巨型钢框架—预应力支撑体系预拉力取值准则试验
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摘要
目的研究巨型钢框架—预应力支撑体系的工作机理,获得其预拉力取值准则.方法进行室内模型试验,在不同的初始预拉力下,对模型进行横向加载到额定荷载,记录加载过程中受压索传感器示数为零时对应的外荷载和此时受拉索的剩余索力,以及相应的顶点侧移.结果巨型钢框架—预应力支撑可以减小结构的整体侧移,提高结构抗侧刚度;初始阶段,结构抗侧刚度随拉索预应力增大而增大,当拉索预应力增加到一定程度时,结构抗侧刚度几乎不变;预拉力以在外部作用下受压预应力支撑剩余拉力接近零为准则.结论验证了竖向预应力钢结构体系拉索预拉力取值一般准则的正确性:使得结构在外荷载作用下,受压最大的拉索剩余拉力接近于零.
The aim is to obtain the rule of prestress of brace in steel mega-frame-prestress-braced structure through studying the work principle of the structure.An indoor model test is done to study the characteristics of steel mega-frame-prestress-braced structure with different initial tensile force.External loads are recorded at the time of sensor reading of compressed cable is zero in loading process.Residual force of tensioned cable and apex side-movements at that time are also recorded.The relationship between pre-tension force and lateral stiffness,relationship between pre-tension force and residual cable force are obtained.The results indicate that prestressed brace can improve lateral stiffness of structure.Under determinate direction load,compression brace has adverse effect on controlling lateral displacement.And lateral stiffness of the structure is increasing with the increased prestress force of cable in initial stage.Then,lateral stiffness almost unchanged when prestress force increases to a certain value.Initial prestress value should comply with the rule that residual tension in compression brace is near to zero under exterior loads.The correctness of rule of vertical prestress steel structure system′s cable pretension is verified.That is value of residual tension of cable which is beraing the most of compression is near to zero under exterior loads.
The aim is to obtain the rule of prestress of brace in steel mega-frame-prestress-braced structure through studying the work principle of the structure.An indoor model test is done to study the characteristics of steel mega-frame-prestress-braced structure with different initial tensile force.External loads are recorded at the time of sensor reading of compressed cable is zero in loading process.Residual force of tensioned cable and apex side-movements at that time are also recorded.The relationship between pre-tension force and lateral stiffness,relationship between pre-tension force and residual cable force are obtained.The results indicate that prestressed brace can improve lateral stiffness of structure.Under determinate direction load,compression brace has adverse effect on controlling lateral displacement.And lateral stiffness of the structure is increasing with the increased prestress force of cable in initial stage.Then,lateral stiffness almost unchanged when prestress force increases to a certain value.Initial prestress value should comply with the rule that residual tension in compression brace is near to zero under exterior loads.The correctness of rule of vertical prestress steel structure system′s cable pretension is verified.That is value of residual tension of cable which is beraing the most of compression is near to zero under exterior loads.
引文
[1]黄怡,王元清,石永久.支撑布置形式对多高层钢结构抗震性能的影响分析[J].钢结构,2005,20(5):41-45.(Huang Yi,Wang Yuanqing,Shi Yongjiu.Analysisof seismic behaviors of multi-storey and high-rises-teel structures w ith different layout of braces[J].Steel Structure,2005,20(5):41-45.)
[2]Hou X H,Tagawa H.Displacement-restraint bracingfor seismic retrofit of steel moment frames[J].Jour-nal of Constructional Steel Research,2008,12:1-9.
[3]彭观寿,高轩能,陈明华.支撑布置对钢框架结构抗侧刚度的影响[J].工业建筑,2008,38(5):83-88.(Peng Guanshou,Gao Xuanneng,Chen Minghua.Effects of layout of bracing on lateral stiffness ofsteel frames[J].Industrial Construction,2008,38(5):83-88.)
[4]Aydin E,Boduroglu M H.Optimal placement of steeldiagonal braces for upgrading the seismic capacity ofexisting structures and its comparison w ith optimaldampers[J].Journal of Constructional Steel Re-search,2008,64:72-86.
[5]Massood M,Lotfollahi M.On the characteristics ofnew ductile knee bracing systems[J].Journal ofConstructional Steel Research,2006,62:271-281.
[6]Hashemi B H,Hassanzadeh M.Study of a semi-rigidsteel braced building damagedin the Bam earthquake[J].Journal of Constructional Steel Research,2008,64:704-721.
[7]陆赐麟,王冬梅.预应力技术首次在我国超高层钢结构中的成功应用[J].工业建筑,2006(S):188-191.(Lu Cilin,Wang Dongmei.First application of pre-stress technology in super high-rise building in China[J].Industrial Construction,2006(S):188-191.)
[8]Lian Yeda,Zhang Xunan,Sheldon Cherry.Dampingcharacteristics of friction damped braced frame andits effectiveness in the mega-sub controlled structuresystem[J].Earthquake Engineering and EngineeringVibration,2007,6:171-181.
[9]Kim J,Ryu J,ChungL.Seismic performance of struc-tures connected by viscoelastic dampers[J].Engi-neering Structures,2006,8:183-195.
[10]张耀华,梁启智,付赣清.巨型框架悬挂体系抗震原理及初步设计方法[J].工程力学,2000,17(2):10-17.(ZhangYaohua,Liang Qizhi,Fu Ganqing.Aseismicprinciple and primary design method of mega framesuspended structure[J].Engineering M echanics,2000,17(2):10-17.)
[11]邓志恒,秦荣.巨型框筒部分悬挂结构控制体系地震反应特性及阻尼控制研究[J].地震工程与工程振动,2002,22(4):133-138.(Deng Zhiheng,Qin Rong.Research on seismic per-formance and damper controlofmega frame tube sus-pended structure[J].Seismic Engineering and Engi-neering Vibration,2002,22(4):133-138.)
[12]Vafai A,Eslelcanchi H,Mufid M.The use of singlediagonal bracing in improvement of the lateral re-sponse of tall buildings[J].Structural Design of TallBuildings,1995(4):115-126.
[13]Yoo J H,Roeder C W,Lehman.Simulated behaviorof multi-storey X-braced frames[J].EngineeringStructures,2009,31:182-197.
[14]颜潇潇,童根树,景亭,等.跨层巨型斜支撑体系的节点分析与设计[J].工业建筑,2008,38(10):108-111.(Yan Xiaoxiao,Tong Genshu,Jing Ting,et al.Jointsof multi-story spanned diagonal bracing system intall steel buildings:analysis and design method[J].Industrial Construction,2008,38(10):108-111.)
[15]Di Sarno L,Elnashi A S.Bracing systems for seismicretrofitting of steel frames[J].Journal of Construc-tional Steel Research,2009,65:452-465.
[16]唐柏鉴,阮含亭.附加阻尼装置的悬挂式巨型钢框架支撑体系模态分析[J].江苏科技大学学报:自然科学版,2008,22(4):18-23.(Tang Baijian,Ruan Hanting.Modal analysis of-mega-frame-brace-suspended structures w ithdamper[J].Journal of Jiangsu University of Science andTechnology,2008,22(4):18-23.)
[17]唐柏鉴,顾盛.预应力巨型支撑—钢框架结构初始预拉力取值准则[J].沈阳建筑大学学报:自然科学版,2010,26(5):480-484.(Tang Baijian,Gu Sheng.Rule of initial prestress inprestress-mega-braced steel frame structure[J].Jour-nal of Shenyang Jianzhu University:Natural Science,2010,26(5):480-484.)
[18]顾盛.新型竖向预应力钢结构体系拉索截面积及预拉力确定理论[D].镇江:江苏科技大学,2012.(Gu Sheng.Determination theory on cable's section-al area and pre-tensioned force for neotype verticalpre-stressed steel structure[D].Zhenjiang:JiangsuUniversity of Science and Technology,2012.)
[2]Hou X H,Tagawa H.Displacement-restraint bracingfor seismic retrofit of steel moment frames[J].Jour-nal of Constructional Steel Research,2008,12:1-9.
[3]彭观寿,高轩能,陈明华.支撑布置对钢框架结构抗侧刚度的影响[J].工业建筑,2008,38(5):83-88.(Peng Guanshou,Gao Xuanneng,Chen Minghua.Effects of layout of bracing on lateral stiffness ofsteel frames[J].Industrial Construction,2008,38(5):83-88.)
[4]Aydin E,Boduroglu M H.Optimal placement of steeldiagonal braces for upgrading the seismic capacity ofexisting structures and its comparison w ith optimaldampers[J].Journal of Constructional Steel Re-search,2008,64:72-86.
[5]Massood M,Lotfollahi M.On the characteristics ofnew ductile knee bracing systems[J].Journal ofConstructional Steel Research,2006,62:271-281.
[6]Hashemi B H,Hassanzadeh M.Study of a semi-rigidsteel braced building damagedin the Bam earthquake[J].Journal of Constructional Steel Research,2008,64:704-721.
[7]陆赐麟,王冬梅.预应力技术首次在我国超高层钢结构中的成功应用[J].工业建筑,2006(S):188-191.(Lu Cilin,Wang Dongmei.First application of pre-stress technology in super high-rise building in China[J].Industrial Construction,2006(S):188-191.)
[8]Lian Yeda,Zhang Xunan,Sheldon Cherry.Dampingcharacteristics of friction damped braced frame andits effectiveness in the mega-sub controlled structuresystem[J].Earthquake Engineering and EngineeringVibration,2007,6:171-181.
[9]Kim J,Ryu J,ChungL.Seismic performance of struc-tures connected by viscoelastic dampers[J].Engi-neering Structures,2006,8:183-195.
[10]张耀华,梁启智,付赣清.巨型框架悬挂体系抗震原理及初步设计方法[J].工程力学,2000,17(2):10-17.(ZhangYaohua,Liang Qizhi,Fu Ganqing.Aseismicprinciple and primary design method of mega framesuspended structure[J].Engineering M echanics,2000,17(2):10-17.)
[11]邓志恒,秦荣.巨型框筒部分悬挂结构控制体系地震反应特性及阻尼控制研究[J].地震工程与工程振动,2002,22(4):133-138.(Deng Zhiheng,Qin Rong.Research on seismic per-formance and damper controlofmega frame tube sus-pended structure[J].Seismic Engineering and Engi-neering Vibration,2002,22(4):133-138.)
[12]Vafai A,Eslelcanchi H,Mufid M.The use of singlediagonal bracing in improvement of the lateral re-sponse of tall buildings[J].Structural Design of TallBuildings,1995(4):115-126.
[13]Yoo J H,Roeder C W,Lehman.Simulated behaviorof multi-storey X-braced frames[J].EngineeringStructures,2009,31:182-197.
[14]颜潇潇,童根树,景亭,等.跨层巨型斜支撑体系的节点分析与设计[J].工业建筑,2008,38(10):108-111.(Yan Xiaoxiao,Tong Genshu,Jing Ting,et al.Jointsof multi-story spanned diagonal bracing system intall steel buildings:analysis and design method[J].Industrial Construction,2008,38(10):108-111.)
[15]Di Sarno L,Elnashi A S.Bracing systems for seismicretrofitting of steel frames[J].Journal of Construc-tional Steel Research,2009,65:452-465.
[16]唐柏鉴,阮含亭.附加阻尼装置的悬挂式巨型钢框架支撑体系模态分析[J].江苏科技大学学报:自然科学版,2008,22(4):18-23.(Tang Baijian,Ruan Hanting.Modal analysis of-mega-frame-brace-suspended structures w ithdamper[J].Journal of Jiangsu University of Science andTechnology,2008,22(4):18-23.)
[17]唐柏鉴,顾盛.预应力巨型支撑—钢框架结构初始预拉力取值准则[J].沈阳建筑大学学报:自然科学版,2010,26(5):480-484.(Tang Baijian,Gu Sheng.Rule of initial prestress inprestress-mega-braced steel frame structure[J].Jour-nal of Shenyang Jianzhu University:Natural Science,2010,26(5):480-484.)
[18]顾盛.新型竖向预应力钢结构体系拉索截面积及预拉力确定理论[D].镇江:江苏科技大学,2012.(Gu Sheng.Determination theory on cable's section-al area and pre-tensioned force for neotype verticalpre-stressed steel structure[D].Zhenjiang:JiangsuUniversity of Science and Technology,2012.)
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