泥质杂基含量对柴达木盆地昆2井孔隙演化模式影响的压实模拟实验研究

随着勘探程度的提高,油气勘探必然向深层延伸。弄清深部储层的孔隙演化规律,提高预测精度,是深入勘探的重要基础。通过对柴达木盆地昆2井岩屑和岩芯样品的系统采集,运用铸体薄片、扫描电镜和测井解释等手段,系统分析了古近系与新近系地层的岩石学、矿物学和储层物性特征,发现泥质杂基含量与砂岩的孔隙演化密切相关。为了正演孔隙的演化过程,运用分选很好的风成石英砂和粒度细小的红色粘土为材料,按照粘土杂基含量为5%、10%、15%、20%,制作了四类石英砂开展模拟实验。松散沉积物的压实模拟,从1.4MPa试验加压到210.4MPa,分别进行了21个循环实验。将实验模拟的结果,与昆2井的岩芯资料进行了对比分析。研究表明,碎屑岩泥质杂基含量越高,初始孔隙度越小,孔隙度衰减越快;泥质含量较低的净砂岩,当上覆压力达到76.5MPa时,颗粒大量破碎并重新排列,导致粒间体积减缩以及少量直线型粒内裂缝出现,储层物性明显变差。压实模拟的实验数据,能够为快速沉降区砂岩的储层质量预测提供依据。     

超压盆地中泥岩的流体压裂与幕式排烃作用

流体压裂是在异常高流体压力体系的低渗泥岩中流体活动的主要输导通道。流体压裂不仅导致低渗泥岩的幕式压实作用,而且为油气运移,储集的研究提供了新的理论模式。超压盆地泥岩的压实演化可划分为两个阶段,即连续压实和幕式压实阶段,其中幕式压实阶段又可根据导致流体压裂的主控因素进一步划分为两个亚阶段,即水力压裂和生烃压裂,前者主要由于泥岩欠压实和新生流体源的增压所致,后者则主要由于泥岩中有机质生烃及烃类裂解后增     

强夯激励下黄土边坡动力响应模型试验研究

设计并完成了1:20比尺的黄土边坡大型动力模型试验,探讨了模型试验中的相似律、边界条件处理等问题;研究了强夯激励下黄土边坡的动力特性变化规律与动力响应规律,以及边坡坡率对动力特性和动力响应的影响。试验结果表明,边坡坡率越大,动力响应幅值越大;强夯激励下黄土边坡的动力响应幅值均随冲击荷载作用而产生并迅速衰减;振动周期在1 s之内,主频率在25～45 Hz之间,不会出现振动叠加现象。强夯激励下黄土边坡对径向加速度的放大效应更显著,下部边坡以竖向振动为主,上部边坡以径向振动为主。黄土边坡的边缘部位对强夯冲击振动的反应幅值较之内部存在放大现象。沿坡高方向,边坡对输入加速度具有明显的放大作用,坡顶处的放大效应最为显著。试验结果有助于揭示黄土边坡在强夯激励下的动力响应规律,为黄土地区的工程设计和施工提供有益的参考     

ER智能材料在结构振动控制中的应用

ＥＲ智能材料是一种可控流体,它能在电场的作用下可从牛顿流体变为剪切屈服应力较高的粘塑性体,且这种转变连续,可逆,迅速,因此,可用它来制作可调阻尼器,实现对工程结构风振和地震反应半主动控制,本文在简要地介绍了ＥＲ智能材料电流变效应的基本原理和影响因素之后,建立了适用于土木工程结构控制用的二种类型的ＥＲ可调阻尼器的工作原理和力学模型,并在介绍了ＥＲ可控阻尼器对工程结构风振和地震反应半主动控制的实施原则     

Geotechnical properties of a chemically stabilized soil from Malaysia with rice husk ash as an additive

Summary The stabilization of Malaysian soil by mixing with rice husk ash, a locally available waste material, to improve its engineering properties is described. Stabilizing agents, i.e. cement and lime, were added to produce the reaction products which are responsible for the enhancement of the engineering properties. Based on the strength development, it seems that lime is the more effective stabilizing agent. However, the cheap waste material can be used as partial replacement for the more expensive cement in the cement-treatment of the soil. A durability study was carried out to evaluate the effectiveness of this stabilization method.     

强夯振动加速度的量测及现场试验研究

结合延安新区强夯加固地基工程,进行强夯振动加速度测试现场试验。选取填方区场地,结合地形设计监测方案,以测试强夯波沿水平方向和斜坡的传播规律。在选定试验段的某级填方场地上布置多组加速度传感器,运用多个8通道24位高速采集卡记录强夯振动加速度在平面和斜坡的传播和衰减过程,探讨强夯振动波沿水平面和斜坡的传播规律以及能级对振动加速度的影响。结果表明:径向和竖向加速度值均随与夯点距离的增大而减小;在与夯击点距离相同处,强夯振动波沿水平方向传播的径向和竖向加速度值要大于沿斜坡方向;随着能级的增大,强夯产生的夯击波增强,在与夯击点相同距离处产生的径向和竖向加速度均明显增大。     

Soil moisture dynamics in coastal savanna soils in the tropics under different soil management practices

Abstract

Soil moisture is important for crop cultivation and its adequacy to meet crop-water requirements is determined by the degree of soil management practised and the quantity of water applied to the soil. This study investigates soil moisture dynamics on three plots: Bare (clean, weeds removed), Weedy (kept weedy), and Mulched (cleared of weeds and fully covered with grass mulch) during rainy and dry periods at the Teaching and Research Farm at the University of Cape Coast, in the coastal savanna zone of Ghana. Soil moisture dynamics under different levels of soil compaction were also studied. A Massey Ferguson tractor (MF265) was used to compact the soil at various levels by making 0, 1, 5, 9 and 13 passes. During both the rainy and the dry periods, moisture retention in the soil under bare, weedy and mulched plots increased with depth. During the rainy period, the mean soil moisture retention was in the order: Mulched > Weedy > Bare at both 0–20 cm and 20–40 cm depths. Within a 7–day period, soil moisture measurements from a day after heavy rainfall (intensity > 7 mm h^?1) gave mean moisture losses of 2.7, 4.1 and 3.9% for the Bare, Weedy and Mulched plots, respectively. During the dry period, however, the mean soil moisture retention was of the order: Mulched > Bare > Weedy at both 0–20 cm and 20–40 cm depths. Mean moisture loss during a 7–day dry period was 4.5, 2.9 and 3.4% for the Bare, Weedy and Mulched plots, respectively. Under different levels of soil compaction, the mean moisture retention in the soil increased from 8.3% at 0 pass to 17.8% at 13 passes within the 0–20 cm depth, whilst it decreased from 13.3 to 5.9% from 0 to 13 passes, respectively, within the 20–40 cm depth. It was realized that at less than two passes, the mean soil moisture retention within the 0–20 cm depth was less than the mean moisture retention within the 20–40 cm depth, but the converse happened for more than two passes. The study showed that mulching the soil surface helped to retain enough soil moisture during both the rainy and the dry seasons. Also, soil with high sand content required some sort of soil compaction in order to retain enough moisture at the crop rooting zone.     

强夯法加固夹砂粘土吹填场地的现场试验研究

江苏省连云港赣榆港区陆域采用航道和港池的疏浚土方吹填形成作业港区,吹填工艺以绞吸式疏浚为主,疏浚涉及土层为粘土和砂土,由此形成了粘土和砂土的混合土地基。为了提高地基承载力和均匀性,采用了强夯法对地基进行加固,但是目前对夹砂粘土地基强夯加固的理论和实践较少。为此,以砂夹粘土构成的混合土地基为对象,测试了多种能量单点夯击时的地基土夯沉量、孔压和夯坑周围土体强度等参数,探讨了强夯法加固该类地基的加固深度和水平影响范围。结果表明：对于该类地基而言,有效加固深度修正系数取0.35~0.5为宜;强夯过程中,孔压与强度的增长范围不对应,即孔压影响范围远大于强度影响范围。     

Accelerating the convergence of coupled geomechanical‐reservoir simulations

The pressure variations during the production of petroleum reservoir induce stress changes in and around the reservoir. Such changes of the stress state can induce marked deformation of geological structures for stress sensitive reservoirs as chalk or unconsolidated sand reservoirs. The compaction of those reservoirs during depletion affects the pressure field and so the reservoir productivity. Therefore, the evaluation of the geomechanical effects requires to solve in a coupling way the geomechanical problem and the reservoir multiphase fluid flow problem. In this paper, we formulate the coupled geomechanical‐reservoir problem as a non‐linear fixed point problem and improve the resolution of the coupling problem by comparing in terms of robustness and convergence different algorithms. We study two accelerated algorithms which are much more robust and faster than the conventional staggered algorithm and we conclude that they should be used for the iterative resolution of coupled reservoir‐geomechanical problem. Copyright © 2006 John Wiley & Sons, Ltd.