，累计塑性变形倍率进行了研究。最后对各个杆件所吸收的能量，进行了定量分析。研究表明：对于强柱弱梁模型，远离中轴线的梁端损伤大于其它部位梁的损伤，吸收较多的能量；对于强梁弱柱模型，靠近中轴线的柱的损伤比较严重，吸收的能量大于其它部位所吸收的能量。
关键词 框架结构；弹塑性时程分析；平均塑性变形倍率；累计塑性变形倍率；损伤比；剩余变形
ABSTRACT
It is allowed in Code for seismic design of buildings that , when rare earthquake happens, structures and their components are allowed to be in elasto-plastic status to dissipate the earthquake energy. Structures may be in damage status, whereas they don’t collapse. So it is important to study the elasto-plastic property of structures under rare earthquake.
Elasto-plastic seismic analysis is a complex work, which is affected by many factors. There are many elaso-plastic earthquake response analysis programmes around world, such as ADINA, ANSYS, SAP2000, which are difficult to be used. It is not in practice that they are used by designers. What’s more, the source programme of the softwares are not opened to public, so it is impossible for researchers to improve and innovate the programmes.
Elasto-plastic time history analysis method can be used to study the status of the structures under earthquake. In this method, many factors should be considered, such as virbiation model, restoring force model and earthquake waves.
In order to investigate the energy distribution of the frame structures, the elasto-plastic time history analysis programme for frame structures(rod model) is disigned. And it is used to study the average plastic deformation rate, the cumulated plastic deformation rate, and the energy distribution of the frame structures.
First, the vibration diffential equation, stiffness matrix, damping matrix, mass matrix of the frame structure are studied, and the earthquake response of the frame structure are studied.
Second, the elasto-plastic time history analysis programme is disigned using FORTRAN programme. Then a frame structrue model is designed, the software SAP2000 and the programme FEPT are used to study the acceleration, velocity, displacement time history curve of the frame structure. The results of the two programme are compared, which validate the programme FEPT.
At last, a 3-bay-3-storeyed rough-column-weak-beam model and a 3-bay-3-storeyed weak-column-rough-beam model are designed. The programme FEPT is used to study the earthquake response of the two structures. When rare earthquake happens, the two structures are in plastic status, the average plastic deformation rate and the cumulated plastic deformation rate of the structues are studied. The energy dissipation of each member of the structures are also studied. Studies show that, there is more damage in the end of the beam far from the middle axis in rough-column-weak-beam structures. And there is more damage in the column near the middle axis in weak-column-rough-beam structures.
Keywords Frame structure; Elasto-plastic time history analysis; Average plastic deformation rate; Cumulative plastic deformation rate; Damage ratio; Residual deformation
目 录
摘 要 I
ABSTRACT III
第1章 绪论 1
1.1 引言 1
1.2 结构弹塑性时程分析 1
1.2.1 概述 2
1.2.2 静力弹塑性分析 2
1.2.3 动力弹塑性..
在结构遭遇地震过程中，我国现行《建筑抗震设计规范（GB50011-2001）》允许结构进入弹塑性变形状态，以构件或主体结构的塑性变形耗散地震能量，保证结构破坏而不倒塌。因此对结构弹塑性变形的研究成为结构抗震设计与分析中的一个重要组成部分。
由于影响结构弹塑性地震响应的因素较多，建筑结构的弹塑性地震响应分析是一项相当复杂的工作。目前国内外虽然已有一些弹塑性地震响应分析程序，如ADINA，ANSYS、SAP2000等，但这些程序远不如弹性分析程序那样实用，操作比较繁锁，并且受到计算机性能的限制，作为结构设计人员和工程技术人员的常用解析手段，当前比较困难。另外这些有限元软件的源程序是不公开的，这就对科研人员，工程设计人员对软件的进一步研究创新造成了一定障碍，因此有必要对建筑结构的弹塑性地震响应分析程序进行开发。
弹塑性时程分析方法能够很好地反映结构在强震作用下从弹性到弹塑性阶段的内力变化以及构件开裂、损坏直至结构倒塌的破坏全过程。采用该分析方法时，涉及到如何确定构件或结构振动模型和其恢复力模型等一系列问题。
为了具体研究框架结构在罕遇地震作用下的能量的具体耗散情况，本文编制了框架结构（杆系模型）弹塑性时程分析程序，对框架结构在罕遇地震作用下的梁和柱的平均塑性变形和累计塑性变形进行了研究，最后对结构各个构件的能量消耗进行了具体的分析研究。
首先，本文从框架结构在地震作用下的动力微分方程出发，研究了框架结构的刚度矩阵，阻尼矩阵，质量矩阵，动力微分方程的逐步积分法。
其次，利用本文利用FORTRAN语言编制了框架结构（平面杆系模型）的弹塑性时程分析程序FEPT。同时建立一个算例模型，分别利用SAP2000有限元软件和已编程序FEPT计算了模型的加速度，速度，位移时程响应。将两者进行了比较，验证了程序的正确性。
最后，建立三跨三层的强柱弱梁模型和强梁弱柱模型，利用已编程序FEPT对结构进行地震响应弹塑性时程分析。在罕遇地震作用下，使框架结构的某些杆件进入塑性状态，对结构进入塑性状态的杆件的平均塑性变形倍率，累计塑性变形倍率进行了研究。最后对各个杆件所吸收的能量，进行了定量分析。研究表明：对于强柱弱梁模型，远离中轴线的梁端损伤大于其它部位梁的损伤，吸收较多的能量；对于强梁弱柱模型，靠近中轴线的柱的损伤比较严重，吸收的能量大于其它部位所吸收的能量。
关键词 框架结构；弹塑性时程分析；平均塑性变形倍率；累计塑性变形倍率；损伤比；剩余变形
ABSTRACT
It is allowed in Code for seismic design of buildings that , when rare earthquake happens, structures and their components are allowed to be in elasto-plastic status to dissipate the earthquake energy. Structures may be in damage status, whereas they don’t collapse. So it is important to study the elasto-plastic property of structures under rare earthquake.
Elasto-plastic seismic analysis is a complex work, which is affected by many factors. There are many elaso-plastic earthquake response analysis programmes around world, such as ADINA, ANSYS, SAP2000, which are difficult to be used. It is not in practice that they are used by designers. What’s more, the source programme of the softwares are not opened to public, so it is impossible for researchers to improve and innovate the programmes.
Elasto-plastic time history analysis method can be used to study the status of the structures under earthquake. In this method, many factors should be considered, such as virbiation model, restoring force model and earthquake waves.
In order to investigate the energy distribution of the frame structures, the elasto-plastic time history analysis programme for frame structures(rod model) is disigned. And it is used to study the average plastic deformation rate, the cumulated plastic deformation rate, and the energy distribution of the frame structures.
First, the vibration diffential equation, stiffness matrix, damping matrix, mass matrix of the frame structure are studied, and the earthquake response of the frame structure are studied.
Second, the elasto-plastic time history analysis programme is disigned using FORTRAN programme. Then a frame structrue model is designed, the software SAP2000 and the programme FEPT are used to study the acceleration, velocity, displacement time history curve of the frame structure. The results of the two programme are compared, which validate the programme FEPT.
At last, a 3-bay-3-storeyed rough-column-weak-beam model and a 3-bay-3-storeyed weak-column-rough-beam model are designed. The programme FEPT is used to study the earthquake response of the two structures. When rare earthquake happens, the two structures are in plastic status, the average plastic deformation rate and the cumulated plastic deformation rate of the structues are studied. The energy dissipation of each member of the structures are also studied. Studies show that, there is more damage in the end of the beam far from the middle axis in rough-column-weak-beam structures. And there is more damage in the column near the middle axis in weak-column-rough-beam structures.
Keywords Frame structure; Elasto-plastic time history analysis; Average plastic deformation rate; Cumulative plastic deformation rate; Damage ratio; Residual deformation
目 录
摘 要 I
ABSTRACT III
第1章 绪论 1
1.1 引言 1
1.2 结构弹塑性时程分析 1
1.2.1 概述 2
1.2.2 静力弹塑性分析 2
1.2.3 动力弹塑性..
