装配式防屈曲支撑构件及框架设计理论
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摘要
防屈曲构件作为一种性能优越的消能减震构件,在很多国家得到广泛应用。一种新型的装配式防屈曲支撑构件,解决了传统防屈曲支撑由混凝土外围约束构件所导致的加工精度控制困难及湿作业等诸多问题,而且现场组装更加快捷。提出了多种创新型的装配式防屈曲支撑构件形式,其外围约束构件多采用常用型钢或钢板组合而成,外围多个约束构件之间通过螺栓连接并形成捆绑作用。这种装配式防屈曲支撑的设计除了满足一般防屈曲支撑构件的约束比限值要求外,还要对外围约束构件间的"捆绑作用"进行计算以设计螺栓连接,保证多个外围约束构件满足变形协调而作为一个整体构件参与工作。还对一种由防屈曲支撑衍生出的屈曲延迟性构件的计算方法进行了介绍,其在加固改造工程中有很大应用空间。最后对防屈曲支撑框架的抗震性能与设计理论进行了探讨,并对未来研究工作进行了展望。
A new series of assembled BRBs are proposed in this paper.They are assembled by the inner core member that undertakes axial forces directly and the outer constrained members that prevent the inner core from buckling.This new type of BRBs will overcome the disadvantage on difficulty of precision control between the inner core and outer concrete contained members due to wet operations of concrete casting in traditional BRBs.In the assembled BRBs,the outer constrained members are assembled and connected tightly as a whole by higher strength bolts with pre-tension forces.It is especially pointed that not only a restrain ratio of the assembled BRB should be checked,but also the connectors along the outer restrained members should be specially designed to make the outer members work together.Besides,a buckling-delayed reinforced member with its design principle is presented,which is promising in the rehabilitation of existing buildings.Finally,seismic performance and design theory of buckling-restrained braced frames(BRBFs) are discussed,and some future work is highlighted.
A new series of assembled BRBs are proposed in this paper.They are assembled by the inner core member that undertakes axial forces directly and the outer constrained members that prevent the inner core from buckling.This new type of BRBs will overcome the disadvantage on difficulty of precision control between the inner core and outer concrete contained members due to wet operations of concrete casting in traditional BRBs.In the assembled BRBs,the outer constrained members are assembled and connected tightly as a whole by higher strength bolts with pre-tension forces.It is especially pointed that not only a restrain ratio of the assembled BRB should be checked,but also the connectors along the outer restrained members should be specially designed to make the outer members work together.Besides,a buckling-delayed reinforced member with its design principle is presented,which is promising in the rehabilitation of existing buildings.Finally,seismic performance and design theory of buckling-restrained braced frames(BRBFs) are discussed,and some future work is highlighted.
引文
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[20]中华人民共和国建设部.GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.The Ministry of Construction of the People’s Repubicof China.GB 50017—2003 Code for Design of SteelStructures[S].Beijing:China Planning Press,2003.(in Chinese)
[21]Eurocode 8 Design of structures for earthquakeResistance Part 1:general rules,seismic actions andrules for buildings[S].1998.
[22]中国地震局工程力学研究所.CECS 160∶2004建筑工程抗震性态设计通则[S].北京:中国计划出版社,2004.Institute of Engineering Mechanics,China EarthquakeAdministration.CECS 160∶2004 General rule forperformance-based seismic design of buildings[S].Beijing:China Planning Press,2004.(in Chinese)
[23]上海市机电设计研究院有限公司.DG/TJ 08—32—2008高层建筑钢结构设计规程[S].上海:上海市规程,2008.Shanghai Institute of Mechanical&ElectricalEngineering Co.,Ltd..DG/TJ 08—32—2008Specification for steel structure design of tall buildings[S].(in Chinese)
[24]程光煜.基于能量抗震设计方法及其在钢支撑框架结构中的应用[D].北京:清华大学,2007.Cheng G Y.Study on energy-based seismic designmethodology and application in steel braced frames[D].Beijing:Tsinghua University,2007.(inChinese)
[2]Fujimoto M,Wada A,Saeki E,et al.A study on theunbonded brace encased in buckling-restrainingconcrete and steel tube[J].Journal of StructuralEngineering,1988,34.
[3]K T,C W.Experimental responses of double-tubeunbonded brace elements and connection[R].ReportNo.CEER/R91-02,Center for Earthquake EngineeringResearch,Taiwan University,2002.
[4]Usami T,Kaneko H.Strength of H-shaped braceconstrained flexural buckling having unconstrainedarea at both ends.Both ends simply supported[J].Journal of Structural and Construction Engineering,2001,542:171-177.
[5]Iwata M,Kato T,Wada A.Buckling-restrained bracesas hysteretic dampers[C]∥Proceedings,STESSA.Quebec,Canada:Taylor&Francis,2000:33-38.
[6]Koetaka Y,Narihara H,Tsujita O.The experimentalstudy on BRBs:Parts 3[C]∥Summaries of TechnicalPapers of Annual Meeting of the Architectural Instituteof Japan.Structural Engineering SectionⅢ.Tokyo,Japan:AIJ,2000:911-914.
[7]江磊鑫.装配式防屈曲耗能支撑构件设计方法研究[D].北京:清华大学,2010.Jiang L X.Research on the design methods ofassembled buckling-restrained braces[D].Beijing:Tsinghua University,2010.(in Chinese)
[8]江磊鑫,郭彦林.屈曲延迟型增强构件的设计方法[J].建筑科学与工程学报,2010,27(2):75-82.Jiang L X,Guo Y L.Design method of buckling-delayed reinforced members[J].Journal ofArchitecture and Civil Engineering,2010,27(2):75-82.(in Chinese)
[9]郭彦林,江磊鑫.双矩管带肋约束型装配式防屈曲支撑的设计方法[J].建筑科学与工程学报,2010,27(2):67-74.Guo Y L,Jiang L X.Design method of buckling-restrained braces assembled with dual ribbed rectangularhollow[J].Journal of Architecture and CivilEngineering,2010,27(2):67-74.(in Chinese)
[10]郭彦林,江磊鑫.型钢组合装配式防屈曲支撑性能及设计方法研究[J].建筑结构,2010(1):30-37.Guo Y L,Jiang L X.Behavior and application ofbuckling-restrained braces assembled with sectionsteels[J].Building Structure,2010(1):30-37.(inChinese)
[11]郭彦林,刘建彬,蔡益燕,等.结构的耗能减震与防屈曲支撑[J].建筑结构,2005,35(8):18-23.Guo Y L,Liu J B,Cai Y Y,et al.Structural energydissipation and seismic mitigation method andbuckling-restrained brace[J].Building Structure,2005,35(8):18-23.(in Chinese)
[12]赵瑛,郭彦林.防屈曲支撑框架设计方法研究[J].建筑结构,2010(1):38-43.Zhao Y,Guo Y L.Research on design method ofbuckling restrained braced frames[J].BuildingStructure,2010(1):38-43.(in Chinese)
[13]刘建彬.防屈曲支撑及防屈曲支撑钢框架设计理论研究[D].北京:清华大学,2005.Liu J B.Research on the design theory of buckling-restrained braces and buckling-restrained bracedframes[D].Beijing:Tsinghua University,2005.(inChinese)
[14]郭彦林,江磊鑫,王小安,等.一种全钢结构防屈曲耗能支撑[P].中国,200910081817.5.2009-09-30.Guo Y L,Jiang L X,Wang X A,et al.A steel-madebuckling-restrained brace[P].China,200910081817.5.2009-09-30.(in Chinese)
[15]American Institute of Steel Construction.AISC 341—05 Seismic Provisions for Structural Steel Buildings[S].2005.
[16]FEMA450 NEHRP Recommended Provisions forSeismic Regulations for New Buildings and OtherStructures[S].2003.
[17]Iwata M,Murai M.Buckling-restrained brace usingsteel mortar planks;performance evaluation as ahysteretic damper[J].Earthquake Engineering&Structural Dynamics,2006,35(14):1807-1826
[18]中华人民共和国建设部.GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2008.The Ministry of Construction of the People’s Repubicof China.GB 50011—2001 Code for seismic designof buildings[S].Beijing:China Architecture&Building Press,2008.(in Chinese)
[19]中国建筑技术研究院.JGJ 99—98高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,2008.JGJ 99—98 Technical specification for steel structuresof tall buildings[S].Beijing:China Architecture&Building Press,2008.(in Chinese)
[20]中华人民共和国建设部.GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003.The Ministry of Construction of the People’s Repubicof China.GB 50017—2003 Code for Design of SteelStructures[S].Beijing:China Planning Press,2003.(in Chinese)
[21]Eurocode 8 Design of structures for earthquakeResistance Part 1:general rules,seismic actions andrules for buildings[S].1998.
[22]中国地震局工程力学研究所.CECS 160∶2004建筑工程抗震性态设计通则[S].北京:中国计划出版社,2004.Institute of Engineering Mechanics,China EarthquakeAdministration.CECS 160∶2004 General rule forperformance-based seismic design of buildings[S].Beijing:China Planning Press,2004.(in Chinese)
[23]上海市机电设计研究院有限公司.DG/TJ 08—32—2008高层建筑钢结构设计规程[S].上海:上海市规程,2008.Shanghai Institute of Mechanical&ElectricalEngineering Co.,Ltd..DG/TJ 08—32—2008Specification for steel structure design of tall buildings[S].(in Chinese)
[24]程光煜.基于能量抗震设计方法及其在钢支撑框架结构中的应用[D].北京:清华大学,2007.Cheng G Y.Study on energy-based seismic designmethodology and application in steel braced frames[D].Beijing:Tsinghua University,2007.(inChinese)
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