摘 要
在結(jié)構(gòu)遭遇地震過程中，我國現(xiàn)行《建筑抗震設(shè)計(jì)規(guī)范（GB50011-2001）》允許結(jié)構(gòu)進(jìn)入彈塑性變形狀態(tài)，以構(gòu)件或主體結(jié)構(gòu)的塑性變形耗散地震能量，保證結(jié)構(gòu)破壞而不倒塌。因此對結(jié)構(gòu)彈塑性變形的研究成為結(jié)構(gòu)抗震設(shè)計(jì)與分析中的一個(gè)重要組成部分。
由于影響結(jié)構(gòu)彈塑性地震響應(yīng)的因素較多，建筑結(jié)構(gòu)的彈塑性地震響應(yīng)分析是一項(xiàng)相當(dāng)復(fù)雜的工作。目前國內(nèi)外雖然已有一些彈塑性地震響應(yīng)分析程序，如ADINA，ANSYS、SAP2000等，但這些程序遠(yuǎn)不如彈性分析程序那樣實(shí)用，操作比較繁鎖，并且受到計(jì)算機(jī)性能的限制，作為結(jié)構(gòu)設(shè)計(jì)人員和工程技術(shù)人員的常用解析手段，當(dāng)前比較困難。另外這些有限元軟件的源程序是不公開的，這就對科研人員，工程設(shè)計(jì)人員對軟件的進(jìn)一步研究創(chuàng)新造成了一定障礙，因此有必要對建筑結(jié)構(gòu)的彈塑性地震響應(yīng)分析程序進(jìn)行開發(fā)。
彈塑性時(shí)程分析方法能夠很好地反映結(jié)構(gòu)在強(qiáng)震作用下從彈性到彈塑性階段的內(nèi)力變化以及構(gòu)件開裂、損壞直至結(jié)構(gòu)倒塌的破壞全過程。采用該分析方法時(shí)，涉及到如何確定構(gòu)件或結(jié)構(gòu)振動模型和其恢復(fù)力模型等一系列問題。
為了具體研究框架結(jié)構(gòu)在罕遇地震作用下的能量的具體耗散情況，本文編制了框架結(jié)構(gòu)（桿系模型）彈塑性時(shí)程分析程序，對框架結(jié)構(gòu)在罕遇地震作用下的梁和柱的平均塑性變形和累計(jì)塑性變形進(jìn)行了研究，最后對結(jié)構(gòu)各個(gè)構(gòu)件的能量消耗進(jìn)行了具體的分析研究。
首先，本文從框架結(jié)構(gòu)在地震作用下的動力微分方程出發(fā)，研究了框架結(jié)構(gòu)的剛度矩陣，阻尼矩陣，質(zhì)量矩陣，動力微分方程的逐步積分法。
其次，利用本文利用FORTRAN語言編制了框架結(jié)構(gòu)（平面桿系模型）的彈塑性時(shí)程分析程序FEPT。同時(shí)建立一個(gè)算例模型，分別利用SAP2000有限元軟件和已編程序FEPT計(jì)算了模型的加速度，速度，位移時(shí)程響應(yīng)。將兩者進(jìn)行了比較，驗(yàn)證了程序的正確性。
最后，建立三跨三層的強(qiáng)柱弱梁模型和強(qiáng)梁弱柱模型，利用已編程序FEPT對結(jié)構(gòu)進(jìn)行地震響應(yīng)彈塑性時(shí)程分析。在罕遇地震作用下，使框架結(jié)構(gòu)的某些桿件進(jìn)入塑性狀態(tài)，對結(jié)構(gòu)進(jìn)入塑性狀態(tài)的桿件的平均塑性變形倍率，累計(jì)塑性變形倍率進(jìn)行了研究。最后對各個(gè)桿件所吸收的能量，進(jìn)行了定量分析。研究表明：對于強(qiáng)柱弱梁模型，遠(yuǎn)離中軸線的梁端損傷大于其它部位梁的損傷，吸收較多的能量；對于強(qiáng)梁弱柱模型，靠近中軸線的柱的損傷比較嚴(yán)重，吸收的能量大于其它部位所吸收的能量。
關(guān)鍵詞 框架結(jié)構(gòu)；彈塑性時(shí)程分析；平均塑性變形倍率；累計(jì)塑性變形倍率；損傷比；剩余變形

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 錄
摘 要 I
ABSTRACT III
第1章 緒論 1
1.1 引言 1
1.2 結(jié)構(gòu)彈塑性時(shí)程分析 1
1.2.1 概述 2
1.2.2 靜力彈塑性分析 2
1.2.3 動力彈塑性..