鲁西南邵庄-双庙水源地地下水环境质量现状评价

按照单项组分、综合评价法,对邵庄-双庙水源地第四系孔隙水和寒武-奥陶系岩溶水环境质量现状进行了评价。第四系孔隙水,总体上,以京杭运河为界,运河以西水质较差,运河以东地区、邵庄、双庙水源地所在地段水质较好;蜀山背斜岩溶水系统内大多地段岩溶水水质较好,邵庄水源地岩溶水水质良好,其它地段及双庙地垒岩溶水系统岩溶地下水质量普遍较差。     

可液化地基土三维地震响应分析

编制完全耦合的三维排水有效应力动力反应分析程序，对可液化地基进行三维地震响应分析，探讨了不同土性参数、不同土层构成和不同附加压重等因素对可液化地基抗液化性能的影响。结果表明：在地震荷载作用下，天然饱和砂土地基中的超孔隙水压力随深度的增大而增大；在不同深度处，超孔压峰值到达的时刻比地震加速度峰值到达的时刻要晚；随输入地震加速度的减弱，深层处的超孔压开始消散或基本保持不变，浅层处的超孔压保持不变或略有上升，这一现象与土性参数、输入地震荷载的情况等因素有关；土性参数对土体本身的抗液化性能有重要影响，初始孔隙比越小，相对密度越大，土体的抗液化能力越强；附加压重有利于地基抗液化能力的提高；随着附加压重的增大，超孔压比减小；附加压重对地基中超孔隙水压力的增长有明显的抑制作用。     

塔巴庙上古生界砂岩储层成岩作用对孔隙结构的影响

通过研究砂岩储层成岩作用对孔隙结构的影响,证实了引起砂岩储层中的低孔、低渗,已为成岩作用的关键因素。早期强烈的机械压实和胶结作用造成砂岩储层原生孔隙不发育,孔喉配位数以0为主,少量可发育1条~2条喉道,孔隙度损失38%~25%。随后的千枚岩岩屑及其它碎屑矿物的溶蚀和蚀变作用,形成了粒间溶孔、粒内微孔、粒内蜂窝状溶孔以及高岭石晶间隙等,此类孔隙半径一般在8μm~20μm,喉道半径在5μm~10μm,平均孔喉比在2~5左右。但其具有数量多,规模大的特点,一般占总孔隙度的70%以上,对各层段砂岩储层储集性能有一定的改善。保留下来的主要是砂岩储层储集空间类型,有极少量的原生粒间孔主要分布在下石盒子组。     

准噶尔盆地陆西地区侏罗系西山窑组顶界不整合结构特征及其与油气关系

根据测井、录井资料,对陆西地区所有井的侏罗系西山窑组顶界不整合面上、下的岩性组合做了统计,并从中总结出7种具有代表性的不整合结构,对组成不整合结构的底砾岩、水解带、淋滤带的岩性特征、测井响应、孔渗特征做了系统的分析.通过研究7种不整合结构与油气的运聚关系认为,第Ⅰ种和第Ⅴ种不整合结构最易聚集成藏,第Ⅱ和Ⅲ种不整合结构较易聚集成藏,第Ⅳ种不整合结构也可以聚集成藏,第Ⅵ种和第Ⅶ种不整合结构不易成藏.最后指出,石南油田和石西油田之间未勘探区块是油气聚集的最有利地带.     

武乡区块山西组泥页岩孔隙结构及分形特征研究

沁水盆地东部煤系伴生泥页岩广泛发育,页岩气资源潜力大,开展该区泥页岩孔隙结构特征的研究对页岩含气性评价及实现煤层气、页岩气合探共采具有重要意义。本文以盆地内武乡区块Y井二叠系山西组泥页岩为研究对象,通过XRD、高压压汞和低温液氮吸附等实验手段对泥页岩孔隙结构特征及分形特征进行了研究。结果表明,Y井山西组泥页岩的矿物组成以黏土矿物和石英为主;泥页岩中小于50 nm的孔隙大量发育,结构形态上以狭缝平板型孔隙和"细瓶颈"孔隙为主;泥页岩样品吸附曲线呈倒S型,属于Brunauer分类方案中的Ⅱ型曲线,其脱附曲线属于IUPAC分类方案中的H2型(兼具H1型及H3型),属De Boer分类方案中的B型(兼具E型及C型); Y井山西组泥页岩分形维数接近3,非均质性较强,矿物成分、总孔体积、平均孔径和TOC含量是影响泥页岩分形维数的重要因素。     

冲击荷载作用下饱和软粘土孔压增长与消散规律

通过大量室内试验,研究饱和软粘土在冲击荷载作用下的变形和孔压增长规律,讨论孔压增长的内在机理和不同围压、不同冲击能作用下孔压量的变化。讨论土体的再团结变形规律,提出再固结体积压缩系数的确定方法。最后分析冲击荷载作用后的强度变化。这些讨论为动静结合法处理软基提供了依据。     

平面裂隙参数计算及其对浆液流动的影响分析

利用从层流到紊流的多阶段稳定压水试验的压力－流量曲线反算裂隙张开度、粗糙度及地下水影响半径等裂隙参数。建立了平面裂隙中浆液流动的力学模型,并分析了对浆液流动的影响因素。     

Streambank dewatering for increased stability

Streambank erosion is often the dominant source of sediment leaving modified watersheds. Mass failure of high, steep banks is one of the most serious forms of streambank erosion. The risk of a given bank experiencing mass failure is a function of bank height, angle, and soil strength, which is governed by soil moisture. Two methods for bank dewatering were tested in adjacent sections of streambank bordering a deeply incised channel in northern Mississippi: a low‐cost pump system and subsurface horizontal drains. Pore water pressures (both positive and negative pressures, or matric suction) were continuously monitored for 2 years at the pumped site, at an adjacent untreated control section, and for 1 year at the site stabilized with horizontal drains. Resulting data were used to calculate a time series of the factor of safety using a computer model. Over the course of two wet seasons, average bank retreats for the control and pumped plots were 0·43 and 0·21 m, respectively. More limited monitoring revealed that the site with passive drains retreated about 0·23 m. At the pumped site pore water pressure was 3–4 kPa lower than at the control site during the most critical periods. Accordingly, computed factors of safety were above the failure threshold at the pumped site, but fell below unity at the control site on 11 occasions over the period of observation. Similarly, the drained site displayed generally lower pore water pressure and higher safety factors except for two events when drains were evidently overwhelmed with the volume of local surface and subsurface flows. These results suggest, but do not prove, that bank dewatering promoted lower rates of bank retreat and higher levels of stability since the three sites had slight differences in soils, geometry and boundary conditions. Initial cost of the dewatering treatments were significantly less than orthodox bank stabilization measures, but operation and maintenance requirements may be greater. Published in 2009 by John Wiley & Sons, Ltd.     

A new approximation for pore pressure accumulation in marine sediment due to water waves

The residual mechanism of wave‐induced pore water pressure accumulation in marine sediments is re‐examined. An analytical approximation is derived using a linear relation for pore pressure generation in cyclic loading, and mistakes in previous solutions (Int. J. Numer. Anal. Methods Geomech. 2001; 25 :885–907; J. Offshore Mech. Arctic Eng. (ASME) 1989; 111 (1):1–11) are corrected. A numerical scheme is then employed to solve the case with a non‐linear relation for pore pressure generation. Both analytical and numerical solutions are verified with experimental data (Laboratory and field investigation of wave– sediment interaction. Joseph H. Defrees Hydraulics Laboratory, School of Civil and Environmental Engineering, Cornell University, Ithaca, NY, 1983), and provide a better prediction of pore pressure accumulation than the previous solution (J. Offshore Mech. Arctic Eng. (ASME) 1989; 111 (1):1–11). The parametric study concludes that the pore pressure accumulation and use of full non‐linear relation of pore pressure become more important under the following conditions: (1) large wave amplitude, (2) longer wave period, (3) shallow water, (4) shallow soil and (5) softer soils with a low consolidation coefficient. Copyright © 2006 John Wiley & Sons, Ltd.