基于屈服点谱的钢筋混凝土框架-剪力墙结构抗震设计
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摘要
以设防地震下"生命安全"和罕遇地震下"防止倒塌"为结构性能目标,采用结构位移角和墙肢基底塑性转角为性能控制指标,对钢筋混凝土框架-剪力墙结构进行基于位移的抗震设计。通过等效单自由度体系,估计框架-剪力墙结构体系第一振型的等效屈服位移,并利用加速度反应谱构造考虑非弹性需求的屈服点谱,确定结构最大基底剪力。总框架与总剪力墙承担的基底剪力比例可人为假定,各墙肢所承担的弯矩值按与墙肢实际或等效截面高度的平方成正比进行分配。以某10层钢筋混凝土框架-剪力墙结构为例,详细阐述了建议方法的设计过程,并利用PERFORM-3D软件对其进行动力时程分析,通过分析结果与设计预期的对比,表明了该设计方法对一定层数范围内的结构非弹性性能设计,具有一定的参考意义。
According to the multiple performance objectives including the Life Safety objective under moderate earthquake and the Collapse Prevention objective under rare earthquake,a displacement-based seismic design method was presented for the reinforced concrete( RC) frame-shear wall structure. For each performance level,roof drift,interstory drift of the structure and plastic hinge rotation at the base of the wall were selected to be the primary performance parameters. An nominal yield displacement corresponding to the first mode of structure was estimated based on the equivalent single-degree-of-freedom( ESDOF) system, then the required maximum base shear force was determined by using Yield Point Spectra( YPS) considering the inelastic demand,which is formed by the acceleration response spectrum. The base force proportion taken by total frame and total shear wall may be assumed by designers and engineers,and the nominal bending moment for each wall branch was assigned in proportion to the square of actual or equivalent length of wall. A ten-story RC frame-shear wall structure was taken as an example to demonstrate the design process of the method in detail. Furthermore,subsequent nonlinear dynamic analyses were performed using the computer program PERFORM-3D. The analysis results show that the proposed method is sufficiently accurate for design,and can be referred for the inelastic structural design within a certain range of building floors.
According to the multiple performance objectives including the Life Safety objective under moderate earthquake and the Collapse Prevention objective under rare earthquake,a displacement-based seismic design method was presented for the reinforced concrete( RC) frame-shear wall structure. For each performance level,roof drift,interstory drift of the structure and plastic hinge rotation at the base of the wall were selected to be the primary performance parameters. An nominal yield displacement corresponding to the first mode of structure was estimated based on the equivalent single-degree-of-freedom( ESDOF) system, then the required maximum base shear force was determined by using Yield Point Spectra( YPS) considering the inelastic demand,which is formed by the acceleration response spectrum. The base force proportion taken by total frame and total shear wall may be assumed by designers and engineers,and the nominal bending moment for each wall branch was assigned in proportion to the square of actual or equivalent length of wall. A ten-story RC frame-shear wall structure was taken as an example to demonstrate the design process of the method in detail. Furthermore,subsequent nonlinear dynamic analyses were performed using the computer program PERFORM-3D. The analysis results show that the proposed method is sufficiently accurate for design,and can be referred for the inelastic structural design within a certain range of building floors.
引文
[1]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010(GB 50011—2010 Code for seismic design of building[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[2]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010(GB 50010—2010 Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[3]JGJ 3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010(JGJ 3—2010 Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[4]Priestley M J N,Kowalsky M J.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
[5]Paulay T.An estimation of displacement limits for ductile systems[J].Earthquake Engineering and Structural Dynamics,2002,31(3):583-599
[6]梁兴文,黄雅捷,杨其伟.钢筋混凝土框架结构基于位移的抗震设计方法研究[J].土木工程学报,2005,38(9):53-60(Liang Xingwen,Huang Yajie,Yang Qiwei.Displacement-based seismic design method of RC frames[J].China Civil Engineering Journal,2005,38(9):53-60(in Chinese))
[7]辛力,梁兴文,曾凡生,等.混凝土剪力墙结构考虑高振型影响的基于位移的抗震设计[J].建筑结构学报,2010,31(9):27-34(Xin Li,Liang Xingwen,Zeng Fansheng,et al.Displacement based seismic design method of shear wall structures considering higher mode effect[J].Journal of Building Structures,2010,31(9):27-34(in Chinese))
[8]Humar J,Fazileh F,Ghorbanie-Asl M,et al.Displacementbased seismic design of regular reinforced concrete shear wall buildings[J].Canadian Journal of Civil Engineering,2011,38(6):616-626
[9]Aschheim M,Black E F.Yield point spectra for seismic design and rehabilitation[J].Earthquake Spectra,2000,16(2):317-336
[10]Aschheim M.Seismic design based on the yield displacement[J].Earthquake Spectra,2002,18(4):581-600
[11]Tjhin T N,Aschheim M A,Wallace J W.Yield displacement estimates for displacement-based seismic of ductile reinforced concrete structural wall buildings[C]//13th World Conference on Earthquake Engineering.Vancouver,B.C.,Canada,2004:1035
[12]Tjhin T N,Aschheim M A,Wallace J W.Yield displacementbased seismic design of RC wall buildings[J].Engineering Structures,2007,29(11):2946-2959
[13]赵永峰,童根树.等延性屈服点谱YPS[J].土木工程学报,2008,41(9):48-53(Zhao Yongfeng,Tong Genshu.Yield point spectra with constant ductility[J].China Civil Engineering Journal,2008,41(9):48-53(in Chinese))
[14]Gupta B,Kunnath S K.Adaptive spectra-based pushover procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-391
[15]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构性能抗震设计中的应用[J].建筑结构学报,2006,27(1):60-65(Wang Dongsheng,Li Hongnan,Zhao Yinghua,et al.Inelastic seismic demand spectrum with Ay-Dyformat and its application in performance based seismic design[J].Journal of Building Structures,2006,27(1):60-65(in Chinese))
[16]李星,顾强,邵建中.基于屈服点谱法的偏心支撑钢框架抗震性态评估[J].苏州科技学院学报:工程技术版,2011,24(1):15-20(Li Xing,Gu Qiang,Shao Jianzhong.Seismic performance evaluation of eccentrically braced steel frames based on yield point spectra method[J].Journal of Suzhou University of Science and Technology:Engineering and Technology Edition,2011,24(1):15-20(in Chinese))
[17]Paulay T,Priestley M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley&Sons Inc,1992
[18]Priestley M J N.Brief comments on elastic flexibility of reinforced concrete frames and significance to seismic design[J].Bulletin of New Zealand Society forEarthquake Engineering,1998,31(4):246-259
[19]Paulay T.The displacement capacity of reinforced concrete coupled walls[J].Engineering Structures,2002,24(9):1165-1175
[20]FEMA 356.Prestandard and commentary for the seismic rehabilitation of buildings[S].Washington D.C.:Federal Emergency Management Agency,2000
[21]Adebar P,Mutrie J,De Vall R.Ductility of concrete walls:the Canadian seismic design provisions 1984 to 2004[J].Canadian Journal of Civil Engineering,2005,32(6):1124-1137
[22]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,28(9):979-993
[23]Cuesta I,Aschheim M,Fajfar P.Simplified R-factor relationships for strong ground motions[J].Earthquake Spectra,2003,19(1):1-21
[24]史庆轩,梁兴文.高层建筑结构设计[M].第二版.北京:科学出版社,2012(Shi Qingxuan,Liang Xingwen.Design of tall building structures[M].Second Edition.Beijing:Science Press,2012(in Chinese))
[25]梁兴文,史庆轩.土木工程专业毕业设计指导——房屋建筑工程卷[M].北京:中国建筑工业出版社,2014
[26]PERFORM-3D nonlinear analysis and performance assessment for 3D structures user guide(version 4)[M].Berkeley,California,USA:Computers and Structures,Inc.,2006
[27]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37(Yang Pu,Li Yingmin,Lai Ming.A new method for selecting inputting waves for time-history analysis[J].China Civil Engineering Journal,2000,33(6):33-37(in Chinese))
[28]缪志伟,叶列平.罕遇地震作用下钢筋混凝土框架-剪力墙结构的耗能机制分析[J].建筑结构学报,2013,34(2):45-52(Miao Zhiwei,Ye Lieping.Study on energy dissipation mechanism of reinforced concrete frame-shear wall structure under rare earthquakes[J].Journal of Building Structures,2013,34(2):45-52(in Chinese))
[29]Inel M,Bretz E M,Black E F,et al.USEE 2001:Utility software for earthquake engineering report and user’s manual[R].Urbana,Illinois,U S:University of Illinois,2001
[2]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010(GB 50010—2010 Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[3]JGJ 3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010(JGJ 3—2010 Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010(in Chinese))
[4]Priestley M J N,Kowalsky M J.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
[5]Paulay T.An estimation of displacement limits for ductile systems[J].Earthquake Engineering and Structural Dynamics,2002,31(3):583-599
[6]梁兴文,黄雅捷,杨其伟.钢筋混凝土框架结构基于位移的抗震设计方法研究[J].土木工程学报,2005,38(9):53-60(Liang Xingwen,Huang Yajie,Yang Qiwei.Displacement-based seismic design method of RC frames[J].China Civil Engineering Journal,2005,38(9):53-60(in Chinese))
[7]辛力,梁兴文,曾凡生,等.混凝土剪力墙结构考虑高振型影响的基于位移的抗震设计[J].建筑结构学报,2010,31(9):27-34(Xin Li,Liang Xingwen,Zeng Fansheng,et al.Displacement based seismic design method of shear wall structures considering higher mode effect[J].Journal of Building Structures,2010,31(9):27-34(in Chinese))
[8]Humar J,Fazileh F,Ghorbanie-Asl M,et al.Displacementbased seismic design of regular reinforced concrete shear wall buildings[J].Canadian Journal of Civil Engineering,2011,38(6):616-626
[9]Aschheim M,Black E F.Yield point spectra for seismic design and rehabilitation[J].Earthquake Spectra,2000,16(2):317-336
[10]Aschheim M.Seismic design based on the yield displacement[J].Earthquake Spectra,2002,18(4):581-600
[11]Tjhin T N,Aschheim M A,Wallace J W.Yield displacement estimates for displacement-based seismic of ductile reinforced concrete structural wall buildings[C]//13th World Conference on Earthquake Engineering.Vancouver,B.C.,Canada,2004:1035
[12]Tjhin T N,Aschheim M A,Wallace J W.Yield displacementbased seismic design of RC wall buildings[J].Engineering Structures,2007,29(11):2946-2959
[13]赵永峰,童根树.等延性屈服点谱YPS[J].土木工程学报,2008,41(9):48-53(Zhao Yongfeng,Tong Genshu.Yield point spectra with constant ductility[J].China Civil Engineering Journal,2008,41(9):48-53(in Chinese))
[14]Gupta B,Kunnath S K.Adaptive spectra-based pushover procedure for seismic evaluation of structures[J].Earthquake Spectra,2000,16(2):367-391
[15]王东升,李宏男,赵颖华,等.Ay-Dy格式地震需求谱及其在结构性能抗震设计中的应用[J].建筑结构学报,2006,27(1):60-65(Wang Dongsheng,Li Hongnan,Zhao Yinghua,et al.Inelastic seismic demand spectrum with Ay-Dyformat and its application in performance based seismic design[J].Journal of Building Structures,2006,27(1):60-65(in Chinese))
[16]李星,顾强,邵建中.基于屈服点谱法的偏心支撑钢框架抗震性态评估[J].苏州科技学院学报:工程技术版,2011,24(1):15-20(Li Xing,Gu Qiang,Shao Jianzhong.Seismic performance evaluation of eccentrically braced steel frames based on yield point spectra method[J].Journal of Suzhou University of Science and Technology:Engineering and Technology Edition,2011,24(1):15-20(in Chinese))
[17]Paulay T,Priestley M J N.Seismic design of reinforced concrete and masonry buildings[M].New York:John Wiley&Sons Inc,1992
[18]Priestley M J N.Brief comments on elastic flexibility of reinforced concrete frames and significance to seismic design[J].Bulletin of New Zealand Society forEarthquake Engineering,1998,31(4):246-259
[19]Paulay T.The displacement capacity of reinforced concrete coupled walls[J].Engineering Structures,2002,24(9):1165-1175
[20]FEMA 356.Prestandard and commentary for the seismic rehabilitation of buildings[S].Washington D.C.:Federal Emergency Management Agency,2000
[21]Adebar P,Mutrie J,De Vall R.Ductility of concrete walls:the Canadian seismic design provisions 1984 to 2004[J].Canadian Journal of Civil Engineering,2005,32(6):1124-1137
[22]Fajfar P.Capacity spectrum method based on inelastic demand spectra[J].Earthquake Engineering and Structural Dynamics,1999,28(9):979-993
[23]Cuesta I,Aschheim M,Fajfar P.Simplified R-factor relationships for strong ground motions[J].Earthquake Spectra,2003,19(1):1-21
[24]史庆轩,梁兴文.高层建筑结构设计[M].第二版.北京:科学出版社,2012(Shi Qingxuan,Liang Xingwen.Design of tall building structures[M].Second Edition.Beijing:Science Press,2012(in Chinese))
[25]梁兴文,史庆轩.土木工程专业毕业设计指导——房屋建筑工程卷[M].北京:中国建筑工业出版社,2014
[26]PERFORM-3D nonlinear analysis and performance assessment for 3D structures user guide(version 4)[M].Berkeley,California,USA:Computers and Structures,Inc.,2006
[27]杨溥,李英民,赖明.结构时程分析法输入地震波的选择控制指标[J].土木工程学报,2000,33(6):33-37(Yang Pu,Li Yingmin,Lai Ming.A new method for selecting inputting waves for time-history analysis[J].China Civil Engineering Journal,2000,33(6):33-37(in Chinese))
[28]缪志伟,叶列平.罕遇地震作用下钢筋混凝土框架-剪力墙结构的耗能机制分析[J].建筑结构学报,2013,34(2):45-52(Miao Zhiwei,Ye Lieping.Study on energy dissipation mechanism of reinforced concrete frame-shear wall structure under rare earthquakes[J].Journal of Building Structures,2013,34(2):45-52(in Chinese))
[29]Inel M,Bretz E M,Black E F,et al.USEE 2001:Utility software for earthquake engineering report and user’s manual[R].Urbana,Illinois,U S:University of Illinois,2001
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