三维地震累积损伤模型的参数研究
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摘要
本文收集整理了135根弯曲破坏的矩形墩柱试验结果,得到了构件的弯矩—转角关系,确定了屈服和极限状态点的取值原则,假定了单调加载下变形与循环加载下变形的关系,从而对郭进提出的三维地震累积损伤模型中的参数取值进行讨论。本文通过定义整体结果损伤值偏差,以损伤偏差值最小且取值满足实际要求为原则,确定该模型中的参数β可取为0.12,β1取为1.6。或者在确定β1取值时,考虑β的不确定性,通过卡方检验确定其服从韦伯分布。
This paper have collected and analyzed 135 test results of rectangular piers failed to bending and obtained the moment-rotation relationship of members. Furthermore,to discuss parameter values for the three-dimensional seismic damage model raised by Guo Jin,the paper determined the defining principle of yield and limit state points and assumed relationship of deformation under monotonic loading and deformation under cyclic loading. In this paper,the damage value deviation of all results was defined. The result indicated that the model parameter βcould be taken as 0. 12 and β1as 1. 6,in the principle of Minimizing damage deviation and conforming the requirements of actual situation. Otherwise,if the value of β1is fixed,it is recommend that the uncertainty of β should be considered,which is in accordance with Weibull distribution using the chi-square test.
This paper have collected and analyzed 135 test results of rectangular piers failed to bending and obtained the moment-rotation relationship of members. Furthermore,to discuss parameter values for the three-dimensional seismic damage model raised by Guo Jin,the paper determined the defining principle of yield and limit state points and assumed relationship of deformation under monotonic loading and deformation under cyclic loading. In this paper,the damage value deviation of all results was defined. The result indicated that the model parameter βcould be taken as 0. 12 and β1as 1. 6,in the principle of Minimizing damage deviation and conforming the requirements of actual situation. Otherwise,if the value of β1is fixed,it is recommend that the uncertainty of β should be considered,which is in accordance with Weibull distribution using the chi-square test.
引文
[1]Park YJ,Ang AHS.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[2]Park Y-J,Ang AHS,Wen YK.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[3]Erberik A,Sucuoglu H.Seismic energy dissipation in deteriorating systems through low-cycle fatigue[J].Earthquake Engineering and Structural Dynamics,2004,33(1):49-67.
[4]王宏业.Park-Ang双参数地震损伤模型的试验统计分析及改进[D].大连海事大学,2008.WANG Hongye.Statistical analysis and improvement of Park-Ang seismic damage model[D].Dalian Maritime University,2008.(in Chinese)
[5]陈林之.钢筋混凝土框架结构基于性能的地震损伤控制研究[D].同济大学,2010.CHEN Linzhi.Study on performance based seismic damage control of reinforce concrete frame structures[D].Tongji University,2010.(in Chinese)
[6]郭进,王君杰,黄勇.Park-Ang损伤模型在弯矩-转角层面的三维拓展[J].世界地震工程,2013,29(4):141-146.GUO Jin,WANG Junjie,HUANG Yong.Three dimensional extension of Park-Ang damage model in moment-rotation level[J].World Earthquake Engineering,2013,29(4):141-146.(in Chinese)
[7]Mo,Y.L.,Wang,S.J..Seismic behavior of RC columns with various tie configurations[J].Journal of Structural Engineering,ASCE,2000,126(10):1122-1130.
[8]Thomsen,John,and Wallace,John.Lateral load behavior of reinforced concrete columns constructed using high-strength materials[J].ACI Structural Journal,1994,91(5):605-615.
[9]Saatcioglu,Murat,and Grira,Mongi,Confinement of reinforced concrete columns with welded reinforcement grids[J].American Concrete Institute,ACI Structural Journal,1999,96(1):29-39.
[10]Wehbe,N.,Saiidi,M.S.,and Sanders.D.Confinement of rectangular bridge columns for modrate seismic areas[J].National Center for Earthquake Engineering Research(NCEER)Bulletin,1998,12(1).
[11]Paultre,P.,Legeron,F.,and Mongeau,D..Influence of concrete strength and transverse reinforcement yield strength on behavior of highstrength concrete columns[J].American Concrete Institute,ACI Structural Journal,2001,98(4):490-501.
[12]Sugano,Shunsuke.Seismic behavior of reinforced concrete columns which used ultra-high-strength concrete[C]//Eleventh World Conference on Earthquake Engineering,1996,1383.
[13]Xiao,Yan,and Martirossyan,Armen.Seismic performance of high-strength concrete columns[J].Journal of Structural Engineering,1998:241-251.
[14]Ang Beng Ghee,Priestley,M.J.N.,and Park,R..Ductility of reinforced bridge piers under seismic loading[R].Report 81-3,Department of Civil Engineering,University of Canterbury,1981:109
[15]Atalay,M.B.,and Penzien,J.The seismic behavior of critical regions of reinforced concrete components as influenced by moment,shear and axial force[R].University of California,Berkeley,1975,Report No.EERC 75-19
[16]Azizinamini,Atorod,Johal,Lakhpal S.,Hanson.Effects of transverse reinforcement on seismic performance of columns–a partial parametric investigation[R].Project No.CR-9617,Construction Technology Laboratories,1988
[17]Bayrak,Oguzhan,Sheikh,Shamim.Confinement steel requirements for high strength concrete columns[C]//Eleventh World Conference on Earthquake Engineering,1996
[18]Matamoros,A.B.Study of drift limits for high-strength concrete columns[D].Department of Civil Engineering,University of Illinois at UrbanaChampaign,Urbana,Illinois,1999
[19]Soesianawati,M.T.Park,R,Priestley,M.J.N.Limited ductility design of reinforced concrete columns[R].Department of Civil Engineering,University of Canterbury,Christchurch,New Zealand,1986,Report 86-10
[20]Tanaka,H.,and Park,R.,Effect of lateral confining reinforcement on the ductile behavior of reinforced concrete columns[R].Department of Civil Engineering,University of Canterbury,1990,Report 90-2
[21]Watson,Soesianawati,and Park,R..Design of reinforced concrete frames of limited ductility[R].University of Canterbury,Christchurch,New Zealand,1989,Report 89-4
[22]Zahn,F.A.,Park,R,Priestley.Design of reinforced bridge columns for strength and ductility[R].Department of Civil Engineering,University of Canterbury,Christchurch,New Zealand,1986,Report 86-7
[23]Sun-Kyoung Hwang,Hyun-Do Yun.Effects of transverse reinforcement on flexural behaviour of high-strength concrete columns[J].Engineering Structures,2004,26(1):1-12.
[24]Galeota,D,Giammatteo,M.M.,Marino,R.Seismic resistance of high strength concrete columns[C]//Procedings of the Eleventh World Conference on Earthquake Engineering,1996,Paper No.1390
[25]川島一彥.引張力を含む軸力変動がRC橋脚の変形性能に及ぼす影響[J].構造工學論文集,2002,48A:735-746
[26]PARK R.Evaluation of ductility of structures and structural assemblages from laboratory testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-66.
[27]过镇海.混凝土原理[M].北京:清华大学出版社,1999.GUO Zhenhai.Principle of concrete[M].Beijing:Tsinghua University Press,1999.(in Chinese)
[28]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.ZHU Bolong,Seismic tests of structure[M].Beijing:Earthquake Press,1989.(in Chinese)
[29]The International Federation for Structural Concrete.Displacement-based seismic design of reinforced concrete buildings,State-of-art report[R].FIB Bulletin No.25,2003.
[30]Dionysis Biskinis,Michael N.Fardis.Deformations of concrete members at yielding and ultimate under monotonic or cyclic loading(including repaired and retrofitted members)[R].Report No.SEE 2009-01,Department of Civil Engineering,University of Patras.2009.
[2]Park Y-J,Ang AHS,Wen YK.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[3]Erberik A,Sucuoglu H.Seismic energy dissipation in deteriorating systems through low-cycle fatigue[J].Earthquake Engineering and Structural Dynamics,2004,33(1):49-67.
[4]王宏业.Park-Ang双参数地震损伤模型的试验统计分析及改进[D].大连海事大学,2008.WANG Hongye.Statistical analysis and improvement of Park-Ang seismic damage model[D].Dalian Maritime University,2008.(in Chinese)
[5]陈林之.钢筋混凝土框架结构基于性能的地震损伤控制研究[D].同济大学,2010.CHEN Linzhi.Study on performance based seismic damage control of reinforce concrete frame structures[D].Tongji University,2010.(in Chinese)
[6]郭进,王君杰,黄勇.Park-Ang损伤模型在弯矩-转角层面的三维拓展[J].世界地震工程,2013,29(4):141-146.GUO Jin,WANG Junjie,HUANG Yong.Three dimensional extension of Park-Ang damage model in moment-rotation level[J].World Earthquake Engineering,2013,29(4):141-146.(in Chinese)
[7]Mo,Y.L.,Wang,S.J..Seismic behavior of RC columns with various tie configurations[J].Journal of Structural Engineering,ASCE,2000,126(10):1122-1130.
[8]Thomsen,John,and Wallace,John.Lateral load behavior of reinforced concrete columns constructed using high-strength materials[J].ACI Structural Journal,1994,91(5):605-615.
[9]Saatcioglu,Murat,and Grira,Mongi,Confinement of reinforced concrete columns with welded reinforcement grids[J].American Concrete Institute,ACI Structural Journal,1999,96(1):29-39.
[10]Wehbe,N.,Saiidi,M.S.,and Sanders.D.Confinement of rectangular bridge columns for modrate seismic areas[J].National Center for Earthquake Engineering Research(NCEER)Bulletin,1998,12(1).
[11]Paultre,P.,Legeron,F.,and Mongeau,D..Influence of concrete strength and transverse reinforcement yield strength on behavior of highstrength concrete columns[J].American Concrete Institute,ACI Structural Journal,2001,98(4):490-501.
[12]Sugano,Shunsuke.Seismic behavior of reinforced concrete columns which used ultra-high-strength concrete[C]//Eleventh World Conference on Earthquake Engineering,1996,1383.
[13]Xiao,Yan,and Martirossyan,Armen.Seismic performance of high-strength concrete columns[J].Journal of Structural Engineering,1998:241-251.
[14]Ang Beng Ghee,Priestley,M.J.N.,and Park,R..Ductility of reinforced bridge piers under seismic loading[R].Report 81-3,Department of Civil Engineering,University of Canterbury,1981:109
[15]Atalay,M.B.,and Penzien,J.The seismic behavior of critical regions of reinforced concrete components as influenced by moment,shear and axial force[R].University of California,Berkeley,1975,Report No.EERC 75-19
[16]Azizinamini,Atorod,Johal,Lakhpal S.,Hanson.Effects of transverse reinforcement on seismic performance of columns–a partial parametric investigation[R].Project No.CR-9617,Construction Technology Laboratories,1988
[17]Bayrak,Oguzhan,Sheikh,Shamim.Confinement steel requirements for high strength concrete columns[C]//Eleventh World Conference on Earthquake Engineering,1996
[18]Matamoros,A.B.Study of drift limits for high-strength concrete columns[D].Department of Civil Engineering,University of Illinois at UrbanaChampaign,Urbana,Illinois,1999
[19]Soesianawati,M.T.Park,R,Priestley,M.J.N.Limited ductility design of reinforced concrete columns[R].Department of Civil Engineering,University of Canterbury,Christchurch,New Zealand,1986,Report 86-10
[20]Tanaka,H.,and Park,R.,Effect of lateral confining reinforcement on the ductile behavior of reinforced concrete columns[R].Department of Civil Engineering,University of Canterbury,1990,Report 90-2
[21]Watson,Soesianawati,and Park,R..Design of reinforced concrete frames of limited ductility[R].University of Canterbury,Christchurch,New Zealand,1989,Report 89-4
[22]Zahn,F.A.,Park,R,Priestley.Design of reinforced bridge columns for strength and ductility[R].Department of Civil Engineering,University of Canterbury,Christchurch,New Zealand,1986,Report 86-7
[23]Sun-Kyoung Hwang,Hyun-Do Yun.Effects of transverse reinforcement on flexural behaviour of high-strength concrete columns[J].Engineering Structures,2004,26(1):1-12.
[24]Galeota,D,Giammatteo,M.M.,Marino,R.Seismic resistance of high strength concrete columns[C]//Procedings of the Eleventh World Conference on Earthquake Engineering,1996,Paper No.1390
[25]川島一彥.引張力を含む軸力変動がRC橋脚の変形性能に及ぼす影響[J].構造工學論文集,2002,48A:735-746
[26]PARK R.Evaluation of ductility of structures and structural assemblages from laboratory testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-66.
[27]过镇海.混凝土原理[M].北京:清华大学出版社,1999.GUO Zhenhai.Principle of concrete[M].Beijing:Tsinghua University Press,1999.(in Chinese)
[28]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.ZHU Bolong,Seismic tests of structure[M].Beijing:Earthquake Press,1989.(in Chinese)
[29]The International Federation for Structural Concrete.Displacement-based seismic design of reinforced concrete buildings,State-of-art report[R].FIB Bulletin No.25,2003.
[30]Dionysis Biskinis,Michael N.Fardis.Deformations of concrete members at yielding and ultimate under monotonic or cyclic loading(including repaired and retrofitted members)[R].Report No.SEE 2009-01,Department of Civil Engineering,University of Patras.2009.
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