RC矩形截面剪力墙构件的抗震性能及其性能指标限值研究
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摘要
剪力墙作为高层建筑结构中重要的受力构件,其变形性能对整体结构的抗震性能有重要的影响。目前我国规范对剪力墙构件在地震作用下的变形需求主要由相关的构造措施来保证,尚未能给出剪力墙构件变形性能的量化指标,因此无法对剪力墙构件在地震作用下的性能状态作出准确的评价。本文主要对按照我国规范设计的RC矩形截面剪力墙构件的抗震性能及其在小震、中震和大震作用下的变形性能指标限值进行研究,具体包括以下几方面的内容:
(1)利用非线性有限元方法对从已有文献中选取的27个整体剪力墙试件和2个双肢剪力墙试件进行模拟分析,并将有限元结果与试验结果进行比较,从而验证所采用的有限元模型及其参数的合理性和可靠性。
(2)根据我国现行规范设计了一批(共626个)RC矩形截面整体剪力墙构件,利用可靠的非线性有限元方法对其受力状态及变形性能进行研究,并考察剪跨比λ、设计轴压比μ、实际配筋的弯剪比m、边缘构件的纵向配筋率ρ和体积配箍率ρv等因素的影响。
(3)在对已有文献中72个整体剪力墙试件的试验数据及本文设计的626个整体剪力墙构件的有限元分析结果进行归纳整理的基础上,同时考虑剪跨比、实际配筋的弯剪比及边缘构件纵向配筋率的影响,提出一种更符合实际的RC矩形截面整体剪力墙构件破坏形态的判定标准。
(4)基于整体剪力墙构件的受力、变形及破坏特点,提出了整体剪力墙构件极限状态的判定准则,并根据整体剪力墙构件的抗震设计要求,给出了对应于小震、中震及大震作用下整体剪力墙构件的变形限值要求。在对本文设计的626个整体剪力墙构件的有限元分析结果进行归纳统计的基础上,提出了基于我国规范的RC矩形截面整体剪力墙构件的变形性能指标及其限值:选取塑性位移角作为1.0≤λ<2.5的整体剪力墙构件的变形性能指标,并给出不同设置参数下1.0≤λ<2.5的RC矩形截面整体剪力墙构件在中震下的塑性位移角限值p△lim及大震下的塑性位移角限值a△lim;选取塑性区的塑性转角作为λ≥2.5的整体剪力墙构件的变形性能指标,并给出不同设置参数下λ≥2.5的RC矩形截面整体剪力墙构件在中震下的塑性转角限值pθlim及大震下的塑性转角限值aθlim。
(5)对联肢剪力墙的受力特点及其判定方法进行了讨论,并根据连梁与墙肢的刚度比大小及其内力分布情况,给出了双肢剪力墙的构件划分方法,将双肢剪力墙划分为受力相对简单的连梁构件和墙肢构件进行分析,为双肢剪力墙的性能状态研究奠定了基础。
(6)根据我国规范要求设计了14片五层的RC矩形截面双肢剪力墙,其整体系数均满足1≤α<10且连梁跨高比大于等于2.0,并利用可靠的非线性有限元方法对这批双肢剪力墙的受力状态及变形性能进行研究。根据有限元分析结果,对连梁构件的变形性能及其对双肢剪力墙的影响进行了初步分析;比较了墙肢构件与整体剪力墙构件受力状态与变形性能的异同,在此基础上提出了RC矩形截面墙肢构件的极限状态判定准则和基于我国规范的变形性能指标及其限值,并验证了对于λ≥2.5的墙肢构件,采用塑性转角作为其变形性能指标比层间位移角更合理,且更能反映出墙肢构件的薄弱部位和破坏情况。
(7)比较了本文所确定的按照我国规范要求设计的RC矩形截面剪力墙构件的变形性能指标及其限值与美国规范中相应规定的差异及分析其产生的原因。本文对基于中国规范的剪力墙构件变形性能指标及其限值的研究为中国抗震规范由传统方法向基于性能方法的过渡提供了有利的依据。
As an important force-resisting component of the tall buildings, the deformation properties of the shear wall components have a greatly effect on seismic performance of the overall structure. The ductile demands of the components are ensured by corresponding structural measures and the quantitative criteria of the deformation properties for shear wall components are not given in current Chinese codes. Therefore the performance status of shear wall components under earthquakes cannot be evaluated properly. This paper mainly studies the seismic performance and the deformation performance index limits under frequent, fortified and severe earthquakes of RC shear wall components with rectangular section based on Chinese codes, including the following aspects:
1) Nonlinear finite element method was used to simulate 27 isolated shear wall specimens and 2 coupled shear wall specimens, and their simulation results and experiments results of the specimens were compared and analyzed to verify the rationality and correctness of the finite element model and its parameters.
2) Reliable nonlinear finite element method was applied to analyze the stress state and deformation performance of a total of 626 isolated RC shear wall components with rectangular section designed according to current Chinese codes. And parametric studies were made of the influence of shear span ratioλ, axial compression ratioμ, ratio of flexural capacity to shear capacity m, longitudinal reinforcement ratioρand volume stirrup ratioρv of confined boundary members.
3) Based on the summaries and analysis of the experiment data of 72 isolated shear wall specimens in existing literatures and the finite element results of 626 isolated shear wall components in the paper, the more reasonable and realistic failure mode criteria of isolated RC shear wall components with rectangular section are proposed while taking into account the influences of shear span ratio, ratio of flexural capacity to shear capacity and longitudinal reinforcement ratio of confined boundary members.
4) The ultimate status criteria for isolated shear wall components are proposed on the basis of the stress state, deformation and failure characteristics of the components. The demands of deformation limits for isolated shear wall components under frequent, fortified and severe earthquakes are put forward according to the seismic design requirements. Then, on the basis of summing up the finite element results of the 626 isolated RC shear wall components in the paper, the deformation performance index and its limits of the isolated RC shear wall components with rectangular section based on Chinese codes are proposed. The plastic drift is selected as the deformation performance index of the isolated shear wall components with 1.0≤λ<2.5, and the limits of the plastic drift p△lim under fortified earthquakes and the corresponding value a△lim under severe earthquakes are presented for the isolated RC shear wall components with rectangular section and with 1.0≤λ<2.5 under different parameters. Meanwhile, the plastic rotation of plastic zone is selected as the deformation performance index of the isolated shear wall components withλ≥2.5, and the limits of the plastic rotation pθlim under fortified earthquakes and the corresponding value aθlim under severe earthquakes are presented for the isolated RC shear wall components with rectangular section and withλ≥2.5 under different parameters.
5) The loading characteristics and the determination method of coupled shear walls are first discussed. The components division method for coupled shear wall is given according to the stiffness ratio of coupling beam to wall pier and their stress state. Then, the coupled shear wall is divided into relative simple coupling beam components and wall pier components, which will set up the foundation for the study of performance status of coupled shear wall.
6) The stress state and deformation performance of 14 five-story rectangular section of RC coupled shear walls designed according to Chinese codes were studied by using reliable nonlinear finite element method. The overall coefficient of the coupled shear wall satisfies the condition of 1≤α<10 and the span-to-depth ratio of the coupling beam is greater than or equal to 2.0. Based on the finite element analysis results, the deformation performance of coupling beam components and its impact on coupled shear wall are preliminary studied. The differences and similarities of the stress state and deformation performance between wall pier components and isolated shear wall components are compared. Then the ultimate status criteria, the deformation performance index and its limits for RC wall pier components with rectangular section based on Chinese codes are proposed. For the wall pier components withλ≥2.5, the plastic rotation is more reasonable taken as the performance index than the story drift, and it can better reflect the weak parts and destruction of wall pier components.
7) The differences of the performance index and its limits of RC shear wall components with rectangular section between the value determined by the paper based on Chinese codes and that recommended by American codes and the causes of the differences are analyzed.
The study of the performance index and its limits of shear wall components based on Chinese codes provides a favorable basis for the transition from the traditional method to the performance-based approach of Chinese seismic codes.
(1)利用非线性有限元方法对从已有文献中选取的27个整体剪力墙试件和2个双肢剪力墙试件进行模拟分析,并将有限元结果与试验结果进行比较,从而验证所采用的有限元模型及其参数的合理性和可靠性。
(2)根据我国现行规范设计了一批(共626个)RC矩形截面整体剪力墙构件,利用可靠的非线性有限元方法对其受力状态及变形性能进行研究,并考察剪跨比λ、设计轴压比μ、实际配筋的弯剪比m、边缘构件的纵向配筋率ρ和体积配箍率ρv等因素的影响。
(3)在对已有文献中72个整体剪力墙试件的试验数据及本文设计的626个整体剪力墙构件的有限元分析结果进行归纳整理的基础上,同时考虑剪跨比、实际配筋的弯剪比及边缘构件纵向配筋率的影响,提出一种更符合实际的RC矩形截面整体剪力墙构件破坏形态的判定标准。
(4)基于整体剪力墙构件的受力、变形及破坏特点,提出了整体剪力墙构件极限状态的判定准则,并根据整体剪力墙构件的抗震设计要求,给出了对应于小震、中震及大震作用下整体剪力墙构件的变形限值要求。在对本文设计的626个整体剪力墙构件的有限元分析结果进行归纳统计的基础上,提出了基于我国规范的RC矩形截面整体剪力墙构件的变形性能指标及其限值:选取塑性位移角作为1.0≤λ<2.5的整体剪力墙构件的变形性能指标,并给出不同设置参数下1.0≤λ<2.5的RC矩形截面整体剪力墙构件在中震下的塑性位移角限值p△lim及大震下的塑性位移角限值a△lim;选取塑性区的塑性转角作为λ≥2.5的整体剪力墙构件的变形性能指标,并给出不同设置参数下λ≥2.5的RC矩形截面整体剪力墙构件在中震下的塑性转角限值pθlim及大震下的塑性转角限值aθlim。
(5)对联肢剪力墙的受力特点及其判定方法进行了讨论,并根据连梁与墙肢的刚度比大小及其内力分布情况,给出了双肢剪力墙的构件划分方法,将双肢剪力墙划分为受力相对简单的连梁构件和墙肢构件进行分析,为双肢剪力墙的性能状态研究奠定了基础。
(6)根据我国规范要求设计了14片五层的RC矩形截面双肢剪力墙,其整体系数均满足1≤α<10且连梁跨高比大于等于2.0,并利用可靠的非线性有限元方法对这批双肢剪力墙的受力状态及变形性能进行研究。根据有限元分析结果,对连梁构件的变形性能及其对双肢剪力墙的影响进行了初步分析;比较了墙肢构件与整体剪力墙构件受力状态与变形性能的异同,在此基础上提出了RC矩形截面墙肢构件的极限状态判定准则和基于我国规范的变形性能指标及其限值,并验证了对于λ≥2.5的墙肢构件,采用塑性转角作为其变形性能指标比层间位移角更合理,且更能反映出墙肢构件的薄弱部位和破坏情况。
(7)比较了本文所确定的按照我国规范要求设计的RC矩形截面剪力墙构件的变形性能指标及其限值与美国规范中相应规定的差异及分析其产生的原因。本文对基于中国规范的剪力墙构件变形性能指标及其限值的研究为中国抗震规范由传统方法向基于性能方法的过渡提供了有利的依据。
As an important force-resisting component of the tall buildings, the deformation properties of the shear wall components have a greatly effect on seismic performance of the overall structure. The ductile demands of the components are ensured by corresponding structural measures and the quantitative criteria of the deformation properties for shear wall components are not given in current Chinese codes. Therefore the performance status of shear wall components under earthquakes cannot be evaluated properly. This paper mainly studies the seismic performance and the deformation performance index limits under frequent, fortified and severe earthquakes of RC shear wall components with rectangular section based on Chinese codes, including the following aspects:
1) Nonlinear finite element method was used to simulate 27 isolated shear wall specimens and 2 coupled shear wall specimens, and their simulation results and experiments results of the specimens were compared and analyzed to verify the rationality and correctness of the finite element model and its parameters.
2) Reliable nonlinear finite element method was applied to analyze the stress state and deformation performance of a total of 626 isolated RC shear wall components with rectangular section designed according to current Chinese codes. And parametric studies were made of the influence of shear span ratioλ, axial compression ratioμ, ratio of flexural capacity to shear capacity m, longitudinal reinforcement ratioρand volume stirrup ratioρv of confined boundary members.
3) Based on the summaries and analysis of the experiment data of 72 isolated shear wall specimens in existing literatures and the finite element results of 626 isolated shear wall components in the paper, the more reasonable and realistic failure mode criteria of isolated RC shear wall components with rectangular section are proposed while taking into account the influences of shear span ratio, ratio of flexural capacity to shear capacity and longitudinal reinforcement ratio of confined boundary members.
4) The ultimate status criteria for isolated shear wall components are proposed on the basis of the stress state, deformation and failure characteristics of the components. The demands of deformation limits for isolated shear wall components under frequent, fortified and severe earthquakes are put forward according to the seismic design requirements. Then, on the basis of summing up the finite element results of the 626 isolated RC shear wall components in the paper, the deformation performance index and its limits of the isolated RC shear wall components with rectangular section based on Chinese codes are proposed. The plastic drift is selected as the deformation performance index of the isolated shear wall components with 1.0≤λ<2.5, and the limits of the plastic drift p△lim under fortified earthquakes and the corresponding value a△lim under severe earthquakes are presented for the isolated RC shear wall components with rectangular section and with 1.0≤λ<2.5 under different parameters. Meanwhile, the plastic rotation of plastic zone is selected as the deformation performance index of the isolated shear wall components withλ≥2.5, and the limits of the plastic rotation pθlim under fortified earthquakes and the corresponding value aθlim under severe earthquakes are presented for the isolated RC shear wall components with rectangular section and withλ≥2.5 under different parameters.
5) The loading characteristics and the determination method of coupled shear walls are first discussed. The components division method for coupled shear wall is given according to the stiffness ratio of coupling beam to wall pier and their stress state. Then, the coupled shear wall is divided into relative simple coupling beam components and wall pier components, which will set up the foundation for the study of performance status of coupled shear wall.
6) The stress state and deformation performance of 14 five-story rectangular section of RC coupled shear walls designed according to Chinese codes were studied by using reliable nonlinear finite element method. The overall coefficient of the coupled shear wall satisfies the condition of 1≤α<10 and the span-to-depth ratio of the coupling beam is greater than or equal to 2.0. Based on the finite element analysis results, the deformation performance of coupling beam components and its impact on coupled shear wall are preliminary studied. The differences and similarities of the stress state and deformation performance between wall pier components and isolated shear wall components are compared. Then the ultimate status criteria, the deformation performance index and its limits for RC wall pier components with rectangular section based on Chinese codes are proposed. For the wall pier components withλ≥2.5, the plastic rotation is more reasonable taken as the performance index than the story drift, and it can better reflect the weak parts and destruction of wall pier components.
7) The differences of the performance index and its limits of RC shear wall components with rectangular section between the value determined by the paper based on Chinese codes and that recommended by American codes and the causes of the differences are analyzed.
The study of the performance index and its limits of shear wall components based on Chinese codes provides a favorable basis for the transition from the traditional method to the performance-based approach of Chinese seismic codes.
引文
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