动荷载作用下海底粉土的孔压响应及其动强度

本文选用近海分布较广的粉土为研究对象 ,利用室内动三轴试验结果 ,找出动荷载作用下粉土的动应力应变关系 ,分析模拟波浪荷载作用下粉土中的孔压响应、临界循环次数 ,确定波浪作用下粉土的应力状态、破坏临界循环次数 ,判断不同深度处的粉土发生液化的可能性及发生液化所需要的时间 ;研究粉土在动荷载作用下的强度降低 ,为海上工程设计和施工提供科学依据。     

用PCR方法快速检测水产品中的副溶血弧菌

建立了水产品中副溶血弧菌快速,敏感,特异的PCR检测方法;选择的引物具有良好的副溶血弧菌的种特异性,对人工污染在冷冻水产品中副溶血弧菌的检测低限是12-21CFU/10g,对其增菌液的检测低限是7600-9100GFU/ml。每PCR反应体系的检测低限为91-109CFU,对400份自然污染样品的检测结果显示,PCR方法的检测结果同常规培养法的结果完全相符。     

用一种方法同时检测水产品中的多种致病性弧菌

建立了水产品中12种致病性弧菌的同一检测方法。确定了增菌、分离培养基、培养温度等关键参数。新方法有较好的特异性，简便、快速，灵敏度＜0.4个／g；对200份水产品的检测结果显示，新方法的检测结果同常规培养法的结果完全相符。     

β-1, 4-半乳糖基转移酶抑制剂的研究进展

β-1,4-半乳糖基转移酶(β-1,4-GalT)抑制剂的研究是当今糖化学和糖生物学的前沿研究领域之一。本文就β-1,4-GalT抑制剂(包括供体类似物、受体类似物、过渡态类似物)的设计、合成及活性评价诸方面予以综述。     

基于坐标归一化和奇异值分解的直接线性变换解法

直接线性变换方法是数字摄影测量和计算机视觉领域最常用的解析处理方法之一,特别适用于未检校数码相机的三维测量,但直接线性参数间的相关性、物方控制的约束和设计矩阵元素数量级的较大差异,均可导致法矩阵严重病态,从而影响解的稳定性。本文借鉴改进的八点基本矩阵估计算法,采用基于坐标归一化和奇异值分解的解法,即首先将像点和物点坐标进行相似变换得到归一化坐标后组成法矩阵,其次利用矩阵奇异值分解方法代替常规的最小二乘方法,模拟和真实数据表明,此方法可以有效提高解算精度和稳定性。     

西藏雄村铜(金)矿地质灾害危险性综合分区评价

将勘探开发区划分为小区块评价单元,从地质灾害基础因子、响应因子、诱发因子分析入手,选定地形地貌、植被、岩性、地质构造及周边地震活动、地质灾害现状、预测地质灾害的危险性、人类工程活动为雄村铜(金)矿地质灾害综合分区定量评估因子,由此求得各区块的灾害因子综合量值.按危险性分区阀值将各评价区块最终归并为地质灾害危险性大、中等和小3个级别分区.     

斯通利波和渗透率的关系分析

理论和实际资料证明,在渗透性地层,低频斯通利波出现的频散和能量衰减与地层渗透率有关,因此可利用斯通利波的传播速度和能量衰减等特性来估算地层渗透率。斯通利波的能量和渗透率负相关。因为斯通利波能量代表了斯通利波的有关信息,因此可以认定斯通利波和渗透率负相关。     

GPS接收机专用芯片组技术发展

在总结国外现有的完整GPS接收机专用芯片组最新情况的基础上，结合典型的芯片产品，阐述了GPS接收机专用芯片组从分立式器件到片上系统、再到单片式接收机的技术发展过程、现状和趋势。     

基于GIS技术的矿产资源信息系统

地质资料基本上可以分为空间数据和属性数据两大类.它们是地学数据不可分割的两方面,客观上要求统一进行管理.采用地理信息系统技术,可以彻底解决两种类型数据统一管理问题.结合正在开展的辽宁省矿产资源勘查、开发与利用规划工作,论述了建立基于GIS技术的辽宁矿产资源信息系统实现数据可视化和空间模型分析的思路和实现方法.它为今后矿产资源管理工作实现全面科学化管理提供了现代化手段,也为制定行业发展规划以及进行生产决策提供了支持,进而促进地质找矿和矿产开发的工作部署朝思维可视化及思路多样化的方向发展.     

Optimum multiple tuned mass dampers for structures under the ground acceleration based on the uniform distribution of system parameters

The five MTMD models, with natural frequencies being uniformly distributed around their mean frequency, have been recently presented by the first author. They are shown to have the near‐zero optimum average damping ratio (more precisely, for a given mass ratio there is an upper limit on the total number, beyond which the near‐zero optimum average damping ratio occurs). In this paper, the eight new MTMD models (i.e. the UM‐MTMD1～UM‐MTMD3, US‐MTMD1～US‐MTMD3, UD‐MTMD1 and UD‐MTMD2), with the system parameters (mass, stiffness and damping coefficient) being, respectively, uniformly distributed around their average values, have been, for the first time here, proposed to seek for the MTMD models without the near‐zero optimum average damping ratio. The structure is represented by the mode‐generalized system corresponding to the specific vibration mode that needs to be controlled. Through minimization of the minimum values of the maximum dynamic magnification factors (DMF) of the structure with the eight MTMD models (i.e. through the implementation of Min.Min.Max.DMF), the optimum parameters and values of Min.Min.Max.DMF for these eight MTMD models are investigated to evaluate and compare their control performance. The optimum parameters include the optimum mass spacing, stiffness spacing, damping coefficient spacing, frequency spacing, average damping ratio and tuning frequency ratio. The six MTMD models without the near‐zero optimum average damping ratio (i.e. the UM‐MTMD1～UM‐MTMD3, US‐MTMD1, US‐MTMD2 and UD‐MTMD2) are found through extensive numerical analyses. Likewise, the optimum UM‐MTMD3 offers the higher effectiveness and robustness and requires the smaller damping with respect to the rest of the MTMD models in reducing the responses of structures subjected to earthquakes. Additionally, it is interesting to note, by comparing the optimum UM‐MTMD3 with the optimum MTMD‐1 recently investigated by the first author, that the effectiveness and robustness for the optimum UM‐MTMD3 is almost identical to that for the optimum MTMD‐1 (without inclusion of the optimum MTMD‐1 with the near‐zero optimum average damping ratio). Recognizing these performance benefits, it is preferable to employ the optimum UM‐MTMD3 or the optimum MTMD‐1 without the near‐zero optimum average damping ratio, when installing the MTMD for the suppression of undesirable oscillations of structures under earthquakes. Copyright © 2003 John Wiley & Sons, Ltd.