复杂钢框架—支撑体系结构振动台试验研究及有限元模拟
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摘要
钢框架-支撑体系在高层钢结构中被广泛采用,研究该体系在地震下的动力响应具有很重要的现实意义。而天津新图书馆正是采用了钢框架-中心支撑体系,其主体内部存在多处柱上下不连续贯通和多处大悬挑桁架,结构竖向极不规则。
本文以天津新图书馆实际工程为背景,在中国建筑科学研究院振动台试验室进行了1/20的大比例缩尺模型振动台试验。试验前对结构振动台模型进行了周密的设计与制作,内容包括试验材料的选取、动力相似关系的确定、模型加工技术的探讨以及试验方案的设计。试验中以两条天然波和一条人工波作为输入地震波,进行了7度(0.15g)多遇、7度(0.15g)基本、7度(0.15g)罕遇、8度罕遇等不同烈度地震作用下的试验,研究了模型结构在不同烈度地震作用下的加速度反应、位移反应、应变反应,以及模型的破坏形态和破坏机理,试验表明:天津新图书馆结构能满足“小震不坏、中震可修、大震不倒”的抗震设计原则,具有较好的抗震性能。
利用ANSYS软件建立了有限元分析模型,对结构进行了时程分析,就模型的频率、位移反应和应变反应进行了对比,计算结果和试验结果吻合较好,一方面说明大比例缩尺模型能量测到较为可靠的数据,另一方面也验证了计算模型的可靠性与有效性。
Steel frame-bracing system for building is widely available in steel construction, the study makes an important practical sense on the dynamic responses of the system under earthquake action.Steel frame-bracing system is just employed in main structure of the Tianjin library. There are lots of removing columns and trusses with cantilevers in the interior structure with irregular fa?ade.
This paper refers the case project of the newTianjin library, researches a shaking table test of 1/20 large-scale model, which was carried out in the shaking table lab of China Academy of building research. This paper designs and products thoroughly the test model before the test, including model material selection, similitude-scaling relationship,discussion for the model construction technology and design of test program. Two natural earthquake waves and an artificial one were input in the test. The dynamic characteristics,acceleration, displacement,strain responses of the model and the destructive forms of the structure under earthquake of different intensity are studied.According to the dynamic behavior and the failure mechanism of the model,the seismic behavior and the reliability of the structure design are estimated.The results showed that the structure can meet the requirements of no-damage under light earthquake,repairable under medium earthquake,and no-collapse under strong earthquake.
Furthermore, the structural finite element analysis model is established with ANSYS program, and then the Time-history analysis for the shaking table test model is carried out. The comparison of the structure periods, displacement responses and strain response show that the analysis results are in agreement with the test results. On the one hand, this proves that the data measured in the large-scale model is reliable, on the other hand, it verifies the reliability of finite element model.
本文以天津新图书馆实际工程为背景,在中国建筑科学研究院振动台试验室进行了1/20的大比例缩尺模型振动台试验。试验前对结构振动台模型进行了周密的设计与制作,内容包括试验材料的选取、动力相似关系的确定、模型加工技术的探讨以及试验方案的设计。试验中以两条天然波和一条人工波作为输入地震波,进行了7度(0.15g)多遇、7度(0.15g)基本、7度(0.15g)罕遇、8度罕遇等不同烈度地震作用下的试验,研究了模型结构在不同烈度地震作用下的加速度反应、位移反应、应变反应,以及模型的破坏形态和破坏机理,试验表明:天津新图书馆结构能满足“小震不坏、中震可修、大震不倒”的抗震设计原则,具有较好的抗震性能。
利用ANSYS软件建立了有限元分析模型,对结构进行了时程分析,就模型的频率、位移反应和应变反应进行了对比,计算结果和试验结果吻合较好,一方面说明大比例缩尺模型能量测到较为可靠的数据,另一方面也验证了计算模型的可靠性与有效性。
Steel frame-bracing system for building is widely available in steel construction, the study makes an important practical sense on the dynamic responses of the system under earthquake action.Steel frame-bracing system is just employed in main structure of the Tianjin library. There are lots of removing columns and trusses with cantilevers in the interior structure with irregular fa?ade.
This paper refers the case project of the newTianjin library, researches a shaking table test of 1/20 large-scale model, which was carried out in the shaking table lab of China Academy of building research. This paper designs and products thoroughly the test model before the test, including model material selection, similitude-scaling relationship,discussion for the model construction technology and design of test program. Two natural earthquake waves and an artificial one were input in the test. The dynamic characteristics,acceleration, displacement,strain responses of the model and the destructive forms of the structure under earthquake of different intensity are studied.According to the dynamic behavior and the failure mechanism of the model,the seismic behavior and the reliability of the structure design are estimated.The results showed that the structure can meet the requirements of no-damage under light earthquake,repairable under medium earthquake,and no-collapse under strong earthquake.
Furthermore, the structural finite element analysis model is established with ANSYS program, and then the Time-history analysis for the shaking table test model is carried out. The comparison of the structure periods, displacement responses and strain response show that the analysis results are in agreement with the test results. On the one hand, this proves that the data measured in the large-scale model is reliable, on the other hand, it verifies the reliability of finite element model.
引文
[1]黄怡,王元清,石永久.支撑布置方式对多高层钢结构抗震性能的影响分析[J],钢结构.2005,20(5):41~44
[2]尚守平,周福霖等编著.结构抗震设计[M],北京,高等教育出版社,2003.
[3]B.Shaback,T.Brown.Behaviour of Square Hollow Structural Steel Braces with End Connections under Reversed Cyclic Axial Loading.Canadian Journal of Civil Engineering.2003,30:745~753
[4]申林,顾强,苏明周.高层结构钢支撑循环性能的研究和现状[J],西安建筑科技大学学报.2000,32(3):213~219
[5]苏明周,顾强,申林.钢构件在循环大应变作用下的有限元分析[J],工程力学.2001,18(4):51~58
[6]刘维亚,练贤荣,费金祖.支撑节点板与钢梁柱连接的内力计算方法比较[J],建筑结构.2003,33(3):43~49
[7]梁守科.钢框架-跨层X形中心支撑体系动力及低周疲劳性能分析[J],哈尔滨工业大学硕士论文.2007:1~106
[8]经杰,叶列平,钱稼茹.双重抗震结构体系在高层建筑中的运用[J],建筑科学.2001,17(1):42~46
[9]Sabnis G M,Harris H G,White R N,eta1.Structural Modeling and Expexi mental Techniques,Prentice-Ha l l,I n C. 1983:8-20
[10]Hanis H G,Sabnis G M. Structural Modeling and Experimental Techniques [J], CRC Press, 1999
[11]Gajanan M S, abnisetal Structural Medeling and Experimental Techniques [J], Prentice Hall,1983.
[12]KrawinklerH.and NassarA.A,Seismic Design Based on Ductility and Cumulative Damage Demands and Capacities.Noulinear Seismic Analysis and Design of RC Buildings[J], New York,Elsevier Applied Science,1992.
[13]孟春光,丁洁民,吕西林等.带阻尼器高层方钢管混凝土框架的模型振动台试验研究[J],结构工程师.2005,21(5):57-62
[14]张举兵,牟在根.不规则体型高层钢结构模拟地震振动台试验研究[J],北京科技大学学报,2008,30(11):1231-1235.
[15]童菊仙,徐礼华等.方钢管混凝土框架模型振动台试验研究[J],工程抗震与加固改造,2005, 27(3):65-70
[16]杜国锋,许成祥等.钢管混凝土框架结构模拟地震振动台试验[J],重庆大学学报,2008, 31(2):228-232
[17] Yu Haifeng Zhang Wenyuan.Shaking table test and num erical analysis of a 1:12 scale m odel of aspecial concentrically braced steel frame with pinned connections Earthquake engineering and engineering vibration,2010,9(1):52-62.
[18]建筑抗震设计规范[M],中国建筑工业出版社2010.
[19]迟世春,林少书.结构动力模型试验相似理论及其验证[J],世界地震工程2004,20(4):11-20.
[20]李忠献编著工程结构试验理论与技术[M],天津大学出版社2004.
[21]姚振刚,刘祖华.建筑结构抗震试验[M],上海:同济大学出版社,1996.
[22]沈朝勇,周福霖等,动力试验模型用微粒混凝土的初步试验研究[J],广州大学学报,2005,4(3):250-253.
[23]姚明芳,李立权等编著.新编混凝土强度设计与配合比速查手册[M],湖南科学技术出版社2000.
[24]杨政,廖红建,楼康禺.微粒混凝土受压应力应变全曲线试验研究[J],工程力学,2002, 19(2): 91-93.
[25]李宗森,余萍,胡孝平.相似理论在混凝土结构振动台模型设计中的应用[J],国外建材科技,2008 ,29(1):55-57.
[26]张敏政.地震模拟试验中相似律应用的若干问题[J],地震工程与工程振动,1997, 17(2).
[27]张昕,周德源.某高层建筑结构模型振动台试验研究及有限元分析[J],地震工程与工程振动,1999,19(3):38-42.
[28]李岳,姜忻良.土与结构相互作用振动台试验模型土设计方法分析[J],工程力学,2010, 27(1): 73-76.
[29]张敏政,孟庆利,刘晓明.建筑结构的地震模拟试验研究[J],工程抗震,2003, 12(4): 31-35.
[30]邹昀,吕西林等.上海环球金融中心大厦整体结构振动台试验设计[J],地震工程与工程振动,2005, 25(4): 55-59.
[31]田春雨,王翠坤,肖从真等.广州珠江新城西塔振动台试验研究[J],建筑结构学报(增刊1), 2008: 99-103.
[32]周颖,吕西林等.不同结构的振动台试验模型等效设计方法[J],结构工程师,2006, 22(4): 38-40.
[33]张昕,周德源等.某高层建筑结构模型振动台试验研究及有限元分析[J],地震工程与工程振动,1999, 19(3): 38-42.
[34]吕西林,孟春光,田野等.消能减震高层方钢管混凝土框架结构振动台试验研究和弹塑性时程分析[J],地震工程与工程振动,2006, 26(4): 231-237.
[35]姜忻良,徐炳伟.复杂结构-桩-土振动台模型试验数据分析[J],地震工程与工程振动,2009, 29(6): 170-175.
[36] Kagawa T, Sato M,Minowa C, et al. Centrifuge simulation of large-scale shaking table tests: case studies[J],Journal of Geotechnical and Geo-environmental Engineering, 2004, 130(7):663-672.
[37]建筑砂浆基本性能试验方法标准[M],中国建筑工业出版社2009.
[38]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
[39]陈国兴,柳春光,邵永健等.土木工程结构抗震设计原理(第二版)[M],北京:中国水利水电出版社,知识产权出版社,2009
[40] Anil K. Chopra. Dynamics of Structures, Lili Xie[M], Dagang Lv. Beijing:Higher Education Press
[2]尚守平,周福霖等编著.结构抗震设计[M],北京,高等教育出版社,2003.
[3]B.Shaback,T.Brown.Behaviour of Square Hollow Structural Steel Braces with End Connections under Reversed Cyclic Axial Loading.Canadian Journal of Civil Engineering.2003,30:745~753
[4]申林,顾强,苏明周.高层结构钢支撑循环性能的研究和现状[J],西安建筑科技大学学报.2000,32(3):213~219
[5]苏明周,顾强,申林.钢构件在循环大应变作用下的有限元分析[J],工程力学.2001,18(4):51~58
[6]刘维亚,练贤荣,费金祖.支撑节点板与钢梁柱连接的内力计算方法比较[J],建筑结构.2003,33(3):43~49
[7]梁守科.钢框架-跨层X形中心支撑体系动力及低周疲劳性能分析[J],哈尔滨工业大学硕士论文.2007:1~106
[8]经杰,叶列平,钱稼茹.双重抗震结构体系在高层建筑中的运用[J],建筑科学.2001,17(1):42~46
[9]Sabnis G M,Harris H G,White R N,eta1.Structural Modeling and Expexi mental Techniques,Prentice-Ha l l,I n C. 1983:8-20
[10]Hanis H G,Sabnis G M. Structural Modeling and Experimental Techniques [J], CRC Press, 1999
[11]Gajanan M S, abnisetal Structural Medeling and Experimental Techniques [J], Prentice Hall,1983.
[12]KrawinklerH.and NassarA.A,Seismic Design Based on Ductility and Cumulative Damage Demands and Capacities.Noulinear Seismic Analysis and Design of RC Buildings[J], New York,Elsevier Applied Science,1992.
[13]孟春光,丁洁民,吕西林等.带阻尼器高层方钢管混凝土框架的模型振动台试验研究[J],结构工程师.2005,21(5):57-62
[14]张举兵,牟在根.不规则体型高层钢结构模拟地震振动台试验研究[J],北京科技大学学报,2008,30(11):1231-1235.
[15]童菊仙,徐礼华等.方钢管混凝土框架模型振动台试验研究[J],工程抗震与加固改造,2005, 27(3):65-70
[16]杜国锋,许成祥等.钢管混凝土框架结构模拟地震振动台试验[J],重庆大学学报,2008, 31(2):228-232
[17] Yu Haifeng Zhang Wenyuan.Shaking table test and num erical analysis of a 1:12 scale m odel of aspecial concentrically braced steel frame with pinned connections Earthquake engineering and engineering vibration,2010,9(1):52-62.
[18]建筑抗震设计规范[M],中国建筑工业出版社2010.
[19]迟世春,林少书.结构动力模型试验相似理论及其验证[J],世界地震工程2004,20(4):11-20.
[20]李忠献编著工程结构试验理论与技术[M],天津大学出版社2004.
[21]姚振刚,刘祖华.建筑结构抗震试验[M],上海:同济大学出版社,1996.
[22]沈朝勇,周福霖等,动力试验模型用微粒混凝土的初步试验研究[J],广州大学学报,2005,4(3):250-253.
[23]姚明芳,李立权等编著.新编混凝土强度设计与配合比速查手册[M],湖南科学技术出版社2000.
[24]杨政,廖红建,楼康禺.微粒混凝土受压应力应变全曲线试验研究[J],工程力学,2002, 19(2): 91-93.
[25]李宗森,余萍,胡孝平.相似理论在混凝土结构振动台模型设计中的应用[J],国外建材科技,2008 ,29(1):55-57.
[26]张敏政.地震模拟试验中相似律应用的若干问题[J],地震工程与工程振动,1997, 17(2).
[27]张昕,周德源.某高层建筑结构模型振动台试验研究及有限元分析[J],地震工程与工程振动,1999,19(3):38-42.
[28]李岳,姜忻良.土与结构相互作用振动台试验模型土设计方法分析[J],工程力学,2010, 27(1): 73-76.
[29]张敏政,孟庆利,刘晓明.建筑结构的地震模拟试验研究[J],工程抗震,2003, 12(4): 31-35.
[30]邹昀,吕西林等.上海环球金融中心大厦整体结构振动台试验设计[J],地震工程与工程振动,2005, 25(4): 55-59.
[31]田春雨,王翠坤,肖从真等.广州珠江新城西塔振动台试验研究[J],建筑结构学报(增刊1), 2008: 99-103.
[32]周颖,吕西林等.不同结构的振动台试验模型等效设计方法[J],结构工程师,2006, 22(4): 38-40.
[33]张昕,周德源等.某高层建筑结构模型振动台试验研究及有限元分析[J],地震工程与工程振动,1999, 19(3): 38-42.
[34]吕西林,孟春光,田野等.消能减震高层方钢管混凝土框架结构振动台试验研究和弹塑性时程分析[J],地震工程与工程振动,2006, 26(4): 231-237.
[35]姜忻良,徐炳伟.复杂结构-桩-土振动台模型试验数据分析[J],地震工程与工程振动,2009, 29(6): 170-175.
[36] Kagawa T, Sato M,Minowa C, et al. Centrifuge simulation of large-scale shaking table tests: case studies[J],Journal of Geotechnical and Geo-environmental Engineering, 2004, 130(7):663-672.
[37]建筑砂浆基本性能试验方法标准[M],中国建筑工业出版社2009.
[38]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
[39]陈国兴,柳春光,邵永健等.土木工程结构抗震设计原理(第二版)[M],北京:中国水利水电出版社,知识产权出版社,2009
[40] Anil K. Chopra. Dynamics of Structures, Lili Xie[M], Dagang Lv. Beijing:Higher Education Press