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1.
钢筋混凝土框架结构层间位移角与构件变形关系研究 总被引：2，自引：0，他引：2
层间位移角已作为检验建筑结构抗震性能的主要指标之一而被广泛应用。为实现该指标在钢筋混凝土框架结构基于位移的抗震设计中的应用,研究了层间位移角与构件变形之间的关系。首先,采用对部分子结构的弹性理论分析得到了弹性阶段梁变形对层间位移角贡献比例的计算公式。接着,采用对15层钢筋混凝土框架整体结构的非线性地震反应计算结果的统计分析得到了在塑性阶段梁变形对层间位移角的贡献比例回归计算公式。所建立的计算公式反映了梁与柱的相对刚度和强度比例、层闽塑性变形程度的影响。最后,应用该方法进行了一算例分析,计算结果和试验结果比较一致。利用本文提出的计算方法可以方便地把对框架结构的层间位移需求转变为对梁、柱构件的变形要求。 相似文献
2.
对型钢混凝土梁柱框架结构、型钢混凝土柱-钢筋混凝土梁框架结构、纯钢筋混凝土框架结构进行分析,讨论三者在在不同的地震作用下的层间位移角、有害层间位移角、变形特征曲线上的区别。研究表明:型钢混凝土框架结构呈现剪切型的变形特征,薄弱层出现在首层及二层,大震最大层间位移角可取小震时对应数值的6.5倍进行估算,型钢混凝土框架结构更适用于8度半以上抗震设防烈度地区。 相似文献
3.
基于性态的砌块砌体结构极限性态目标位移确定方法的研究 总被引：7，自引：0，他引：7
对砌块砌体结构进行Push—over分析，其结果准确与否和结构的极限性态目标位移的可靠确定关系很大。本文基于大量的配筋砌块砌体墙片试验结果，对直接基于位移的抗震设计法进行改进，使之能够用于砌块砌体结构的极限性态目标位移的确定。用改进的方法求解一座1／4比例的10层砌块砌体模型结构的极限性态目标位移，并与该模型结构的振动台试验结果进行比较。结果说明本文提出的改进方法是可以应用于求解砌块砌体结构的极限性态目标位移的。 相似文献
4.
《地震工程与工程振动》2015,(1)
提出了一种轻型钢管混凝土芯柱-保温夹层砌体组合墙,为研究这种墙体的抗震性能,进行了3个不同构造组合砌体墙与1种带限位装置的玻璃珠-石墨基础滑移隔震技术结合的低周反复荷载试验,试件1为轻型钢管混凝土芯柱-再生砖组合墙试件,试件2为轻型钢管混凝土芯柱-粉煤灰砌块夹层-再生砖组合墙试件,试件3为轻型钢管混凝土芯柱-粉煤灰砌块夹层-端部再生砖约束型土坯组合墙试件,各试件墙体两端均内置了竖向构造钢筋。对比分析了各试件的破坏特征、承载力、延性和滞回性能,给出了轻钢芯柱-保温夹层砖砌体墙的承载力计算公式,计算结果与试验符合较好。研究表明:轻型钢管混凝土芯柱-保温夹层砌体墙具有良好的抗震性能,可用于农村低层房屋砌体结构抗震设计。 相似文献
5.
为研究核心筒抗震性能水准及其指标限值,完成了3个核心筒拟静力试验,记录了损伤过程及对应的层间位移角。在现有核心筒研究成果及国内外规范的基础上,将核心筒的抗震性能水准划分为4个等级,并给出了相应的宏观描述。通过总结相关试验研究结果,发现《建筑抗震设计规范》(GB50011-2010)对层间位移角限制过于严格,考虑到结构带裂缝工作,层间位移角限制过严会增加建筑成本,并导致结构自重增加而不利于抗震,故建议适当放宽核心筒的层间位移角限值,分别给出框架-核心筒及筒中筒结构最大层间位移角建议值。 相似文献
6.
针对我国村镇地区仍广泛存在生土结构房屋，且其结构整体性及抗震性能较差的现状，提出一种可有效提高其抗震性能、具有施工便捷性和装配属性的新型钢节点木构架-生土墙结构形式。进行了新型钢节点木构架-生土墙与农房中常见的素生土墙、上土坯下砖砌体混砌墙、传统榫接木构架-生土墙的拟静力对比试验，比较了4个墙体试件的破坏形态、滞回曲线和骨架曲线特征，以及延性系数、耗能能力、极限层间位移角等抗震性能指标。研究表明:素生土墙和上土坯下砖砌体混砌墙抗震性能较差，木构架的约束作用可有效提升生土墙的抗剪承载力和延性，新型钢节点连接的木构架-生土墙抗震性能优于榫接形式，具备一定的推广应用价值。 相似文献
7.
性态抗震设计已成为结构抗震设计的发展趋势,本文以约束混凝土砌块结构为对象,在提出约束混凝土砌块墙承载力计算公式的基础上,建立了砌块墙片的恢复力模型。对3座不同层数的典型约束混凝土砌块结构,在代表不同场地类别、不同地震动强度的输入下分别进行了动力非线性时程分析和静力非线性分析。通过计算结果的对比,讨论了2种分析方法中场地类别、地震动强度、静力非线性分析中侧力分布模式等影响,所得结论可以为用静力非线性分析估计砌块结构的抗震性能提供有益的参考依据。 相似文献
8.
为了研究自复位中心支撑钢框架（SC-CBF）结构的抗震性能，对一四层SC-CBF结构进行了静力弹塑性分析、低周往复加载分析和动力弹塑性时程分析，并与中心支撑钢框架（CBF）结构进行对比，探究了不同GAP单元刚度和预应力筋截面积对SC-CBF结构自复位性能及抗震性能的影响规律。结果表明:与传统CBF结构相比，SC-CBF结构的抗侧能力强，地震作用下基底剪力小，卸载后的残余变形较小，具有良好的延性性能；在极罕遇地震作用下SC-CBF结构的位移响应大，耗散的能量多，层间位移角大而残余位移小，表现出良好的自复位性能和抗震性能；GAP单元刚度对预应力筋的受力性能影响较为明显，对结构的整体受力性能和延性性能影响较小，但结构的整体受力性能和延性性能受预应力筋截面积影响显著。 相似文献
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10.
利用ABAQUS软件对既有的砌体墙试验结果进行了数值模拟，验证了模型的正确性以及混凝土损伤塑性模型对模拟砌体结构受力性能的可用性。在此基础上，借助实地调查获得的结构参数和材料性能数据，以重庆典型农居建筑为例，建立了无筋砌体农居的三维有限元模型，对数值模型进行了动力特性分析和不同烈度下多遇及罕遇地震的动力弹塑性时程分析，并建议了无筋砌体结构农居在不同地震烈度破坏下墙体表面积受拉损伤率的临界值。最后，利用既有文献提出的层间位移角限值，分析了该农居的破坏程度，比较了墙体表面积受拉损伤率和层间位移角限值衡量砌体结构的破坏程度。分析结果表明:提出的墙体表面积受拉损伤率和层间位移角限值衡量砌体结构破坏程度吻合良好；当墙体表面积受拉损伤率小于1%时，结构轻微破坏；当位于1%~5%时，发生中等程度破坏；当位于5%~30%时，发生严重破坏；当大于30%时，结构倒塌。 相似文献
11.
Norio Hori Norio Inoue Dangol Purushotam Tetsuya Nishida Jun Kobayashi 《地震工程与结构动力学》2006,35(13):1699-1719
To improve the seismic performance of masonry structures, confined masonry that improves the seismic resistance of masonry structures by the confining effect of surrounding bond beams and tie columns is constructed. This study investigated the earthquake resisting behaviour of confined masonry structures that are being studied and constructed in China. The structural system consists of unreinforced block masonry walls with surrounding reinforced concrete bond beams and tie columns. The characteristics of the structure include: (1) damage to blocks is reduced and brittle failure is avoided by the comparatively lower strength of the joint mortar than that of the blocks, (2) the masonry walls and surrounding reinforced concrete bond beams and tie columns are securely jointed by the shear keys of the tie columns. In this study, wall specimens made of concrete blocks were tested under a cyclic lateral load and simulated by a rigid body spring model that models non‐linear behaviour by rigid bodies and boundary springs. The results of studies outline the resisting mechanism, indicating that a rigid body spring model is considered appropriate for analysing this type of structure. Copyright © 2006 John Wiley & Sons, Ltd. 相似文献
12.
带构造柱和圈梁的约束砌体结构在四川灾区乡镇房屋重建中被广泛采用,其抗震性能是人们所关心的.基于绵竹市土门镇当地重建房屋常用建筑材料的实验数据以及通用有限元软件ANSYS中Solid 65单元的性质和特点,用有限元模型模拟了粘土砖砌体在不同压应力状态(σ-/fm)下沿通缝截面抗剪强度试验,给出了相关单元在模拟砖砌体开裂中闭合及开口剪力传递系数的建议值;利用这些结果,分别建立了带约束(构造柱、圈梁等)和不带约束砌体墙的有限元模型,进而分析了他们在单调荷载以及低周往复荷载作用下的抗震性能.结果表明,与不带约束的墙体相比,带约束墙体在单调水平荷载作用下的初裂性能、极值荷载和延性都有很大的提高,在低周往复荷载作用下其耗能能力得到了改善.所得结果可供相应结构抗震设计的参考. 相似文献
13.
大开间小型混凝土砌块10层模型房屋抗震性能试验研究(Ⅰ) 总被引：8，自引：3，他引：8
我国抗震设计规范（GB50011－2001）规定在6、7、8度区，混凝土小砌块结构分别可以建七、六、五层。由于混凝土小砌块结构的最大优势在于10－20层（与混凝土框架或框架剪力墙结构比）。本文按1／4比例制作了10层混凝土小砌块结构模型，按7度设防要求实施构造措施，通过振动台试验研究模型结构的抗震性能。结果表明，模型结构完全能够满足在7度区“小震不坏，大震不倒”的要求。圈梁、构造柱以及水平拉结筋构成的约束体系抗震作用是明显的。试验利用砌块的非注芯孔灌注铁砂来模拟墙体出平面动力效应。在本模型的构造措施下，平出面反应不对结构破坏起控制作用。 相似文献
14.
The response of autoclaved aerated concrete confined masonry buildings to seismic ground motion has been studied. Three 1:4 scale models of residential buildings with the same distribution of walls in plan but different types of floors and number of stories have been tested on a uni-directional shaking table. Lightweight prefabricated slabs have been installed in the case of the three-storey model M1, whereas reinforced concrete slabs have been constructed in the case of three-storey model M2 and four-storey model M3. Model M1 was subjected to seismic excitation along the axis of symmetry, whereas models M2 and M3 were tested orthogonal to it. Typical storey mechanism, characterised by diagonal shear failure mode of walls in the ground floor in the direction of excitation has been observed in all cases. Taking into consideration the observed behaviour, a numerical model with concentrated masses and storey hysteretic rules has been used to simulate the observed behaviour. Storey resistance curves calculated by a push-over method and hysteretic rules, which take into account damage and energy based stiffness degradation hysteretic rules, have been used to model the non-linear behaviour of the structure. Good agreement between the experimentally observed and calculated non-linear behaviour has been obtained. 相似文献
15.
Seismic behaviour of masonry buildings, built of low compressive strength units, is discussed. Although such materials have already been tested and approved for use from mechanical and thermal insulation point of view, the knowledge regarding their structural behaviour is still lacking. In order to investigate the resistance and deformation capacity of this particular type of masonry construction in seismic conditions, a series of eight walls and model of a two-storey full scale confined masonry building have been tested by subjecting the specimens to cyclic shear loads. All tests were conducted under a combination of constant vertical load and quasi static, cyclically imposed horizontal load. The behaviour of tested specimens was of typical shear type. Compared with the behaviour of plain masonry walls, the presence of tie-columns resulted into higher resistance and displacement capacity, as well as smaller lateral resistance degradation. The response of the model was determined by storey mechanism with predominant shear behaviour of the walls and failure mechanism of the same type as in the case of individual confined masonry walls. Adequate seismic behaviour of this particular masonry structural type can be expected under the condition that the buildings are built as confined masonry system with limited number of stories. 相似文献
16.
Romeu Silva Vicente Hugo Rodrigues Humberto Varum Aníbal Costa Jos António Raimundo Mendes da Silva 《地震工程与工程振动(英文版)》2012,11(1):23-34
This paper discusses the issue of performance requirements and construction criteria for masonry enclosure and infill walls.Vertical building enclosures in European countries are very often constituted by non-load-bearing masonry walls, using horizontally perforated clay bricks.These walls are generally supported and confined by a reinforced concrete frame structure of columns and beams/slabs.Since these walls are commonly considered to be nonstructural elements and their influence on the structural response is ignored,their consideration in the design of structures as well as their connection to the adjacent structural elements is frequently negligent or insufficiently detailed.As a consequence,nonstructural elements,as for wall enclosures,are relatively sensitive to drift and acceleration demands when buildings are subjected to seismic actions. Many international standards and technical documents stress the need for design acceptability criteria for nonstructural elements,however they do not specifically indicate how to prevent collapse and severe cracking,and how to enhance the overall stability in the case of moderate to high seismic loading.Furthermore,a review of appropriate measures to improve enclosure wall performance and both in-plane and out-of-plane integrity under seismic actions is addressed. 相似文献
17.
新型节能复合混凝土空心砌块砌体抗震性能的试验研究 总被引：2，自引：0，他引：2
本文通过2片开窗洞加窗台梁节能复合混凝土小型空心砌块墙体和2片不开窗洞墙体的水平低周反复荷载试验,研究了节能复合混凝土小型空心砌块砌体墙的受力全过程、开裂部位、裂缝发展情况以及破坏形态,分析了墙体的滞回特性、延性、耗能能力,刚度退化曲线等抗震性能,同时,考察了墙体外叶保护层的受力性能、破坏程度以及与墙体的共同工作机理,探讨了不同构造措施以及开窗洞对墙体抗震性能的影响。研究结果表明:复合混凝土小型砌块砌体从开始加载到最终破坏,砌块保护层都没有明显的鼓凸和脱落现象,说明聚苯层及横向拉结筋能够提供可靠的连接,保证外叶保护层在水平剪力和竖向荷载共同作用下和墙体整体工作,此外,开窗洞对墙体的抗震性能削弱较大。 相似文献
18.
提出了一种带构造柱混凝土砌块承重墙体,并已获得国家发明专利。进行了2个带构造柱混凝土砌块墙体和2个普通带芯柱混凝土砌块墙体低周反复荷载下抗震性能比较试验研究。砌块墙体高宽比为0.6和1.0,厚度均为240 mm,轴压比均为0.3。对比分析了各墙体的承载力、刚度及其退化过程、延性、耗能和破坏特征。研究表明,所提出的带构造柱混凝土砌块墙体与普通带芯柱混凝土砌块墙体相比,抗震性能显著提高。 相似文献
19.
The objective of this study is to investigate the effect of masonry infills on the seismic performance of low‐rise reinforced concrete (RC) frames with non‐seismic detailing. For this purpose, a 2‐bay 3‐storey masonry‐infilled RC frame was selected and a 1 : 5 scale model was constructed according to the Korean practice of non‐seismic detailing and the similitude law. Then, a series of earthquake simulation tests and a pushover test were performed on this model. When the results of these tests are compared with those in the case of the bare frame, it can be recognized that the masonry infills contribute to the large increase in the stiffness and strength of the global structure whereas they also accompany the increase of earthquake inertia forces. The failure mode of the masonry‐infilled frame was that of shear failure due to the bed‐joint sliding of the masonry infills while that of the bare frame appeared to be the soft‐storey plastic mechanism at the first storey. However, it is judged that the masonry infills can be beneficial to the seismic performance of the structure since the amount of the increase in strength appears to be greater than that in the induced earthquake inertia forces while the deformation capacity of the global structure remains almost the same regardless of the presence of the masonry infills. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献