含型鋼邊緣構(gòu)件高層混合連肢墻結(jié)構(gòu)的抗震性能及設(shè)計(jì)方法研究
發(fā)布時(shí)間：2018-11-19 13:12
【摘要】：混合連肢墻結(jié)構(gòu)是采用鋼連梁代替混凝土連梁的一種新型結(jié)構(gòu)體系，，它結(jié)合了鋼梁塑性變形能力強(qiáng)、混凝土剪力墻抗側(cè)剛度大的優(yōu)點(diǎn)，相比于傳統(tǒng)的鋼筋混凝土連肢墻具有更優(yōu)良的耗能能力，更加適用于高抗震設(shè)防烈度地區(qū)，美國(guó)已制定相關(guān)規(guī)范并應(yīng)用于實(shí)際工程。但國(guó)內(nèi)對(duì)這種體系的研究目前尚停留在節(jié)點(diǎn)承載力及破壞形式的研究方面，針對(duì)混合連肢墻體系在地震作用下的整體性能研究資料很少。本課題組采用在剪力墻邊緣設(shè)置型鋼暗柱的方法將鋼連梁與剪力墻連接，在上述研究基礎(chǔ)上提出了含型鋼邊緣構(gòu)件混合連肢墻體系的概念，通過(guò)試驗(yàn)和理論兩方面研究該新型體系在循環(huán)荷載作用下的破壞機(jī)理，提出抗震設(shè)計(jì)對(duì)策和方法。 已有研究表明，耦連比是反映連肢剪力墻整體工作性能的一個(gè)重要參數(shù)，為研究耦連比對(duì)含型鋼邊緣構(gòu)件混合連肢墻結(jié)構(gòu)滯回性能的影響，進(jìn)行了兩個(gè)耦連比分別為30%和45%的5層含型鋼邊緣構(gòu)件混合連肢墻結(jié)構(gòu)1/3縮尺模型擬靜力試驗(yàn)�；谠囼�(yàn)結(jié)果，從結(jié)構(gòu)的承載能力、剛度退化、位移延性、耗能能力及破壞模式等方面評(píng)價(jià)了結(jié)構(gòu)抗震性能。研究表明：該結(jié)構(gòu)體系通過(guò)鋼連梁的剪切變形和墻肢底部的塑性鉸變形來(lái)耗散能量，能夠明顯改善鋼筋混凝土雙肢剪力墻的抗震性能。耦連比為30%時(shí)，墻肢混凝土裂縫較為集中，破壞主要出現(xiàn)在底部?jī)蓪�；耦連比為45%的混合連肢墻體系在一定程度上降低了墻肢底部彎矩，鋼梁的變形能力較強(qiáng)，各層連梁成為沿墻體全高設(shè)置的一種耗能構(gòu)件，擴(kuò)大了能量耗散的范圍，是一種典型的多重抗震設(shè)防體系，滿足抗震設(shè)計(jì)中對(duì)于延性的要求，得到的滯回曲線為穩(wěn)定的梭形。 基于含型鋼邊緣構(gòu)件混合連肢墻結(jié)構(gòu)試驗(yàn)結(jié)果，采用大型有限元程序ABAQUS對(duì)該結(jié)構(gòu)體系進(jìn)行了循環(huán)加載分析，引入Python源程序編制了給定荷載模式下基于位移控制的加載程序。在對(duì)有限元分析結(jié)果和試驗(yàn)結(jié)果進(jìn)行對(duì)比驗(yàn)證后，本文對(duì)5個(gè)系列14個(gè)結(jié)構(gòu)模型進(jìn)行了參數(shù)分析，主要研究了耦連比、墻肢寬厚比、樓層總高度、鋼連梁的破壞形式和型鋼暗柱的設(shè)置等參數(shù)對(duì)結(jié)構(gòu)體系滯回性能、破壞形式和內(nèi)力分布規(guī)律的影響。 根據(jù)試驗(yàn)和有限元結(jié)果詳細(xì)分析了新型混合連肢墻體系的受力機(jī)理，建立了混合連肢墻體系的極限承載力力學(xué)模型，將混合連肢墻的破壞過(guò)程分為墻肢初裂、鋼連梁屈服、剪力墻破壞三個(gè)階段。在普通剪力墻破壞形式基礎(chǔ)上考慮了型鋼暗柱的影響，分別給出了連梁兩種破壞形式和剪力墻五種破壞形式下結(jié)構(gòu)的極限承載力計(jì)算公式。有限元分析結(jié)果與公式計(jì)算結(jié)果對(duì)比表明兩者吻合較好，可以用來(lái)計(jì)算結(jié)構(gòu)的極限承載力。最后依據(jù)理論分析結(jié)果，結(jié)合我國(guó)規(guī)范提出了含型鋼邊緣構(gòu)件混合連肢墻結(jié)構(gòu)的設(shè)計(jì)承載力計(jì)算方法和抗震設(shè)計(jì)建議。
[Abstract]:Hybrid multi-leg wall structure is a new type of structure system which uses steel beam instead of concrete connecting beam. It combines the advantages of steel beam with strong plastic deformation ability and high lateral stiffness of concrete shear wall. Compared with the traditional reinforced concrete multi-leg wall, it has better energy dissipation capacity and is more suitable for high seismic fortification areas. The United States has formulated relevant codes and applied them to practical projects. However, the domestic research on this kind of system is still focused on the joint bearing capacity and failure form, and there is little research data on the overall performance of the hybrid multi-leg wall system under seismic action. Based on the above research, a new concept of composite wall system with steel edge members is put forward by the method of setting steel shape-hidden columns on the edge of shear wall to connect the steel-connected beam to the shear-wall. The failure mechanism of the new system under cyclic load is studied in both experimental and theoretical aspects, and the countermeasures and methods of seismic design are put forward. It has been shown that the coupling ratio is an important parameter to reflect the overall performance of the coupled shear wall. In order to study the effect of coupling ratio on the hysteretic performance of the composite wall with steel edge members, Two quasi-static tests of a one-third scale model of a five-story composite wall with steel edge members with 30% and 45% coupling ratios were carried out. Based on the experimental results, the seismic performance of the structure is evaluated in terms of its bearing capacity, stiffness degradation, displacement ductility, energy dissipation capacity and failure mode. The results show that the structure dissipates energy through shear deformation of steel beam and plastic hinge deformation at the bottom of the wall limb, which can obviously improve the seismic behavior of reinforced concrete shear wall with two legs. When the coupling ratio is 30, the cracks of the wall limb concrete are concentrated, and the damage mainly occurs in the bottom two layers. The composite wall system with 45% coupling ratio reduces the bending moment at the bottom of the wall to a certain extent, and the deformation ability of the steel beam is strong. Each layer of connecting beam becomes a kind of energy dissipation member set up along the wall height, and the energy dissipation range is enlarged. It is a typical multi-layer seismic fortification system and meets the requirements of ductility in seismic design. The hysteretic curve obtained is a stable fusiform. Based on the experimental results of composite wall structures with steel edge members, a large finite element program (ABAQUS) is used to analyze the cyclic loading of the structure system. A displacement controlled loading program is developed by introducing Python source code. After comparing and verifying the results of finite element analysis and test, this paper analyzes the parameters of 5 series of 14 structural models. The coupling ratio, the ratio of width to thickness of wall limb, the total height of floor are studied. The influence of failure form of steel-connected beam and the setting of steel-shaped hidden column on hysteretic performance, failure form and internal force distribution of structural system. Based on the experimental and finite element results, the mechanical model of the ultimate bearing capacity of the hybrid wall system is established. The failure process of the composite wall is divided into the initial crack of the wall limb and the yield of the steel beam. There are three stages of shear wall failure. On the basis of the failure form of common shear wall, the influence of steel column is considered, and the calculation formulas of ultimate bearing capacity of structure under two failure modes of connecting beam and five kinds of failure form of shear wall are given respectively. The comparison of the finite element analysis results with the formula results shows that they are in good agreement with each other and can be used to calculate the ultimate bearing capacity of the structure. Finally, according to the theoretical analysis results, combined with the code of our country, the design bearing capacity calculation method and seismic design suggestion of composite multi-leg wall structure with steel edge member are put forward.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU973.31
本文編號(hào)：2342401
[Abstract]:Hybrid multi-leg wall structure is a new type of structure system which uses steel beam instead of concrete connecting beam. It combines the advantages of steel beam with strong plastic deformation ability and high lateral stiffness of concrete shear wall. Compared with the traditional reinforced concrete multi-leg wall, it has better energy dissipation capacity and is more suitable for high seismic fortification areas. The United States has formulated relevant codes and applied them to practical projects. However, the domestic research on this kind of system is still focused on the joint bearing capacity and failure form, and there is little research data on the overall performance of the hybrid multi-leg wall system under seismic action. Based on the above research, a new concept of composite wall system with steel edge members is put forward by the method of setting steel shape-hidden columns on the edge of shear wall to connect the steel-connected beam to the shear-wall. The failure mechanism of the new system under cyclic load is studied in both experimental and theoretical aspects, and the countermeasures and methods of seismic design are put forward. It has been shown that the coupling ratio is an important parameter to reflect the overall performance of the coupled shear wall. In order to study the effect of coupling ratio on the hysteretic performance of the composite wall with steel edge members, Two quasi-static tests of a one-third scale model of a five-story composite wall with steel edge members with 30% and 45% coupling ratios were carried out. Based on the experimental results, the seismic performance of the structure is evaluated in terms of its bearing capacity, stiffness degradation, displacement ductility, energy dissipation capacity and failure mode. The results show that the structure dissipates energy through shear deformation of steel beam and plastic hinge deformation at the bottom of the wall limb, which can obviously improve the seismic behavior of reinforced concrete shear wall with two legs. When the coupling ratio is 30, the cracks of the wall limb concrete are concentrated, and the damage mainly occurs in the bottom two layers. The composite wall system with 45% coupling ratio reduces the bending moment at the bottom of the wall to a certain extent, and the deformation ability of the steel beam is strong. Each layer of connecting beam becomes a kind of energy dissipation member set up along the wall height, and the energy dissipation range is enlarged. It is a typical multi-layer seismic fortification system and meets the requirements of ductility in seismic design. The hysteretic curve obtained is a stable fusiform. Based on the experimental results of composite wall structures with steel edge members, a large finite element program (ABAQUS) is used to analyze the cyclic loading of the structure system. A displacement controlled loading program is developed by introducing Python source code. After comparing and verifying the results of finite element analysis and test, this paper analyzes the parameters of 5 series of 14 structural models. The coupling ratio, the ratio of width to thickness of wall limb, the total height of floor are studied. The influence of failure form of steel-connected beam and the setting of steel-shaped hidden column on hysteretic performance, failure form and internal force distribution of structural system. Based on the experimental and finite element results, the mechanical model of the ultimate bearing capacity of the hybrid wall system is established. The failure process of the composite wall is divided into the initial crack of the wall limb and the yield of the steel beam. There are three stages of shear wall failure. On the basis of the failure form of common shear wall, the influence of steel column is considered, and the calculation formulas of ultimate bearing capacity of structure under two failure modes of connecting beam and five kinds of failure form of shear wall are given respectively. The comparison of the finite element analysis results with the formula results shows that they are in good agreement with each other and can be used to calculate the ultimate bearing capacity of the structure. Finally, according to the theoretical analysis results, combined with the code of our country, the design bearing capacity calculation method and seismic design suggestion of composite multi-leg wall structure with steel edge member are put forward.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU973.31
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