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1.
钢筋混凝土矩形贮液结构的液-固耦合动力分析   总被引:2,自引:0,他引:2       下载免费PDF全文
由于液体的影响,贮液结构在地震作用下的动力响应与一般结构不同.本文采用通用有限元软件ADINA,考虑混凝土材料中钢筋的作用,探讨贮存液体表面重力波、壁板刚度、结构尺寸对系统液固耦合动力响应的影响,以及单向、双向和三向地震耦联作用下的液固耦合动力响应.结果为钢筋混凝土矩形贮液结构的液固耦舍研究提供了理论依据.  相似文献   

2.
采用有限元和人工透射边界相结合的方法在时域内计算了水平液固界面上瑞利波的辐射过程,结果与解析解相符。本文提供了无界空间中非均匀波传播的数值模拟的初步尝试。  相似文献   

3.
浮放储罐三维地震反应有限元分析   总被引:1,自引:0,他引:1  
针对立式储罐,考虑液固耦合效应、地基与储罐结构的相互作用,采用有限元分析方法,对储罐在三维地震荷载作用下动反应进行了数值分析。分析结果表明:储罐三维地震加速度反应较一维地震加速度反应增加、提离高度明显放大、储罐轴向应力增加、基底剪力与弯矩增大。  相似文献   

4.
贮液结构是一种极为重要的构筑物,与人民群众日常生产和生活息息相关。随着贮液不同,贮液结构广泛应用于生命线工程和能源与化工领域,如水塔、水箱、储油罐、储酸罐、消化池、降温池、冷凝器等,其结构形式也多种多样,包括半地下式、立式、卧式、支承式等。由于存在液固耦合作用,这种结构动力响应极为复杂,尤其是强地震动作用下,引起的震害现象千差万别。历次震害表明,高烈度区大量贮液结构受到破坏,如浮放支座移位、支  相似文献   

5.
地下储液罐抗爆炸地冲击作用的流固耦合有限元分析   总被引:1,自引:0,他引:1  
储液罐的抗震性能虽然得到了较为深入的研究,但对其抗爆炸产生的地冲击作用的研究还十分罕见。本文通过建立流固耦合的数值分析模型,研究爆炸地冲击作用下地下立式储液罐的动力特性,包括储液晃动波高、罐壁的应力和应变、底板的提离和浮放储液罐的“象足”变形产生原因及破坏机理等。研究结果表明,储液罐在爆炸地冲击荷载和地震荷载作用下的动力响应有明显区别,地震荷载作用下的储液罐抗震验算方法不适用于爆炸地冲击荷载。  相似文献   

6.
磁流变式调谐液柱阻尼器抑制结构   总被引:1,自引:1,他引:0  
磁流变式调谐液柱阻尼器(MR-TLCD)是由调谐液柱阻尼器(TLCD)和磁流变液阻尼器(MRD)组成的新型半主动控制装置.依据Lagrange方程建立了MR-TLCD与单自由结构耦合运动方程,基于线性二次型经典控制计算出最优主动控制力,采用Bang-Bang、离复位以及限界Hrovat最优控制三种算法来实现半主动控制策略,以Nonhfidge地震动为例在Maflab/Simulink模块下进行了仿真计算.结果表明三种半主动控制策略中离复位控制最优,限界Harvot,Bang-Bang次之,且都优于被动控制效果.相对位移控制效果好于相对加速度,均方根值效果好于峰值效果.但MR-TLCD抑制结构受到此类特征周期地震作用时有放大加速度峰值可能.  相似文献   

7.
地震作用下立式储液罐罐壁“象足”变形仿真分析   总被引:1,自引:0,他引:1  
基于ANSYS软件建立了考虑液体晃动和罐底提离立式储液罐有限元模型,分别进行了水平地震和竖向地震作用下罐壁“象足”变形分析。分析表明:立式储液罐罐壁“象足”变形主要是由罐壁纵向压应力超过临界应力而产生的局部屈曲破坏,并非强度破坏。因罐底提离导致的罐底与基础反复撞击加大了作用在罐壁上的应力,使罐壁底部“象足”变形不断发展,最终导致罐壁撕裂。在完全相同地震加速度作用下,水平地震作用比竖向地震作用罐壁更早更容易进入屈曲状态,产生“象足”变形。  相似文献   

8.
地震作用下立式储液罐罐壁"象足"变形仿真分析   总被引:2,自引:0,他引:2  
基于ANSYS软件建立了考虑液体晃动和罐底提离立式储液罐有限元模型,分别进行了水平地震和竖向地震作用下罐壁"象足"变形分析.分析表明:立式储液罐罐壁"象足"变形主要是由罐壁纵向压应力超过临界应力而产生的局部屈曲破坏,并非强度破坏.因罐底提离导致的罐底与基础反复撞击加大了作用在罐壁上的应力,使罐壁底部"象足"变形不断发展,最终导致罐壁撕裂.在完全相同地震加速度作用下,水平地震作用比竖向地震作用罐壁更早更容易进入屈曲状态,产生"象足"变形.  相似文献   

9.
本文将管线周围的土体视为固-液二相介质,采用考虑地震过程中土体内孔隙水压力的增长和消散的有效应力分析方法,并以非线性的土体本构模型模拟土体动力特性的改变以及在孔隙水压作用下的变形,以求接近土体的真实地震反应。研究表明随着土体软化程度的不同,受到土体约束的管线应力亦发生相应变化。文中详细研究了地震动峰值、管线直径、行波波速和入射角度等对管线应力的影响。  相似文献   

10.
中国核电厂抗震设计规范推荐采用的Housner模型不适用于复杂形状核电储液结构的流固耦合分析。对于AP1000和CAP1400核电站屏蔽厂房顶部非能动安全壳冷却系统重力水箱(简称PCS水箱),基于圆柱形水箱的Housner等效质量-弹簧模型,通过引入水箱体积修正参数,提出PCS水箱的三维等效质量-弹簧模型。采用有限元软件ADINA建立水箱结构流固耦合整体有限元模型以进行模态分析,计算分析PCS水箱和对应环形水箱在不同尺寸和液体深度条件下的液体晃动自振特性。对比整体有限元模型与三维等效质量-弹簧模型计算结果发现,提出的PCS水箱三维等效质量-弹簧模型能给出其内液体晃动各阶振型的液动压力合理估计值,适用于具有复杂形状的PCS水箱液动压力分析。本文的等效模型方法可推广应用于其他复杂形状水箱的液动压力分析。  相似文献   

11.
In this paper, we processed and analyzed the Sentinel-1A data by "two-pass" method and acquired the surface deformation fields of Menyuan earthquake. The results show the deformation occurred mainly in the south wall of fault, where uplift deformation is dominant. The uplift deformation is significantly larger than the subsidence and the maximum uplift of ascending and descending in the LOS is 6cm, 8cm respectively. Meanwhile, based on the Okada model, we use the ascending and descending passes data as constraints to invert jointly the fault distribution and source parameters through constructing fault model of different dip directions. The optimum fault parameters are:The dip is 43°, the strike is 128°with the mean rake of 85°. The maximum slip is about 0.27m. The inverted seismic moment M0 is 1.13×1018N·m, and the moment magnitude MW is 5.9. The SW-dipping Minyue-Damaying Fault is possibly the seismogenic fault, based on the comprehensive analysis of the focal mechanisms, aftershocks relocation results and the regional tectonic background. The focus property is dominated by thrust movement with a small amount of dextral strike-slip component. The earthquake is the result of local stress adjustment nearby the Lenglongling Fault under the background of northeastward push and growth of Tibet Plateau.  相似文献   

12.
1983年11月7日菏泽5.9级地震震源过程研究   总被引:2,自引:0,他引:2       下载免费PDF全文
刘万琴  魏光兴 《地震学报》1989,11(3):282-290
本文用178个国内外地震台的P波初动符号,作出山东省菏泽地震(Ms=5.9)的断层面解,并用广义瑞雷波方向性函数得到这个地震的破裂方向为北东,破裂速度和破裂长度分别为0.6 km/s和3 km.由瑞雷波谱得M0=1.71020Ncm.这次地震发生在菏泽地震巢的西南端.震前几个月,地震巢的地震活动处于平静期.与此同时,据大地测量资料表明,在地震巢及其附近平均隆起2mm.我们推测震前地震巢及其附近存在断层蠕变,使得应力弱化,从而使其西南端的震源区应力增加而发生5.9级地震.   相似文献   

13.
青藏高原挤压隆升过程的数值模拟   总被引:36,自引:7,他引:29       下载免费PDF全文
将大陆岩石层视为由幂指数律控制的一层薄层,它上伏在粘滞性较低的软流层之 上蠕变流动,其运动限制在与东亚大陆构造形态较相似的边界模型的梯形框架之中.设印度 板块以一恒定的速度向北推进,并被视为青藏高原挤压隆升的主要动力.用数值模拟的方法 研究了青藏高原的挤压隆升演化过程,并对数值模拟的隆升过程作了剥蚀修正.结果表明, 由挤压模型所产生的地形和现代青藏高原及其邻区的地形格局比较吻合.同时也表明,挤压 隆升过程受多种因素(如岩石层的力学特性、边界条件以及剥蚀作用)的制约,无论从空间还 是从时间上看,模拟所反映的高原隆升都是不均匀的演化过程.  相似文献   

14.
剥蚀及地幔作用下青藏高原隆升过程的数值模拟   总被引:7,自引:2,他引:7       下载免费PDF全文
修改了England和Mckenzie的黏性薄层流变模型中控制大陆形变的连续性方程,将剥蚀作用对高原隆升演化的影响直接引入该方程,并考虑下伏地幔小尺度对流对增厚岩石层的搬离作用对高原隆升演化后期的影响,用有限差分法直接模拟青藏高原隆升过程. 数值模拟结果所显示的高原隆升演化过程与实际观测资料吻合较好,揭示了高原隆升演化过程的非平稳和多阶段的特性;同时还表明上地幔小尺度对流对岩石层底部的搬离作用可能是最近8Ma以来高原快速隆升的主导机制.  相似文献   

15.
本文根据多孔介质弹性变形与流体扩散在力学上的相互作用,选取了耦合本构关系式作为数学模型并对其求解,研究了地壳中三种类型断层在地幔物质上涌作用下,所产生的附加断层强度的变化和分布。主要结果是:(1)在空间上,“上涌”面所造成的断层强度软化区位于隆起的边翼地区;(2)在时间上,“上涌”对构造地震的触发滞后于隆起过程。本文通过对唐山地震的分析认为,地幔物质上涌在地震孕育和发生过程中起着重要的作用,并估算了震源面上的强度软化值。最后,求出了在“上涌”作用下,地壳中所产生的最大剪切应力分布。结果表明:“上涌”造成的破裂区域最易发生在地壳中层的隆起边翼地带,而且此区域形成的断层很可能是高倾角的断层。  相似文献   

16.
青藏高原的隆升过程与地球动力学模型研究进展   总被引:8,自引:2,他引:8  
综合对比、分析了现有青藏高原隆升过程和地球动力学模型相关成果,认为:(1)高原岩石圈以多圈层为特征,其内部层圈相互作用复杂,从而导致隆升过程和机制的复杂性以及构造演化的阶段性,高原的隆升是多种机制联合作用的产物,具有多阶段、非均一、不等速的特征;(2)现有地球动力学模式多力求用一种动力学体制对高原整体构造格架和成因演化进行解释,然而,高原的隆升过程、状态和动力学机制具有非线性、非周期性和无序性等特征,其隆升作用存在非线性效应;(3)以数值模拟为手段,开展物理与数学的定量模拟研究,建立组合动力学模型,是青藏高原隆升过程和地球动力学研究中有待深化的重要课题。  相似文献   

17.
Xia  Xiushen  Wu  Suiwen  Shi  Jun  Jia  Junfeng  Chen  Xingchong  Ma  Huajun 《地震工程与工程振动(英文版)》2020,19(4):1005-1015

In this study, sacrificial components were incorporated into self-centering railway bridge piers to improve the lateral stiffness. The seismic response of this new detail was investigated. First, the method to compute the initial uplift moment of the self-centering pier is given. In addition, shaking table tests were conducted on a free-rocking pier without sacrificial components, which was used to validate a two-spring numerical model. Good agreement was obtained between the numerical results and experimental data. Furthermore, the validated model was employed to investigate the influence of sacrificial components on the seismic response of rocking piers. For this purpose, two models were developed, with and without sacrificial components. Nonlinear response history analysis was then performed on both models under three historical motions. The results showed that compared to the one without sacrificial components, the rocking pier with sacrificial components has comparable displacement at the top of the pier, and maximum uplift moment at high amplitude motion. Therefore, incorporating sacrificial components into the rocking pier can increase the lateral stiffness at service load and low amplitude frequent earthquakes but can produce comparable response at high seismic excitation. These results provide support for performance-based seismic design of self-centering rocking piers.

  相似文献   

18.
立式储罐与地基相互作用地震反应分析   总被引:1,自引:1,他引:1  
在考虑地基与储罐相互作用的情况下,采用有限元法对储罐住水平地震荷载作用下的反应进行了计算。推导了系统刚度矩阵及质量矩阵的计算过程。通过对四种场地条件下的地震响应分析,得出了储罐各种参数对地震反应的影响。分析表明:不同的地震激励对储罐系统的反应是不同的;地基刚度对系统的动力响应的影响也很大:即地基越“柔”,基底弯矩、罐壁轴向应力越小,但环向应力和底板变形却在增加。  相似文献   

19.
—The 12 November 1996 M w 7.7 Peru subduction zone earthquake occurred off the coast of southern Peru, near the intersection of the South American trench and the highest topographical point of the subducting Nazca Ridge. We model the broadband teleseismic P-waveforms from stations in the Global Seismic Network to constrain the source characteristics of this subduction zone earthquake. We have analyzed the vertical component P-waves for this earthquake to constrain the depth, source complexity, seismic moment and rupture characteristics. The seismic moment determined from the nondiffracted P-waves is 3–5 × 1020 N·m, corresponding to a moment magnitude M w of 7.6–7.7. The source time function for the 1996 Peru event has three pulses of seismic moment release with a total duration of approximately 45–50 seconds. The largest moment release occurs at approximately 35–40 seconds and is located ~90km southeast of the rupture initiation. Approximately 70% of the seismic moment was released in the third pulse.¶We find that the 1996 event reruptured part of the rupture area of the previous event in 1942. The location of the 1996 earthquake corresponds to a region along the Peru coast with the highest uplift rates of marine terraces. This suggests that the uplift may be due to repeated earthquakes such as the 1996 and 1942 events.  相似文献   

20.
The earthquake responses of structures are usually analyzed under the assumption that the foundation is firmly bonded to the soil (fixed at their base). Such analyses often predict a base overturning moment that exceeds the available overturning resistance due to gravity loads, which implies that a portion of the foundation mat or some of the individual column footings, as the case may be, would intermittently uplift during the earthquake. In addition, p-delta phenomena are another valuable parameter that influence the response of structure with foundation uplift. Therefore it is a vital subject to investigate the influence of uplift on earthquake response of structures with including the p-delta effects. In the current paper, the investigation has been performed using finite element method with considering nonlinear material behavior. The computer program used already incorporates foundation uplift in a more realistic approach than structural models available in literature. The response of structures was compared in four cases: 1—with foundation uplift, 2—without foundation uplift, 3—with including the p-delta effects and 4—without including the p-delta effects. Some additional parametric studies have been conducted such as slender of structure, elastic modulus of soil and bi-directional input ground motion. These studies show the importance of uplift foundation on the seismic behavior of structures and the beneficial effects of foundation uplift in computing the earthquake response of structures are demonstrated. In addition, p-delta effects are the main reason to resonate the differences between the four cases.  相似文献   

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