The cause of unproportionately large higher mode contributions in the inelastic seismic responses of high‐rise core‐wall buildings

In the conventional seismic design of high‐rise reinforced concrete core‐wall buildings, the design demands such as design shear and bending moment in the core wall are typically determined by the response spectrum analysis procedure, and a plastic hinge is allowed to form at the wall base to limit the seismic demands. In this study, it is demonstrated by using a 40‐story core‐wall building that this conventional approach could lead to an unsafe design where the true demands—the maximum inelastic seismic demands induced by the maximum considered earthquake—could be several times greater than the design demands and be unproportionately dominated by higher vibration modes. To identify the cause of this problem, the true demands are decomposed into individual modal contributions by using the uncoupled modal response history analysis procedure. The results show that the true demands contributed by the first mode are reasonably close to the first‐mode design demands, while those contributed by other higher modes are much higher than the corresponding modal design demands. The flexural yielding in the plastic hinge at the wall base can effectively suppress the seismic demands of the first mode. For other higher modes, however, a similar yielding mechanism is either not fully mobilized or not mobilized at all, resulting in unexpectedly large contributions from higher modes. This finding suggests several possible approaches to improve the seismic design and to suppress the seismic demands of high‐rise core‐wall buildings. Copyright © 2012 John Wiley & Sons, Ltd.     

Extensions of nonlinear error propagation analysis for explicit pseudodynamic testing

Two important extensions of a technique to perform a nonlinear error propagation analysis for an explicit pseudodynamic algorithm (Chang, 2003) are presented. One extends the stability study from a given time step to a complete step-by-step integration procedure. It is analytically proven that ensuring stability conditions in each time step leads to a stable computation of the entire step-by-step integration procedure. The other extension shows that the nonlinear error propagation results, which are derived for a nonlinear single degree of freedom (SDOF) system, can be applied to a nonlinear multiple degree of freedom (MDOF) system. This application is dependent upon the determination of the natural frequencies of the system in each time step, since all the numerical properties and error propagation properties in the time step are closely related to these frequencies. The results are derived from the step degree of nonlinearity. An instantaneous degree of nonlinearity is introduced to replace the step degree of nonlinearity and is shown to be easier to use in practice. The extensions can be also applied to the results derived from a SDOF system based on the instantaneous degree of nonlinearity, and hence a time step might be appropriately chosen to perform a pseudodynamic test prior to testing.     

Envelope‐based pushover analysis procedure for the approximate seismic response analysis of buildings

An envelope‐based pushover analysis procedure is presented that assumes that the seismic demand for each response parameter is controlled by a predominant system failure mode that may vary according to the ground motion. To be able to simulate the most important system failure modes, several pushover analyses need to be performed, as in a modal pushover analysis procedure, whereas the total seismic demand is determined by enveloping the results associated with each pushover analysis. The demand for the most common system failure mode resulting from the ‘first‐mode’ pushover analysis is obtained by response history analysis for the equivalent ‘modal‐based’ SDOF model, whereas demand for other failure modes is based on the ‘failure‐based’ SDOF models. This makes the envelope‐based pushover analysis procedure equivalent to the N2 method provided that it involves only ‘first‐mode’ pushover analysis and response history analysis of the corresponding ‘modal‐based’ SDOF model. It is shown that the accuracy of the approximate 16th, 50th and 84th percentile response expressed in terms of IDA curves does not decrease with the height of the building or with the intensity of ground motion. This is because the estimates of the roof displacement and the maximum storey drift due to individual ground motions were predicted with a sufficient degree of accuracy for almost all the ground motions from the analysed sets. Copyright © 2013 John Wiley & Sons, Ltd.     

The extended consecutive modal pushover procedure for estimating the seismic demands of two-way unsymmetric-plan tall buildings under influence of two horizontal components of ground motions

This paper aims to extend the consecutive modal pushover (CMP) procedure for estimating the seismic demands of two-way unsymmetric-plan tall buildings subjected to bi-directional seismic ground motions taking the effects of higher modes and torsion into account. Multi-stage and single-stage pushover analyses are carried out in both X and Y directions. Inelastic seismic responses obtained by multi-stage and single-stage pushover analyses for X and Y directions are combined using the SRSS combination scheme. The final seismic responses are determined by enveloping the combined results of multi-stage and single-stage pushover analyses. To evaluate the accuracy of the proposed procedure, it is applied to two-way unsymmetric-plan tall buildings which include torsionally stiff and torsionally flexible systems. The results derived from the CMP procedure are compared with those from nonlinear response history analysis (NL-RHA), as a benchmark solution. Moreover, the advantages of the proposed procedure are demonstrated by comparing the results derived from the CMP to those from pushover analysis with uniform and fundamental effective mode distributions. The proposed procedure is able to accurately predict amplification or de-amplification of the seismic displacements at the flexible and stiff edges of the two-way unsymmetric-plan tall buildings by considering the effects of higher modes and torsion. The extended CMP procedure can accurately estimate the peak inelastic responses, such as displacements and storey drifts. The CMP procedure features a higher potential in estimating plastic hinge rotations at both flexible and stiff sides of unsymmetric-plan tall buildings under bi-directional seismic excitation when compared to the uniform and fundamental effective mode force distributions.     

典型稀土矿区周边土壤中稀土元素含量及赋存形态研究

研究不同类型稀土矿区周边土壤中稀土元素(REE)的含量与形态特征,可为矿区周边污染环境治理提供理论支持与科学建议。本文采用欧盟BCR顺序提取法、电感耦合等离子体质谱测定的方法,对内蒙古白云鄂博稀土尾矿区和江西赣南稀土矿区周边6个土壤样品中15种稀土元素进行了含量及形态分析测定。结果表明:矿区周边土壤中稀土元素总量约为264～15955μg/g,明显高于全国土壤背景值(186μg/g),白云鄂博尾矿区周边土壤富集轻稀土元素,稀土元素主要以残渣态富集,占总含量的64.0%～89.4%,生物有效性较低,对环境影响较小;赣南矿区周边土壤富集重稀土元素,稀土元素的主要存在形式是弱酸提取态和可还原态,占总含量的70%以上,易发生迁移转化及对周边环境造成污染。土壤中稀土元素的形态分布与pH值有显著相关性,随着土壤pH值的降低,稀土元素的弱酸提取态含量不断升高,残渣态含量不断降低。     

A new procedure for ground response curve (GRC) in strain-softening surrounding rock

A new procedure for the ground response curve (GRC) is investigated in strain-softening surrounding rock for a circular opening. The procedure started each step with a radius increment and the analytical solutions of stress and strain in each annulus were presented. The plastic region is divided into a finite number of concentric annuli, whose thickness is uniformly determined by a small radius increment. Combining the equilibrium equation and failure criterion, stress for each annulus can be obtained analytically. The displacement for each step can be calculated analytically through solving the differential equation by invoking flow rule and Hooke’s law. The strains for each annulus can be obtained by the strain-displacement relationship. In the successive manner, the distributions of stress and displacement can be found. It should be noted that the finial stress and displacement at radial direction are the internal support pressure and deformation at the excavation surface, respectively. By assuming different plastic radii (using a plastic radius increment), GRC, the evolution curve of plastic radii and internal support pressure can be obtained analytically. Some numerical and engineering examples are performed to demonstrate the validity of the proposed procedure. It is shown that the results of the proposed procedure at the tunnel crown are basically consistent with field measuring data. The influence of the annulus number, plastic radius increment and dilation on the accuracy of the proposed approach is investigated. Results show that the solutions are more accurate and the calculation efficiency is higher.     

锆石(U-Th)/He定年技术研究

锆石(U-Th)/He定年是同位素热年代学体系中重要的定年手段,是记录地质体完整热历史重要的实验方法之一,在火山岩定年、造山带演化、地貌演化、沉积盆地热演化及限定矿床热液活动时代等应用方面发挥着重要的作用。中国地质科学院地质研究所同位素热年代学实验室成功建立了锆石(U-Th)/He定年的实验方法,实验主要包括三个独立的过程:样品前处理、He含量分析和U、Th含量分析。氦同位素质谱仪对锆石样品的氦同位素比值分析精度约为0.1%左右;ICP-MS对锆石的U、Th同位素比值分析精度通常情况下优于1%。对国际上普遍使用的FCT锆石和斯里兰卡锆石标样进行(U-Th)/He年龄测定。测试结果显示27粒FCT锆石(U-Th)/He年龄分布在25.81~30.72Ma之间,加权平均年龄为28.18±0.51Ma(1σ)(参考值为28.3±2.6Ma);20粒斯里兰卡锆石碎片(U-Th)/He年龄分布在445.5~489.5Ma之间,排除异常值后加权平均值为479.0±8.0Ma(1σ)(参考值为470±11Ma)。所测两个标准物质的年龄均与参考值一致,表明本实验室的实验流程准确可靠。本实验方法的建立填补了我国锆石(U-Th)/He定年实验方法的空白,为我国热年代学的发展提供了新的技术支撑。     

NaCl侵蚀环境下水泥固化铬污染土的强度及淋滤特性

日益严重的环境污染问题导致土壤中的重金属离子越来越多,这不仅使得土的工程性质受到影响,而且有害重金属离子的渗出也会威胁人类的健康。目前常采用水泥固化技术（S/S法）来处理重金属污染土。但当地下水中富含侵蚀性盐离子时,固化后的重金属污染土会受到影响,进而改变其强度及重金属离子的滤出特性。通过系统的室内试验,对水泥固化铬污染土在NaCl溶液浸泡后的强度特性及重金属离子的滤出特性进行了研究。试验结果表明,水泥固化铬污染土的无侧限抗压强度随NaCl溶液浓度的增加而减小,而随浸泡时间的增加呈先减小后增大的趋势,浸泡7 d时最小。毒性特征沥滤试验（TCLP）结果显示,浸出液中Cr3+浓度随NaCl浓度增加而增大,随浸泡时间增加而减小;而浸出液的pH值随NaCl浓度增加而减小,随着浸泡时间的增加呈先减小后增大的趋势,浸泡7 d时最小;浸出液的pH值在4.0～5.5范围内时,Cr3+滤出量随pH值增大而减小。     

Medium Range Prediction of Summer Monsoon Activities over India vis-a-vis Their Correspondence with the Observational Features

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Casiofx-4800p计算器路线测量计算程序

为了满足现场完成计算的需要,采用线路测量中桩、边桩放线的Casiofx-4800p计算器程序,运用该程序可以根据测量需要进行直线、圆曲线、缓和曲线中桩坐标和构筑物任意位置坐标计算,方便快捷,值得推广。