基于优化原理框-剪结构中剪力墙合理数量
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摘要
通过对两种层间最大位移角计算方法的对比分析,指出采用位移曲线二阶求导的方法是可行的.以结构协同工作的连续化分析及我国现行抗震设计规范反应谱理论为出发点,以结构地震作用最小为目标函数,最大层间位移角为约束条件建立优化模型,并用MATLAB高级语言编写了三种常见的荷载作用下的优化程序.通过算例计算了不同设防烈度、场地土类别及设计分组下剪力墙的合理数量,结果表明所需的剪力墙合理数量与设防烈度呈非线性关系;当结构较规则时,该法对超过40 m的高层建筑仍然适用.该模型能反映出结构高度、结构重量等因素对剪力墙合理数量的影响,且简单、实用,可供初步设计使用.
By the comparison between two methods of calculating the maximum drift angle,it was found that the method of obtaining the angle from the differential coefficient of coordination deformation equation twice was feasible.Based on the principle of continuous analysis of interactive frame-shear wall structures and the theory about response spectra in the current Chinese code for seismic design of buildings,and regarding the minimum earthquake action as objective functions and the maximum drift angle as the restriction,an optimal model was established.The programs of calculating the optimal quantity of shear wall under the three familiar action forms were compiled by using the advanced language MATLAB.The various optimal quantities of shear walls were given under the different seismic fortification intensities,site sorts and deign groups.It is shown that the relationship between the optimal quantity of shear wall and the seismic fortification intensity is not linear,and the method still can be applied in tall buildings over forty meters when the structure is regular.This model can reflect the influence of some factors on the optimal quantity of shear wall,such as structural height,structural weight,and is accurate and convenient enough for use during the preliminary stage of design.
By the comparison between two methods of calculating the maximum drift angle,it was found that the method of obtaining the angle from the differential coefficient of coordination deformation equation twice was feasible.Based on the principle of continuous analysis of interactive frame-shear wall structures and the theory about response spectra in the current Chinese code for seismic design of buildings,and regarding the minimum earthquake action as objective functions and the maximum drift angle as the restriction,an optimal model was established.The programs of calculating the optimal quantity of shear wall under the three familiar action forms were compiled by using the advanced language MATLAB.The various optimal quantities of shear walls were given under the different seismic fortification intensities,site sorts and deign groups.It is shown that the relationship between the optimal quantity of shear wall and the seismic fortification intensity is not linear,and the method still can be applied in tall buildings over forty meters when the structure is regular.This model can reflect the influence of some factors on the optimal quantity of shear wall,such as structural height,structural weight,and is accurate and convenient enough for use during the preliminary stage of design.
引文
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[9]孟焕陵,沈蒲生.框-剪结构考虑墙肢剪切变形时剪力墙合理数量[J].湖南大学学报(自然科学版),2005,32(6):6-10.MENG H L,SHEN P S.Optimal Quantity of Shear Walls inFrame-Shear Wall Structures with Influence of Shear Deforma-tion of Shearwalls[J].Journal of Hunan University(Natural Sci-ences),2005,32(6):6-10.(In Chinese)
[10]孟焕陵,沈蒲生.均布荷载及集中荷载作用下框-剪结构中剪力墙的合理数量[J].华中科技大学学报(城市科学版),2004,21(1):64-68.MENG H L,SHEN P S.Optimal Quantity of Shear Wall inFrame-Shear Wall Structures under Top Concentric Load and U-niform Load[J].Journal of Huazhong University of Science andTechnology(Urban Science),2004,21(1):64-68.(In Chi-nese)
[11]蔡新,郭兴文,张旭明.工程结构优化设计[M].北京:中国水利水电出版社,2002.CAI X,GUO X W,ZHANG X M.Optimal Design of EngineeringStructures[M].Beijing:China Architecture&Building Press,2002.(In Chinese)
[12]张铮,杨文平,石博强,等.MATLAB程序设计与实例应用[M].北京:中国铁道出版社,2003.ZHANG Z,YANG W P,SHI F Q,et al.Programmer and Exam-ple Application of MATLAB[M].Beijing:China Railway PublishHouse,2003.(In Chinese)
[2]王全凤.剪力墙最优刚度及其计算机实现[J].华侨大学学报(自然科学版),1999,20(7):249-253.WANG Q F.Optimal Stiffness of Shear Wall ang Its Implementa-tion on Computer[J].Journal of Huaqiao University(Natural Sci-ence),1999,20(7):249-253.(In Chinese)
[3]刘开国.框-剪结构最优抗震墙数量的优化[J].建筑结构,1999,28(2):15-16.LIU K G.Optimum Method of Aseismic Wall Numbers in Frame-shear Wall Structure[J].Building Structure,1999,28(2):15-16.(In Chinese)
[4]贺友双.框-剪结构最优抗震墙数量及自振周期的计算法[J].工程抗震,1992,14(1):10-14.HE Y S.Optimum Method of Aseismic Wall Numbers and FreeVibration Period in Frame-shear Wall Structures[J].EarthquakeResistant Engineering,1992,14(1):10-14.(In Chinese)
[5]刘伯权,潘元.框架-抗震墙结构抗震墙抗弯刚度的优化研究[J].建筑科学与工程学报,2005,22(1):55-57,63.LIU B Q,PAN Y.Study on Optimum Bending Rigidity of SeismicWall in Frame-Shear Wall Structure[J].Journal of Architectureand Civil Engineering,2005,22(1):55-57,63.(In Chinese)
[6]建筑抗震设计规范.GB 50011-2001[S].北京:中国建筑工业出版社,2001.Code for Seismic Design of Buildings.GB50011-2001[S].Bei-jing:China Architecture&Building Press,2001.(In Chinese)
[7]赵西安.钢筋混凝土高层建筑结构设计[M].北京:中国建筑工业出版社,1992.ZHAO X A.Concrete Tall Building Construction Design[M].Bei-jing:China Building Industry Press,1992.(In Chinese)
[8]包世华.新编高层建筑结构[M].北京:中国水利水电出版社,2001.BAO S H.Tall Building Structures[M].Beijing:China Architec-ture&Building Press,2001.(In Chinese)
[9]孟焕陵,沈蒲生.框-剪结构考虑墙肢剪切变形时剪力墙合理数量[J].湖南大学学报(自然科学版),2005,32(6):6-10.MENG H L,SHEN P S.Optimal Quantity of Shear Walls inFrame-Shear Wall Structures with Influence of Shear Deforma-tion of Shearwalls[J].Journal of Hunan University(Natural Sci-ences),2005,32(6):6-10.(In Chinese)
[10]孟焕陵,沈蒲生.均布荷载及集中荷载作用下框-剪结构中剪力墙的合理数量[J].华中科技大学学报(城市科学版),2004,21(1):64-68.MENG H L,SHEN P S.Optimal Quantity of Shear Wall inFrame-Shear Wall Structures under Top Concentric Load and U-niform Load[J].Journal of Huazhong University of Science andTechnology(Urban Science),2004,21(1):64-68.(In Chi-nese)
[11]蔡新,郭兴文,张旭明.工程结构优化设计[M].北京:中国水利水电出版社,2002.CAI X,GUO X W,ZHANG X M.Optimal Design of EngineeringStructures[M].Beijing:China Architecture&Building Press,2002.(In Chinese)
[12]张铮,杨文平,石博强,等.MATLAB程序设计与实例应用[M].北京:中国铁道出版社,2003.ZHANG Z,YANG W P,SHI F Q,et al.Programmer and Exam-ple Application of MATLAB[M].Beijing:China Railway PublishHouse,2003.(In Chinese)
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