方钢管混凝土柱-钢梁竖向加劲肋式节点非线性有限元分析
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摘要
对方钢管混凝土柱-钢梁竖向加劲肋式节点建立了同时考虑几何非线性和材料非线性的有限元分析模型,模拟分析了单调加载下节点的受力性能,较为精确地分析了节点区应力分布.结果表明:由有限元模型所得的位移曲线与试验所得的低周反复荷载作用下的骨架曲线相符,由有限元模型所得的应变分布和发展规律与试验结果一致;竖向加劲肋式节点的梁端弯矩一部分通过竖向加劲肋传递给柱钢管腹板和核心混凝土,另一部分梁端弯矩由梁端翼缘直接传递给柱钢管翼缘和核心混凝土;节点的破坏模式为梁翼缘变截面最窄处形成塑性铰,最终梁受压翼缘出现严重的局部屈曲,而柱钢管和竖向加劲肋均在弹性范围内工作,很好地实现了强柱弱梁、强节点弱构件的抗震原则;节点核心区混凝土性能符合斜压杆受力机制.
The nonlinear finite element analysis(FEA) models of vertical stiffener connection between concrete-filled square tube columns and steel beams,considering large nonliear geometric deformation and material nonlinear property were presented.Joint behaviors and stress distribution under the monotonic load were analyzed.The results indicate that the monotonic load-displacement curves,stress distribution and its development obtained from the FEA agree well with framework curves of the behavior from low-cycle repeatedly loading tests.Some of the beam end moment was partially transformed to the column tube web and the core concrete by vertical stiffener.Other part of moment was directly transformed to the column tube flange and the core concrete.The specimens were failure because compressed flange was seriously buckled and the plastic hinges were formed at the weakest section.But the steel tube and vertical stiffener all still worked in elastic state.At that moment,the anti-scismic stracture design principle "strong colum and weak beam"and"strong joint and weak structure element" is well achieved.The concrete behavior in joint core under loading can follow the diagonal compression strut working mechanism.
The nonlinear finite element analysis(FEA) models of vertical stiffener connection between concrete-filled square tube columns and steel beams,considering large nonliear geometric deformation and material nonlinear property were presented.Joint behaviors and stress distribution under the monotonic load were analyzed.The results indicate that the monotonic load-displacement curves,stress distribution and its development obtained from the FEA agree well with framework curves of the behavior from low-cycle repeatedly loading tests.Some of the beam end moment was partially transformed to the column tube web and the core concrete by vertical stiffener.Other part of moment was directly transformed to the column tube flange and the core concrete.The specimens were failure because compressed flange was seriously buckled and the plastic hinges were formed at the weakest section.But the steel tube and vertical stiffener all still worked in elastic state.At that moment,the anti-scismic stracture design principle "strong colum and weak beam"and"strong joint and weak structure element" is well achieved.The concrete behavior in joint core under loading can follow the diagonal compression strut working mechanism.
引文
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[2]韩林海.钢管混凝土结构:理论与实践[M].北京:科学出版社,2000.
[3]同济大学,浙江杭萧钢构股份有限公司.CECS159—2004矩形钢管混凝土结构技术规程[S].北京:中国计划出版社,2004.
[4]杜培源.方钢管混凝土柱:工字钢梁节点性能研究[D].南京:南京工业大学,2006.
[5]Nakashima M,Roeder C W,Maruoka Y.Steel moment framesfor earthquakes in United States and Japan[J].Journal of Struc-tural Engineering,2000,126(8):861-868.
[6]黄炳生.日本神户地震中建筑钢结构的震害及启示[J].建筑结构,2000(9):24-25.
[7]Nakashima M,Inoue K,Tada M.Classification of damage tosteel buildings observed in the 1995 Hyogoken-Nanbu earthquake[J].Engineering Structures,1998,20(4-6):271-281.
[8]Suita K,Nakashima M,Morisako K.Tests of welded beam-col-umn subassemblies II:Detailed behavior[J].Journal of Struc-tural Engineering,1998,124(11):1245-1252.
[9]吴志超.框架梁刚性连接焊接节点[J].钢结构,1997,12(3):23-27.
[10]黄南冀,张锡云,姜萝香.日本阪神大地震建筑震害分析与加固技术[M].北京:地震出版社,2000.
[11]Huang HT,Huangb C S,Chena Z L.Finite element analysis ofCFTcolumns subjected to an axial compressive force and bendingmoment in combination[J].Journal of Constructional Steel Re-search,2005,61:1692-1712.
[12]金伟良,袁伟斌.离心钢管混凝土轴压构件的有限元分析[J].浙江大学学报:工学版,2005,39(10):1571-1575.
[13]郝文化.ANSYS在土木工程中的应用的实例[M].北京:中国水利水电出版社,2005.
[14]姜绍飞,韩林海.钢管混凝土中钢与混凝土粘结问题初探[J].哈尔滨建筑大学学报,2000,33(2):24-28.
[15]Cheng C T,Chung L L.Seismic performance of steel beams toconcrete filled steel tubular column connections[J].Journal ofConstructional Steel Research,2003(59):405-426.
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