Shake table testing of un‐reinforced brick masonry building test model isolated by U‐FREI          下载免费PDF全文

Animesh Das  Sajal Kanti Deb  Anjan Dutta 《地震工程与结构动力学》2016,45(2):253-272

This paper presents a detailed study on feasibility of un‐bonded fiber reinforced elastomeric isolator (U‐FREI) as an alternative to steel reinforced elastomeric isolator (SREI) for seismic isolation of un‐reinforced masonry buildings. Un‐reinforced masonry buildings are inherently vulnerable under seismic excitation, and U‐FREIs are used for seismic isolation of such buildings in the present study. Shake table testing of a base isolated two storey un‐reinforced masonry building model subjected to four prescribed input excitations is carried out to ascertain its effectiveness in controlling seismic response. To compare the performance of U‐FREI, same building is placed directly on the shake table without isolator, and fixed base (FB) condition is simulated by restraining the base of the building with the shake table. Dynamic response characteristic of base isolated (BI) masonry building subjected to different intensities of input earthquakes is compared with the response of the same building without base isolation system. Acceleration response amplification and peak response values of test model with and without base isolation system are compared for different intensities of table acceleration. Distribution of shear forces and moment along the height of the structure and response time histories indicates significant reduction of dynamic responses of the structure with U‐FREI system. This study clearly demonstrates the improved seismic performance of un‐reinforced masonry building model supported on U‐FREIs under the action of considered ground motions. Copyright © 2015 John Wiley & Sons, Ltd.  相似文献   

Seismic design and testing of buckling‐restrained braces with a thin profile          下载免费PDF全文

Pao‐Chun Lin  Keh‐Chyuan Tsai  Chieh‐An Chang  Yu‐Yun Hsiao  An‐Chien Wu 《地震工程与结构动力学》2016,45(3):339-358

A thin‐profile buckling‐restrained brace (thin‐BRB) consists of a rectangular steel casing and a flat steel core that is parallel to a gusset plate. A thin configuration reduces the width of the restraining member and thus saves usable space in buildings. However, deformable debonding layers, which cover the steel core plate in order to mitigate the difference between the peak tensile and compressive axial forces, provide a space for the steel core to form high mode buckling waves when the thin‐BRB is under compression. The wave crests squeeze the debonding layers and produce outward forces on the inner surface of the restraining member. If the restraining member is too weak in sustaining the outward forces, local bulging failure occurs and the thin‐BRB loses its compression capacity immediately. In order to investigate local bulging behavior, a total of 22 thin‐BRB specimens with a ratio of steel core plate to restraining steel tube depth ranging from 0.3 to 0.7 and axial yield force capacities ranging from 421 kN to 3036 kN were tested by applying either cyclically increasing, decreasing, or constant axial strains. The restraining steel tube widths of all the specimens were smaller than 200 mm and were infilled with mortar with a compressive strength of 97 MPa or 55 MPa. Thirteen of the 22 thin‐BRB specimens' restraining members bulged out when the compressive core strains exceeded 0.03. A seismic design method of the thin‐BRB in preventing local bulging failure is proposed in this study. Test and finite element model (FEM) analysis results suggest that the outward forces can be estimated according to the BRB compressive strength, steel core high mode buckling wavelength, and the debonding layer thickness. In addition, the capacity of the restraining member in resisting the outward forces can be estimated by using the upper bound theory in plastic analysis. Both the FEM analysis and test results indicate that the proposed method is effective in predicting the possibility of local bulging failure. Test results indicate that the proposed design method is conservative for thin‐BRB specimens with a large steel core plate to restraining steel tube depth ratio. This paper concludes with design recommendations for thin‐BRBs for severe seismic services. Copyright © 2015 John Wiley & Sons, Ltd.  相似文献   

风云三号C星微波湿温探测仪的定标和验证   总被引：6，自引：0，他引：6       下载免费PDF全文

郭杨  卢乃锰  漆成莉  谷松岩  许健民 《地球物理学报》2015,58(1):20-31

风云三号C星(FY-3C)已经于2013年9月23日发射升空,其上装载的微波湿温探测仪(MWHTS)已于9月30日开机正常工作.MWHTS具有对大气温度和湿度垂直分布进行同步探测的能力.MWHTS为跨轨扫描式微波辐射计,在89~191GHz毫米波段内设置了十五个探测通道,其中包括118.75GHz氧气吸收线附近的8个大气温度探测通道,183.31GHz水汽吸收线附近的5个大气湿度探测通道,以及89GHz和150GHz两个窗区通道.设置在118.75GHz的一组毫米波探测通道是国际上业务卫星首次使用的大气探测通道,这组通道和183.31GHz通道对大气进行联合探测,将获得更加精细的大气温湿度垂直分布数据,为数值预报和气候研究提供丰富信息.为保证MWHTS观测资料的定量应用,对仪器性能和定标精度进行了在轨测试.利用MWHTS在轨正常工作后的三个月数据,对仪器在轨定标的基础数据:冷空和黑体计数值,黑体和仪器温度进行监测分析和质量检验,经过质量检验的在轨定标基础数据,结合发射前真空试验得到的非线性订正项在轨定标生成MWHTS观测亮温数据.评估MWHTS在轨辐射定标结果的精度和偏差特性使用了三种方法:1通过场地定标试验获取大气温湿廓线和地面温度等大气参数信息,结合微波逐线正演辐射传输模式MonoRTM(Monochromatic Radiative Transfer Model)模拟MWHTS的上行微波辐射亮温,与MWHTS实际观测结果进行对比分析;2两个通道特性一致的同类星载被动微波载荷同时观测同一目标,观测亮温的差异主要取决于两个载荷的定标系统偏差.选取美国SNPP上搭载的微波探测仪器ATMS作为MWHTS的参考载荷,基于SNO(simultaneous nadir overpass)技术,对两个仪器的观测亮温进行交叉比对,观测亮温时空匹配及均匀性检验的条件为:观测时间差异小于20min,观测像元中心距离小于3km,观测角度在星下点附近差异小于5°,观测像元周围3×3像元内的亮温标准差小于1K;3基于美国国家环境预测中心的全球数据同化系统GDAS(Global Data Assimilation System)数据,利用快速辐射传输模式CRTM(Community Radiative Transfer Model)对MWHTS各通道亮温进行正演模拟,模拟结果(O)和仪器实际观测的亮温(B)之间的差异记为"O-B",对偏差值"O-B"进行统计特征分析.仪器中心频率的变化、正演模式模拟精度和模式输入廓线自身的误差都会对"O-B"产生影响.但是对于首次使用的探测频点而言(如118.75GHz通道),由于国际上没有同类载荷可以进行交叉比对,借助于正演辐射传输模式计算得到"O-B"偏差的分析结果可以在一定程度上反映仪器整体定标情况.外场地定标试验结果显示除通道14外,其他14个通道的亮温差都在1.3K以内;与同类载荷ATMS的在轨观测进行直接交叉比对表明通道14与ATMS的亮温偏差最大,但中心频点一致的5个水汽探测通道的标准差都小于1K;将MWHTS观测结果和正演辐射传输模式模拟结果即"O-B"进行偏差分析显示,靠近118.75GHz吸收线中心的通道2—6"O-B"标准差小于0.5K,其他通道"O-B"标准差和ATMS相应通道的结果相当;MWHTS观测和模拟偏差随角度变化的研究表明通道1,7~13和15观测结果对角度有一定依赖性.  相似文献   

Optimum design and application of non‐traditional tuned mass damper toward seismic response control with experimental test verification          下载免费PDF全文

Ping Xiang  Akira Nishitani 《地震工程与结构动力学》2015,44(13):2199-2220

A variant type of tuned mass damper (TMD) termed as ‘non‐traditional TMD (NTTMD)’ is recently proposed. Mainly focusing on the employment of TMD for seismic response control, especially for base‐isolated or high‐rise structures, this paper aims to derive design formulae of NTTMDs based on two methodologies with different targets. One is the fixed points theory with the performance index set as the maximum magnitude of the frequency response function of the relative displacement of the primary structure with respect to the ground acceleration, and the other is the stability maximization criterion (SMC) to make the free vibration of the primary structure decay in the minimum duration. Such optimally designed NTTMDs are compared with traditional TMDs by conducting both numerical simulations and experiments. The optimum‐designed NTTMDs are demonstrated to be more effective than the optimum‐designed traditional TMDs, with smaller stroke length required. In particular, the effectiveness of the TMDs combined with a base‐isolated structure is investigated by small‐scale model experimental tests subjected to a time scaled long period impulsive excitation, and it is demonstrated that the SMC‐based NTTMD can suppress structural free vibration responses in the minimum duration and requires much smaller accommodation space. Additionally, a small‐scale shaking table experiment on a high‐rise bending model attached with a SMC‐based NTTMD is conducted. This study indicates that NTTMD has a high potential to apply to seismic response control or retrofit of structures such as base‐isolated or central column‐integrated high‐rise structures even if only a limited space is available for accommodating TMDs. Copyright © 2015 John Wiley & Sons, Ltd.  相似文献   

Dynamic FE simulation of four‐story steel frame modeled by solid elements and its validation using results of full‐scale shake‐table test          下载免费PDF全文

Tomoshi Miyamura  Takuzo Yamashita  Hiroshi Akiba  Makoto Ohsaki 《地震工程与结构动力学》2015,44(9):1449-1469

Dynamic finite element analyses of a four‐story steel building frame modeled as a fine mesh of solid elements are performed using E‐Simulator, which is a parallel finite element analysis software package for precisely simulating collapse behaviors of civil and building structures. E‐Simulator is under development at the National Research Institute for Earth Science and Disaster Prevention (NIED), Japan. A full‐scale shake‐table test for a four‐story frame was conducted using E‐Defense at NIED, which is the largest shaking table in the world. A mesh of the entire structure of a four‐story frame with approximately 19 million degrees of freedom is constructed using solid elements. The density of the mesh is determined by referring to the results of elastic–plastic buckling analyses of a column of the frame using meshes of different densities. Therefore, the analysis model of the frame is well verified. Seismic response analyses under 60, 100, and 115% excitations of the JR Takatori record of the 1995 Hyogoken‐Nanbu earthquake are performed. Note that the simulation does not reproduce the collapse under the 100% excitation of the Takatori record in the E‐Defense test. Therefore, simulations for the 115% case are also performed. The results obtained by E‐Simulator are compared with those obtained by the E‐Defense full‐scale test in order to validate the results obtained by E‐Simulator. The shear forces and interstory drift angles of the first story obtained by the simulation and the test are in good agreement. Both the response of the entire frame and the local deformation as a result of elastic–plastic buckling are simulated simultaneously using E‐Simulator. Copyright © 2014 John Wiley & Sons, Ltd.  相似文献   

Mass rig system for shaking table tests of slender columns          下载免费PDF全文

Pedro F. Silva  Arash Sangtarashha  Rigoberto Burgueño 《地震工程与结构动力学》2015,44(15):2717-2736

A new mass rig system is proposed to minimize the deficiencies in current shaking table testing setups. This is accomplished by placing the inertial mass on a convex path designed to impose P‐Delta demands on slender cantilever columns. The design and performance of the mass rig system, and the principles used in deriving the equations of motion and their analytical validation against results obtained from shaking table tests, are presented. Formulation of the governing equations of motion was based on Lagrangian mechanics and solved using an implicit linear acceleration method with an adaptive time step formulation. Friction developed in the sliding system was also incorporated in the equations of motion. Experimental results validated the accuracy in the derivation and solution of the equations of motion. Validated by analytical and experimental results, P‐Delta effects were found to increase the displacement demands on slender columns in the low‐frequency range of acceleration input, while in the high‐frequency range P‐Delta effects led to no increase and in some cases even a reduction in displacement demands. Copyright © 2015 John Wiley & Sons, Ltd.  相似文献   

中国地震台网初至P波区域三维走时表的建立   总被引：1，自引：0，他引：1       下载免费PDF全文

梁建宏  韩雪君  孙丽  梁姗姗  张雪梅 《地震学报》2015,37(1):125-133

基于LLNL-G3Dv3全球P波三维速度模型,应用FMM软件包计算并建立了中国地震台网990个台站的初至P波区域三维走时表．该走时表覆盖了以台站为中心的水平向20°×20°、 垂直向-5.1—80 km （向下为正）的三维空间. 其水平向间隔为0.2°,垂直向间隔为5 km．这样对于任一深度小于80 km的震源,均可以应用此三维走时表计算其到周围10°范围内台站的走时．中国地震台网初至P波区域三维走时表的建立,对于改善区域初至P波走时预测,提高地震定位精度有一定现实意义．   相似文献   

地铁列车循环荷载试验论证研究          下载免费PDF全文

丁智  张涛  魏新江  张孟雅 《地震工程学报》2015,37(3):789-793,802

地铁循环荷载作用下饱和软黏土的动力特性研究对于揭示软黏土在地铁荷载下的孔压、强度以及变形模式具有重要意义,可以为控制地铁长期沉降、降低运营风险提供理论依据。试验加载形式的不同会带来不同的动力特性表征,需选取最能反映地铁列车真实性质的荷载形式。本文在列车荷载作用下研究土动力特性,采用室内动三轴试验的方法,对比分析不同形式下动力荷载作用效果。试验研究表明:偏压正弦波可以作为简化波形研究列车荷载,它不仅可以确保加载过程中地基土只有压应力,而且能较好地模拟列车循环荷载。  相似文献   

残积土含水率对其动力特性影响试验研究          下载免费PDF全文

胡华  蔡亮 《地震工程学报》2015,37(3):754-758

选取厦门某建筑工程地基浅层残积土重塑试样,利用SDT-10微机控制电液伺服动态三轴测试系统,在呈正弦变化的动态荷载作用下,测试含水率分别为10%、15%、20%和23%时残积土试样的动应力-应变、动变形-作用时间(作用次数)、动弹性模量等动力学特性曲线与参数。分析试验数据表明:试样在动荷载作用下表现为黏弹塑性变形特性,且随着含水率提高,试样累积塑性轴向变形逐步增大,最大弹性模量逐步减少,但含水率由20%增至23%时,最大动弹性模量降低幅度不大。  相似文献   

基于旁压试验土体弹塑性本构模型初探     

苏辉  杨石飞  顾国荣 《岩土力学》2015,36(Z1):131-136

在大量旁压试验数据分析的基础上,通过曲线拟合,建立了旁压试验弹塑性阶段曲线的椭圆方程,利用土体SMP屈服准则和Rowe流动法则,推导出土体塑性阶段应力增量与应变增量间关系矩阵。在弹性阶段,假设土体应力-应变服从广义虎克定律,建立了基于旁压试验的土体弹塑性本构模型。编制了相应的计算程序,将文中模型计算结果与实际旁压试验曲线进行对比,初步验证了模型的正确性。将本构模型编译为ABAQUS自定义材料子程序UMAT,通过有限元对比分析,文中模型计算变形较弹性模型小,较摩尔-库仑模型大,与模型建立的假设一致。基于旁压试验的土体弹塑性本构模型参数少,且易于获取,便于在实际工程中应用。  相似文献