OPENSEES中纤维模型的研究

详细介绍了OPENSEES[2]和CANNY[1]中各种纤维模型的计算原理,并用OPENSEES中的纤维模型分别模拟了一个钢筋混凝土柱试件和一个钢筋混凝土剪力墙试验模型。通过计算结果与试验结果的对比,显示此模型能够比较准确地模拟钢筋混凝土柱构件和钢筋混凝土剪力墙构件在大变形下的非线性反应。     

精细化纤维梁柱单元模拟分析平台FENAP的开发

为精细化模拟桥梁结构的非线性行为,在深入分析纤维梁柱单元模型原理的基础上,本文基于ABAQUS建立了钢筋混凝土精细化纤维梁柱单元模拟平台FENAP,开发了与其相适应的材料模型库FENAP/MAT,涵盖了多种材料本构模型,能够有效考虑构件的刚度退化和强度退化等损伤效应,以及模拟轴力和弯矩的多维耦合效应等复杂非线性动力行为,且可考虑箍筋对混凝土的约束作用等。利用该FENAP平台数值模拟了一个钢筋混凝土矩形截面悬臂梁,进行了Pushover分析,考虑了箍筋对核心混凝土约束效应的影响,并与OpenSEES的计算结果进行对比。结果表明:FENAP平台可有效模拟桥梁构件的多种复杂非线性行为,且具有很好的计算效率和求解精度。     

钢筋混凝土剪力墙非线性单元模型的研究

本文首先对等效框架模型、多竖直杆单元模型作了改进.然后应用改进等效框架模型、改进多竖直杆单元模型及分层壳单元模型,对不同轴压比的三片剪力墙构件模型与一个14层筒中筒结构模型进行了计算分析,并与实验结果作了比较.结果表明:改进多竖直杆单元模型在所有情况下均可取得较好结果,是适用性较强的剪力墙非线性单元模型;多层壳单元模型...     

基于纤维梁柱单元的桥梁墩柱地震反应模拟方法研究

为讨论利用纤维梁柱单元进行钢筋混凝土桥墩地震反应分析的建模方法,分别以4个悬臂式单柱墩和1个双柱墩拟静力加载试验,以及1个悬臂式单柱墩的振动台试验结果为依据,基于OpenSees数值分析平台建立了桥墩的地震反应分析模型。通过改变单元数量,分析了基于力的纤维梁柱单元和基于位移的纤维梁柱单元对桥墩地震反应的模拟精度。结果表明:对悬臂式单柱墩的拟静力和振动台试验,可沿墩高仅建立1个基于力的纤维梁柱单元,并在墩底串联1个考虑纵筋塑性渗透和粘结滑移的转动弹簧单元,即可获得很好的模拟结果。当采用基于位移的纤维梁柱单元时,应沿墩高至少建立2个单元,且塑性铰区至少有1个,才能保证获得较高的模拟精度。对双柱墩拟静力试验,采用基于力的纤维梁柱单元建模,沿每个墩高建立2个单元即可;以基于位移的纤维梁柱单元建模,建议沿每个墩高建立3个单元,且其中2个单元布置在塑性铰区。当数值模型可对静力滞回曲线取得很好的模拟结果后,该模型一般可对动力作用下墩顶最大位移和墩底最大剪力进行较为准确的模拟,但对墩顶残余位移的模拟精度无法保证。     

基于柔度法的异形截面钢筋混凝土构件非线性分析

钢筋混凝土异形截面构件在住宅建筑中已被广泛应用,但适合此类长细比较小的异形截面构件空间分析模型并不成熟.目前国内外学者提出的基于有限单元柔度法的纤维单元模型,还不能考虑剪切变形对构件刚度的影响,对于短肢剪力墙这类长细比较小的构件是不适用的.本文建立了考虑剪切变形的基于柔度法的弹塑性纤维单元,对L形钢筋混凝土构件进行了算例分析.模拟计算结果与试验结果显示出良好的一致性,L形截面构件在侧力作用下会发生斜弯曲现象,钢筋混凝土构件在纯弯矩作用下杆件具有伸长特性.     

基于等效框架模型的砌体结构抗震模拟及验证

等效框架模型采用宏观模型来模拟砌体墙在平面内的抗震性能。砌体墙的墙柱和墙梁采用同时考虑轴向弯曲和剪切变形的基于力法的纤维截面进行模拟,且两者的连接视为刚性区域。轴向压缩及弯曲效应在截面纤维模型中考虑,而剪切效应由V-γ剪切恢复力模型表达,弯曲和剪切在单元层面进行耦合。通过统计和分析,确定骨架曲线的计算方法,并基于Ibarra-Krawinkler模型提出剪切恢复力模型。通过算例得出:该模型在单调加载和循环加载下的数值计算结果与试验结果均吻合较好。     

不同模型对足尺钢框架振动台试验模拟的影响

本文分别采用纤维单元模型和塑性铰单元模型对一个四层足尺钢框架振动台试验进行模拟分析,在三维空间非线性分析程序Perform-3D中进行动力非线性分析,比较分析结果,并与试验结果对比,以研究两种模型应用于钢框架整体结构非线性分析的计算精度。文中并讨论了纤维单元模型截面纤维的划分、塑性区长度的取值等问题。最后对采用组合梁的整体结构模型进行了动力非线性分析。结果表明,纤维模型的建模速度比塑性铰模型快,但塑性铰模型能模拟结构的倒塌时间。Perform-3D程序的纤维单元模型和塑性铰单元模型用于计算我国规范规定的7度和8度地震作用的多层钢框架结构,其结果是真实可靠的,而且计算结果偏于安全。     

桥梁高墩合理计算模型探讨

采用弹塑性梁柱单元和弹塑性纤维梁柱单元分别建立桥梁墩柱的两种计算模型,深入讨论了桥梁墩柱在地震作用下,塑性铰形成、塑性区扩展以及塑性转角、墩顶位移等结构需求,针对弹塑性梁柱单元模型中不同单元划分数量对墩柱地震需求的影响也进行了比较分析。计算结果表明,高阶振型对桥梁高墩地震响应贡献较大,其塑性转角、墩顶位移等地震需求的变化规律与中、低墩明显不同。桥梁高墩在墩身中部及墩底同时形成塑性铰,且塑性区随地震激励的增强而扩展。单元划分数量对桥梁墩柱的塑性转角、墩顶位移等地震需求均有较大影响,最后讨论了两种计算模型在墩柱地震需求计算时的适用性。     

采用非线性纤维梁单元法的钢管混凝土组合框架动力响应分析

钢管混凝土结构已经广泛应用于我国高层和超高层建筑中,为研究该类结构的抗震性能,分别采用分离模量法和统一模量法对某13层钢管混凝土框架结构进行抗震性能分析,研究不同地震波作用下组合框架的模态和多遇地震下的弹性动力时程,对比组合框架顶点位移反应、加速度反应、层间侧移及动力放大系数等。研究结果表明,分离模量法和统一模量法建模方法在分析钢管混凝土框架抗震动力特性上总体相差不大,但前者可以考虑材料弹塑性,从而对结构弹塑性进行分析,而后者在弹塑性阶段需要用全曲线表达式,尚需进一步的研究。     

A regularized fiber element model for reinforced concrete shear walls

Reinforced concrete shear walls are used because they provide high lateral stiffness and resistance to extreme seismic loads. However, with the increase in building height, these walls have become slenderer and hence responsible of carrying larger axial and shear loads. Because 2D/3D finite element inelastic models for walls are still complex and computationally demanding, simplified but accurate and efficient fiber element models are necessary to quickly assess the expected seismic performance of these buildings. A classic fiber element model is modified herein to produce objective results under particular loading conditions of the walls, that is, high axial loads, low axial loads, and nearly constant bending moment. To make it more widely applicable, a shear model based on the modified compression field theory was added to this fiber element. Consequently, this paper shows the formulation of the proposed element and its validation with different experimental results of cyclic tests reported in the literature. It was found that in order to get objective responses in the element, the regularization techniques based on fracture energy had to be modified, and nonlinearities because of buckling and fracture of steel bars, concrete crushing, and strain penetration effects were needed to replicate the experimental cyclic behavior. Thus, even under the assumption of plane sections, which makes the element simple and computationally efficient, the proposed element was able to reproduce the experimental data, and therefore, it can be used to estimate the seismic performance of walls in reinforced concrete buildings. Copyright © 2016 John Wiley & Sons, Ltd.     

基于Timoshenko梁理论纤维模型巨型钢框架结构非线性地震反应分析方法

巨型钢框架结构中,组成主结构的杆件截面高度很大,荷载作用下截面剪切变形对杆件承载力和塑性发展的影响不能忽略,即基于弯曲梁理论的截面纤维模型梁柱单元用于此类结构非线性分析时精度并不高.本文基于刚度法将截面纤维模型与Timoshenko梁理论结合,考虑剪切屈服与弯曲屈服相分离建立杆件单元刚度矩阵通过有限元软件MSC.Mar...     

利用重磁资料研究西非中南段含盐盆地构造区划

西非中南段含盐盆地位于大西洋东岸浅海区,在构造演化的过渡阶段形成了巨厚的Aptian期蒸发盐岩,将该区分为盐上层、盐层和盐下层三个构造层序.而盐岩的遮蔽效应使得盐下层地震反射品质差、盐下层序研究程度低,致使裂谷主控断裂、裂谷规模及展布形态不清楚.本文利用重、磁资料覆盖面广、横向分辨能力强、受盐岩影响小的优势,结合地震及地质资料,研究了西非中南段含盐盆地盐下构造格局.通过研究表明,西非中南段含盐盆地整体呈现"东西分带,南北分块"的构造特征;重新厘定了里奥穆尼、加蓬、下刚果和宽扎4个含盐盆地边界;识别了2个盐下裂谷带及其内部28个盐下凹陷,盐下凹陷呈现垒堑相间的结构特征;推断了盐下一级断裂16条,二级断裂23条,呈现"东西拉张,北东走滑"的力学特征.该项研究成果为该区盐下地震层序再解释、盐下油气战略选区及下一步勘探部署提供了地球物理依据.     

时域谱元法的质量特性模型及其构建方法

研究了构建时域谱单元质量特性模型的数学机制,针对时域切比雪夫谱单元和勒让德谱单元建立了一种直接导出谱单元一致质量矩阵和集中质量矩阵的统一数学方法,对比分析两种谱单元质量特性模型的特征,并从物理角度探讨了谱单元质量特性模型的合理性.研究表明,数值积分点与谱单元节点选取是否一致是决定时域谱单元形成一致质量模型或集中质量模型...     

基于比例边界有限元方法的拱坝子结构分区形式研究

比例边界有限元方法是一种半解析的数值计算方法,具有降维、网格灵活、严格模拟无限域和无需基本解等特点。比例边界有限元方法的基本理论是在整体坐标与局部坐标的比例边界转换基础之上建立的,相似中心的选取是否合理对分析计算具有重要的影响,导致在模拟拱坝这种不规则的空间壳体结构时,具有一定的局限性。采用子结构方法,将坝体分为若干满足相似性要求的区域可解决上述问题,以某拱坝为例给出了合理的坝体子结构分区形式,验证了子结构方法的精确性,为建立基于比例边界有限元方法的坝体-库水-地基系统的计算模型奠定了基础。     

Fault geometrical model of Dujiangyan section in Longmenshan fault zone

The focal mechanism solution on the seismic fault plane can reflect the geometric and kinematic characteristics of faults, and it is an important way to further study the fine structure of fault plane. From the focal mechanism solution of the earthquakes around the Dujiangyan fault in Longmenshan fault zone, we derived the average dip angle of Dujiangyan fault is 45.1° based on the seismic moment tensor theory. In order to refine the fault geometry structure, this paper decomposed it into multiple sub-fault planes along the length and width of the fault plane and forms a number of models A13, B13, A23 a, A23 b, A23 c, B23 a,B23 b and B23 c, then calculated the sub-fault's dip of each model. In order to clarify exactly which one of the fault models is closest to the real fault model, the fault slip was carried out for each model in turn, then compared the surface displacement of each model with GPS observations. The results show that B23 c model with high dip in shallow and small dip in deep is the best model, the lengths of each subfault of Dujiangyan fault from south to north are 33 km, 21 km and 46 km, respectively. When the depth of the fault bottom is about 11 km, the dip angles are 70.56°, 67.41° and 45.55°.When the depth of the fault bottom is about 30 km, The fault dip angles are 44.55°, 29.18° and 44.25°.     

Behaviour of a hydrodynamic finite element model

A finite element model which solves the vertically integrated momentum and continuity equations is described. Linear triangular elements are used to describe the geometry and parameter variations. The Galerkin method of weighted residuals is employed to cast the equations in a form amenable to numerical solution. The model is based on a fully implicit formulation using finite differences for the temporal derivatives.Means of evaluating the non-linear terms of the governing equations are described, and model results are presented for a frictionless tidal channel. The example is chosen such that the non-linearities have a large influence on the solution, and as a result the linearization scheme significantly affects the model's behaviour.Suppression of the non-linear instabilities generated by the convective terms in the momentum equations is examined for the case of flow around a 180° bend. Both the imposition of artificially high roughness coefficients and the use of an effective eddy viscosity are examined in terms of their ability to damp the oscillations which arise for this example.Finally, model results are presented for a case study involving determination of remedial measures to improve flow conditions at a river outfall in Southern Ontario.     

高孔隙岩石变形的离散单元模型

实验和野外观测表明颗粒破碎显著影响高孔隙岩石的变形特征.为建立高孔隙岩石变形的数值模型,我们以弹性理论为基础并根据问题的特征进行合理简化,给出了一种颗粒破碎机制,并根据此颗粒破碎条件改进传统的离散单元模型.利用改进的离散单元模型,研究了不同压力条件下高孔隙岩石变形的宏观和微观特征.数值模拟结果表明考虑颗粒破碎的模型能重现高孔隙岩石在不同围压下变形的应力-应变关系、声发射特征、应变局部化和剪切增强压缩等特征.我们还发现,与野外观测结果一致,在高孔隙岩石脆性阶段剪切带内部及附近伴有显著的颗粒破碎.