抗震设计中结构的性能等级与设计性能安全指数
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摘要
通常根据结构的破坏程度可以将结构的破坏划分为:基本完好、轻微破坏、中等破坏、严重破坏、倒塌等5个阶段。根据这5个阶段,本文将结构在地震过程中的性能极限状态划分为:功能连续极限状态、破坏控制极限状态、控制损失极限状态和防止倒塌极限状态,并以此作为划分结构性能等级的标准。定义结构失效概率的自然对数的负值为设计性能安全指数,通过计算结构失效概率对各构件可靠指标的一阶偏导数的方法,求出结构的设计性能安全等级。这种方法可以考虑建筑结构构件、建筑非结构构件以及其它非结构构件的性能,而且同时可以考虑结构系统总体效应的影响,因而能够比较全面地反映结构的抗震性能等级。
According to the damage degree of structures, the damage state can be divided into five levels as:nearly intact, minor damage, moderate damage, serious damage and collapse. Based on the five levels, the performance limit states are divided into four stages: the function consecutive limit state, the damage control limit state, the loss control limit state and the collapse prevention limit state, and the division criteria of structural performance are established. The safe index of design performance is defined as the negative natural logarithm of structural failure probability in this paper. The safe grade of design performance is got by calculating the one-order partial derivative of the structural failure probability to the reliable indication of every structural element. Because the method can consider the performance of the building structural elements, the building non-structural elements and other non-structural elements, as well as the effect of the whole structure, the safe index of design performance can relatively reflect the seismic performance gradation.
According to the damage degree of structures, the damage state can be divided into five levels as:nearly intact, minor damage, moderate damage, serious damage and collapse. Based on the five levels, the performance limit states are divided into four stages: the function consecutive limit state, the damage control limit state, the loss control limit state and the collapse prevention limit state, and the division criteria of structural performance are established. The safe index of design performance is defined as the negative natural logarithm of structural failure probability in this paper. The safe grade of design performance is got by calculating the one-order partial derivative of the structural failure probability to the reliable indication of every structural element. Because the method can consider the performance of the building structural elements, the building non-structural elements and other non-structural elements, as well as the effect of the whole structure, the safe index of design performance can relatively reflect the seismic performance gradation.
引文
[1]李应斌,刘伯权,史庆轩.基于结构性能的抗震设计理论研究与展望[J].地震工程与工程振动,2001,21(4):69～75.
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[6]GBJ144-90,工业厂房可靠性鉴定标准[S].
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[2]刘伯权.抗震结构的破坏准则及可靠性分析[M].北京:中国建材工业出版社,1995.
[3]黄南翼,张锡云,姜萝香.日本阪神大地震建筑震害分析与加固技术[M].北京:地震出版社,2000.
[4]叶耀先,钮泽蓁.非结构抗震设计[M].北京:地震出版社,1991.
[5]GBJ68-84,建筑结构设计统一标准[S].
[6]GBJ144-90,工业厂房可靠性鉴定标准[S].
[7]刘西拉,刘闯.结构安全性等级的实用计算[J].建筑结构学报,2001,22(1):42～47.
[8]胡云昌,郭振邦.结构系统的最优可靠性设计[M].天津:天津大学.1989.
[9]HohenbichlerM,RackwitzR.First-orderConceptsinSystemReliability[J].StructuralSafety,1982,1(3):177～188.
[10]贡金鑫.结构体系可靠度计算的一种近似方法[J].四川建筑科学研究,1992,(3):1～4.
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