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弱连体结构地震反应分析 总被引:3,自引:0,他引:3
采用随机振动、时程分析及振型分解反应谱方法,分别对多种隔震支座刚度情况下的高位隔震大跨连体结构地震响应进行分析,从而得出连体结构在不同频率比(塔楼基频/隔震装置固有频率)下的地震响应关系曲线;通过对曲线进行分析,得出当塔楼基频与隔震装置的固有频率比大于1.2~1.4时,连接体桁架地震响应就可产生减震效果的结论。通过对比三种方法计算结果发现,反应谱法计算出来的连体桁架位移与其他两种方法相比有明显误差,当隔震支座刚度较小时尤为明显。 相似文献
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Yang Lu Jin Song Feng Xiong Kaoshan Dai Guangxin Zhou Mingyu Wei Shiming Zhang 《The Structural Design of Tall and Special Buildings》2020,29(12)
Base isolation has seen widespread application to buildings and infrastructures over the past four decades. However, there is a lack of methods for assessing the performance of a base‐isolated structure at the end of construction and during its service life. To this end, simplified methods are developed for verifying isolation design and evaluating seismic demands of rubber‐bearing‐supported base‐isolated buildings based on their free‐vibration response, which could be obtained using field (on‐site) testing. The base isolation layer consists of lead rubber bearings (LRBs) and linear natural rubber (LNR) bearings. For design verification purposes, analytical solutions are provided to benchmark the free‐vibration response of base‐isolated buildings, considering the general case of a multilinear hysteretic isolation response representing multiple LRBs with distinct mechanical specifications. In seismic demand evaluation, seismic capacity of an isolation system is estimated using free‐vibration response of various amplitudes that cover a range of expected seismic intensity of interest. Seismic demands are obtained when capacity coincides with an earthquake response spectrum at a compatible damping level. Procedures are developed for the potential use of snap‐back tests and verified using experimental and numerical data. 相似文献
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橡胶垫基础隔震技术作为一种有效的减震控制之一,在实际工程中得到了广泛的运用。对基础隔震结构非比例阻尼体系动力响应的时域解答进行了较详细推导,并用Matlab软件编制了相应的求解程序,最后以一栋5层剪切型结构为例进行仿真分析。分析结果表明,橡胶垫基础隔震能够显著降低结构的层间位移响应和加速度响应,提高结构的整体抗震性能。 相似文献
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模块化建筑具有整体装配率高,施工绿色环保、高效等优点,然而其抗震性能相对较差,震后修复成本高。将隔震技术应用到模块化建筑中,可在不改动上部结构的前提下,改善其整体抗震能力。相比传统橡胶隔震技术,摩擦摆隔震技术具有承载力大、工业化程度高、湿作业少等优势。为此,研发了一种自适应变摩擦摆隔震支座,分析了该支座力学特性,确定其有限元模拟方法。对变摩擦摆隔震支座进行不同工况下剪切性能试验,试验和有限元模拟结果相对误差均在10%以内,验证了有限元模拟方法的正确性。基于GB/T 51408—2021《建筑隔震设计标准》提出模块化钢框架变摩擦摆隔震结构一体化直接设计方法,以实际工程为背景,设计模块化钢框架摩擦摆和变摩擦摆隔震结构,并对非隔震结构和隔震结构的抗震性能进行对比分析。研究表明:相比摩擦摆隔震支座,所提出变摩擦方式可实现支座等效刚度增加11%左右,等效阻尼比增加18%左右;相比摩擦摆支座隔震结构,变摩擦摆支座隔震结构的楼板加速度、层间位移角、层间剪力和上部结构损伤程度略有增加,但隔震层位移明显减小,且这种特性随地震动强度的增加而愈明显,体现了变摩擦摆支座的自适应性。 相似文献
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Mahmood Hosseini Amirhossein Soroor 《The Structural Design of Tall and Special Buildings》2011,20(8):928-950
A somehow new isolating system is introduced for short‐ to mid‐rise buildings. It does not need high technology for manufacturing and is not costly, contrary to other existing systems like lead‐rubber bearing or friction pendulum bearing systems. Each isolator of the proposed system consists of two Orthogonal Pairs of Rollers on Concave Beds (OPRCB). Rolling rods installed in two orthogonal directions make possible the movement of the superstructure in all horizontal directions. The concave beds, in addition to giving the system both restoring and re‐centring capabilities, make the force–displacement behaviour of the isolators to be of hardening type. The results of the studies on the specifications of the proposed isolating system and its application to buildings can be presented in two parts. Part I relates to the analytical formulations and the results of experimental and numerical studies of the system's mechanical feature, including its dynamical properties, and part II focuses on the effectiveness of the proposed isolation system in seismic response reduction of low‐ to mid‐rise buildings. In part I of the work, presented in this paper, at first general features of the OPRCB isolator are explained and the analytical formulation, governing its dynamic motion, is derived and discussed in detail. Then, the results of experimental and numerical investigations, including the lateral load displacement relationship of the OPRCB isolators under various vertical loads, obtained by both Finite Element Analyses (FEA) and laboratory tests are presented (FEA results have been verified by the laboratory tests). Finally, responses of some Single Degree of Freedom (SDOF) systems, isolated by OPRCB devices, subjected to simultaneous effect of horizontal and vertical ground motions, are presented and compared with responses of their fixed‐base counterparts. Based on the numerical calculations, it is observed that the oscillation period of the isolated SDOF system is independent of its mass, the initial amplitude of its free vibration response and the value of rolling resistance coefficient. With regard to seismic response reduction it is seen that the amount of absolute accelerations in the SDOF systems, isolated by OPRCB devices, can be reduced drastically in comparison with the fixed‐base systems. Results also show that if the rollers and cylindrical beds are made of high‐strength steel materials, the system can be used effectively under the vertical loads of about the axial forces of ground floor columns in ordinary buildings up to 14 storeys. Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
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Ali Akbar Shaikhzadeh Abbas Karamoddin 《The Structural Design of Tall and Special Buildings》2016,25(6):278-296
Recent studies have revealed that a sliding isolator with variable curvature (SIVC) can mitigate the resonance phenomenon likely to occur in seismic response of a conventional friction pendulum system (FPS) isolator due to its constant isolation frequency. The present study simulates four SIVC isolators and an FPS to find the optimum range of initial isolation period and coefficient of friction and employ them in comparing the effectiveness of SIVC in different peak ground acceleration (PGA) scales of near‐fault earthquakes. Velocity‐dependent coefficient of friction and modified viscoplasticity model have been used to simulate nonlinear friction force of the isolators. Results indicate identical performance of all SIVC isolators in PGA scales up to 0.4 g. When subjected to PGA scales from 0.4 g to 1.0 g, polynomial friction pendulum isolator (PFPI) and variable curvature friction pendulum system (VCFPS) reduce base displacement greatly, while conical friction pendulum isolator (CFPI) and variable frequency pendulum isolator (VFPI) show amplified responses. However, in mitigating structural acceleration, performance of CFPI and VFPI, unlike PFPI and VCFPS, which perform poorly, is excellent. Thus, in a strong near‐fault earthquake, PFPI and VCFPS or CFPI and VFPI can be chosen based on whether reduction of base displacement or super‐structural acceleration is the main concern of designer, respectively. Copyright © 2015 John Wiley & Sons, Ltd. 相似文献
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高阻尼橡胶隔震支座的力学性能及隔震效果研究 总被引:1,自引:0,他引:1
对新型高阻尼橡胶隔震支座的力学性能及此支座对桥梁的隔震性能进行了试验研究.通过输入正弦波研究其力学性能,试验结果表明:新型高阻尼橡胶隔震支座是速度相关型支座,加载频率的等效水平刚度有较大的影响,但对其等效阻尼系数影响不大.然而加载经历对新型高阻尼橡胶隔震支座的等效水平刚度与等效阻尼系数均有较大的影响.同时通过速度控制型实时子结构试验精确、定量地验证了新型高阻尼橡胶支座对桥梁的减隔震效果. 相似文献
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铅芯橡胶支座隔震储罐地震响应特性分析 总被引:3,自引:0,他引:3
利用双线性恢复力模型模拟铅芯橡胶支座力学特性,探讨了不同类型场地上,隔震储罐在铅芯橡胶支座(LRB)与叠层橡胶支座(RB)两种隔震方式下的地震响应特点.研究表明:铅芯屈服力、场地类型和地震强度是影响LRB减震性能的主要因素.与RB隔震方式相比,LRB具有降低基底剪力、支座位移、晃动波高等优点,但减震效果并不总是好于RB方式,与场地类型和铅芯屈服力的选取有关.特别是Ⅳ类场地上RB支座更适合储罐隔震设计.支座最优屈服力参数选取需要根据储罐自振特点、场地类型和地震强度共同确定.LRB支座更适合在高烈度地区应用,减震效率高而且稳定. 相似文献
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Jefferson W. Asher Roger P. Young Robert D. Ewing 《The Structural Design of Tall and Special Buildings》1996,5(4):265-279
The San Bernardino County Medical Center Replacement Project, located in Colton, California, consists of six separate building structures containing a total of approximately 920 000 ft2 of floor space for hospital and support services. Five of the six buildings will be base isolated. Each of the five base isolated buildings is of different size and configuration, ranging from a six story, 360 000 ft2 curved front Nursing Tower to a two story, 24 000 ft2 rectangular shaped Central Plant building. The building structures will be framed with structural steel, utilizing concentric braced frames as the lateral force resisting system. The design ground motion for the site, which is located 3 km and 15 km from the San Jacinto and San Andreas faults respectively, is very severe. A base isolation system has been designed for this facility which will provide an essentially elastic building response to the design strong ground motion. The base isolation system is a hybrid passive energy dissipation system consisting of both linear and nonlinear and high damping rubber bearings along with viscous damping devices located at the base of the structure. The high damping rubber bearings provide both lateral stiffness which governs the fundamental period of vibration of the system, and hysteretic damping, while the viscous damping devices provide velocity dependent damping which serves to control overall building displacements. This will maximize the probability that this essential facility will remain fully operational after a major earthquake. Design criteria, structural analysis and design methodologies, and construction details are presented and discussed. The response of one of the base isolated structures is calculated utilizing actual recorded ground motions from the 1994 Northridge earthquake. 相似文献
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Min-Ho CHEY J. Geoffrey CHASE John B. MANDER Athol J. CARR 《Frontiers of Structural and Civil Engineering》2015,9(3):286
As a novel structural control strategy, tuned mass damper (TMD) inspired passive and semi-active smart building isolation systems are suggested to reduce structural response and thus mitigate structural damage due to earthquake excitations. The isolated structure’s upper stories can be utilized as a large scaled TMD, and the isolation layer, as a core design point, between the separated upper and lower stories entails the insertion of rubber bearings and (i) viscous dampers (passive) or (ii) resettable devices (semi-active). The seismic performance of the suggested isolation systems are investigated for 12-story reinforced concrete moment resisting frames modeled as “10+ 2” stories and “8+ 4” stories. Passive viscous damper or semi-active resettable devices are parametrically evaluated through the optimal design principle of a large mass ratio TMD. Statistical performance metrics are presented for 30 earthquake records from the three suites of the SAC project. Based on nonlinear structural models, including P-delta effects and modified Takeda hysteresis, the inelastic time history analyses are conducted to compute the seismic performances across a wide range of seismic hazard intensities. Results show that semi-active smart building isolation systems can effectively manage seismic response for multi-degree-of freedom (MDOF) systems across a broader range of ground motions in comparison to uncontrolled case and passive solution. 相似文献
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基于ANSYS的LRB性能模拟验证分析 总被引:1,自引:0,他引:1
铅芯橡胶支座(LRB)是一种有效的隔震装置,它通过延长结构的周期、增加结构的阻尼来减小结构的地震反应.在结构隔震分析中,LRB扮演了一个很重要的角色,对其模拟程度的正确与否对整个结构的分析结果将产生很大影响.本文采用大型通用有限元程序ANSYS,对一个单自由度隔震体系进行了LRB性能模拟验证分析,分析表明:在合理确定输入地震动PGA临界点的前提下,采用ANSYS中的Combin40单元来模拟LRB的滞回性能,能获得较为满意的效果;同时通过与SAP2K时程分析比较,也验证了ANSYS分析结构隔震的可靠性. 相似文献
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隔震和减震技术作为目前新型的工程抗震技术,近年来得到了广泛的应用。先对比了隔震和减震结构与传统抗震结构在经济上的差别;然后再基于不同建筑结构在采用隔震还是减震技术谁更经济这一问题,详细考虑了上部结构的区别、混凝土用量、含钢量、隔震支座和减震阻尼器设备等方面的差异,结合某学校项目的 8个单体案例进行了详细的对比分析与研究。以期为今后的隔减震结构经济性对比分析提供参考。 相似文献
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结合某多层"自定义"钢结构住宅工程,采用基础隔震体系及非隔震体系,对结构抗震性能进行综合对比分析。分别以El centro波、天津波(南北向)、合成人工波为地震动输入求解结构的动力响应;对结构延性需求进行分析,用两个自由度的Bouc-Wen滞回模型进行非线性动力分析,对其生命周期成本进行简要分析。结果表明:渐于成熟的隔震技术同样适用于钢结构体系。该钢结构住宅考虑隔震设计后,在满足承载力要求的前提下,隔震层有效控制了上部结构振动,结构地震响应有效降低,层间加速度反应大大减小,建筑物的安全性能得到保证,满足了住宅结构对舒适性的更高要求。 相似文献
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Wei Gong 《Structure and Infrastructure Engineering》2016,12(10):1295-1309
Pseudo-negative stiffness (PNS) control of a base-isolated structure, which has a large damping ratio at the isolation level, is used to suppress isolator displacement without large force transmission to the superstructure during extreme earthquakes. However, potential increases in floor acceleration in the superstructure are induced by the large damping ratio, especially for low-to-moderate seismic input level. In consideration of structural functionality and safety, a modified PNS (MPNS) control scheme based on the ‘ideal isolation control principle’ is proposed, considering different seismic intensity levels. The effect of the MPNS control is investigated from three aspects, namely floor acceleration, inter-storey drift and isolator displacement within a probabilistic performance-based seismic engineering framework. Comparisons are made between MPNS control, conventional PNS control and passive damping control. A benchmark base-isolated building is used as a case study. In the seismic performance evaluation, the seismic intensity measures for different response parameters are optimised. An extensive parametric study is also conducted to identify the optimal control parameter to conform to the ideal isolation control principle. Results demonstrated that the MPNS control is an effective solution to the challenging problem of improving structural functionality at low seismic intensity, as well as structural safety from collapse at extreme seismic intensity. 相似文献