不同制样方式下含水合物粉细砂静力学特性研究

利用高压低温三轴仪对含水合物粉细砂进行剪切试验。分别用气饱和法与水饱和法制样，实现不同水合物饱和度和围压条件的三轴剪切，并分析含水合物砂的胶结作用对剪切特性的影响。试验结果表明：低饱和度时，气饱和与水饱和试样的偏应力差别不大；高饱和度时，制样方式对偏应力的影响较显著；水饱和试样的剪胀性大于气饱和试样，剪胀性随饱和度的升高和围压的降低而增大。峰值偏应力和稳态偏应力由黏聚力和摩擦力两部分组成，水合物的存在对稳态内摩擦角影响不大。     

压缩加载条件下含水合物沉积物蠕变特性分析

水合物开采可能诱发海底滑坡或其他工程地质灾害。实现水合物商业化开采需要中长期稳定产气，长期荷载下储层的蠕变特性是地层稳定性评价的基础力学参数。利用南海水合物储层粉黏土为试验介质在压缩加载条件下的系列固结排水蠕变测量试验结果，对粉黏土的蠕变特性进行了分析。结果表明，加载过程中，含水合物沉积物经历瞬时变形、固结变形和蠕变变形3个阶段；随着加载应力和水合物饱和度的提高，蠕变应变不断增加；修正的Singh-Mitchell蠕变模型可以较好预测不同应力水平和水合物饱和度下粉黏土的蠕变特性。     

南海北部神狐海域天然气水合物分布的主控因素

针对天然气水合物沉积成矿因素不明确等问题,通过利用南海北部神狐海域的高分辨率三维地震、测井和岩心等资料,对晚中新世以来的地层进行了高分辨率层序划分和精细的沉积解释。从温压、沉积、构造等方面探讨了神狐海域天然气水合物分布的主控因素,认为：BSR上部附近处于水合物稳定温压范围内;粗粒沉积物有利于天然气水合物的富集;在含水合物层段内,孔隙度与天然气水合物饱合度成正比关系;滑塌体是天然气水合物赋存的有利相带;气烟囱形成过程中产生的断裂系统可为富含甲烷流体向上运移提供通道,并在其上部滑塌体富集成矿。因此,神狐海域具备天然气水合物成藏的优越条件,是天然气水合物勘探开发的有利区块。     

细砂质含水合物沉积介质的非线性弹性力学模型

描述含水合物沉积介质的应力-应变关系,建立含水合物沉积介质的力学模型,预测水合物储层的变形规律,是有效开发水合物资源的基本前提。以经典邓肯-张模型为基础,结合细砂质含水合物沉积介质力学三轴试验数据,提出了适合细砂质含水合物沉积介质的非线性弹性力学模型及其参数,并验证了模型的准确性。结果表明,该模型及其参数可以很好地描述细砂质含水合物沉积介质的应力-应变的非线性弹性关系。     

南海北部神狐海域天然气水合物形成及分布的地质因素

从天然气水合物发育的地质构造条件、沉积条件、气源条件、温压条件等分析了神狐海域影响水合物形成及分布的地质因素.指出神狐海域处在洋陆壳的过渡带上,断裂-褶皱构造及流体底辟构造发育,对水合物的形成具有重要的控制作用.受等深流和海底滑塌双重作用,研究区沉积异常体发育,沉积厚度大、沉积速率高,有利于水合物发育.通过对神狐海域附近钻探结果及区内地质调查站位资料的分析表明:目标区具有含巨量的生物气和热成因气资源潜力,具备形成天然气水合物的气源条件,气源为文昌-恩平组烃源岩.此外,受热流值北高南低的分布格局的影响,神狐海域BSR埋深也表现为北部浅南部深,且BSR分布区整体处在天然气水合物稳定存在的温压范围内,满足水合物形成及保存所需的温压条件.神狐海域的地质构造条件、沉积特征、气源条件、温压条件等都非常有利于天然气水合物发育.     

巨型天然气水合物储层原始甲烷数量的直接测量

在高压和低温的稳定条件下 ,某些气体可以与水结合在一起形成固体———天然气水合物。在许多有甲烷供给的海洋沉积物中存在形成水合物的条件。大陆边缘的地震反射剖面表明在海底上部几百米的沉积物中通常存在天然气水合物 ,其下伏更深的地带则含游离气。若大量甲烷储集在这些储集层中 ,溢出的天然气可能在气候变化期间扮演重要角色。事实上海洋沉积物中的天然气水合物储层可能是地球上最大的化石燃料储集层。在此 ,我们报告了作为气水合物和游离气储集在大西洋西部布莱克海脊沉积层系内的原地甲烷丰度的直接测量。我们的结果表明作为固体气…     

径向基函数神经网络在计算天然气水合物饱和度中的应用研究

天然气水合物饱和度的计算通常采用阿尔奇公式、双水模型、Wood 方程等方法,这些方法均基于孔隙度的求取,并需要配合岩心分析来获得公式中的有关参数,存在误差传递导致结果不正确的问题.由于天然气水合物是以固态形式赋存于地层当中,因此研究适用于含天然气水合物储层的评价模型也是解决准确评价天然气水合物储层需考虑的因素.针对沿用油气测井评价方法计算天然气水合物的孔隙度和饱和度中存在的问题,采用径向基函数作为人工神经网络,计算了我国首次采获水合物样品的神狐海域某井天然气水合物的饱和度,以其中一口井的分析数据为样本训练并建立径向基函数神经网络,有效地求出了另一口井的天然气水合物饱和度,其结果与现场孔隙水分析的饱和度基本吻合.避开了天然气水合物饱和度的模型建立及参数求取难题.     

青藏高原乌丽冻土区天然气水合物成藏条件

为了探讨青藏高原乌丽冻土区水合物试验孔未钻获天然气水合物的原因,对该区第一口天然气水合物试验孔的岩心样品和周边露头样品进行了测试,结果显示,该区烃源岩有机质丰度中等,有机质类型Ⅲ型,有机质已过成熟,有利于烃类气体的生成;然而,试验孔岩心顶空气测试结果却显示,天然气组分中98%为无机成因的二氧化碳(13 C-CO2,-4‰~-6‰)。结合区域地质、温压场条件等综合分析认为,该区天然气水合物气源以无机成因的二氧化碳为主,有机成因的烃类气体为辅。但是,研究区构造活动强烈且一直持续至今、深大断裂发育等因素却不利于天然气(包括无机和有机)及其水合物的保存,这可能是试验孔未钻获水合物的主要原因。另外,二氧化碳特殊的升华现象以及取样技术的不完善则可能是试验孔未钻获水合物的次要原因。     

南极半岛西侧别林斯高晋海陆缘含水合物系统及资源潜力

以别林斯高晋海陆缘地质环境、天然气水合物存在标志如BSR为线索,认为南极半岛别林斯高晋海陆隆上快速堆积体具有天然气水合物成藏的良好环境。根据ODP太平洋钻探计划178航次的钻孔、地震剖面等数据,从沉积、气源、热流场、成藏关键时间分析研究区域含天然气水合物的成藏条件,通过研究区天然气水合物综合异常图及综合成藏系统表,预测南极半岛别林斯高晋海陆缘天然气水合物成藏区域在陆隆快速堆积体7上,研究区的天然气水合物可能成藏的区域在地层单元I和II,年龄应是全新世到上新世晚期(0～2.1Ma)。运用体积法对其天然气水合物资源量进行计算,预测资源量较大,为今后南极区域天然气水合物的调查研究提供参考。     

非保温保压采集深海天然气水合物原位样品的外观与保存状况研究

因为取样时未使用保温保压工具，所以通常情况下采集到的天然气水合物样品在被放入液氮罐冷藏之前，必定已经发生了部分分解；具有代表性意义的ODP 204取得的样品85％分解了，且转变成六方晶体冰。因此，分析描述天然气水合物分解的状况、外观和特征十分必要。综述了利用可确定天然气水合物中冰、水合物和其他矿物相对数量以阐明其保存程度的同步加速X光衍射（XRD）技术和可在低至几十纳米分辨率条件下对样品进行详细观测的低温扫描电镜技术进行非保真采取水合物样品外观和保存状况研究的概况，包括Ⅰ型结构水合物及孔隙横截面均为六边形和亚微米级孔隙区域到密集孔隙区域特征等成果，指出取心时水合物分解耗热，是吸热反应并导致分解释放水同步冻结；同时气体膨胀和气体脱溶也形成冰；这类样品中天然气水合物周围小区域内温度很低并在局部成冰，水合物实现自我保存，这一特性允许天然气水合物在稳定正常的温压条件以外存在一段时间，对于天然气水合物商业储运具有重要意义，但是，多数情况下水合物还是分解了。在“水合物海脊”，样品含天然气水合物量仅少数超过15％，极少数达到70％，只有在原位状态为大块状的天然气水合物中，才可以用肉眼观察到高含量的天然气水合物组分。     

Stiffness Degradation of Undisturbed Saturated Soft Clay in Yangtze Estuary under Complex Stress Conditions

Stiffness degradation will occur due to the generation of accumulated pore pressure in saturated soft clays under cyclic loading. The soil static-dynamic multi-purpose triaxial and torsional shear apparatus in Dalian University of Technology was employed to perform different types of test on saturated soft marine clay in the Yangtze estuary. Undisturbed samples of the clay were subjected to undrained cyclic vertical and torsional coupling shear and cyclic torsional shear after three-directional anisotorpic consolidation with different initial consolidation parameters. Investigated were the effects of the initial orientation angle of the major principal stress, initial ratio of deviatoric stress, initial coefficient of intermediate principal stress and continuous rotation of principal stress axes on the stiffness degradation. It is found that the degradation index decreases (or degradation degree increases) significantly with increasing initial orientation angle of the major principal stress and initial ratio of deviatoric stress. Compared to the effects of the initial orientation angle of the major principal stress and initial ratio of deviatoric stress, the effect of initial coefficient of intermediate principal stress is less evident and this trend is more clearly reflected by the results of the cyclic torsional shear tests than those of the cyclic coupling shear tests. At the same cycle number, the degradation index obtained from the cyclic torsional shear test is higher than that from the cyclic coupling shear test. The main reason is that the continuous rotation in principal stress directions during cyclic coupling shear damages the original structure of the soil more than the cyclic torsional shear does. Based on a series of experiments, a mathematical model for stiffness degradation is proposed and the relevant parameters are determined.     

Cyclic behaviour and liquefaction resistance of Izumio sands in Osaka,Japan

Abstract

This article presents a study of liquefaction resistance behaviour of sand using a cyclic triaxial test. The site investigation was performed, and frozen undisturbed specimens were taken from the Izumio site in Osaka, Japan. According to the evidence in 1995 Kobe Earthquake, the first two sand layers are vulnerable to undergo liquefaction. The effect of deviatoric stress on liquefaction resistance was focused on in this study. The excess pore pressure ratio, hysteresis loop, and effective stress path from the cyclic triaxial tests were reported. A multispring element model was employed to simulate the soil behaviour under cyclic loading. The results showed that applied deviatoric stress could influence the liquefaction resistance of sandy soil samples. The plots of the cyclic stress ratio versus the number of cycles to generate liquefaction known as a liquefaction resistance curve can be then constructed and compared with other sands.     

Comparison Between Shear Behaviors of Overconsolidated Nakdong River Sandy Silt and Silty Sand

From this research, overconsolidated undrained and drained behaviors of specimens with high sand content were highly dilatant. According to the comparison results of laboratory tests, the deviator stresses of silty sand were greater than sandy silt due to high sand content under increasing OCRs, and both silty sand and sandy silt were presented strain softening tendency after failure under undrained loading. The pore water pressure increased with increasing fines content under increasing OCRs. Silty sand exhibited more dilatancy and increasing shear strength than sandy silt because pore water pressures of silty sand were lower than sandy silt under higher OCRs. In overconsolidated drained tests, silty sand is higher strength than sandy silt because silty sand has a lower volumetric strain and higher deviator stress than sandy silt under increasing OCRs. As the degree of overconsolidation increased, similar behaviors of silty sand and sandy silt observed that volumetric strain decreased to negative values due to dilatancy effect and low-cohesion under current effective confining pressures.     

Rate-Dependent and Long-Term Yield Stress and Strength of Soft Wenzhou Marine Clay: Experiments and Modeling

This paper focuses on the rate-dependent yield stress, undrained strength, and long-term undrained strength of clay. Various oedometer and triaxial tests were performed on Wenzhou marine clay. The uniqueness of rate-dependent and long-term yield stress and strength is discussed. A new anisotropic elastic viscoplastic model is proposed by adopting the concept of anisotropy and isotropy processes. The determination of model parameters is discussed, demonstrating how all model parameters can be determined in a straightforward way requiring the same basic tests as for the Modified Cam Clay model. Experimental verifications are carried out using the constant strain-rate and creep tests on the Wenzhou marine clay.     

Laboratory Investigation on the Effects of Overconsolidation and Saturation on Undrained Monotonic Shear Behavior of Granular Material

In order to study pore water response and static liquefaction characteristics of silty sand, which has previously experienced liquefaction, two series of monotonic triaxial tests were run on medium dense sand specimens (RD = 50%) at confining pressure of 100 kPa. In the first test series, the influence of the soil saturation under undrained static loading has been studied. It summarizes results of monotonic tests performed on Chlef sand at various values of the Skempton's pore pressure coefficient. Analysis of experimental results gives valuable insights on the effect of soil saturation on sand response to undrained monotonic paths. In the second series of tests, the overconsolidation influence on the resistance to the sands liquefaction has been realized on samples at various values of overconsolidation ratios (OCR). It was found that the increase of overconsolidation ratio (OCR) increases the resistance of sands to liquefaction.     

Determination of Soil Parameters to Analyze Mechanical Behavior Using Lade's Double-Surface Work-Hardening Model

In this study, Lade's double-surface work-hardening constitutive model was adopted which uses the elasto-plasticity model as a basic conceptual framework. The model can analyze work hardening and work softening of nonlinear stress-strain behavior, and is regarded as superior to other elasto-plasticity constitutive models in terms of estimation. In the double-surface work-hardening constitutive model, 14 soil parameters are needed to estimate soil behaviors. To determine them, laboratory tests—isotropical consolidation test and conventional compression test—were conducted. Determining of soil parameters is highly complicated and time-consuming; randomness cannot be ruled out in determining parameters that are sensitive to stress-strain estimation, and error may occur. For this reason, a linear and nonlinear regression analysis was used to determine soil parameters. In estimation of undrained behavior, the estimated stress-strain behavior based on the two constitutive models largely overlapped with the test results. However, in estimating drained behavior, the outcome of the two models and the test results were mostly the same, but between the two models, the double-surface work-hardening constitutive model had a sharper slope in initial stress state, and a smaller maximum deviatoric stress.     

Undrained behavior of natural marine clay under cyclic loading

To study the undrained behavior of natural marine clay under cyclic loading, two kinds of stress-controlled cyclic triaxial tests were conducted on natural K₀-consolidated Wenzhou clay. In the Series I tests, samples were cyclically sheared until failure, and the accumulative behavior was studied; based on the results, a suitable cyclic failure criterion is suggested for natural clays. The effect of loading frequency was also investigated, and it was observed that the loading duration t is a key factor in controlling the undrained cyclic behavior. In the Series II tests, cyclic undrained tests followed by strain-controlled monotonic compression tests were carried out, and special attention was given to changes in the undrained strength after cyclic loading. The degradation of the post-cyclic peak strength was affected by the accumulative behavior during cyclic shearing, but the deviatoric stresses at the critical state were nearly constant. Finally, the accumulative behavior of natural clays was simulated using a proposed anisotropic elastic viscoplastic model with a pseudo-static method of equivalent undrained creep, and the results indicate that this equivalent creep simplification is suitable in practice. By taking the apparent overconsolidation after cyclic loading into account, the post-cyclic strength degradation can also be explained by this model.     

南中国海神狐海域天然气水合物上覆地层不排水抗剪强度预测

浅层沉积物不排水抗剪强度（Su）是深水作业的关键参数之一。为了获取南海神狐海域首次海域天然气水合物试采区W18-19框体的基本工程地质特征，试采工程准备阶段开展了原位孔压静力触探测试（CPTU）及大量的室内实验。本文将主要基于CPTU计算不排水抗剪强度的基本模型，采用微型十字板、电动十字板、袖珍贯入仪及不固结不排水三轴实验，确定该区域不排水抗剪强度的基本模式，并提出适用于南海神狐钙质黏土层的不排水抗剪强度纵向分布规律计算模型，对该区域水合物上覆层的不排水抗剪强度进行预测。 结果表明，基于总锥端阻力、有效锥端阻力、超孔隙压力的模型系数分为13.8、4.2、14.4。综合考虑地层压实效应和含气情况，本文提出的分段函数预测模型与室内结果的一致性较好，可用于工程设计阶段进行工区不排水抗剪强度纵向分布规律的预测。另外，基于有效锥端阻力的不排水抗剪强度经验模型适应于浅层极软-较硬压实的钙质粘土层，基于超孔隙压力的不排水抗剪强度模型适用于较硬-坚硬的不含气层，而基于总锥端阻力的不排水抗剪强度计算模型则适用于坚硬含气的钙质黏土层。本文提出的分段函数模型有效的提高了经验模型在南海神狐水合物赋存区的适用性，计算结果可为工程安全评价提供支撑。     

低围压水平下砂的排水行为(英文)

采用干样沉降法制备样品 ,选用静三轴仪对松砂和密砂样在 10 k Pa至 10 0 k Pa的低围压下的排水行为进行了实验研究 ,并对实验结果作了橡皮膜校正 ,在围压为 10 k Pa的密砂实验中 ,轴向应力的校正值可达到 12 %。实验研究表明低围压下松砂的剪胀性非常明显 ,且存在剪应力极值 ;围压越低 ,松砂和密砂的剪应力极值越小 ,达到最大剪应力所对应的剪应变越小。同时还表明低围压范围内相对密度不同 ,砂的应力应变特性不同 ;此外 ,低围压下砂的内摩擦角高于高围压下的值 ,从而在工程上应重视低围压水平下砂土工程参数的合理选取