滇东南岩溶区找水打井经验——以云南省广南县珠琳地区为例

以1996-2012年期间抗旱打井实例,总结了找水技术方法、勘查工作流程,提出了滇东南高原斜坡地带岩溶区找水要点:分水岭弱径流带,主要目标是在古溶蚀台面上接近区域分水岭的地段、规模较大的溶蚀洼地中的扬起端寻找浅层岩溶水;缓坡区较强径流带,主要目标是寻找面积较大、产状较平缓的悬托弱透水层之上的滞水型岩溶水;斜坡区强径流带,主要应寻找暗河天窗、竖井中的岩溶水。确定井位应遵循区域调查分析+井位附近详细调查分析的工作程序,必要时配合开展物探准确定位;不宜在排泄区、强径流区、峰丛洼地区、大泉、地下河附近、负地形最低部位布井,物探成果应用须与水文地质调查成果紧密结合。      

风化壳型砂质高岭土矿床以钻代井取大样方法简介

本文仅就被第四系所覆盖、埋藏在潜水面下的风化壳型砂高岭土矿床以钻代井取大样方法简介。通过实践认为:此法特点是施工速度快、样品质量高、成本低、工作条件好,适用于风化壳型砂质高岭土矿床。     

Recursive calculation of hansen coefficients

Hansen coefficients are used in expansions of the elliptic motion. Three methods for calculating the coefficients are studied: Tisserand's method, the Von Zeipel-Andoyer (VZA) method with explicit representation of the polynomials required to compute the Hansen coefficients, and the VZA method with the values of the polynomials calculated recursively. The VZA method with explicit polynomials is by far the most rapid, but the tabulation of the polynomials only extends to 12th order in powers of the eccentricity, and unless one has access to the polynomials in machine-readable form their entry is laborious and error-prone. The recursive calculation of the VZA polynomials, needed to compute the Hansen coefficients, while slower, is faster than the calculation of the Hansen coefficients by Tisserand's method, up to 10th order in the eccentricity and is still relatively efficient for higher orders. The main advantages of the recursive calculation are the simplicity of the program and one's being able to extend the expansions to any order of the eccentricity with ease. Because FORTRAN does not implement recursive procedures, this paper used C for all of the calculations. The most important conclusion is recursion's genuine usefulness in scientific computing.     

基于有序聚类法的风化岩体定量分带研究

应用有序聚类法对辽宁省锦凌水库坝基的风化岩体进行定量分带,得出结果与地质观察方法、规范法等所得出的结果进行比较。并应用岩体风化差异系数计算各种方法下的各风化带的风化差异系数,综合分析,给出各最终推荐结果,按照有序聚类方法分析所得的结果进行风化岩体分带。     

“迭代法”求水文地质参数的原理及应用

在泰斯公式基础上，推导出定流量和变流量非稳定流抽水条件下关于S／T为变量的非线性方程，用“迭代法”解此方程，可方便地求出S、T等水文地质参数。此法可推广到多观测孔、单观测孔或无观测孔抽水试验求参数。     

寒区桩基热稳定性研究进展

桩基础锚固长度大、埋置深,对地温场的扰动小、回冻快,在青藏高原多年冻土区被广泛使用。寒区桩基热稳定性研究是一个交叉面广、综合性较强的问题,它涉及到传热学、冻土学、桩基础的设计、桩-土相互作用等多方面的内容。在大量文献基础上,从现场试验、模型试验、理论计算等角度,对寒区桩基热稳定研究现状进行了总结和分析,文献研究表明：土体回冻过程受众多因素影响,而影响程度最大的是混凝土浇筑时的水化热释放;在全球变暖的情形下,未来50年青藏高原冻土退化严重,对桩基热稳定性构成威胁,需要采取相应的保护措施。     

机载LiDAR点云的Delaunay三角网快速生成算法

为了提高机载激光点云的Delaunay三角网生成效率及稳定性,基于分块算法的思想,改进了点云数据的分块方式,利用点云的凸包及重心点进行数据分块,并结合子块中激光点个数阈值进行三角形子块的细分,从而避免了传统子块合并过程中复杂的相邻三角形搜索及优化处理,仅需简单的一步优化即可完成相邻子块的合并,大大提高了算法的效率。经实验证明,该算法简单、高效且稳定性好,尤其对于大数据量的机载LiDAR点云Delaunay三角网生成具有明显的优势。     

Direct displacement‐based seismic assessment procedure for multi‐span reinforced concrete bridges with single‐column piers

In Italy, as in other high seismic risk countries, many bridges, nowadays deemed ‘strategic’ for civil protection interventions after an earthquake, were built without antiseismic criteria, and therefore their seismic assessment is mandatory. Accordingly, the development of a seismic assessment procedure that gives reliable results and, at the same time, is sufficiently simple to be applied on a large population of bridges in a short time is very useful. In this paper, a displacement‐based procedure for the assessment of multi‐span RC bridges, satisfying these requirements and called direct displacement‐based assessment (DDBA), is proposed. Based on the direct displacement‐based design previously developed by Priestley et al., DDBA idealizes the multi DOF bridge structure as an equivalent SDOF system and hence defines a safety factor in terms of displacement. DDBA was applied to hypothetical bridge configurations. The same structures were analyzed also using standard force‐based approach. The reliability of the two methods was checked performing IDA with response spectrum compatible accelerograms. Copyright © 2012 John Wiley & Sons, Ltd.     

青海省公共应急地理信息系统原型设计与实现

从应急处置的角度着手,建立省级公共应急地理信息系统原型。以青海省为例探讨了基于GIS的应急事件处置流程,并围绕该处置流程,设计并实现了公共应急地理信息系统原型,实现了突发事件定位、影响范围分析、影响因素分析、救援资源分析、态势标绘等功能,为建设青海省公共应急地理信息系统探索了一条切实可行的技术路线。     

Seismic design procedure and seismic response of post‐tensioned self‐centering steel frames

Post‐tensioned (PT) self‐centering moment‐resisting frames (MRFs) have recently been developed as an alternative to welded moment frames. The first generation of these systems incorporated yielding energy dissipation mechanisms, whereas more recently, PT self‐centering friction damped (SCFR) moment‐resistant connections have been proposed and experimentally validated. Although all of these systems exhibited good stiffness, strength and ductility properties and stable dissipation of energy under cyclic loading, questions concerning their ultimate response still remained and a complete design methodology to allow engineers to conceive structures using these systems was also needed. In this paper, the mechanics of SCFR frames are first described and a comprehensive design procedure that accounts for the frame behavior and the nonlinear dynamics of self‐centering frames is then elaborated. A strategy for the response of these systems at ultimate deformation stages is then proposed and detailing requirements on the beams in order to achieve this response are outlined. The proposed procedure aims to achieve designs where the interstory drifts for SCFR frames are similar to those of special steel welded moment‐resisting frames (WMRFs). Furthermore, this procedure is adapted from current seismic design practices and can be extended to any other PT self‐centering steel frame system. A six‐story building incorporating WMRFs was designed and a similar building incorporating SCFR frames were re‐designed by the proposed seismic design procedure. Time‐history analyses showed that the maximum interstory drifts and maximum floor accelerations of the SCFR frame were similar to those of the WMRF but that almost zero residual drifts were observed for the SCFR frame. The results obtained from the analyses confirmed the validity of the proposed seismic design procedure, since the peak drift values were similar to those prescribed by the seismic design codes and the SCFR frames achieved the intended performance level under both design and maximum considerable levels of seismic loading. Copyright © 2008 John Wiley & Sons, Ltd.