基于性能的钢筋混凝土剪力墙受弯破坏变形限值的研究
|
摘要
为了确定钢筋混凝土剪力墙构件在不同性能状态下的变形能力,根据基于性能的抗震设计理论,结合20世纪70年代以来国内学者在钢筋混凝土剪力墙延性方面的试验研究结果,对120片以受弯破坏为主的钢筋混凝土剪力墙试件在不同性能状态下的延性性能进行分析,同时结合国内外规范中的相关规定,分别推导和拟合出剪力墙试件在各性能目标下截面曲率和塑性位移角的计算公式。同时根据地震超越概率分布特点得出适合GB 50011—2001《建筑抗震设计规范》(2008年版)的、轴压比为0≤n≤0.4的剪力墙在各性能目标下塑性位移角限值,并与美国相关规范中对应的目标位移限值进行比较和分析,为我国基于性能的钢筋混凝土剪力墙抗震设计提供相关参考。
In order to determine the deformation index of RC shear walls under each performance objective,according to performance-based seismic design approach,the experimental results of ductility performance of RC shear walls conducted by domestic scholars since 1970s were reviewed with analyzing the ductility of 120 RC shear wall specimens main failed in flexure in different stress conditions.Meanwhile,on the basis of the relevant provisions of Chinese and foreign codes,the equations to calculate sectional curvature and plastic rotation angles of shear wall specimens for different performance objectives were derived.Based on the distribution of earthquake exceedance probability,the plastic rotation angle limits of RC shear walls with axial load ratio of 0 ≤ n ≤ 0.4 under each performance objective which is applicable for‘Code for seismic design of buildings’GB 50011—2001(2008 edition) was obtained,and then compared with corresponding limits in relevant US codes.
In order to determine the deformation index of RC shear walls under each performance objective,according to performance-based seismic design approach,the experimental results of ductility performance of RC shear walls conducted by domestic scholars since 1970s were reviewed with analyzing the ductility of 120 RC shear wall specimens main failed in flexure in different stress conditions.Meanwhile,on the basis of the relevant provisions of Chinese and foreign codes,the equations to calculate sectional curvature and plastic rotation angles of shear wall specimens for different performance objectives were derived.Based on the distribution of earthquake exceedance probability,the plastic rotation angle limits of RC shear walls with axial load ratio of 0 ≤ n ≤ 0.4 under each performance objective which is applicable for‘Code for seismic design of buildings’GB 50011—2001(2008 edition) was obtained,and then compared with corresponding limits in relevant US codes.
引文
[1]季静,李首方,韩小雷,等.无边缘约束构件剪力墙的对比试验研究[J].建筑科学,2007,23(11):41-45.(Ji Jing,Li Shoufang,Han Xiaolei,et al.Study oncomparative experiments of shear walls without boundaryelements[J].Building Science,2007,23(11):41-45.(in Chinese))
[2]崔熙光,刘永健,郭峰,等.冷轧带肋钢筋混凝土剪力墙的试验分析[J].沈阳建筑工程学院学报:自然科学版,2004,20(2):103-106.(Cui Xiguang,LiuYongjian,Guo Feng,et al.Experiment analysis ofreinforced concrete shear wall with the cold-rolledribbed reinforcement[J].Journal of ShengyangArchitecture and Civil Engineering University:NaturalScience,2004,20(2):103-106.(in Chinese))
[3]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.(LI Hongnan,LI Bing.Experimental study onseismic restoring performance of reinforced concreteshear walls[J].Journal of Building Structures,2004,25(5):35-42.(in Chinese))
[4]陶鹤进,于庆荣,史新亚.钢筋粉煤灰陶粒砼剪力墙受力性能的试验研究[J].建筑结构学报,1994,15(4):20-30,77.(Tao Hejin,Yu Qingrong,ShiXinya.Experimental study on behavior of reinforced ashceramsite concrete shear walls[J].Journal of BuildingStructures,1994,15(4):20-30,77.(in Chinese))
[5]李耕勤,钱稼茹,顾万黎.采用冷轧带肋钢筋焊接网的抗震墙性能研究[J].建筑结构,2002,32(10):29-33.(Li Gengqin,Qian Jiaru,Gu Wanli.Study on seismic behavior of shear walls with cold-rolledribbed welded steel fabric[J].Building Structure,2002,32(10):29-33.(in Chinese))
[6]王曙光,蓝宗建.劲性钢筋混凝土开洞低剪力墙拟静力试验研究[J].建筑结构学报,2005,26(1):85-90,124.(WANG Shuguang,LAN Zongjian.Experimental research on seismic capability of steelreinforced concrete low shear wall with opening[J].Journal of Building Structures,2005,26(1):85-90,124.(in Chinese))
[7]FEMA 356 Pre-standard and commentary for theseismic rehabilitation of buildings[S].Washington:Federal Emergency Management Agency,2000.
[8]Structural Engineers Association of California.Performance based seismic engineering of buildings:Vol.I and II:Conceptual framework[R].Vision 2000Report.Sacramento:Structural Engineers Associationof California,1995.
[9]FEMA 273 Guidelines for the seismic rehabilitation ofbuildings[S].Washington:Federal EmergencyManagement Agency,1997.
[10]fédération internationale du béton(FIB).Displacement-based seismic design of reinforced concrete buildings[R].Lausanne:International Federation for StructuralConcrete,2003.
[11]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-10.(Xu Peifu,Dai Guoying.Performance-basedseismic design of tall building structures beyond thecode-specification[J].China Civil EngineeringJournal,2005,38(1):1-10.(in Chinese))
[12]黄超,季静,韩小雷,等.基于性能的既有钢筋混凝土建筑结构抗震评估与加固技术研究[J].地震工程与工程振动,2007,27(5):72-79.(Huang Chao,Ji Jing,Hai Xiaolei,et al.Research on performance-based seismic evaluation and strengthening for existingreinforced concrete structures[J].Journal ofEarthquake Engineering and Engineering Vibration,2007,27(5):72-79.(in Chinese))
[13]Priestly M J N.Aspect of drift and ductility capacity ofrectangular cantilever structural walls[J].Bulletin ofNew Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[14]过镇海.混凝土的强度和本构关系:原理与应用[M].北京:中国建筑工业出版社,2004:42-43.(Guo Zhenhai.Concrete strength and constitutivemodels:Principle and application[M].Beijing:ChinaArchitecture&Building Press,2004:42-43.(inChinese))
[15]徐福江.钢筋混凝土框架-核心筒结构基于位移抗震设计方法研究[D].北京:清华大学,2006.(XuFujiang.Research on displacement-based seismicdesign method of RC frame-core tube structure[D].Beijing:Tsinghua University,2006.(in Chinese))
[16]Paulay T,Priestley M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons Inc,1992.
[2]崔熙光,刘永健,郭峰,等.冷轧带肋钢筋混凝土剪力墙的试验分析[J].沈阳建筑工程学院学报:自然科学版,2004,20(2):103-106.(Cui Xiguang,LiuYongjian,Guo Feng,et al.Experiment analysis ofreinforced concrete shear wall with the cold-rolledribbed reinforcement[J].Journal of ShengyangArchitecture and Civil Engineering University:NaturalScience,2004,20(2):103-106.(in Chinese))
[3]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.(LI Hongnan,LI Bing.Experimental study onseismic restoring performance of reinforced concreteshear walls[J].Journal of Building Structures,2004,25(5):35-42.(in Chinese))
[4]陶鹤进,于庆荣,史新亚.钢筋粉煤灰陶粒砼剪力墙受力性能的试验研究[J].建筑结构学报,1994,15(4):20-30,77.(Tao Hejin,Yu Qingrong,ShiXinya.Experimental study on behavior of reinforced ashceramsite concrete shear walls[J].Journal of BuildingStructures,1994,15(4):20-30,77.(in Chinese))
[5]李耕勤,钱稼茹,顾万黎.采用冷轧带肋钢筋焊接网的抗震墙性能研究[J].建筑结构,2002,32(10):29-33.(Li Gengqin,Qian Jiaru,Gu Wanli.Study on seismic behavior of shear walls with cold-rolledribbed welded steel fabric[J].Building Structure,2002,32(10):29-33.(in Chinese))
[6]王曙光,蓝宗建.劲性钢筋混凝土开洞低剪力墙拟静力试验研究[J].建筑结构学报,2005,26(1):85-90,124.(WANG Shuguang,LAN Zongjian.Experimental research on seismic capability of steelreinforced concrete low shear wall with opening[J].Journal of Building Structures,2005,26(1):85-90,124.(in Chinese))
[7]FEMA 356 Pre-standard and commentary for theseismic rehabilitation of buildings[S].Washington:Federal Emergency Management Agency,2000.
[8]Structural Engineers Association of California.Performance based seismic engineering of buildings:Vol.I and II:Conceptual framework[R].Vision 2000Report.Sacramento:Structural Engineers Associationof California,1995.
[9]FEMA 273 Guidelines for the seismic rehabilitation ofbuildings[S].Washington:Federal EmergencyManagement Agency,1997.
[10]fédération internationale du béton(FIB).Displacement-based seismic design of reinforced concrete buildings[R].Lausanne:International Federation for StructuralConcrete,2003.
[11]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-10.(Xu Peifu,Dai Guoying.Performance-basedseismic design of tall building structures beyond thecode-specification[J].China Civil EngineeringJournal,2005,38(1):1-10.(in Chinese))
[12]黄超,季静,韩小雷,等.基于性能的既有钢筋混凝土建筑结构抗震评估与加固技术研究[J].地震工程与工程振动,2007,27(5):72-79.(Huang Chao,Ji Jing,Hai Xiaolei,et al.Research on performance-based seismic evaluation and strengthening for existingreinforced concrete structures[J].Journal ofEarthquake Engineering and Engineering Vibration,2007,27(5):72-79.(in Chinese))
[13]Priestly M J N.Aspect of drift and ductility capacity ofrectangular cantilever structural walls[J].Bulletin ofNew Zealand Society for Earthquake Engineering,1998,31(2):73-85.
[14]过镇海.混凝土的强度和本构关系:原理与应用[M].北京:中国建筑工业出版社,2004:42-43.(Guo Zhenhai.Concrete strength and constitutivemodels:Principle and application[M].Beijing:ChinaArchitecture&Building Press,2004:42-43.(inChinese))
[15]徐福江.钢筋混凝土框架-核心筒结构基于位移抗震设计方法研究[D].北京:清华大学,2006.(XuFujiang.Research on displacement-based seismicdesign method of RC frame-core tube structure[D].Beijing:Tsinghua University,2006.(in Chinese))
[16]Paulay T,Priestley M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons Inc,1992.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心