高性能混凝土矩形截面剪力墙基于性能的抗震设计方法研究
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摘要
我国现行规范采用的是基于力的设计方法进行结构抗震设计。该方法是以保障生命安全为单一设防目标的,虽然在避免出现人员伤亡的破坏方面具有一定的可靠性,但却不能在强震或中震中有效控制地震造成的损失。因此,20世纪90年代提出了基于性能的抗震设计理论与方法。本文针对高性能混凝土剪力墙结构,对这种抗震设计方法进行研究。主要内容包括:
(1)对5片高性能混凝土矩形截面剪力墙的抗震性能进行了试验研究。描述了剪力墙试件在低周反复水平荷载作用下的开裂及破坏过程;绘制了荷载—位移滞回曲线及骨架曲线;分析了试件的延性、承载力以及影响抗震性能的因素。
(2)将基于性能的抗震设计方法应用于混凝土剪力墙的抗震设计,提出了具体的设计方法。为了与我国规范采用的“小震不坏,中震可修,大震不倒”的三水准设计相对应,本文将结构性能划分为“使用良好、人生安全、防止倒塌”三个水平。在满足性能目标的前提下,对剪力墙的承载力和变形能力进行设计。
(3)对剪力墙受剪承载力计算方法进行研究。根据41片混凝土剪力墙受剪性能试验数据,通过多元线性回归分析,提出了适合不同计算模型的剪力墙受剪承载力计算公式。所提公式的可靠度和拟合效果均好于现行规范公式,可供修订规范时参考。
At present,Chinese code for seismic design of buildings adopts the force-based design theory,and the seismic fortification objective of this method is ensuring life safety singly.It is verified that this method can avoid casualties under designed earthquake action to a large extent,but it fails to control the economic losses caused by earthquake effectively.Performance-based seismic design theory is put forward in the 1990s,overcomes some shortcomings of traditional force-based design theory.In this paper,the performance-based seismic design method of high performance concrete shear walls is discussed,and the prime content is described as follows:
(1) Experimental investigation for the seismic performance of the 5 piece of high performance concrete shear wall of rectangular section is conducted.Based on the tests of 5 high-performance concrete shear walls,the load-displacement curve,the skeleton curve,the factors of ductility,carrying bearing capacity and seismic performance are studied.
(2) The performance-based seismic design method is described.Code for seismic design of buildings adopts three levels and two stages that is structure don't damage in the small earthquake,repair in the moderate earthquake,can't collapse in the strong motion earthquake.According to the damage level,the performance of shear wall structure is divided into three levels:“serviceability,life-safety and collapse-prevention”. Carrying bearing capacity and deformability is designed in the premise of satisfying the performance index.
(3) The shear capacity of shear wall is studied.Base on the data of 41 piece of shear walls,Regression formula which is more reliability and accurate than code's formula is create for different calculation model and analysis the influencing factor. Readers can use it in practical situation.Regression formula is suggested as the main reference for amending shear formula of shear wall in the code.
(1)对5片高性能混凝土矩形截面剪力墙的抗震性能进行了试验研究。描述了剪力墙试件在低周反复水平荷载作用下的开裂及破坏过程;绘制了荷载—位移滞回曲线及骨架曲线;分析了试件的延性、承载力以及影响抗震性能的因素。
(2)将基于性能的抗震设计方法应用于混凝土剪力墙的抗震设计,提出了具体的设计方法。为了与我国规范采用的“小震不坏,中震可修,大震不倒”的三水准设计相对应,本文将结构性能划分为“使用良好、人生安全、防止倒塌”三个水平。在满足性能目标的前提下,对剪力墙的承载力和变形能力进行设计。
(3)对剪力墙受剪承载力计算方法进行研究。根据41片混凝土剪力墙受剪性能试验数据,通过多元线性回归分析,提出了适合不同计算模型的剪力墙受剪承载力计算公式。所提公式的可靠度和拟合效果均好于现行规范公式,可供修订规范时参考。
At present,Chinese code for seismic design of buildings adopts the force-based design theory,and the seismic fortification objective of this method is ensuring life safety singly.It is verified that this method can avoid casualties under designed earthquake action to a large extent,but it fails to control the economic losses caused by earthquake effectively.Performance-based seismic design theory is put forward in the 1990s,overcomes some shortcomings of traditional force-based design theory.In this paper,the performance-based seismic design method of high performance concrete shear walls is discussed,and the prime content is described as follows:
(1) Experimental investigation for the seismic performance of the 5 piece of high performance concrete shear wall of rectangular section is conducted.Based on the tests of 5 high-performance concrete shear walls,the load-displacement curve,the skeleton curve,the factors of ductility,carrying bearing capacity and seismic performance are studied.
(2) The performance-based seismic design method is described.Code for seismic design of buildings adopts three levels and two stages that is structure don't damage in the small earthquake,repair in the moderate earthquake,can't collapse in the strong motion earthquake.According to the damage level,the performance of shear wall structure is divided into three levels:“serviceability,life-safety and collapse-prevention”. Carrying bearing capacity and deformability is designed in the premise of satisfying the performance index.
(3) The shear capacity of shear wall is studied.Base on the data of 41 piece of shear walls,Regression formula which is more reliability and accurate than code's formula is create for different calculation model and analysis the influencing factor. Readers can use it in practical situation.Regression formula is suggested as the main reference for amending shear formula of shear wall in the code.
引文
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[5]中国土木工程学会高强混凝土委员会.高强混凝土结构设计与施工指南(第二版)[S].中国建筑工业出版社,2001.
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[9]周履.高性能混凝土(HPC)发展的综合评述[J].建筑结构,2004,34(6):65-72.
[10]谢涛,陈肇元.高强混凝土柱抗震性能的试验研究[J].建筑结构,1998,28(12):3-6.
[11]邓明科,梁兴文,刘清山.横向约束钢筋新配筋方案高性能混凝土剪力墙抗震性能的试验研究[J].西安建筑科技大学学报,2006,38(4):538-542.
[12]Veletsos,A.S.,and Newmark,N.M.Effect of inelastic behavior on the response of simple systems to earthquake motions,Pr oc.2nd World Conf.Earthquake Eng,Tokyo,1960,Japan,895-912.
[13]M.A.Sozen,review of earthquake response of RC buildings with a view to drift control.State of the Art in earthquake Engineering,1981,Ankara,383-418.
[14]Wolfgram,C,Rothe,D,Wilson,P,Sozen,M.Earthquake simulation tests of three one-tenth scale models.Publication SP-American Concrete Institute,1985,347-373.
[15]Pan,Austin;Moehle,Jack P.Lateral displacement ductility of reinforced concrete flat plat o ACI Structural Journal,1989,86(3):250-258.
[16]J.P.Moehle,,Displacement-based design of RC structures subjected to earthquakes.Ea rthquake Spectra,1992,8(3):403-428.
[17]Priestley MJN.Performance based seismic design.12th World Conference on Earthquake Engineering(12WCEE),Auckland,New Zealand,20 00,Paper No.2831.
[18]Fajfar.P.(Peter),Krawinkler,Helmut.,Seismic design methodologies for the next generation of codes:proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes,Bled,Slovenia,June 1997.
[19]龚思礼.建筑抗震设计手册.中国建筑工业出版社,1994.
[20]钱稼茹,罗文斌.建筑结构基于位移的抗震设计,建筑结构,2001,(4):3-6.
[21]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程(J).建筑结 构学报,1982,(9):16-20.
[22]过镇海,张秀琴.混凝土的应力-应变全曲线的试验研究(J).建筑结构学报,1982,(1):14-18.
[23]S.A.Sheikh and S.M.Uzumeri.Analytical Model for Concrete Confinement in Tied Columns(J).ASCE,1982,(12):2703-2722.
[24]S.M.Saatcioglu and S.R.Razvi.Strength and Ductility of Confined Concrete(J).ASCE,1992,(6):1590-1607.
[25]过镇海.钢筋混凝土结构[M].清华大学出版社,1999:186-187.
[26]国家标准.建筑抗震设计规范(GB50011.2001)[S].北京:中国建筑工业出版社,2002.
[27]SEAOC VISION 2000 Committee.Performance-based seismic engineering[S].Sacramento,California,US,1995
[28]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49
[29]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘构件基于弹塑性层间位移角的设计[J].建筑结构,2002,32(8):3-6
[30]梁兴文,邓明科等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报。
[31]ASCE FEMA356,pre-standard and commentary for the seismic rehabilitatton of building[S].Washington D.C,USA:ASCE for the Federal Emergency Management Agency,2000.
[32]Miranda E,Garcia J G.Evaluation of approximate methods to estimate maximum inelastic displacement demands[J].Earthquake Engineering and Structural Dynamics,2002,(31):539-560.
[33]翟长海.钢筋混凝土框架结构超强研究[J].建筑结构学报,2007,28(1):101-106.
[34]Priestley M J N.Aspect of drift and ductility capacity of rectangular cantilever structural walls [J].Bulletin of New Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[35]钱稼茹.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华火学学报,2007,47(3):305-308.
[36]徐福江.钢筋混凝土框架.核心简结构基于位移抗震设计方法研究[D].北京:清华大学,2006.
[37]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘构件基于弹塑性层间位移角的设计[J].建筑结构,2002,8(32):3-6.
[38]国家标准.混凝土结构设计规范(GB50010-2002)[S].北京:中国建筑工业出版社,2002.
[39]文保军.钢筋混凝土剪力墙塑性铰区受剪承载力分析[西安建筑科技大学硕士学位论文].西安:西安建筑科技大学土木工程学院,2008:51-57.
[40]剪力墙结构的性能与截面设计.中国建筑科学研究院建筑结构研究所.1985.
[41]陶鹤进、于庆荣、史新亚.钢筋粉煤灰陶粒硷剪力墙受力性能的试验研究.建筑结构学 报.1994.15(4):20-30.
[42]刘翠兰,祁学任.陶粒混凝土剪力墙的试验研究.建筑结构学报.199l,12:62-71
[43]傅建平,吴雁江.工字形截面延性剪力墙肢抗震性能试验.重庆大学学报.2004.27(12):52-55
[44]孙建超,徐培福,肖从真,孙慧中,王翠坤.不同配筋形式混凝土剪力墙受剪性能试验研究.第二十届全国高层建筑结构学术会议论文.2008:847-856.
[45]林伟民,金云霄.预应力剪力墙抗剪性能试验研究[J].洛阳大学学报,2005,20(2):72-74.
[46]张展,周客容.变高宽比高性能混凝土剪力墙抗震性能的试验研究[A].结构工程师,2004,(2):63-66.
[47]曹万林,张建伟,崔立长,宋文勇,张宏宁.钢筋混凝土带暗支撑双功能低矮剪力墙抗震性能试验研究.建筑结构学报,2003,24(1):46-53.
[58]董宏英.带暗支撑双肢剪力墙抗震抗剪性能试验及设计理论研究研究:[北京工业大学大学博士学位论文].北京:北京工业大学土木工程学院,2002,11-32.
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[2]吴中伟,廉慧珍.高性能混凝土[M].中国铁道出版社,1999.
[3]冯乃谦.高性能混凝土结构[M].机械工业出版社,2004.
[4]陈肇元,朱金铨,吴佩刚.高强混凝土及其应用[M].清华大学出版社,1992.
[5]中国土木工程学会高强混凝土委员会.高强混凝土结构设计与施工指南(第二版)[S].中国建筑工业出版社,2001.
[6]中国标准化协会.高强混凝土结构技术规程(CECSl04:99)[S].中国建筑工业出版社,1999.
[7]陈肇元.高强混凝土与高性能混凝土[J].建筑技术,1997,28(9):641-643.
[8]陈肇元.高强与高性能混凝土的发展及应用[J].土木工程学报,1997,30(5):3-11.
[9]周履.高性能混凝土(HPC)发展的综合评述[J].建筑结构,2004,34(6):65-72.
[10]谢涛,陈肇元.高强混凝土柱抗震性能的试验研究[J].建筑结构,1998,28(12):3-6.
[11]邓明科,梁兴文,刘清山.横向约束钢筋新配筋方案高性能混凝土剪力墙抗震性能的试验研究[J].西安建筑科技大学学报,2006,38(4):538-542.
[12]Veletsos,A.S.,and Newmark,N.M.Effect of inelastic behavior on the response of simple systems to earthquake motions,Pr oc.2nd World Conf.Earthquake Eng,Tokyo,1960,Japan,895-912.
[13]M.A.Sozen,review of earthquake response of RC buildings with a view to drift control.State of the Art in earthquake Engineering,1981,Ankara,383-418.
[14]Wolfgram,C,Rothe,D,Wilson,P,Sozen,M.Earthquake simulation tests of three one-tenth scale models.Publication SP-American Concrete Institute,1985,347-373.
[15]Pan,Austin;Moehle,Jack P.Lateral displacement ductility of reinforced concrete flat plat o ACI Structural Journal,1989,86(3):250-258.
[16]J.P.Moehle,,Displacement-based design of RC structures subjected to earthquakes.Ea rthquake Spectra,1992,8(3):403-428.
[17]Priestley MJN.Performance based seismic design.12th World Conference on Earthquake Engineering(12WCEE),Auckland,New Zealand,20 00,Paper No.2831.
[18]Fajfar.P.(Peter),Krawinkler,Helmut.,Seismic design methodologies for the next generation of codes:proceedings of the International Workshop on Seismic Design Methodologies for the Next Generation of Codes,Bled,Slovenia,June 1997.
[19]龚思礼.建筑抗震设计手册.中国建筑工业出版社,1994.
[20]钱稼茹,罗文斌.建筑结构基于位移的抗震设计,建筑结构,2001,(4):3-6.
[21]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程(J).建筑结 构学报,1982,(9):16-20.
[22]过镇海,张秀琴.混凝土的应力-应变全曲线的试验研究(J).建筑结构学报,1982,(1):14-18.
[23]S.A.Sheikh and S.M.Uzumeri.Analytical Model for Concrete Confinement in Tied Columns(J).ASCE,1982,(12):2703-2722.
[24]S.M.Saatcioglu and S.R.Razvi.Strength and Ductility of Confined Concrete(J).ASCE,1992,(6):1590-1607.
[25]过镇海.钢筋混凝土结构[M].清华大学出版社,1999:186-187.
[26]国家标准.建筑抗震设计规范(GB50011.2001)[S].北京:中国建筑工业出版社,2002.
[27]SEAOC VISION 2000 Committee.Performance-based seismic engineering[S].Sacramento,California,US,1995
[28]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49
[29]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘构件基于弹塑性层间位移角的设计[J].建筑结构,2002,32(8):3-6
[30]梁兴文,邓明科等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报。
[31]ASCE FEMA356,pre-standard and commentary for the seismic rehabilitatton of building[S].Washington D.C,USA:ASCE for the Federal Emergency Management Agency,2000.
[32]Miranda E,Garcia J G.Evaluation of approximate methods to estimate maximum inelastic displacement demands[J].Earthquake Engineering and Structural Dynamics,2002,(31):539-560.
[33]翟长海.钢筋混凝土框架结构超强研究[J].建筑结构学报,2007,28(1):101-106.
[34]Priestley M J N.Aspect of drift and ductility capacity of rectangular cantilever structural walls [J].Bulletin of New Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[35]钱稼茹.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华火学学报,2007,47(3):305-308.
[36]徐福江.钢筋混凝土框架.核心简结构基于位移抗震设计方法研究[D].北京:清华大学,2006.
[37]钱稼茹,李耕勤.钢筋混凝土抗震墙墙肢约束边缘构件基于弹塑性层间位移角的设计[J].建筑结构,2002,8(32):3-6.
[38]国家标准.混凝土结构设计规范(GB50010-2002)[S].北京:中国建筑工业出版社,2002.
[39]文保军.钢筋混凝土剪力墙塑性铰区受剪承载力分析[西安建筑科技大学硕士学位论文].西安:西安建筑科技大学土木工程学院,2008:51-57.
[40]剪力墙结构的性能与截面设计.中国建筑科学研究院建筑结构研究所.1985.
[41]陶鹤进、于庆荣、史新亚.钢筋粉煤灰陶粒硷剪力墙受力性能的试验研究.建筑结构学 报.1994.15(4):20-30.
[42]刘翠兰,祁学任.陶粒混凝土剪力墙的试验研究.建筑结构学报.199l,12:62-71
[43]傅建平,吴雁江.工字形截面延性剪力墙肢抗震性能试验.重庆大学学报.2004.27(12):52-55
[44]孙建超,徐培福,肖从真,孙慧中,王翠坤.不同配筋形式混凝土剪力墙受剪性能试验研究.第二十届全国高层建筑结构学术会议论文.2008:847-856.
[45]林伟民,金云霄.预应力剪力墙抗剪性能试验研究[J].洛阳大学学报,2005,20(2):72-74.
[46]张展,周客容.变高宽比高性能混凝土剪力墙抗震性能的试验研究[A].结构工程师,2004,(2):63-66.
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