粘贴CFRP砖砌体墙受剪承载力计算方法
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摘要
目的研究粘贴CFRP砖砌体墙在低周反复荷载作用下CFRP应变发挥系数计算公式及适用条件.方法结合笔者试验和有关文献,分析4组不同高宽比的粘贴CFRP砖砌体墙在低周反复荷载作用下的试验数据,获得砖砌体墙CFRP应变发挥系数与CFRP提供受剪承载力实测值,研究砖砌体墙CFRP应变发挥系数与砖砌体墙高宽比关系,提出了CFRP应变发挥系数计算公式,验算CFRP提供受剪承载力实测值与理论计算值符合程度.结果当砖砌体墙高宽比在0.56～0.71范围时,CFRP应变发挥系数与砖砌体墙高宽比基本呈线性关系,计算公式为α=0.923-0.858λ,CFRP提供受剪承载力实测值与理论计算值之比的平均值为1.07,标准差为0.33,变异系数为0.31.结论砖砌体墙高宽比在0.56～0.71范围时,CFRP应变发挥系数计算公式能够比较准确地计算CFRP提供的受剪承载力,对实际工程抗震加固设计具有一定的指导性.当σy/fm<0.32并且CFRP粘贴方式不能有效抑制水平裂缝的产生或当0.67≤σy/fm<1.0时,应忽略CFRP对受剪承载力的提高作用.对CFRP粘贴量很高的砖砌体墙应进行斜压破坏形态判别.
The purpose of this paper is to propose the calculation formula of coefficients of exertion for CFRP strain and the applicable conditions in brick masonry walls strengthened with CFRP under low cyclic loading.Combining with the authors′experience and related references,experimental data of 4 groups of brick masonry walls strengthened with CFRP with different height-width ratio under low cyclic loading are analyzed,coefficients of exertion for CFRP strain and the measured value of shear capacity provided by CFRP are obtained.Then the relationship between coefficients of exertion for CFRP strain and height-width ratio is studied,the calculation formula of coefficients of exertion for CFRP strain is proposed and the consistency between the measured value and the theoretical value is checked.The results show that there is an approximate linear relationship between coefficients of exertion for CFRP strain and height-width ratio when the height-width ratio of a brick masonry walls is between 0.56 and 0.71 and the calculation formula is α=0.923-0.858λ,The average ratios of the measured value of shear capacity provided by CFRP to the theoretical value is 1.07,standard deviation is 0.33 and variation coefficient is 0.31.The conclusions show that when the height-width ratio of brick masonry walls is between 0.56 and 0.71,the calculation formula of coefficients of exertion for CFRP strain can accurately figure out the value of the shear capacity provided by CFRP and has certain guidance in the field of seismic strengthening design of masonry walls in actual engineering.When σy/fm<0.32 and the stickup method of CFRP could not effectively inhibit the emergence of horizontal cracks,or 0.67≤σy/fm<1.0,the increasing shear capacity provided by CFRP should be ignored.As for the brick masonry wall which is strengthened with a large amount of CFRP,the pattern of diagonal compression failure should be discriminated..
The purpose of this paper is to propose the calculation formula of coefficients of exertion for CFRP strain and the applicable conditions in brick masonry walls strengthened with CFRP under low cyclic loading.Combining with the authors′experience and related references,experimental data of 4 groups of brick masonry walls strengthened with CFRP with different height-width ratio under low cyclic loading are analyzed,coefficients of exertion for CFRP strain and the measured value of shear capacity provided by CFRP are obtained.Then the relationship between coefficients of exertion for CFRP strain and height-width ratio is studied,the calculation formula of coefficients of exertion for CFRP strain is proposed and the consistency between the measured value and the theoretical value is checked.The results show that there is an approximate linear relationship between coefficients of exertion for CFRP strain and height-width ratio when the height-width ratio of a brick masonry walls is between 0.56 and 0.71 and the calculation formula is α=0.923-0.858λ,The average ratios of the measured value of shear capacity provided by CFRP to the theoretical value is 1.07,standard deviation is 0.33 and variation coefficient is 0.31.The conclusions show that when the height-width ratio of brick masonry walls is between 0.56 and 0.71,the calculation formula of coefficients of exertion for CFRP strain can accurately figure out the value of the shear capacity provided by CFRP and has certain guidance in the field of seismic strengthening design of masonry walls in actual engineering.When σy/fm<0.32 and the stickup method of CFRP could not effectively inhibit the emergence of horizontal cracks,or 0.67≤σy/fm<1.0,the increasing shear capacity provided by CFRP should be ignored.As for the brick masonry wall which is strengthened with a large amount of CFRP,the pattern of diagonal compression failure should be discriminated..
引文
[1]董明海.砌体结构设计原理[M].西安:西安交通大学出版社,2010.(Dong Minghai.The design principle of masonrystructure[M].XiAn:Xi'an JiaoTong UniversityPress,2010.)
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[3]Suriya P S,Alagusundaramoorthy P.Load resistanceof masonry w allettes and shear triplets retrofittedw ith GFRP composites[J].Cement and ConcreteComposites,2008,30(8):745-761.
[4]Hall J,Ductile D.Ductile anchorage for connectingfrp strengthening of under-reinforced masonry build-ing[J].Journal of Composites for Construction,2002,6(1):3-8.
[5]Valluzzi M R,Behavioe of brick masonry vaultsstrengthened by FRP laminates[J].Journal of Com-posities for Construction,ASCE,2001,5(3):163-169.
[6]Wei Changqin,Zhou Xinggang,Ye Lieping.Exper-mental study of masonry w alls strengthened w ithCFRP[J].Structural Engineering and Mec-hanics,2007,25(6):675-690.
[7]Foraboschi P.Strengthening of masonry aches withfiber-reinforced polymer strips[J].Journal of Com-posites for Construction,ASCE,2004,8(3):52-62.
[8]Stradord T,Pascale G,Manfioni O,et al.Shearstrengthening masonry panels w ith sheet glass-fiberreiforced polymer[J].Journal of for Construction,2004,8(5):434-443.
[9]Tumialan G,Myers J J,Nanni A.Field evaluationofunreinforced masonry w alls strengthened w ith FRP[J].Composites Subject to out of Plane Loading,2000,5(8/9/10):1-15.
[10]Michael L A,Alaa E E,ChengJ T.Strengrhening ofunreinforced masonry w alls using FRP[J].Journalof Composites for Construction,2001,5(2):76-84.
[11]赵彤.碳纤维布用于砖砌体抗震加固的试验研究[J].地震工程与工程振动,2001,21(2)89-95.(Zhao Tong.Experimental study on seismic rein-forcement of brick masonry w alls w ith continous car-bon fiber sheet[J].Earthquake Engineering and En-gineering Vibration,2001,21(2):89-95.)
[12]周新刚.CFRP加固砌体结构的力学性能分析[J].工程力学,2008,25(6):51-59.(Zhou Xinggang.Mechanical behavior of masonryw alls strengthened w ith CFRP[J].Engineering Me-chanics,2008,25(6):51-59.)
[13]中华人民共和国住房和城乡建设部.GB50702-2011砌体结构加固设计规范[S].北京:中国建筑工业出版社,2011.(The Ministry of Housing and Urban of the People’s Republic of China.GB50702-2011 Code for de-sign of strengthening masonry structures[S].Bei-jing:China Building Industry Press,2011.)
[14]潘华.碳纤维布抗震加固砌体墙的试验研究[J].建筑结构,2006,36(7):67-70.(Pan Hua.Experimental study on seismic reinforcedof brick masonry w alls w ith carbon fiber reinforcedpolymer[J].Buildings Structure,2006,36(7):67-70.)
[15]由世岐.斜向粘贴FRP加固砖砌体墙受剪试验[J].沈阳建筑大学学报:自然科学版,2008,24(5):803-807.(You Shiqi.Experimental analysis of masonry wallsstrengthened w ith diagonal FRP sheet[J].Journal ofShenyang University:Natural Science,2008,24(5):803-807.)
[16]谢剑.碳纤维布加固修复砌体结构新技术研究[D].天津:天津大学,2005.(Xie Jian.Study on the new technique of re-pairingand strengthening masonry w alls w ith continous car-bon fiber sheet[D].Tianjin:Tianjin University,2005.)
[2]李碧雄.汶川地震后多层砌体结构震害调查及分析[J].四川大学学报:工程科学版,2009,41(4):19-25.(Li Bixiong.Wenchuan Earthquake Field Reconnais-sance and Analysis on Multi-story Masonry StructureBuildings[J].Journal of SiChuan University:Engi-neering Science Edition,2009,41(4):19-25.
[3]Suriya P S,Alagusundaramoorthy P.Load resistanceof masonry w allettes and shear triplets retrofittedw ith GFRP composites[J].Cement and ConcreteComposites,2008,30(8):745-761.
[4]Hall J,Ductile D.Ductile anchorage for connectingfrp strengthening of under-reinforced masonry build-ing[J].Journal of Composites for Construction,2002,6(1):3-8.
[5]Valluzzi M R,Behavioe of brick masonry vaultsstrengthened by FRP laminates[J].Journal of Com-posities for Construction,ASCE,2001,5(3):163-169.
[6]Wei Changqin,Zhou Xinggang,Ye Lieping.Exper-mental study of masonry w alls strengthened w ithCFRP[J].Structural Engineering and Mec-hanics,2007,25(6):675-690.
[7]Foraboschi P.Strengthening of masonry aches withfiber-reinforced polymer strips[J].Journal of Com-posites for Construction,ASCE,2004,8(3):52-62.
[8]Stradord T,Pascale G,Manfioni O,et al.Shearstrengthening masonry panels w ith sheet glass-fiberreiforced polymer[J].Journal of for Construction,2004,8(5):434-443.
[9]Tumialan G,Myers J J,Nanni A.Field evaluationofunreinforced masonry w alls strengthened w ith FRP[J].Composites Subject to out of Plane Loading,2000,5(8/9/10):1-15.
[10]Michael L A,Alaa E E,ChengJ T.Strengrhening ofunreinforced masonry w alls using FRP[J].Journalof Composites for Construction,2001,5(2):76-84.
[11]赵彤.碳纤维布用于砖砌体抗震加固的试验研究[J].地震工程与工程振动,2001,21(2)89-95.(Zhao Tong.Experimental study on seismic rein-forcement of brick masonry w alls w ith continous car-bon fiber sheet[J].Earthquake Engineering and En-gineering Vibration,2001,21(2):89-95.)
[12]周新刚.CFRP加固砌体结构的力学性能分析[J].工程力学,2008,25(6):51-59.(Zhou Xinggang.Mechanical behavior of masonryw alls strengthened w ith CFRP[J].Engineering Me-chanics,2008,25(6):51-59.)
[13]中华人民共和国住房和城乡建设部.GB50702-2011砌体结构加固设计规范[S].北京:中国建筑工业出版社,2011.(The Ministry of Housing and Urban of the People’s Republic of China.GB50702-2011 Code for de-sign of strengthening masonry structures[S].Bei-jing:China Building Industry Press,2011.)
[14]潘华.碳纤维布抗震加固砌体墙的试验研究[J].建筑结构,2006,36(7):67-70.(Pan Hua.Experimental study on seismic reinforcedof brick masonry w alls w ith carbon fiber reinforcedpolymer[J].Buildings Structure,2006,36(7):67-70.)
[15]由世岐.斜向粘贴FRP加固砖砌体墙受剪试验[J].沈阳建筑大学学报:自然科学版,2008,24(5):803-807.(You Shiqi.Experimental analysis of masonry wallsstrengthened w ith diagonal FRP sheet[J].Journal ofShenyang University:Natural Science,2008,24(5):803-807.)
[16]谢剑.碳纤维布加固修复砌体结构新技术研究[D].天津:天津大学,2005.(Xie Jian.Study on the new technique of re-pairingand strengthening masonry w alls w ith continous car-bon fiber sheet[D].Tianjin:Tianjin University,2005.)
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