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为了研究复阻尼模型下连续刚构桥的地震响应,文章讨论了利用复阻尼模型求解连续刚构桥地震响应的方法,并按相同的阻尼比,分别采用复阻尼模型和黏性阻尼模型计算了后渚连续刚构桥在不同地震动作用下的响应,将计算结果进行对比,分析了两种不同的阻尼模型对地震响应影响的差别。结果表明,采用不同类型的阻尼对地震响应影响很大,以复阻尼计算出的响应幅值作为设计值,更加偏于安全,对于保证桥梁结构的抗震安全更可靠。 相似文献
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混合结构的阻尼矩阵不满足经典阻尼条件,导致传统的模态叠加法无法适用。复阻尼理论无法适用于时域计算,其自由振动响应中存在发散现象。针对混合结构的阻尼矩阵非比例性和复阻尼理论的时域发散性,基于频域等效原则构建了求解Rayleigh阻尼系数的数学优化模型,进而得到与复阻尼理论等效的Rayleigh阻尼运动方程。算例分析表明:依据位移时程响应和结构等效阻尼比可证明Rayleigh阻尼运动方程的正确性。基于本文研究成果,等效复阻尼理论的混合结构Rayleigh阻尼运动方程可直接采用模态叠加法,结合其确定的结构等效阻尼比,为混合结构的振型分解反应谱法提供理论依据。 相似文献
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随机阻尼对结构抗风抗震动力响应的影响 总被引：1，自引：0，他引：1
本文讨论了结构系统阻尼的随机性,运用运动微分方程和二阶摄动地具有随机阻尼的结构系统在地震荷载作用下的动力响应进行了计算,给出随机阻尼对结构响应的影响。结果表明,随机阻尼对结构的位移、速度和加速度的物确存在,特别是阻尼的变异系数较大对结构的动力响应影响更为明显,应引起结构设计者的足够重视。 相似文献
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不同阻尼体系地震能量输入及阻尼能量耗散计算分析 总被引：1，自引：0，他引：1
本文给出了复阻尼体系地震能量输入及阻尼能量耗散计算公式。利用天津、E1Centro、迁安记录及Mexico地震Cale记录计算了复阻尼及粘性阻尼体系的地震能量输入及阻尼能量耗散,并绘制了相应的时程曲线。计算所用阻尼比取0．1及0．05,周期分别取0．3s,0．5s,1s,1．5s及5s。通过计算我们观察到,除迁安记录外,在其它几个地震作用下,对固有周期小于1s的短周期结构,复阻尼体系能量输入及阻尼能量耗散时程曲线值高于相应的粘性阻尼体系(对迁安记录固有周期需小于0．5s)。对中周期结构,两组曲线相近,对于长周期结构,复阻尼体系的能量时程曲线值低于相应的粘性阻尼体系值。对于每个地震记录,有一个临界值,体系的固有周期小于此值时,不同阻尼模型的能量输入、阻尼能量耗散时程曲线值无大差异,当周期大于此值时,不同阻尼模型的能量输入及阻尼能量耗散时程曲线差异较大。复阻尼体系对周期的敏感程度远大于粘性阻尼体系。当周期不变,阻尼比增大时,在峰值点之后,复阻尼体系能量时程曲线基本无大的变化,粘性阻尼体系能量时程曲线有抬高趋势。 相似文献
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不同阻尼特性材料组合结构的弹塑性动力时程响应计算 总被引：6，自引：1，他引：5
本文提出一种不必形成与存储总阻尼矩阵的非线性结构动力时程分析的算法,用于计算非比例、非经典阻尼结构弹塑性动力响应。该算法的软件实现简单,对现有比例阻尼结构分析程序稍加修改即可。基于此算法的计算机程序满足了由两种阻尼特性材料建造的建筑结构非线性动力时程分析的需要。 相似文献
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建立了多级串联非比例阻尼隔震结构动力分析模型;引用分区瑞利阻尼模型将非比例阻尼矩阵分解为瑞利阻尼矩阵和体现非比例阻尼的余项阻尼矩阵,推导出结构的阻尼矩阵;并编制了MATLAB动力时程分析程序,对一实际隔震工程进行地震响应分析.结果表明:随着下部结构刚度的增加,结构的层剪力比和隔震层位移响应峰值均趋向于基础隔震结构的对应值;当下部结构为一层,且层间刚度大于上部结构底层层间刚度4～6倍时,可以近似按基础隔震结构进行动力分析. 相似文献
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采用阻尼杆件替代双层网壳结构中的部分下弦杆件,既不改变原结构的网格形式,又对其进行有效的减振控制。在ANSYS软件中建立粘弹性阻尼杆件的数值模型,采用阻尼杆件对网壳部分下弦杆件进行替换,建立网壳减振结构数值模型;分别采用8种阻尼杆件替换方式对结构进行控制,进行结构的三维地震作用分析,在三种常用II类场地地震作用下考察替换杆件布局对结构控制效果的影响。研究表明:阻尼杆件布局方式对结构动力响应的控制效果有较大影响,合理布置阻尼替换杆件可以有效降低结构最大节点位移、最大节点加速度、最大杆件轴力等响应,控制效果可以达到20%～30%。 相似文献
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结构阻尼与材料阻尼的关系 总被引：5，自引：1，他引：4
针对固体材料在弹性阶段的内阻尼,采用材料粘弹性本构关系,通过有限单元法建立了考虑剪切变形影响的杆单元阻尼矩阵,得到了材料拉压粘滞系数和剪切粘滞系数之间的关系。我们可以通过实验测试材料的损耗因子或粘滞阻尼系数(材料阻尼),像结构质量矩阵、刚度矩阵一样通过比较确切的计算得到弹性阶段结构内阻尼的阻尼矩阵(结构阻尼),而且此阻尼矩阵既基于材料阻尼实验测试,又便于数学处理,且物理意义明确。其次,本文分析了材料阻尼对结构阻尼比影响,得到了材料损耗因子与结构模态阻尼比间的关系,并通过10层钢筋混凝土剪切型框架结构进一步给出了具体的数值结果。 相似文献
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钢筋混凝土建筑非线性阻尼性能及阻尼比表达式研究 总被引：4，自引：0，他引：4
阻尼比是反映结构耗能能力的参数，它对结构的振动反应有重要的影响。目前结构设计阶段通常取阻尼比为常数，这不能真实反映建筑物的阻尼机理，与阻尼比的实测结果也有很大的差距。通过对建筑物阻尼机理、建筑材料、建筑物和建筑模型阻尼性能试验数据的分析，本文对混凝土强度、纵向配筋率、结构形式和结构变形大小等建筑阻尼性能的主要影响因素进行了分析。在此基础上，本文提出了钢筋混凝土结构非线性阻尼比的统一表达式。 相似文献
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This paper explores the influence of linear hysteretic damping on the performance of passive tuned-inerter devices. An inerter is a device that produces a force proportional to the relative acceleration across its two terminals; devices incorporating inerters have received widespread attention in the earthquake engineering community, because they offer the ability to improve the seismic response of structures. However, the majority of this research has assumed that the damping components within the tuned-inerter device exhibit viscous, rather than hysteretic, damping. This restriction imposes an essential question on how the hysteretic damping model will change the performance of the device compared with the viscous damping model. It is shown that the response of viscous and hysteretic inerter systems have significant differences in displacement amplitude due to the frequency dependency of the damping. Therefore, a new formulation for obtaining the optimum loss factor of the hysteretic damping in the inerter system is proposed. Next, the challenges associated with accurately predicting the time-response of a hysteretically damped system are discussed. A numerical time-integration method is extended to address these challenges, using a new formulation that has the benefit of being broadly applicable to multidegree-of-freedom hysteretic linear systems and nonstationary random signals. The results show that the earthquake responses from the hysteretic damping model can differ significantly from the ones obtained via the viscous model. 相似文献
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Umberto Tomassetti Francesco Graziotti Luigi Sorrentino Andrea Penna 《地震工程与结构动力学》2019,48(11):1277-1296
The assessment of the out-of-plane response of masonry structures has been largely investigated in literature assuming that walls respond as rigid or semi-rigid bodies, and relevant equations of motion of single-degree-of-freedom and multi-degree of freedom systems have been proposed. Therein, energy dissipation has been usually modelled resorting to the classical hypotheses of impulsive dynamics, delivering a velocity-reduction coefficient of restitution applied at impact. In fewer works, a velocity-proportional damping force has been introduced, by means of a viscous coefficient being constant or variable. A review of such models is presented, a criterion for equivalence of dissipated energy is proposed, equations predicting equivalent viscous damping ratios are derived and compared with experimental responses. Finally, predictive equations are examined in terms of incremental dynamic analyses for large sets of natural ground motions. 相似文献
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Modeling viscous damping in nonlinear response history analysis of buildings for earthquake excitation 
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下载免费PDF全文 The Rayleigh damping model, which is pervasive in nonlinear response history analysis (RHA) of buildings, is shown to develop ‘spurious’ damping forces and lead to inaccurate response results. We prove that a viscous damping matrix constructed by superposition of modal damping matrices—irrespective of the number of modes included or values assigned to modal damping ratios—completely eliminates the ‘spurious’ damping forces. This is the damping model recommended for nonlinear RHA. Replacing the stiffness‐proportional part of Rayleigh damping by the tangent stiffness matrix is shown to improve response results. However, this model is not recommended because it lacks a physical basis and has conceptual implications that are troubling: hysteresis in damping force–velocity relationship and negative damping at large displacements. Furthermore, the model conflicts with the constant‐damping model that has been the basis for fundamental concepts and accumulated experience about the inelastic response of structures. With a distributed plasticity model, the structural response is not sensitive to the damping model; even the Rayleigh damping model leads to acceptable results. This perspective on damping provides yet another reason to employ the superior distributed plasticity models in nonlinear RHA. OpenSees software has been extended to include a damping matrix defined as the superposition of modal damping matrices. Although this model leads to a full populated damping matrix, the additional computational demands are demonstrated to be minimal. Copyright © 2015 John Wiley & Sons, Ltd. 相似文献
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Rakesh K. Goel 《地震工程与结构动力学》2000,29(4):461-480
This paper investigates the response of asymmetric‐plan buildings with supplemental viscous damping to harmonic ground motion using modal analysis techniques. It is shown that most modal parameters, except dynamic amplification factors (DAFs), are affected very little by the plan‐wise distribution of supplemental damping in the practical range of system parameters. Plan‐wise distribution of supplemental damping significantly influences the DAFs, which, in turn, influence the modal deformations. These trends are directly related to the apparent modal damping ratios; the first modal damping ratio increases while the second decreases as CSD moves from right to left of the system plan, and their values increase with larger plan‐wise spread of the supplemental damping. The largest reduction in the flexible edge deformation occurs when damping in the first mode is maximized by distributing the supplemental damping such that the damping eccentricity takes on the largest value with algebraic sign opposite to the structural eccentricity. Copyright © 2000 John Wiley & Sons, Ltd. 相似文献
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Ioannis Politopoulos 《地震工程与结构动力学》2008,37(3):447-465
In this paper the question of possible adverse effects of damping in seismic isolation because of higher mode response is investigated by means of simple models with a few degrees of freedom (DOF). In particular the second mode response of a 2 DOF system is examined in detail for both viscous and hysteretic (e.g. friction or elastoplastic) damping devices. Qualitative and approximate quantitative estimates are obtained by neglecting the influence of the modal coupling terms, due to viscous damping or friction forces, on the first mode response. It is shown that additional viscous damping has a diminishing effect on base displacement, storey shear force and floor spectra values in the vicinity of the first mode resonance. However, a significant amplification of the floor spectra values near the higher mode frequencies may occur. In accordance with the results of previous works, compared with the viscous damping case, hysteretic damping amplifies moderately the first storey shear force and significantly the upper storeys shear force. It also results, in a much more pronounced amplification of the floor spectral values than viscous damping, in the vicinity of the higher eigenfrequencies. However, the higher modes' response is milder if a realistic velocity dependence of the friction coefficient is taken into account. Copyright © 2007 John Wiley & Sons, Ltd. 相似文献
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复阻尼地震反应谱的计算方法及其它 总被引：13，自引：2，他引：11
本文阐述了为什么要研究复阻尼地震反应谱问题,并给出了复阻尼地震反应谱计算的精确方法．实例计算结果表明,复阻尼反应港与常用的粘性阻尼反应谱之间存在着相当大的差异．文中还简述了复阻尼系统运动方程的建立方法。 相似文献
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附加或不附加粘滞阻尼墙的RC框架试验与分析 总被引：1，自引：0，他引：1
本文阐述了附加或不附加粘滞阻尼墙的2个相同的RC框架模型振动台试验和理论分析的情况.这2个钢筋混凝土框架模型为3层1跨两开间,几何相似关系大致为1：2.将阻尼墙附加到一个RC框架模型当中,先后对附加或不附加阻尼墙的2个相同的RC框架模型进行振动台试验.试验结果表明,阻尼墙有效减小了框架模型的地震反应.对耗能框架模型和普通框架模型进行了弹性和弹塑性时程分析,计算结果和试验结果吻合良好.改变阻尼墙的参数进行分析,结果表明选取合适的阻尼墙参数,才能达到最好的耗能减振效果;适当减小层间位移较小处的阻尼墙参数,对减振效果影响很小而又能节省投资. 相似文献
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Francisco González Luis A. Padrón Sandro Carbonari Michele Morici Juan J. Aznárez Francesca Dezi Graziano Leoni 《地震工程与结构动力学》2019,48(3):306-327
This paper presents a wide parametric study aimed at elucidating the influence, on the computed seismic response of bridge piers, of two related aspects of the model: (1) the adoption of the classical hysteretic or the causal Biot's damping models for the soil and (2) the use of two different lumped parameter models of different complexity and accuracy to approximate the impedances of the pile foundation. A total of 2072 cases, including different superstructures, pile foundations, soil deposits, and seismic input signals, are studied. The results are presented so that the influence of the different parameters involved in the analysis can be assessed. From an engineering point of view, both lumped parameter models provide, in general, sufficiently low errors. The choice of the most adequate model for each case will depend not only on the configuration of the structure and the soil-foundation system but also on the assumed soil damping model, whose influence on the computed seismic responses is relevant in many cases. The nonphysical behaviour provided by the classical hysteretic damping model for the soil at zero frequency generates issues in the process of fitting the impedance functions. It is also found that larger deck displacements are predicted by Biot's model due to the higher damping at low frequencies provided by the classical hysteretic damping model. 相似文献