摘要
随着高层建筑的兴起,核心筒结构体系的使用将越来越多,作为高层以及超高层建筑重要的抗侧力构件,对核心筒的理论分析方法和力学性能的研究具有重要的意义。由于实际中核心筒一般都达到一百米以上,试验条件的限制成为核心筒研究的一个瓶颈,通过借助目前使用较多,计算结果较为精确的非线性分析软件进行模拟无疑是一种重要的研究手段。
本文利用两种非线性分析软件ABAQUS和CANNY,分别使用两种分析模型,微观壳单元和宏观纤维模型来研究计算模拟核心筒在不同轴压比、连梁刚度、配筋率、高宽比以及加载角度下的力学性能,并与试验进行对比,一方面用以研究两种模型和分析方法对核心筒的有效性;另一方面利用软件分析得出核心筒力学性能的一般结论。计算分析所得核心筒在轴压比、连梁刚度、配筋率、高宽比等因素影响下的结论与试验结果基本一致,这也说明了非线性有限元模拟这种理论研究方法在今后核心筒等高层复杂结构分析中的可行性。
通过微观壳单元对核心筒的建模分析,可以得出该种单元在考虑构件材料的实际性能上比较欠缺,通常引起过高估计构件的刚度问题,而且壳元对剪力墙平面外刚度无法顾及,在大轴压比情况下以及结构高度增加P-△效应比较明显的情况下,所得到的结果与试验值相差较多,而且微观单元计算时间较长,无法满足更多方面的需要。而采用宏观的模型,即将一片剪力墙作为一个单元,通过纤维模型模拟构件的轴力和双向弯矩作用,添加单轴剪切弹簧考虑构件的剪切性能,从而准确全面地研究剪力墙在拉压弯剪共同作用下的力学性能。但这种计算方法无法肯定构件在大变形和严重损坏下力学性能的准确性。
With the development of high-rise building,the core tube structure system will be used more and more as the high-rise and super high-rise buildings important component of the lateral load resistance.The theoretical analysis method and study of mechanical properties of the core wall is important.As the actual core tube generally achieve more than 100 meters,test conditions become a bottleneck of the study,and with the use of more precise calculations of finite element analysis software,simulating this is an important research tools,and the finite element selection,the use of numerical methods have a direct impact on the reliability of the final results.
In this paper,two non-linear analysis software:ABAQUS and CANNY,were used to analyze that the simulation core wall at different axial load ratio,different coupled -beam stiffness,the steel ratio,height-width ratio as well as the load angle with two models,the shell element and fiber model.Compared with the test,on the one hand, study the effectiveness of the analysis of the core wall with two models;On the other hand,through the software analysis,the mechanical properties of the core wall was received.
Through the shell element of the modeling analysis of the core wall,the elements is not conformed with the actual performance of the material,usually caused by overestimated the stiffness of components,and shell element stiffness.of the out-of plane can not be taken into account.In the case of high axial load ratio,as well as the structure of a high degree of increase in P-△effects of the more obvious cases,the results obtained with the experimental value of the difference between large,and shell-element long time,unable to meet the needs anymore.The use of a fiber model,is about a wall as a element.Fiber model is a discredited-section model as well and is used to represent the interaction among biaxial bending and axial tension/compression.Realistic material stress-strain models can be used to characterize uniaxial spring(or fiber).At critical section of a line element,the fiber slice represents moment-curvature relations.Therefore, the distribution of the nonlinearity has to be assumed.However,this method of calculation can not be certain components in the deformation and mechanical properties under severe damage to the accuracy,elasticity and elastoplasticity therefore can only be calculated.
The entire calculation and simulation software is mostly consistent with the test results, which able to explain parameter values of the core wall in the appropriate circumstances; different axial load ratio,coupled-beam stiffness,the steel ratio,height-width ratio as well as the load angle influence the strength and ductility of reinforced concrete core wall.This also explains the non-linear finite element method simulation of this theory the core wall in the future of complex structures such as high-rise feasibility analysis.
引文
[1]B.S.史密斯,A.库尔.高层建筑结构分析与设计[M].北京:地震出版社,1993.
[2]李君,张耀春.超高层结构的新体系-巨型结构[J].哈尔滨建筑大学学报,1997(6):21-27.
[3]沈祖炎,陈荣毅.巨型结构的应用与发展[J].同济大学学报,2001(3):258-262.
[4]方鄂华,钱稼茹.我国高层建筑抗震设计的若干问题[J].土木工程学报,1999,32(1):3-8.
[5]曹万林,张建伟,黄选明,卢智成.带暗支撑短肢剪力墙及核心筒抗震研究与应用[J].工程力学,2005(增刊).
[6]Atsushi HABASAKI etc.,Multi-directional Loading Test for RC Seismic Walls,12WCEE.Paper No.454.
[7]赵西安.高层建筑组合结构分层模型弹塑性动力分析[J].建筑结构学报,1989,9(6):25-31.
[8]程绍革.钢—混凝土筒混合结构弹塑性反应分析及探讨[J].建筑结构,1998,28(6):11-15.
[9]刘英,王松涛,赵军.钢—混凝土核心筒组合结构抗震性能研究[J].工程力学(增刊),1999:439-442.
[10]李国强,姜丽人,张晓光.高层建筑钢-混凝土混合结构简化分析模型[J].建筑结构,1999,29(6):38-43.
[11]李国强,丁翔,郑敬有,周向明.高层建筑钢-混凝土混合结构分区耦合分析模型及开裂层位移参数分析[J].建筑结构,2002,32(2):16-21.
[12]周向明,李国强,丁翔.高层钢—混凝土混合结构弹塑性地震反应简化分析模型[J].建筑结构,2002,32(5):14-18.
[13]郭丰雨.钢筋混凝土核心筒非线性地震反应分析方法研究[D].中国地震局工程力学研究所,2004.
[14]聂建国,田淑明.大震下 RC 剪力墙(简体)结构地震反应分析模型[J].建筑结构,2009(2):12-16.
[15]林旭川,陆新征,缪志伟,叶列平等.基于分层壳单元的 RC 核心筒结构有限元分析和工程应用[J].土木工程学报所,2009(3).
[17]吕西林,金国芳,吴晓涵.钢筋混凝上结构非线性有限元理论与应用[M].上海:同济人学出版社,1994.72-75.
[18]Fajfar P,Fischinger M.Mathematical Modeling of Reinforced Concrete Structural Walls for Nonlinear Seismic Analysis[J].Structure Dynamic,1990:471-478.
[19]Hiraishi H,Kawashima T.Deformation Behavior Of Shear Walls After Flexural Yielding[A].Proceedings Of 9~(th)WCEE[C].Tokyo.Kyoto.Vol.8 P.653~658.Tokyo.1988.
[20]司林军,李国强,孙飞飞.钢筋混凝土剪力墙二元件模型的有效性研究[J].结构工程师,2008(8):19-24.
[21]Kabeyasawa,Shioara T.H and O tani S.U.S.-Japan Cooperative Research on RC Full-scale Building Test-Part 5:discussion on dynamic response system.Procs.8th WCEE,1984,Vol.6,627-634.
[22]Linda P,Bachmann H.Dynamic modeling and design of earthquake resistant walls.EESD,1994,23:p1331-1350.
[23]中国建筑科学研究院 CAD 工程部.高层结构空间有限元分析的新模型—SATWE.土木工程学报.1996,29(3):49-56.
[24]张茁,张帆,岑松.ABAQUS 非线性有限元分析与实例[M].北京:科学出版社,2005.
[25]王金昌,陈页开.ABAQUS 在土木工程中的应用[M].杭州:浙江大学出版社,2006.
[26]冯丽娟,尚晓江,徐自国.基于 ABAQUS 程序的结构静力和动力弹塑性分析[J].工程抗震与结构加固,2008,vol.30(05):14-19.
[27]陈力,方秦,还毅等.对 ABAQUS 中混凝土弥散开裂模型的静力特性分析[J].解放军理工大学学报(自然科学版),2007,vol.8(05):478-484.
[28]李跃宇,刘树春,汪冰等.用 ABAQUS 进行弹塑性问题的分析[J].淮海工学院学报(自然科学版),2004,vol.13(03):18-21.
[29]汪大绥,李志山等.复杂结构弹塑性时程分析在 ABAQUS 软件中的实现[J].建筑结构,2007,vol.37(05):92-95.
[30]许军.钢框架-混凝土筒高层混合结构非线性有限元分析[D].中南大学,2008.
[31]王海波.钢框架-钢筋混凝土核心筒结构受力性能的非线性有限元分析[D].湖南大学,2004.
[32]陈永亮.广义协调平板壳元研究及其非线性分析[D].清华大学,2003.
[33]曹杨.钢筋混凝土短肢剪力墙结构非线性损伤分析[D].同济大学,2006.
[34]石亦平,周玉蓉.ABAQUS 有限元分析实例详解[M].北京:机械工业出版社,2006
[35]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2005.
[36]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社2005.
[37]过镇海,时旭东.钢筋混凝土原理和分析.北京:清华大学出版社,2003.
[38]ABAQUS Analysis Users Manual,ABAQUS,Inc,2006.
[39]何政.钢筋混凝土结构非线性分析.哈尔滨工业大学出版社,2007.
[40]张国丽,苏军.基于 ABAQUS 的钢筋混凝土非线性分析[J].科学技术与工程.2008,vol8(20):20-23.
[41]李俊兰,吕西林.钢筋混凝土简体的非线性有限元分析模型[J].地震工程与工程振动.2003,vol.23(05):109-116.
[42]杨芸.L 型截面短肢剪力墙力学性能分析[D].西安建筑科技大学.2008.
[43]吕西林,李俊兰.钢筋混凝土核心筒体抗震性能实试验研究[J],地震工程与工程振动,2002,Vol22(3):42-50.
[44]S.-S.Lai.Inelastic Analysis of Reinforced Concrete Space Frame under Biaxial Earthquake Motions.Ph.D.Thesis,University of Toronto,1985.
[45]King-Ning.Li,H.Aoyama and S.Otani.Reinforced Concrete Columns under Varying Axial Load and Bi-Directional Lateral Load Reversals,Procs.of 9th WCEE,Tokyo-Kyoto,Japan,1988,pp.537-544.
[46]Kang-Ning Li.Analysis Model for 3D RC Columns Coupled with Shear Nonlinearity.Proceedings of the 9th Japan Earthquake Engineering Symposium,Vol.3,December 1994,pp.E-127-E-132.
[47]李康宁,洪亮.结构三维弹塑性分析方法及计算机程序 CANNY[J].四川科学建筑研究,2001,Vol.27(04):1-6.
[48]聂建国,田淑明.大震下 RC 剪力墙(筒体)结构地震反应分析模型[J],建筑结构,2009,Vol.39(02):12-16.
[49]王涛,孟丽岩,孙景江等.框架剪力墙结构的弹塑性地震反应[J].黑龙江科技学院学报,2008,Vol18(06):455-459.
[50]李康宁,Tetsuo Kubo,Carlos E.Ventura.建筑物三维分析模型及其用于结构地震反应的可靠性[J],建筑结构,2000,Vol.30(06):14-18.
[51]李检宝.SRC 框架-核心筒高层混合结构抗震性能试验及非线性分析[D],同济大学,2006,33-37.
[52]张强,周德源,伍永飞等.钢筋混凝土框架结构非线性分析纤维模型研究[J],结构工程师,2008,Vol.24(01):15-20.
[53]Li K N,Kubo T.Reviewing the mufti-spring model and fiber model.Proceedings of the 10th Japan Earthquake Engineering Symposium,1998,2:2369-2374.
[54]Li K N,Kubo T.Analysis of circular RC member in MS/fiber model.Summaries of Technical Papers of Annual Meeting(Hiroshima),1999,St.Ⅱ,AIJ.
[55]严全胜,王頠,邹巧鸿.钢管混凝土受压构件的弹塑性承载力分析[J],郑州大学学报(工学版),2003(2):29-32.
[56]朱洪江,吕西林.上海环球金融中心大厦弹塑性时程分析[J],自然灾害学,2006(2),18-26.
[57]严全胜,王颜.钢管混凝土拱肋面内弹塑性承载力分析[J],昆明理工大学学报(理工版),2003(5),110-113.
[58]杨薄,唐剑,陈名弟等.钢筋混凝土异性柱在不同加载方向的受力性能分析[J],重庆大学学报(自然科学版),2005(8):117-121.
[59]熊世树,周正华,王补林.铅芯橡胶隔震支座恢复力模型的分析方法[J],中科技大学学报(城市科学版),2003(2):28-31.
[60]黄宗明,杨薄,任伟等.大跨度预应力结构体系等代框架计算模型研究[J],重庆建筑大学学报,2005(4):41-46.
[61]陈滔,黄宗明.基于有限柔度法的钢筋混凝土空间框架非弹性地震反应分析[J],建筑结构学报,2004(2):79-84.
[62]张素梅,刘界鹏,王根树等.双向压弯方钢管高强混凝土构件滞回性能试验与分析[J],建筑结构学报,2005(3):9-18.
[63]秦从律,张爱辉.消能支撑加固底部框架砌体结构房屋的弹塑性地震反应分析[J],建筑结构学报,2005(4):58-63.
[64]张爱晖,渡槽结构在罕遇地震作用下的抗震性能分析[J],水利水电技术,2005(3):38-40.
[65]Kang-Ning Li and Shunsuke Otani.Multi-Spring Model for 3-Dimensional Analysis of RC Members,Journal of Structural Engineering and Mechanics,1993,Vol.1,No.1:17-30.
[66]Zeri C A,Mahin S A.Behavior Of Reinforced Concrete Structure Subjected To Biaxial Excitation[J],Journal Of Struct.Engrg,ASCE,1991,117(9):2657-2673.
[67]Zeri C A,Mahin S A.Analysis Of Reinforced Concrete Beam-Columns Under Uniaxial Excitation[J],Journal Of Struct.Engrg,ASCE,1991,117(9):804-820.
[68]Rangy G,Petrangeli M.A Fiber Finite Beam Element with Section Shear Modeling for Seismic Analysis of Structures[J],Journal of Earthquake Engineering, 1998,2(3):443-473.
[69]Marini,Alcssandra,Spacone.Analysis of Reinforced Concrete Elements Including Shear Effects,ACI Structural Journal,2006,103(5):645-655.
[70]Petrangeli M.Fiber Element for Cyclic Bending and Shear of RC Structures:Ⅱ:Verification Journal of Engineering Mechanics,1999,125(9):1002-1009.
[71]Petrangeli M.,Pinlo P E,Ciampi V.Fiber Element for Cyclic Bending and Shear of RC Structures:Ⅰ:Theory[J].Journal of Engineering Mechanics,1999,125(9):994-1001.
[72]Angelo D Ambrisi,Filippou F.Modeling Of Cyclic Shear Behavior In Rc Members [J],Journal Of Structural Engineering,1999,125(10):1143-1149.
[73]M.F.Giberson.Two Nonlinear Beams with Definitions of Ductility.Journal of Structural Division,ASCE,1969,Vol.95,No.ST2:137-157.
[74]陈云涛,吕西林.剪力墙非线性分析中多垂直杆元的分析和改进[J],结构工程师,2001(4),19-24.
[75]吕西林,卢文生.纤维墙元模型在剪力墙非线性分析中的应用[J],力学季刊,2005,Vol.26(01):72-80.
[76]F.Zhang,A.Yashima,M.Kimura.Analysis Of Laterally Cyclic Loaded Group-Pile Foundation Based On An Axial-Force Dependent Hysteretic Model For RC,Journal of Structural Engineering,ASCE,Vol.110,No.11:2568-2584.
[77]Kang-Ning LI,Kubo T,YAN XIAO.Analysis of circular RC member in MS/Fiber Model.日本建筑学会大会学术演讲梗概集,1999,573-574.
[78]陈健云,李静,方明霁.基于MS模型的剪力墙—核心筒结构的高层建筑三维非线性动力破坏分析[J],防灾减灾工程学报,2006,Vol26(02):147-152.
[79]Atsushi HABASAKI etc.Multi-Directional Loading Test for RC Seismic Shear Wall,12WCEE,Paper NO.454,Feb,2000.