既有砌体结构墙体植筋拉拔性能的理论分析与试验研究
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摘要
砌体结构的材料强度较低且砖墙是由砖块与砂浆两种材料复合而成,将植筋技术应用于砌体结构尚未有深入研究。基于锥体破坏、剪切破坏与黏结破坏这三种破坏模式,推导了与植筋深度、墙体强度相关的植筋拉拔承载力的半经验简化计算式;利用8处不同类型的既有砌体结构,针对不同植筋直径、植筋深度进行现场拉拔试验;采用有限元数值分析,对砖墙的植筋拉拔性能进行分析,结合现场拉拔试验的结果,验证了半经验简化计算式的合理性。通过以上理论分析、现场试验,对植筋技术在砌体结构中的应用提出以下建议:在砌体结构中采用植筋,砖墙砂浆的抗压强度应大于M2.0;植筋的直径建议采用6 mm、8 mm或10 mm即可;植筋深度介于100 mm与150 mm之间。
The brick wall is comprised of bricks and mortar.The strength of brick wall is low,so it is necessary to do some research on the mechanical property and the failure mode of steel bar embedded in the brick wall.In this paper,according to cone failure mode,shear failure mode and bond failure mode,the calculation formulas of the ultimate pull-out load are deduced.The semi-empirical simplification formula dependent on the strength of brick wall and the embedment depth,is also presented.Pull-out tests on steel bars with different dimension and depth were carried out in 8 masonry structures,which were different in the material strength and construction time.The finite element analysis(FEA) was also carried out.The results of pull-out test and FEA were compared to the results of theoretical analysis,which verified the rationality of the simplified formula.Some suggestions are presented as follows: the strength of mortar must be higher than M2.0,the suggested embedment depth is between 100 mm to 150 mm and the suggested diameters of steel bar are 6 mm,8 mm and 10 mm.
The brick wall is comprised of bricks and mortar.The strength of brick wall is low,so it is necessary to do some research on the mechanical property and the failure mode of steel bar embedded in the brick wall.In this paper,according to cone failure mode,shear failure mode and bond failure mode,the calculation formulas of the ultimate pull-out load are deduced.The semi-empirical simplification formula dependent on the strength of brick wall and the embedment depth,is also presented.Pull-out tests on steel bars with different dimension and depth were carried out in 8 masonry structures,which were different in the material strength and construction time.The finite element analysis(FEA) was also carried out.The results of pull-out test and FEA were compared to the results of theoretical analysis,which verified the rationality of the simplified formula.Some suggestions are presented as follows: the strength of mortar must be higher than M2.0,the suggested embedment depth is between 100 mm to 150 mm and the suggested diameters of steel bar are 6 mm,8 mm and 10 mm.
引文
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[14]朱伯龙,砌体结构设计原理[M].上海:同济大学出版社,1991:13-16.
[15]施楚贤.砌体材料及其强度取值[J].建筑结构,2003,33(2):66-68.(Shi Chuxian.Masonry materialsand masonry strength values[J].Building Structure,2003,33(2):66-68.(in Chinese))
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[18]苗吉军,顾祥林,张伟平.地震作用下砌体结构倒塌反应的数值模拟计算分析[J].土木工程学报,2005,38(9):45-52.(Miao Jijun,Gu Xianglin,Zhang Weiping.Numerical simulation analysis for thecollapse response of masonry structure under earthquake[J].China Civil Engineering Journal,2005,38(9):45-52.(in Chinese))
[2]Cook R A,Collins D M,Klingner R E.Bond stressmodel for design of adhesive anchors[J].ACI StructureJournal,1993,90(5):514-524.
[3]王天稳.建筑结构生筋技术及应用[J].建筑技术开发,1999,26(4):36-37.(WANG Tianwen.Technique and application of steel bar planning bybonding[J].Building Technique Development,1999,26(4):36-37.(in Chinese))
[4]熊学玉,许立新,胡家智.化学植筋的拉拔试验研究[J].建筑技术,2000,31(6):383-384.(XIONGXueyu,XU Lixin,Hu Jiazhi.Pull-out experiment studyof chemically bonded rebar[J].ArchitectureTechnology,2000,31(6):383-384.(in Chinese))
[5]张建荣,石丽忠,杨建华.混凝土化学植筋锚固性能的试验研究[J].建筑结构,2006,36(3):17-21.(Zhang Jianrong,Shi Lizhong,Yang Jianhua.Experimental research on the behavior of chemicaladhesive steel bar in concrete under tensile load[J].Building Structure,2006,36(3):17-21.(inChinese))
[6]徐有邻,沈文都,汪洪.钢筋砼粘结锚固性能的试验研究[J].建筑结构学报,1994,15(3):26-37.(XU Youlin,SHEN Wendu,WANG Hong.Anexperimental study of bond-anchorage properties of barsin concrete[J].Journal of Building Structures,1994,15(3):26-37.(in Chinese))
[7]赵羽习,金伟良.钢筋与混凝土粘结本构关系的试验研究[J].建筑结构学报,2002,23(1):32-37.(ZHAO Yuxi,JIN Weiliang.Test study on bond stress-slip relationship of concrete and steel bar[J].Journalof Building Structures,2002,23(1):32-37.(inChinese))
[8]McVay M,Cook R A,Krishnamurthy K.Pulloutsimulation of postinstalled chemically bonded anchors[J].Journal of Structural Engineering,ASCE,1996,122(9):1016-1024.
[9]周新刚,王尤选,曲淑英.混凝土植筋锚固极限承载能力分析[J].工程力学,2002,19(6):82-86.(ZHOU Xingang,WANG Youxuan,QU Shuying.Ultimate load carrying capacity analysis of adhesivelybonded bars in concrete[J].Engineering Mechanics,2002,19(6):82-86.(in Chinese))
[10]Cook R A.Behavior of chemically bonded anchors[J].Journal of Structural Engineering,ASCE,1993,119(9):2744-2762.
[11]Shieh-Beygi B,Pietruszczak S.Numerical analysis ofstructural masonry:mesoscale approach[J].Computers&Structures,2008,86(21/22):1958-1973.
[12]Giambanco G,Rizzo S,Spallino R.Numerical analysisof masonry structures via interface models[J].Computer Methods in Applied Mechanics andEngineering,2001,190(49/50):6493-6511.
[13]Brasile S,Casciaro R,Formica G.Finite elementformulation for nonlinear analysis of masonry walls[J].Computers&Structures,2010,88(3/4):135-143.
[14]朱伯龙,砌体结构设计原理[M].上海:同济大学出版社,1991:13-16.
[15]施楚贤.砌体材料及其强度取值[J].建筑结构,2003,33(2):66-68.(Shi Chuxian.Masonry materialsand masonry strength values[J].Building Structure,2003,33(2):66-68.(in Chinese))
[16]刘桂秋,颜友清,施楚贤.砌体受压本构关系统一模型的研究[J].湖南大学学报:自然科学版,2009,36(11):6-9.(LIU Guiqiu,YAN Youqing,SHIChuxian.Research on the unified model of thecompressive constitutive relations of masonry[J].Journal of Hunan University:Natural Sciences,2009,36(11):6-9.(in Chinese))
[17]过镇海.钢筋混凝土原理[M].北京:清华大学出版社,1999:18-21.(GUO Zhenhai.Reinforced concretetheory[M].Beijing:Tsinghua University Press,1999:18-21.(in Chinese))
[18]苗吉军,顾祥林,张伟平.地震作用下砌体结构倒塌反应的数值模拟计算分析[J].土木工程学报,2005,38(9):45-52.(Miao Jijun,Gu Xianglin,Zhang Weiping.Numerical simulation analysis for thecollapse response of masonry structure under earthquake[J].China Civil Engineering Journal,2005,38(9):45-52.(in Chinese))
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