基于可靠度的结构损伤性能设计
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摘要
本文基于现行抗震规范设计方法,运用荷载抗力分项系数法对结构损伤可靠度进行了研究。选择了恰当的地震动随机过程模型,合理地确定了模型参数。利用现有的钢筋混凝土构件的损伤模型,应用响应面法拟合目标函数,提出了钢筋混凝土结构损伤可靠度的分项系数标定方法。根据试验经验公式并结合截面应力应变分析,确定了钢筋混凝土截面恢复力模型参数。应用Monte Carlo方法对结构的可靠度进行计算,编制了钢筋混凝土结构的损伤可靠度计算程序。采用重要抽样法计算结构的可靠度,提高了计算效率。计算了现行抗震规范的结构损伤可靠度。确定了分项系数和目标失效概率的关系,为现行规范向性能设计规范的过度提供了可靠度基础。
This paper studies reliability - based damage performance design of structures with load and resistance factor design method. The suitable stochastic model of ground motion is chosen and corresponding parameters are determined. The calibration method of load factors of reinforced concrete structures is set up based on damage failure mode, using response surface method (RSM) Damage reliability of the reinforced concrete structures is computed with Monte Carlo simulation method, and computation efficiency is improved remarkably when importance sampling method is used. The damage reliability of current seismic code is obtained. The relationship between load factors and target failure probabilities is determined, which provides reliability theory base for the shift from current seismic code to performance - based seismic code.
This paper studies reliability - based damage performance design of structures with load and resistance factor design method. The suitable stochastic model of ground motion is chosen and corresponding parameters are determined. The calibration method of load factors of reinforced concrete structures is set up based on damage failure mode, using response surface method (RSM) Damage reliability of the reinforced concrete structures is computed with Monte Carlo simulation method, and computation efficiency is improved remarkably when importance sampling method is used. The damage reliability of current seismic code is obtained. The relationship between load factors and target failure probabilities is determined, which provides reliability theory base for the shift from current seismic code to performance - based seismic code.
引文
[1] Bertero V V. The Need for Multi-Level Seismic Design Criteria[A]. Earthquake Engineering Research at Berkeley- 1996: Papers Presented at 11th WCEE, Report No.UCB/EERC-96/01, University of California at Berkeley, U.S.A.[C], 1996:25-32.
[2] C Vision 2000 Committee. Performance-Based Seismic Engineering[A]. Report prepared by Structural Engineers Association of California, Sacramento[C]. California. U.S.A., 1995.
[3]牛获涛.基于弹塑性随机动力分析的抗震结构概率设计理论与方法[D].哈尔滨:哈尔滨建筑工程学院,1991.
[4] Collins K R, Wen Y K, Foutch D A. Dual-Level Seismic Design: a Reliability-Based Methodology[J]. EarthquakeEngineering and Structural Dynamics, 1996, 25: 1433-1467.
[5] Ellingwood B R. Probability-Based Load Criteria: Load Factors and Load Combinations[J]. Journal of StructuralEngineering, ASCE, 1982, 117(1):19-28.
[6] Ellingwood B R. LRFD: implementing Structural Reliability inProfessiomalPractice[J]. Engineering Structures,2000,22 :106-115.
[7] Han S W, Wen Y K. Method of Reliability-Based Seismic Design. I: Equivalent Nonlinear tSystems[J]. Journal of StructuralEngineering, ASCE, 1997, 123(3): 256-263.
[8] Han S W, Wen Y K. Method of Reliability - Based Seismic Design. II: Calibration of Code Parameters[J]. Journal ofStructural Engineering, ASCE, 1997, 123(3): 264-270.
[9] Wen Y K, Collins K R, Han S W, Elwood K J. Dual-Level Design of Buildings under Seismic Loads[J]. StructuralSafety, 1996, 18(2/3): 195-224.
[10] Krawinkler H, Seneviratna G D P K. Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures, 1998, 20(4 - 6): 452 - 464.
[11] Amin M, Ang A H S. Nonstationary Stochastic Model of Earthquake Ground Motions[J]. Earthquake Engineering andStructural Dynamics, 1979, 7: 837-848.
[12]刘恢先,等.修订我国地震烈度的一个建议方案[A].地震工程研究报告集[C].第四集,北京:科学出版社,1981.
[13]GB11-89,建筑抗震设计规范[S].
[14]陈达生,卢荣俭,谢礼立.抗震建筑的设计反应谱[A].地震工程研究报告集（第三集）[C].北京:科学出版社,1977.
[15]王亚勇,李虹.考虑场地特征的强震地面运动参数的统计分析[J].地震工程与工程振动,1986,6（3）.
[16]国家地震局.中国地震烈度区划图（1990）概论[M].北京:地震出版社,1996.
[17]邓起东,等.中国地震烈度区划图编制的原则和方法[J].地震学报,1980,2（1）:90-109.
[18]霍俊荣.近场强地面运动率减规律的研究[D].哈尔滨:国家地震局工程力学研究所,1989.
[19] Park Y J, Ang A H S. Mechanistic Seismic Damage Model for Reinforced Concrete[J], Journal of the Structural Division, ASCE, 1985, 111(ST4): 722-739.
[20] Kunnath S K, Reinhorn A M, Abel J F. A Computational Tool for Seismic Performance of Reinforced Concrete Buildings[J]. Computers and Structures, 1992,41(1): 157-173.
[21]GBJ68-84,建筑结构设计同一标准[S].
[22] Wen Y K. Reliability-Based Design under Multiple Loads[J]. Structural Safety, 1993, 13: 3-19.
[23] 赵国藩.工程结构可靠性理论与应用[M].大连:大连理工大学出版社,1996.
[24]钢筋混凝土框、排架及连续梁结构计算与施工图绘制软件PK用户手册[M].中国建筑科学研究院,1998.
[25] Valles R E, Reinhorn A M, Kunnath S K, Li C, Madan A. IDARC 2D Version 4.0:A Program for the Inelastic Damage Analysis of Buildings [M]. Technical Report NCEER-96-0010, State University of New York at Buffalo, 1996.
[26]沈聚敏,翁义军.钢筋混凝土构件的刚度和延性[A].清华大学抗震抗爆工程研究室.科学研究报告集（第三集）钢筋混凝土结构的抗震性 能[C].清华大学出版社,1981.
[27] 吴斌.结构损伤性能设计理论与应用的若干研究[D].哈尔滨:中国地震局工程力学研究所,2000.
[28]王光远.工程软设计理论[M].北京:科学出版社,1992.
[29] Ditlevsen O. Structural reliability codes for probabilistic design - a debate paper based on elementary reliability and decision analysis[J]. Structural Safety, 1997,19(3): 253-270.
[2] C Vision 2000 Committee. Performance-Based Seismic Engineering[A]. Report prepared by Structural Engineers Association of California, Sacramento[C]. California. U.S.A., 1995.
[3]牛获涛.基于弹塑性随机动力分析的抗震结构概率设计理论与方法[D].哈尔滨:哈尔滨建筑工程学院,1991.
[4] Collins K R, Wen Y K, Foutch D A. Dual-Level Seismic Design: a Reliability-Based Methodology[J]. EarthquakeEngineering and Structural Dynamics, 1996, 25: 1433-1467.
[5] Ellingwood B R. Probability-Based Load Criteria: Load Factors and Load Combinations[J]. Journal of StructuralEngineering, ASCE, 1982, 117(1):19-28.
[6] Ellingwood B R. LRFD: implementing Structural Reliability inProfessiomalPractice[J]. Engineering Structures,2000,22 :106-115.
[7] Han S W, Wen Y K. Method of Reliability-Based Seismic Design. I: Equivalent Nonlinear tSystems[J]. Journal of StructuralEngineering, ASCE, 1997, 123(3): 256-263.
[8] Han S W, Wen Y K. Method of Reliability - Based Seismic Design. II: Calibration of Code Parameters[J]. Journal ofStructural Engineering, ASCE, 1997, 123(3): 264-270.
[9] Wen Y K, Collins K R, Han S W, Elwood K J. Dual-Level Design of Buildings under Seismic Loads[J]. StructuralSafety, 1996, 18(2/3): 195-224.
[10] Krawinkler H, Seneviratna G D P K. Pros and cons of a pushover analysis of seismic performance evaluation[J].Engineering Structures, 1998, 20(4 - 6): 452 - 464.
[11] Amin M, Ang A H S. Nonstationary Stochastic Model of Earthquake Ground Motions[J]. Earthquake Engineering andStructural Dynamics, 1979, 7: 837-848.
[12]刘恢先,等.修订我国地震烈度的一个建议方案[A].地震工程研究报告集[C].第四集,北京:科学出版社,1981.
[13]GB11-89,建筑抗震设计规范[S].
[14]陈达生,卢荣俭,谢礼立.抗震建筑的设计反应谱[A].地震工程研究报告集（第三集）[C].北京:科学出版社,1977.
[15]王亚勇,李虹.考虑场地特征的强震地面运动参数的统计分析[J].地震工程与工程振动,1986,6（3）.
[16]国家地震局.中国地震烈度区划图（1990）概论[M].北京:地震出版社,1996.
[17]邓起东,等.中国地震烈度区划图编制的原则和方法[J].地震学报,1980,2（1）:90-109.
[18]霍俊荣.近场强地面运动率减规律的研究[D].哈尔滨:国家地震局工程力学研究所,1989.
[19] Park Y J, Ang A H S. Mechanistic Seismic Damage Model for Reinforced Concrete[J], Journal of the Structural Division, ASCE, 1985, 111(ST4): 722-739.
[20] Kunnath S K, Reinhorn A M, Abel J F. A Computational Tool for Seismic Performance of Reinforced Concrete Buildings[J]. Computers and Structures, 1992,41(1): 157-173.
[21]GBJ68-84,建筑结构设计同一标准[S].
[22] Wen Y K. Reliability-Based Design under Multiple Loads[J]. Structural Safety, 1993, 13: 3-19.
[23] 赵国藩.工程结构可靠性理论与应用[M].大连:大连理工大学出版社,1996.
[24]钢筋混凝土框、排架及连续梁结构计算与施工图绘制软件PK用户手册[M].中国建筑科学研究院,1998.
[25] Valles R E, Reinhorn A M, Kunnath S K, Li C, Madan A. IDARC 2D Version 4.0:A Program for the Inelastic Damage Analysis of Buildings [M]. Technical Report NCEER-96-0010, State University of New York at Buffalo, 1996.
[26]沈聚敏,翁义军.钢筋混凝土构件的刚度和延性[A].清华大学抗震抗爆工程研究室.科学研究报告集（第三集）钢筋混凝土结构的抗震性 能[C].清华大学出版社,1981.
[27] 吴斌.结构损伤性能设计理论与应用的若干研究[D].哈尔滨:中国地震局工程力学研究所,2000.
[28]王光远.工程软设计理论[M].北京:科学出版社,1992.
[29] Ditlevsen O. Structural reliability codes for probabilistic design - a debate paper based on elementary reliability and decision analysis[J]. Structural Safety, 1997,19(3): 253-270.
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