基于可持续性的冷弯型钢组合异形钢管混凝土柱框架-隅撑支撑结构
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摘要
冷弯钢管混凝土异形柱具有承载能力高、耗材少及得房率高的优势,结合隅撑支撑框架体系及双侧板节点将其应用于高层结构中具有巨大的减量化潜力;面对随机性的地震动,科学设置双重可控防线是积极的应对策略,建立的串并联能量模型厘清了双重抗震结构体系与双重抗震防线的概念区别,为构建双重抗震防线提供了依据.
Due to the shortage of land supply and rapid increase in population,the construction of tall buildings in cities has been expanding dramatically in the twenty-first century that improves people's ways of living.However,tall buildings involve problems such as huge energy cost of construction and the lack of aseismic ability.To avoid such shortcomings,with the good loading capacity,economical material cost and relatively small cross-section size,concrete filled cold-form steel tube shaped columns are adopted as an ideal structure component for high-rise buildings.Furthermore,the scientific double aseismic design of concrete filled cold-form steel tube shaped columns could develop adequate aseismic ability of the overall structure.In this proposed research,the series-parallel energy model clarifies the concepts of double aseismic designed structure and double aseismic defense;so as to provide guidelines for development of aseismic defense.
Due to the shortage of land supply and rapid increase in population,the construction of tall buildings in cities has been expanding dramatically in the twenty-first century that improves people's ways of living.However,tall buildings involve problems such as huge energy cost of construction and the lack of aseismic ability.To avoid such shortcomings,with the good loading capacity,economical material cost and relatively small cross-section size,concrete filled cold-form steel tube shaped columns are adopted as an ideal structure component for high-rise buildings.Furthermore,the scientific double aseismic design of concrete filled cold-form steel tube shaped columns could develop adequate aseismic ability of the overall structure.In this proposed research,the series-parallel energy model clarifies the concepts of double aseismic designed structure and double aseismic defense;so as to provide guidelines for development of aseismic defense.
引文
[1](德)海诺恩格尔著.结构体系与建筑造型[M].林昌明,罗时玮译.天津:天津大学出版社,2002.
[2]Yeo D,Rene D G.Sustainable design of reinforcedconcrete structures through embodied energy optimiza-tion[J].Energy and Buildings,2011,43:2028-2033.
[3]李惠,关新春,郭安薪,等.可持续土木工程结构的若干科学问题与实现技术途径[J].防灾减灾工程学报,2010,30(S):387-393.
[4](日)秋山宏著.基于能量平衡的建筑结构抗震设计[M].叶列平,裴星洙译.北京:清华大学出版社,2010.
[5]陈宗弼,陈星,叶群英,等.广州新中国大厦结构设计[J].建筑结构学报,2000,21(3):2-8.
[6]王丹,吕西林.T形、L形钢管混凝土柱抗震性能试验研究[J].建筑结构学报,2005,26(4):39-44,106.
[7]林震宇,沈祖炎,罗金辉,等.L形钢管混凝土轴压短柱力学性能研究[J].建筑钢结构进展,2009,11(6):14-19.
[8]左志亮,蔡健,钱泉,等.带约束拉杆T形钢管混凝土短柱轴压性能的试验研究[J].土木工程学报,2011,44(11):43-51.
[9]杜国锋,徐礼华.组合T形截面钢管混凝土柱偏心受压试验研究[J].建筑结构学报,2010,31(7):72-77.
[10]刘林林,屠永清,叶英华.多室式钢管混凝土T形柱短柱轴压性能试验研究[J].土木工程学报,2011,44(10):9-16.
[11]陶忠,王志滨,韩林海.矩形冷弯型钢钢管混凝土柱的力学性能研究[J].工程力学,2006,23(3):147-155.
[12]Ochoa A.Disposable knee bracing:improvement inseismic design of steel frames[J].Journal of StructuralEngineering,ASCE,1986,112(7):1544-1552.
[13]Lotfollahi M,Mofid M.On the characteristics of newductile knee bracing systems[J].Journal of Construc-tional Steel Research,2006,62:271-281.
[14]童根树,黄金桥.隅撑支撑框架结构的性能及其设计方法[J].建筑钢结构进展,2008,10(5):45-52.
[15]张继承,沈祖炎.L型钢管混凝土框架结构抗震性能试验研究[J].建筑结构学报,2010,31(8):1-7.
[16]薛建阳,陈茜,葛广全,等.矩形钢管混凝土异型柱-钢梁节点抗震性能试验研究[J].哈尔滨工业大学学报,2011,43(S2):255-259.
[17]马超,杜国峰,许成祥.T形截面钢管混凝土柱-钢梁框架顶层边节点抗震性能试验研究[J].哈尔滨工业大学学报,2012,44(S1):174-178.
[18]Han L H,Wang W D,Zhong Tao.Performance ofcircular CFST column to steel beam frames under lat-eral cyclic loading[J].Journal of Constructional SteelResearch,2011,67:876-890.
[19]李成玉,郭耀杰,罗冽.翼缘削弱对钢管混凝土外加强环节点受力性能的改善[J].土木工程学报,2010,43(12):21-27.
[20]李轶凡,屠永清.异型钢管混凝土竖向加劲肋节点力学性能分析[J].哈尔滨工业大学学报,2011,43(S2):224-228.
[21]David L H.Prototype cyclic testing of the sideplate momentconnection system[C]//Northridge Earthquake ResearchConference,Los Angeles,California,1997.
[22]Xiao Y,He W,Choi K.Confined concrete-filled tubu-lar columns[J].Journal of Structural Engineering,ASCE,2005,131(3):488-497.
[23]Lee K,Foutch D A.Seismic performance evaluation ofpre-northridge steel frame buildings with brittle con-nections[J].Journal of Structural Engineering,ASCE,2002,128(4):546-555.
[24]叶列平,曲哲,陆新征,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59.
[25]Han L H,Li W.Seismic performance of CFST col-umn to steel beam joint with RC slab:experiments[J].Journal of Constructional Steel Research,2010,66:1374-1386.
[26]聂建国,黄远,樊健生.考虑楼板组合作用的方钢管混凝土组合框架受力性能试验研究[J].建筑结构学报,2011,32(3):99-108.
[27]李英民,韩军.建筑结构强震破坏机制与控制方法的讨论[J].土木建筑与环境工程,2010,32(S2):1-5.
[28]童根树,赵钦.变刚度多重抗侧力结构的串并联模型[J].浙江大学学报(工学版),2011,45(8):1435-1440.
[29](美)林同炎,斯多台斯伯利S D著.结构概念和体系(第二版)[M].高力人,方鄂华,钱稼茹译.北京:中国建筑工业出版社,1999.
[30]唐代远,陆新征,马玉虎,等.钢支撑滞回模型及防倒塌加固效果分析[J].工程抗震与加固改造,2011,33(4):94-100.
[31]Rai D C,Goel S C.Seismic evaluation and upgradingof chevron braced frames[J].Journal of ConstructionalSteel Research,2003,59:971-994.
[32]Richard A S.Welcome to the anthropocene[J].Fu-tures,2012,44:119-126.
[2]Yeo D,Rene D G.Sustainable design of reinforcedconcrete structures through embodied energy optimiza-tion[J].Energy and Buildings,2011,43:2028-2033.
[3]李惠,关新春,郭安薪,等.可持续土木工程结构的若干科学问题与实现技术途径[J].防灾减灾工程学报,2010,30(S):387-393.
[4](日)秋山宏著.基于能量平衡的建筑结构抗震设计[M].叶列平,裴星洙译.北京:清华大学出版社,2010.
[5]陈宗弼,陈星,叶群英,等.广州新中国大厦结构设计[J].建筑结构学报,2000,21(3):2-8.
[6]王丹,吕西林.T形、L形钢管混凝土柱抗震性能试验研究[J].建筑结构学报,2005,26(4):39-44,106.
[7]林震宇,沈祖炎,罗金辉,等.L形钢管混凝土轴压短柱力学性能研究[J].建筑钢结构进展,2009,11(6):14-19.
[8]左志亮,蔡健,钱泉,等.带约束拉杆T形钢管混凝土短柱轴压性能的试验研究[J].土木工程学报,2011,44(11):43-51.
[9]杜国锋,徐礼华.组合T形截面钢管混凝土柱偏心受压试验研究[J].建筑结构学报,2010,31(7):72-77.
[10]刘林林,屠永清,叶英华.多室式钢管混凝土T形柱短柱轴压性能试验研究[J].土木工程学报,2011,44(10):9-16.
[11]陶忠,王志滨,韩林海.矩形冷弯型钢钢管混凝土柱的力学性能研究[J].工程力学,2006,23(3):147-155.
[12]Ochoa A.Disposable knee bracing:improvement inseismic design of steel frames[J].Journal of StructuralEngineering,ASCE,1986,112(7):1544-1552.
[13]Lotfollahi M,Mofid M.On the characteristics of newductile knee bracing systems[J].Journal of Construc-tional Steel Research,2006,62:271-281.
[14]童根树,黄金桥.隅撑支撑框架结构的性能及其设计方法[J].建筑钢结构进展,2008,10(5):45-52.
[15]张继承,沈祖炎.L型钢管混凝土框架结构抗震性能试验研究[J].建筑结构学报,2010,31(8):1-7.
[16]薛建阳,陈茜,葛广全,等.矩形钢管混凝土异型柱-钢梁节点抗震性能试验研究[J].哈尔滨工业大学学报,2011,43(S2):255-259.
[17]马超,杜国峰,许成祥.T形截面钢管混凝土柱-钢梁框架顶层边节点抗震性能试验研究[J].哈尔滨工业大学学报,2012,44(S1):174-178.
[18]Han L H,Wang W D,Zhong Tao.Performance ofcircular CFST column to steel beam frames under lat-eral cyclic loading[J].Journal of Constructional SteelResearch,2011,67:876-890.
[19]李成玉,郭耀杰,罗冽.翼缘削弱对钢管混凝土外加强环节点受力性能的改善[J].土木工程学报,2010,43(12):21-27.
[20]李轶凡,屠永清.异型钢管混凝土竖向加劲肋节点力学性能分析[J].哈尔滨工业大学学报,2011,43(S2):224-228.
[21]David L H.Prototype cyclic testing of the sideplate momentconnection system[C]//Northridge Earthquake ResearchConference,Los Angeles,California,1997.
[22]Xiao Y,He W,Choi K.Confined concrete-filled tubu-lar columns[J].Journal of Structural Engineering,ASCE,2005,131(3):488-497.
[23]Lee K,Foutch D A.Seismic performance evaluation ofpre-northridge steel frame buildings with brittle con-nections[J].Journal of Structural Engineering,ASCE,2002,128(4):546-555.
[24]叶列平,曲哲,陆新征,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59.
[25]Han L H,Li W.Seismic performance of CFST col-umn to steel beam joint with RC slab:experiments[J].Journal of Constructional Steel Research,2010,66:1374-1386.
[26]聂建国,黄远,樊健生.考虑楼板组合作用的方钢管混凝土组合框架受力性能试验研究[J].建筑结构学报,2011,32(3):99-108.
[27]李英民,韩军.建筑结构强震破坏机制与控制方法的讨论[J].土木建筑与环境工程,2010,32(S2):1-5.
[28]童根树,赵钦.变刚度多重抗侧力结构的串并联模型[J].浙江大学学报(工学版),2011,45(8):1435-1440.
[29](美)林同炎,斯多台斯伯利S D著.结构概念和体系(第二版)[M].高力人,方鄂华,钱稼茹译.北京:中国建筑工业出版社,1999.
[30]唐代远,陆新征,马玉虎,等.钢支撑滞回模型及防倒塌加固效果分析[J].工程抗震与加固改造,2011,33(4):94-100.
[31]Rai D C,Goel S C.Seismic evaluation and upgradingof chevron braced frames[J].Journal of ConstructionalSteel Research,2003,59:971-994.
[32]Richard A S.Welcome to the anthropocene[J].Fu-tures,2012,44:119-126.
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