多层混凝土砌块结构性态抗震研究
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摘要
混凝土小型空心砌块具有节土、节能、环保、自重轻等优势,已经成为替代实心粘土砖的首选墙体材料,在我国具有极其广阔的应用前景。随着抗震设计理论的不断发展,性态抗震设计思想不仅考虑保障人身安全,还考虑控制建筑破坏所造成的经济损失,当前已成为地震工程研究的热点之一。鉴于国内有关性态抗震研究很少涉及混凝土砌块结构,本文以我国目前量大、面广的多层芯柱-构造柱砌块结构为对象,进行性态抗震研究,以便为其性态抗震设计提供参考依据。
本文由两大部分所组成:第一部分主要是关于结构性态抗震设计和混凝土砌块结构抗震性能的一些基础性研究。其中,第一章着重介绍了国内外关于结构性态抗震设计和混凝土砌块结构的抗震研究和应用状况。第二章,基于我国现有的大量混凝土砌块墙片试验资料的整理、总结和深入分析,提出了混凝土空心砌块墙片抗震剪切承载力的通用计算公式;给出了各类砌块墙体的开裂和极限剪切角与延性比;依据墙体的宏观破坏程度划分为五个破坏等级,建立了与破坏等级相对应的四折线恢复力特性简化模型,并给出了各特征点的参数值。第三章,根据混凝土砌块结构模型振动台试验破坏特征的分析,并参考有关结构性态水准的划分标准,将混凝土砌块结构划分为五个性态水准,给出了各级性态水准下结构破坏程度的具体描述,以及用层间位移角表示各级性态水准的定量指标。论文的第四章和第五章是关于实现结构性态设计的一个基本方法——静力非线性分析的两个基本环节:Pushover 分析和目标位移的确定。第四章介绍了Pushover 分析的基本原理、方法等,着重讨论了该方法中的侧力分布这一关键环节,并根据试验数据拟合了一种多项式侧力分布模式。第五章对现有单自由度体系最大非弹性位移的各种近似估计方法进行了比较全面的分析和对比,发现现有的几种方法都可以表示成位移修正系数的形式。对比分析表明,这几种方法当周期大于1 秒时所给出的最大非弹性位移都非常接近于时程分析结果;当周期小于1 秒时这些方法都具有相当的误差。
第二部分主要是依据第一部分建立(提出)的一些原则方法、基本关系和参数进行了算例计算与分析。第六章通过一个七层混凝土砌块住宅模型振动台试验与非线性动力时程分析结果的对比,验证了动力分析中所用的结构计算模型、恢复力模型和参数以及自编计算程序是可行的。在此基础上又分别以六、七和八
A study on the seismic performance of multistory small hollow concrete block (CB) buildings with core-and tie-columns which are widely used in China is presented in the thesis.
In the thesis two major parts are included. In the first part several fundamental aspects concerning the performance-based design of structures and confined CB buildings are described. Chapter 1 gives an overview of the performance-based design and the seismic investigations and application of the CB buildings at home and abroad. Based on the analysis of data collected from the experimental studies performed in China a general expression for estimating the shear strength of hollow CB walls is suggested in chapter 2. Values of shift angle at cracking and ultimate stages and the ductility for different kind of CB walls are provided; the CB walls are classified into five categories according to their damage level. A four-linear skeleton curve corresponding to the damage category is developed. Meanwhile, the values of each characteristic point on the skeleton curve are also suggested. In Chapter 4 based on the damage feature observed from the shacking table tests of CB building models,with reference to the general standard of classification relevant to performance level of structures, a five-performance level classification for CB structures is established, and correspondingly a description of damage and the damage index in terms of interstory drift are given. Chapters 4 and 5 are devoted to the pushover analysis and the estimation of the target displacement, which represent the two basic components of the nonlinear static analysis (NSA) in implementing the structural performed-based design. Chapter 4 introduces fundamentals and methodologies of the pushover analysis focusing on lateral load pattern. A polynomial distribution is formulated from the curve-fitting of the test data collected. The approaches for approximate estimating the maximum nonlinear displacement of SDOF system proposed by different researchers are discussed and compared. It is found they all can be expressed in the form of the displacement modification factor. Numerical comparison shows all approaches yield results with minor difference and approximating to those obtained from the nonlinear time history analysis (NTHA) for elastic period over 1sec, while relatively large errors
for the period within 1sec. In the second part principals,methods, basic relationship and parameters developed/provided in the first part are applied to numerical examples. A comparison of results of shacking table tests and the NTHA of a seven-story CB residential building model the availability of the analysis model, hysteretic model and relevant parameters adopted, and the computation program developed are verified in Chapter 6. Furthermore, NTHA for three typical CB buildings, one six-, one seven-and one eight-story, were conducted. Factors considered in the analyses include: site condition, peck acceleration level and direction of the input ground motions. The results of these analyses provide basis for comparison for the next chapter. From the NTHA it is shown that for the six-story building considered the aseismic requirement for the transversal direction can be basically satisfied, while that for the longitudinal direction under earthquake that occurs rarely can not be satisfied in most cases. For seven-and eight-story CB buildings the requirement of the seismic fortification intensity VII can be met. It seems an appropriate increase in the maximum story number and the maximum total height of CB buildings with core-and tie-columns is permissible. Chapter 7 illustrates the NSA for the same three typical CB buildings as used in the above chapter. In the analyses three lateral load patterns were adopted, and the results by using NSA is compared with those by NTHA. It is shown that: (1) The capacity curves obtained from NSA consist of three linear segments with two remarkable turning points, which represent the slight and the moderate damage characteristic points, respectively. (2) The capacity curve obtained from the inverse triangular pattern is in general more close to that of the NTHA than other two patterns. (3) The target displacement obtained from the pushover analysis by using the inverse triangular pattern combining with the improved capacity spectra method is relatively close to that from NTHA in most cases for site conditions I, II and III categories with error less than 25%;and higher error for site condition IV. (3) Due to the inherent approximation the NSA underestimates both the maximum interstory drift and the maximum inert-story shear forces. Therefore, it could overestimate the seismic reliability of structures. Finally, seismic deformation evaluation for two CB buildings is illustrated in Chapter 8. The methods used in the evaluation include: the NTHA, NSA and the
methods specified in the China《Code for seismic design of buildings》(GB50011-2001) and the 《General rule for performance-based design of buildings》(CECS 160:2004). The results indicate that there are some differences in the aseismic performance levels predicted by different methods. Moreover, it is found the requirement for a structure, which is satisfied under minor and fortification earthquake, could not be met under major earthquake event. It is also shown that through details of seismic design made according to the《Code for seismic design of buildings》requirement for masonry buildings no collapse occurring under major earthquake could not be ensured. Therefore to evaluate deformation of CB buildings under major earthquake is necessary. Finally, the limitations both of the《Code for seismic design of buildings》and the《General rule for performance-based design of buildings》in estimating the aseismic performance were identified.
本文由两大部分所组成:第一部分主要是关于结构性态抗震设计和混凝土砌块结构抗震性能的一些基础性研究。其中,第一章着重介绍了国内外关于结构性态抗震设计和混凝土砌块结构的抗震研究和应用状况。第二章,基于我国现有的大量混凝土砌块墙片试验资料的整理、总结和深入分析,提出了混凝土空心砌块墙片抗震剪切承载力的通用计算公式;给出了各类砌块墙体的开裂和极限剪切角与延性比;依据墙体的宏观破坏程度划分为五个破坏等级,建立了与破坏等级相对应的四折线恢复力特性简化模型,并给出了各特征点的参数值。第三章,根据混凝土砌块结构模型振动台试验破坏特征的分析,并参考有关结构性态水准的划分标准,将混凝土砌块结构划分为五个性态水准,给出了各级性态水准下结构破坏程度的具体描述,以及用层间位移角表示各级性态水准的定量指标。论文的第四章和第五章是关于实现结构性态设计的一个基本方法——静力非线性分析的两个基本环节:Pushover 分析和目标位移的确定。第四章介绍了Pushover 分析的基本原理、方法等,着重讨论了该方法中的侧力分布这一关键环节,并根据试验数据拟合了一种多项式侧力分布模式。第五章对现有单自由度体系最大非弹性位移的各种近似估计方法进行了比较全面的分析和对比,发现现有的几种方法都可以表示成位移修正系数的形式。对比分析表明,这几种方法当周期大于1 秒时所给出的最大非弹性位移都非常接近于时程分析结果;当周期小于1 秒时这些方法都具有相当的误差。
第二部分主要是依据第一部分建立(提出)的一些原则方法、基本关系和参数进行了算例计算与分析。第六章通过一个七层混凝土砌块住宅模型振动台试验与非线性动力时程分析结果的对比,验证了动力分析中所用的结构计算模型、恢复力模型和参数以及自编计算程序是可行的。在此基础上又分别以六、七和八
A study on the seismic performance of multistory small hollow concrete block (CB) buildings with core-and tie-columns which are widely used in China is presented in the thesis.
In the thesis two major parts are included. In the first part several fundamental aspects concerning the performance-based design of structures and confined CB buildings are described. Chapter 1 gives an overview of the performance-based design and the seismic investigations and application of the CB buildings at home and abroad. Based on the analysis of data collected from the experimental studies performed in China a general expression for estimating the shear strength of hollow CB walls is suggested in chapter 2. Values of shift angle at cracking and ultimate stages and the ductility for different kind of CB walls are provided; the CB walls are classified into five categories according to their damage level. A four-linear skeleton curve corresponding to the damage category is developed. Meanwhile, the values of each characteristic point on the skeleton curve are also suggested. In Chapter 4 based on the damage feature observed from the shacking table tests of CB building models,with reference to the general standard of classification relevant to performance level of structures, a five-performance level classification for CB structures is established, and correspondingly a description of damage and the damage index in terms of interstory drift are given. Chapters 4 and 5 are devoted to the pushover analysis and the estimation of the target displacement, which represent the two basic components of the nonlinear static analysis (NSA) in implementing the structural performed-based design. Chapter 4 introduces fundamentals and methodologies of the pushover analysis focusing on lateral load pattern. A polynomial distribution is formulated from the curve-fitting of the test data collected. The approaches for approximate estimating the maximum nonlinear displacement of SDOF system proposed by different researchers are discussed and compared. It is found they all can be expressed in the form of the displacement modification factor. Numerical comparison shows all approaches yield results with minor difference and approximating to those obtained from the nonlinear time history analysis (NTHA) for elastic period over 1sec, while relatively large errors
for the period within 1sec. In the second part principals,methods, basic relationship and parameters developed/provided in the first part are applied to numerical examples. A comparison of results of shacking table tests and the NTHA of a seven-story CB residential building model the availability of the analysis model, hysteretic model and relevant parameters adopted, and the computation program developed are verified in Chapter 6. Furthermore, NTHA for three typical CB buildings, one six-, one seven-and one eight-story, were conducted. Factors considered in the analyses include: site condition, peck acceleration level and direction of the input ground motions. The results of these analyses provide basis for comparison for the next chapter. From the NTHA it is shown that for the six-story building considered the aseismic requirement for the transversal direction can be basically satisfied, while that for the longitudinal direction under earthquake that occurs rarely can not be satisfied in most cases. For seven-and eight-story CB buildings the requirement of the seismic fortification intensity VII can be met. It seems an appropriate increase in the maximum story number and the maximum total height of CB buildings with core-and tie-columns is permissible. Chapter 7 illustrates the NSA for the same three typical CB buildings as used in the above chapter. In the analyses three lateral load patterns were adopted, and the results by using NSA is compared with those by NTHA. It is shown that: (1) The capacity curves obtained from NSA consist of three linear segments with two remarkable turning points, which represent the slight and the moderate damage characteristic points, respectively. (2) The capacity curve obtained from the inverse triangular pattern is in general more close to that of the NTHA than other two patterns. (3) The target displacement obtained from the pushover analysis by using the inverse triangular pattern combining with the improved capacity spectra method is relatively close to that from NTHA in most cases for site conditions I, II and III categories with error less than 25%;and higher error for site condition IV. (3) Due to the inherent approximation the NSA underestimates both the maximum interstory drift and the maximum inert-story shear forces. Therefore, it could overestimate the seismic reliability of structures. Finally, seismic deformation evaluation for two CB buildings is illustrated in Chapter 8. The methods used in the evaluation include: the NTHA, NSA and the
methods specified in the China《Code for seismic design of buildings》(GB50011-2001) and the 《General rule for performance-based design of buildings》(CECS 160:2004). The results indicate that there are some differences in the aseismic performance levels predicted by different methods. Moreover, it is found the requirement for a structure, which is satisfied under minor and fortification earthquake, could not be met under major earthquake event. It is also shown that through details of seismic design made according to the《Code for seismic design of buildings》requirement for masonry buildings no collapse occurring under major earthquake could not be ensured. Therefore to evaluate deformation of CB buildings under major earthquake is necessary. Finally, the limitations both of the《Code for seismic design of buildings》and the《General rule for performance-based design of buildings》in estimating the aseismic performance were identified.
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