包裹碎石桩加固的砂土液化机理试验研究

通过分别开展包裹碎石桩加固、碎石桩加固以及未加固的饱和砂土液化振动台试验,对比分析不同加固类型下的抗液化性能,重点剖析包裹碎石桩加固的砂土液化机理。试验表明:振动加载过程中,包裹碎石桩始终保持桩体的完整性与良好的排水性能且其加固模型地基的总沉降量相较于未加固模型地基减少了50%,相较于碎石桩加固模型地基减少了31.8%。包裹碎石桩加固模型排出水量较未加固模型地基提高了33.3%,较碎石桩加固模型地基提高了16.6%;包裹碎石桩加固模型地基的超静孔压值下降显著且地基下层砂土出现未液化的现象;并进一步发现包裹碎石桩的排水加固作用沿土层竖向深度呈递增趋势。因此,可以发现包裹碎石桩加固砂土液化的抗震性能优于碎石桩。     

常规定量CT鉴别尿路结石成分的研究

目的：探讨螺旋CT各参数鉴别尿路结石成分的价值。方法：收集2016年5月至2018年3月我院112例尿路结石患者的术前CT图像资料,测量尿路结石直径（d）、平均CT值（HUm）及CT值标准差（HUsd）,并计算平均CT值/直径的比值（HUd）,再以术后红外线光谱结果为参照标准,比较各类结石成分d、HUm、HUsd及HUd的差异,并运用受试者工作特征曲线（ROC曲线）评价其鉴别结石成分的效能。结果：尿酸结石21例、一水草酸钙结石49例、碳酸磷灰石10例和混合结石27例,尿酸结石的HUm、HUsd及HUd值均明显低于其他类型结石;尿酸结石与非尿酸结石（一水草酸钙结石、碳酸磷灰石、混合结石）之间的HUm、HUsd及HUd值差异均有统计学意义（P<0.05）;非尿酸结石之间的HUm、HUsd及HUd值差异均无统计学意义（P>0.05）;各类结石的d值差异均无统计学意义（P>0.05）;d、HUm、HUsd及HUd鉴别尿酸结石的ROC曲线下面积（AUC）为0.444、0.915、0.972及0.858。结论：螺旋CT的HUm、HUsd及HUd值均能鉴别尿酸结石和非尿酸结石,其中以HUsd的鉴别效能最佳,但不能区分各类型非尿酸结石。     

地震减灾工程下格宾石笼拦挡坝支护技术研究

鉴于格宾石笼护岸、护坡等优质特性,对其应用至地震减灾工程进行研究。经分析可知,格宾石笼主要利用双绞合六边形金属网片组合为箱笼,再装填石料堆筑构成防护整体;格宾石笼具有高强度耐久性、透水性、整体性与柔韧性和施工过程简单便利等特征。依据格宾石笼构造与特性分析,分别将地震减灾工程下格宾石笼拦挡坝施工划分为格宾石笼护基与格宾石笼护坡两部分进行研究。利用测量放线、挖掘基础、规整地基、铺垫反滤层、格宾放置与连接、支顶加固、石料装填封盖等步骤实现格宾石笼护基施工。通过削坡、铺设土工布、砂砾垫层、安装网箱、装填石料和封盖等步骤实现格宾石笼护坡施工。分别在冲击力、位移和能量三方面验证格宾石笼拦挡坝支护技术,实验结果表明,冲击力和坝体自身材料性质有关联,格宾拦挡坝材料属于柔性材料,冲击力由此减小,耗费冲击力能量效果十分明显;坝体可以利用整个结构全部能量承担很大负载;格宾石笼拦挡坝体耗能效果显然优于浆砌石坝。     

石材幕墙结构抗震性能试验研究

为研究石材幕墙的抗震性能和破坏特征,以阿尔及利亚大清真寺南区石材幕墙工程为背景,设计了两组1:1振动台试验模型,通过振动台试验研究总结出了石材幕墙结构的地震响应特性,在此基础上,给出了石材幕墙结构动力特性简化模型,并通过引入相应的质量修正系数,得到震损石材幕墙结构自振频率计算公式。研究表明:结构自振频率在挂件和石材出现松动与损伤后逐渐降低;石材加速度响应受挂件位置和尺寸影响较大;石材与挂件之间的间隙增大了石材的加速度响应,但同时也减小了挂件的内力需求。     

基于颗粒阻尼器的多鼓型古柱抗震性能研究

为保护地震作用下历史遗迹帕特农神庙多鼓石柱,提出将破损的石鼓替换为填充颗粒的空鼓,以减轻多鼓石柱动力响应。本文基于PFC3D与FLAC3D软件,实现了离散-有限耦合作用,模拟了附有颗粒阻尼器帕特农神庙多鼓型石柱,研究了颗粒阻尼器对帕特农神庙石柱的减震效果,并分析地震强度、频率、阻尼器位置等因素对减震效果的影响。研究结果表明,将颗粒阻尼器替换破损的空鼓,PFC3D与FLAC3D耦合计算结果与试验结果基本一致,减震效果显著,说明耦合分析方法研究颗粒阻尼器抗震性能具有较高的可靠性;地震强度不同时,分层颗粒阻尼器仍可较好地耗散能量;颗粒阻尼器对结构的减震性能受激励频率的影响显著,频率越高,减震效果越好;颗粒阻尼器布置在古柱中上部减震效果优于布置在古柱下部。     

Liquefaction mitigation in silty soils using composite stone columns and dynamic compaction

The objective of this study is to develop an analytical methodology to evaluate the effectiveness ofvibro stone column (S. C.) and dynamic compaction (D.C.) techniques supplemented with wick drains to densify and mitigate liquethctionin saturated sands and non-plastic silty soils. It includes the following: (i) develop numerical models to simulate and analyze soil densification during S.C. installation and D.C. process, and (ii) identify parameters controlling post-improvement soil density in both cases, and (iii) develop design guidelines for densification of silty soils using the above techniques. An analytical procedure was developed and used to simulate soil response during S.C. and D.C. installations, and the results were compared with available case history data. Important construction design parameters and soil properties that affect the effectiveness of these techniques, and construction design choices suitable for sands and non-plastic silty soils were identified. The methodology is expected to advance the use of S.C. and DC. in silty soils reducing the reliance on expensive field trials as a design tool. The ultimate outcome of this research will be design charts and design guidelines for using composite stone columns and composite dynamic compaction techniques in liquefaction mitigation of saturated silty soils.     

采用新型灌浆材料的石墙抗震性能研究

基于石砌墙体的特点、对比研究和拟动力试验,提出新型材料在石墙抗震加固中的应用,经系列试验研究,提出相应的抗震抗剪强度理论,反映了工程情况,符合震害规律。     

论高岭石粘土和铝土矿研究的新进展

过去我国地质界向前苏联学习,把球粘土(Ballclay)作为高岭土或耐火粘土的一个变种,使我们找矿走入误区,以致后来从美国进口球粘土。其实球粘土的结晶性质这个内在因素与高岭土或耐火粘土常不相同,则派生的性能更不一样,应成为独立的矿种,还可与国际接轨。又过去国内外学者认为高岭石高度有序为热液型的,而沉积型的为无序高岭石。但笔者等的研究,我国高岭石高度有序而规模大且均匀稳定的,应算沉积型的紫矸(古生代高岭石软质粘土),可以作流动性好的造纸涂料。又我国硬水铝石岩溶铝土矿,应属于生物有机质成矿作用的沉积型铝土矿。     

瞬态瑞雷波法在工程检测中的应用研究

本文简要介绍了瞬态瑞雷波法的工作原理,野外观测及数据采集系统,并总结出了资料处理解释流程图,同时从工程实践出发,探讨了该项新技术应用于高速公路建设中的优点,存在问题及未来发展趋势。     

Equal strain consolidation for stone columns reinforced foundation

Column consolidation and deformation are considered by assuming that the quantity of water flowing through the disturbed soil zone into the column is not equal to that flowing out from the column and the difference between them is equal to the volume change of the column. In addition, three patterns of distribution of the horizontal permeability of soil in the disturbed zone are also considered to account for the disturbance effect of columns construction on the surrounding soil. These three patterns include the constant distribution pattern (Pattern I), the linear distribution pattern (Pattern II) and the parabolic distribution pattern (Pattern III). By incorporating the aforementioned characteristics into the analyses, the governing equations containing two variables (i.e. the average excess pore-water pressures within the column and within the entire foundation at any depth) for the consolidation of a composite foundation are derived. The solutions of the governing equations are then obtained using a new initial condition derived from the assumption of equal strain and the equilibrium condition. On the basis of the solutions for excess pore-water pressures, the average degree of consolidation of a composite foundation is obtained and discussed. Finally, a comparison is made of some available solutions. Copyright © 2009 John Wiley & Sons, Ltd.