损伤情况下钢筋混凝土结构的可靠度研究
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摘要
近年来,国内外对钢筋混凝土结构在损伤情况下的结构可靠度进行了大量的实验和理论研究,并取得了较多的研究成果。本文基于MATLAB软件,通过研究钢筋混凝土结构在单元刚度损伤变化下钢筋混凝土结构基于挠度的正常极限状态可靠度的变化规律。进而指导结构的加固维修。
本文通过对在单元刚度损伤变化情况下钢筋混凝土结构的可靠度变化规律进行了研究。通过理论分析,得出以下结论：
(1)同一单元在不同刚度损伤程度下,单元刚度损伤越大简支梁的可靠指标越小,失效概率增大。不同单元在同一刚度损伤程度下,越是靠近跨中的单元刚度损伤引起的简支梁正常极限可靠指标越小,失效概率越大。
(2)在同一损伤程度下,从损伤数量少的单元到损伤数量多的单元引起的简支梁可靠指标逐渐降低,失效概率逐渐增大。
(3)随着横梁单元刚度损伤从小到大变化过程中,钢筋混凝土门式框架的可靠指标逐渐下降,失效概率逐渐增大。当横梁单元刚度损伤值达到0.5时,我们就应该采取加固措施来提高框架结构的可靠度。
(4)响应面法和直接MC法计算结构可靠度大小都存在误差,响应面法和直接MC法的计算结果的相对误差大都在0.05以内,响应面法能满足工程实际需要。
In recent years, the structure of reinforced concrete structures in the damage case reliability of a large number of experimental and theoretical research, and more research. Based on MATLAB software,in this paper, through the study of reinforced concrete structures in reinforced concrete structures is based on the change of the element stiffness damage the normal limits of the deflection reliability variation. Then guide structure reinforcement and repair.
In this paper, the reliability of the reinforced concrete structure in the case of changes in the element stiffness damage variation. By theoretical analysis, the following conclusions:
(1) The same unit in the different degree of stiffness damage, a reliable indicator of the element stiffness greater the damage simply supported beam is smaller, the probability of failure increases. A reliable indicator of the different units in the same stiffness degree of injury, more close to the the cross element stiffness damage caused by the Charpy normal limit is smaller, the greater the probability of failure.
(2) In the same degree of injury, the number of units from damage to a small number of units to damage caused by Charpy a reliable indicator of decreased gradually increasing the probability of failure.
(3) As the beam element stiffness damage from small to large changes in the process, a reliable indicator of the reinforced concrete portal frame gradually decreased the probability of failure increases gradually. When the beam element stiffness damage value of0.5, we should take measures to reinforce measures to improve the reliability of the frame structure.
(4) The response surface method and direct MC method for structural reliability size error, response surface method and direct MC calculation results mostly in the relative error less than0.05.The response surface method can meet the actual needs of the project.
本文通过对在单元刚度损伤变化情况下钢筋混凝土结构的可靠度变化规律进行了研究。通过理论分析,得出以下结论：
(1)同一单元在不同刚度损伤程度下,单元刚度损伤越大简支梁的可靠指标越小,失效概率增大。不同单元在同一刚度损伤程度下,越是靠近跨中的单元刚度损伤引起的简支梁正常极限可靠指标越小,失效概率越大。
(2)在同一损伤程度下,从损伤数量少的单元到损伤数量多的单元引起的简支梁可靠指标逐渐降低,失效概率逐渐增大。
(3)随着横梁单元刚度损伤从小到大变化过程中,钢筋混凝土门式框架的可靠指标逐渐下降,失效概率逐渐增大。当横梁单元刚度损伤值达到0.5时,我们就应该采取加固措施来提高框架结构的可靠度。
(4)响应面法和直接MC法计算结构可靠度大小都存在误差,响应面法和直接MC法的计算结果的相对误差大都在0.05以内,响应面法能满足工程实际需要。
In recent years, the structure of reinforced concrete structures in the damage case reliability of a large number of experimental and theoretical research, and more research. Based on MATLAB software,in this paper, through the study of reinforced concrete structures in reinforced concrete structures is based on the change of the element stiffness damage the normal limits of the deflection reliability variation. Then guide structure reinforcement and repair.
In this paper, the reliability of the reinforced concrete structure in the case of changes in the element stiffness damage variation. By theoretical analysis, the following conclusions:
(1) The same unit in the different degree of stiffness damage, a reliable indicator of the element stiffness greater the damage simply supported beam is smaller, the probability of failure increases. A reliable indicator of the different units in the same stiffness degree of injury, more close to the the cross element stiffness damage caused by the Charpy normal limit is smaller, the greater the probability of failure.
(2) In the same degree of injury, the number of units from damage to a small number of units to damage caused by Charpy a reliable indicator of decreased gradually increasing the probability of failure.
(3) As the beam element stiffness damage from small to large changes in the process, a reliable indicator of the reinforced concrete portal frame gradually decreased the probability of failure increases gradually. When the beam element stiffness damage value of0.5, we should take measures to reinforce measures to improve the reliability of the frame structure.
(4) The response surface method and direct MC method for structural reliability size error, response surface method and direct MC calculation results mostly in the relative error less than0.05.The response surface method can meet the actual needs of the project.
引文
[1]王有志,王广洋,任锋等.桥梁的可靠性评估与加固[M].北京：中国水利水电出版社,2002
[2]Karen C. Chou. Safety assessment of existing structures using a filtered fuzzy relation[J].StructureSafety,1992,14 (2):173-189.
[3]A.A. Caso, M.J.Soltani. Reliability based bridge inspection[J]. Proceedings of the workshop on Structural Reliability in Bridge Engineering, Boulder, Colorado,1996:295-300
[4]D.V. Val, R.E. Melchers. Reliability assessment of existing concrete bridges[J]. Proceeding of the workshop on Structural Reliability in Bridge Engineering, Boulder, Colorado, 1996:227-232
[5]王光远.结构服役期间的动态可靠度及其维修理论初探[J].哈尔滨建筑工程学院学报,1990,23(2)：1-10.
[6]赵国藩,李云贵.旧有结构性能评估[J].大连理工大学学报,1991.31(6)：687-692.
[7]A.M. Freudenthal. The safety of structures, transaction[J], ASCE,1947,112
[8]赵国藩、曹居易、张宽权,工程结构可靠度[M].水利电力出版社,1984.12
[9]Comell.C.A. A probability based structural code[J].ACI Journal,1969,66(12):974-985
[10]Lind N.C.The design of structural design norms. Joumal of structural Mechanics[J],1973.(1)
[11]Hasofer A.M. and Lind N.C.Exact and invariant second-moment fornat[J]. Joumal of the Engineering Mechanics,1979, (105)
[12]赵国藩等.结构可靠度理论[M].北京：中国建筑工业出版社,2000
[13]Faravelli L.A response surface approach for reliability analysis[J].Journal of Engineering Mechanics,1989,115(12):2763-2781
[14]Rackwize R. and Fiessler B.Structural reliability under combined random load sequence[J]. Computer Structures,1978,9(5)
[15]赵国藩.结构可靠度的实用分析方法,建筑结构学报[J],1984,5(3)
[16]Zhao G.F.A Practical FOSM method for structural reliability analysis. Proeeedings of 4th International Conference on Structural Safety and Reliability,1985
[17]李云贵.工程结构可靠度分析方法研究.大连理工大学学位论文[D].1990
[18]牛荻涛.混凝土结构耐久性与寿命预测.北京：科学出版社,2003
[19]赵国藩,贡金鑫,赵尚传.工程结构生命全过程可靠度[M].北京：中国铁道出版社,2004
[20]陈肇元.土建结构工程的安全性与耐久性[M].北京：中国建筑工业出版社,2003
[21]姚继涛,马永欣等.建筑物可靠性鉴定和加固—基本原理和方法[M].北京：科学出版社,2003
[22]侯爽.钢筋混凝土结构预期使用期可靠度设计与FRP加固监测[D].哈尔滨工业大学博士学位论文,2006
[23]姚晓飞.既有公路混凝土梁式桥梁损伤评估与可靠性评定研究[D].长安大学博士学位论文,2009
[24]牛荻涛,卢梅,王庆霖.锈蚀钢筋混凝土梁正截面受弯承载力计算方法研究[J].建筑结构,2002,32(10)：14-17
[25]潘毅,陈朝晖.钢筋混凝土基本构件腐蚀后性能的试验研究[J].四川建筑科学研究,2004,30(3)：71-74
[26]袁迎曙,贾福萍,蔡跃.锈蚀钢筋混凝土梁的结构性能退化模型[J].土木工程学报,2001,34(3)：47-52
[27]周林仁,欧进萍.钢筋混凝土结构裂缝损伤状态模型建模方法与分析[J].大连理工大学学报,2012,52(3)：399-405
[28]混凝土结构设计规范[M].北京：中国建筑工业出版社,2010
[29]张伟.结构可靠性理论与应用[M].北京：科学出版社,2008
[30]赵国藩,金伟良,贡金鑫.结构可靠度理论[M].北京：中国建筑工业出版社,2000
[31]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
[32]朱静,郭军,陆鑫森.一种新的结构可靠性计算方法——响应面法[J].上海交通大学学报,1995,29(2)：26-31
[33]张明.结构可靠度分析-方法与程序[M].北京：科学出版社,2009
[34]Stephen J.Chapman.MATLAB编程(中文版)[M].北京：科学出版社,2010
[35]徐荣桥.结构分析的有限元法与MATLAB程序设计[M].北京：人民交通出版社,2006
[36]朱伯芳.有限单元法原理与应用[M].北京：水利水电出版社,1998
[37]赵国藩.钢筋混凝土构件的受弯刚度[J].大连工学院学报,1985,24(3)：51-56
[38]罗亭.锈蚀钢筋混凝土受弯构件的抗弯刚度计算及裂缝特征研究[D].长沙理工大学硕士学位论文,2008
[39]胡蓓雷,赵国藩,宋玉普.混凝土损伤与试件尺寸效应[J].计算力学学报,1997,14(2)：204-210
[40]孙晓燕,黄承逵.既有钢筋混凝土桥梁正常使用极限状态可靠度分析[J].湖南大学学报(自然科学版),2006,33(4)：21-25
[41]戚毅婷.基于随机有限元的框架结构可靠度分析[D].昆明理工大学硕士学位论文,2012
[42]曾静茹.钢筋混凝土平面框架结构的可靠性研究[D].哈尔滨工程大学硕士学位论文,2003
[43]李广慧,王东炜,霍达.在役钢筋混凝土框架结构体系可靠度计算[J].基建优化,2000,21(4)：1-3
[2]Karen C. Chou. Safety assessment of existing structures using a filtered fuzzy relation[J].StructureSafety,1992,14 (2):173-189.
[3]A.A. Caso, M.J.Soltani. Reliability based bridge inspection[J]. Proceedings of the workshop on Structural Reliability in Bridge Engineering, Boulder, Colorado,1996:295-300
[4]D.V. Val, R.E. Melchers. Reliability assessment of existing concrete bridges[J]. Proceeding of the workshop on Structural Reliability in Bridge Engineering, Boulder, Colorado, 1996:227-232
[5]王光远.结构服役期间的动态可靠度及其维修理论初探[J].哈尔滨建筑工程学院学报,1990,23(2)：1-10.
[6]赵国藩,李云贵.旧有结构性能评估[J].大连理工大学学报,1991.31(6)：687-692.
[7]A.M. Freudenthal. The safety of structures, transaction[J], ASCE,1947,112
[8]赵国藩、曹居易、张宽权,工程结构可靠度[M].水利电力出版社,1984.12
[9]Comell.C.A. A probability based structural code[J].ACI Journal,1969,66(12):974-985
[10]Lind N.C.The design of structural design norms. Joumal of structural Mechanics[J],1973.(1)
[11]Hasofer A.M. and Lind N.C.Exact and invariant second-moment fornat[J]. Joumal of the Engineering Mechanics,1979, (105)
[12]赵国藩等.结构可靠度理论[M].北京：中国建筑工业出版社,2000
[13]Faravelli L.A response surface approach for reliability analysis[J].Journal of Engineering Mechanics,1989,115(12):2763-2781
[14]Rackwize R. and Fiessler B.Structural reliability under combined random load sequence[J]. Computer Structures,1978,9(5)
[15]赵国藩.结构可靠度的实用分析方法,建筑结构学报[J],1984,5(3)
[16]Zhao G.F.A Practical FOSM method for structural reliability analysis. Proeeedings of 4th International Conference on Structural Safety and Reliability,1985
[17]李云贵.工程结构可靠度分析方法研究.大连理工大学学位论文[D].1990
[18]牛荻涛.混凝土结构耐久性与寿命预测.北京：科学出版社,2003
[19]赵国藩,贡金鑫,赵尚传.工程结构生命全过程可靠度[M].北京：中国铁道出版社,2004
[20]陈肇元.土建结构工程的安全性与耐久性[M].北京：中国建筑工业出版社,2003
[21]姚继涛,马永欣等.建筑物可靠性鉴定和加固—基本原理和方法[M].北京：科学出版社,2003
[22]侯爽.钢筋混凝土结构预期使用期可靠度设计与FRP加固监测[D].哈尔滨工业大学博士学位论文,2006
[23]姚晓飞.既有公路混凝土梁式桥梁损伤评估与可靠性评定研究[D].长安大学博士学位论文,2009
[24]牛荻涛,卢梅,王庆霖.锈蚀钢筋混凝土梁正截面受弯承载力计算方法研究[J].建筑结构,2002,32(10)：14-17
[25]潘毅,陈朝晖.钢筋混凝土基本构件腐蚀后性能的试验研究[J].四川建筑科学研究,2004,30(3)：71-74
[26]袁迎曙,贾福萍,蔡跃.锈蚀钢筋混凝土梁的结构性能退化模型[J].土木工程学报,2001,34(3)：47-52
[27]周林仁,欧进萍.钢筋混凝土结构裂缝损伤状态模型建模方法与分析[J].大连理工大学学报,2012,52(3)：399-405
[28]混凝土结构设计规范[M].北京：中国建筑工业出版社,2010
[29]张伟.结构可靠性理论与应用[M].北京：科学出版社,2008
[30]赵国藩,金伟良,贡金鑫.结构可靠度理论[M].北京：中国建筑工业出版社,2000
[31]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
[32]朱静,郭军,陆鑫森.一种新的结构可靠性计算方法——响应面法[J].上海交通大学学报,1995,29(2)：26-31
[33]张明.结构可靠度分析-方法与程序[M].北京：科学出版社,2009
[34]Stephen J.Chapman.MATLAB编程(中文版)[M].北京：科学出版社,2010
[35]徐荣桥.结构分析的有限元法与MATLAB程序设计[M].北京：人民交通出版社,2006
[36]朱伯芳.有限单元法原理与应用[M].北京：水利水电出版社,1998
[37]赵国藩.钢筋混凝土构件的受弯刚度[J].大连工学院学报,1985,24(3)：51-56
[38]罗亭.锈蚀钢筋混凝土受弯构件的抗弯刚度计算及裂缝特征研究[D].长沙理工大学硕士学位论文,2008
[39]胡蓓雷,赵国藩,宋玉普.混凝土损伤与试件尺寸效应[J].计算力学学报,1997,14(2)：204-210
[40]孙晓燕,黄承逵.既有钢筋混凝土桥梁正常使用极限状态可靠度分析[J].湖南大学学报(自然科学版),2006,33(4)：21-25
[41]戚毅婷.基于随机有限元的框架结构可靠度分析[D].昆明理工大学硕士学位论文,2012
[42]曾静茹.钢筋混凝土平面框架结构的可靠性研究[D].哈尔滨工程大学硕士学位论文,2003
[43]李广慧,王东炜,霍达.在役钢筋混凝土框架结构体系可靠度计算[J].基建优化,2000,21(4)：1-3