贵州威宁麻窝山岩溶盆地沉积物中粘土矿物特征及其古气候指示意义

利用X射线衍射等分析方法,对贵州威宁麻窝山岩溶盆地沉积物中粘土矿物进行研究,获得了粘土矿物的组成、相对含量、结晶度指数、化学指数以及相对含量比值等方面的信息,探讨该盆地的沉积环境演化特征。研究表明,粘土矿物以伊/蒙混层矿物(30%~75%)和绿泥石(10%~45%)为主,高岭石(5%~20%)和伊利石(10%)次之,基本不含蒙脱石。伊/蒙混层矿物和绿泥石含量呈负相关性。高岭石含量在剖面底部较稳定,在484cm上部出现较大的波动。伊利石结晶度和化学指数与伊/蒙混层矿物含量具有较好的正相关性,且在第Ⅰ阶段相对于其它指标较敏感,出现波动。通过综合对比分析,将研究区剖面划分为4个阶段,其是3个冷暖干湿的大循环和若干个小循环气候环境的物质记录。     

Axial friction response of full-scale pipes in soft clays

The axial friction response of subsea pipelines in soft clays is a very important aspect for designers of subsea pipelines but the response is not well understood so far. There is a pressing need for the comprehension of the response. In this paper, model tests are performed using full-scale pipes coated with polyethylene (PE) to study the effects of the set-up period, the pipe diameter, the buried depth of the pipe, the shear strength of soft clays and the loading rate on the axial friction response of pipelines in soft clays. The variations of the axial friction coefficient are analyzed using the effective stress method based on model test results. The results show that the axial friction resistance increases with the increasing pipe diameter but the effect of the pipe diameter on the axial friction coefficient can be neglected. The ultimate axial resistance also increases with the increase of the buried depth of pipelines, the undrained shear strength of soft clays and the loading rate. The axial friction coefficient increases with the increasing loading rate. However, the axial friction coefficient decreases with the increasing buried depth. The method to determine the axial friction coefficient is developed by analyzing model test results, which considers the effects of the diameter, the buried depth, the undrained shear strength of soft clays and the loading rate. The study results not only extend the industry data base but also supply a basis to determine the axial friction coefficient of PE-coated pipes in soft clays for ocean engineering geological investigations.     

Incremental elastoplastic FEM for simulating the deformation process of suction caissons subjected to cyclic loads in soft clays

This paper presents an incremental elastoplastic finite element method (FEM) to simulate the undrained deformation process of suction caisson foundations subjected to cyclic loads in soft clays. The method is developed by encoding the total-stress-based bounding surface model proposed by the authors in the ABAQUS software package. According to the model characteristics, elastoplastic stress states associated with the incremental strains of each iteration are determined using the sub-incremental explicit Euler algorithm, and the state parameters describing the cyclic accumulative rates of strains are updated by setting state variables during the calculations. The radial fallback method is also proposed to modify the stress states outside the bounding surface to the surface during determination of the elastoplastic stress states. The stress reversals of soil elements are judged by the angle between the incremental deviatoric stress and the exterior normal vector at the image stress point on the bounding surface to update the mapping centre and state variables during cyclic loading. To assess the general validity of the method, the reduced scale model tests and centrifuge tests of suction caissons subjected to cyclic loads are simulated using the method. Predictions are in relative good agreement with test results. Compared with the limit equilibrium and quasi-static methods, the method can not only determine the cyclic bearing capacity, but can also analyse the deformation process and the failure mechanisms of suction caisson under cyclic loads in soft clays.     

西秦岭上白垩统红层空间分布及其对青藏高原东北缘隆升的地质约束

通过对西秦岭上白垩统红层地层基本沉积特征的研究和空间高程分布的定量化分析,讨论了西秦岭晚白垩世时期可能的构造地貌状态及西秦岭新生代以来地壳隆升的空间变化规律。取得如下认识:1根据西秦岭上白垩统底部洪积-冲积砾岩层之上普遍存在一套厚度不等的具有风成砂岩特征的红色中细粒砂岩和上部出现以泥岩、泥质粉砂岩为主的湖相沉积,结合现今多分布在不同水系分水岭之上,以及西秦岭中部宕昌-岷县-临潭断裂带两侧上白垩统红层地层顶面高程和底部角度不整合面高程没有显著差异分析,认为西秦岭无论在晚白垩之前经历了何种构造过程,晚白垩世具有整体稳定的泛沙漠-湖盆的古构造地貌状态,且断裂带不具备控制上白垩统沉积的构造边界性质;2现今离散型分布在西秦岭的上白垩统沉积地层反映的原型盆地不是孤立的、受区域断裂控制的山间盆地,而是统一的泛沙漠-内陆湖盆,现今的离散型分布是新生代以来地壳不均匀隆升和侵蚀的结果;3西秦岭上白垩统底部的角度不整合面产状,虽然由于后期构造变动呈非完全水平状态,但总体产状平缓。从大区域尺度分析,可以近似看做原始近水平的古地貌面。通过对该角度不整合面高程信息提取和模拟分析,结果表明,其高程分布具有从南西到北东、从北西到南东逐渐降低,穿越区域断裂带没有显著梯度变化,指示了西秦岭新生代以来的隆升具有整体性和隆升幅度呈连续梯度变化的特征。这可能指示了西秦岭新生代以来的地壳隆升机制主要不是上地壳挤压逆冲缩短,而是在印度板块-欧亚板块碰撞汇聚的动力学背景下,下地壳或上地幔自西南向北东连续流变逐渐增厚,造成了青藏高原东北缘呈向北东突出的弧形扩展隆升。     

Leachate studies on fly ash-stabilised expansive clay liners

This paper presents leachate studies on fly ash-stabilised expansive clay liners. Fly ash in different contents (0%, 10%, 20% and 30%) by dry weight of the expansive clay was added to the clay, and the ash-clay blend was compacted as a liner overlying a compacted lateritic clay layer. Deionised water (DIW) and calcium chloride (CaCl₂) solutions of varying concentration (5 mM, 10 mM, 20 mM, 50 mM, 100 mM and 500 mM) were used as the permeating fluids in the leachate studies. Chemical analysis of the leachate was performed. For a given CaCl₂ concentration, the concentrations of both calcium ion and chloride ion in the leachate decreased up to a fly ash content of 20%, and thereafter they increased when the fly ash content was increased to 30%. Further, for a given fly ash content, concentrations of calcium ion and chloride ion increased with increasing CaCl₂ concentration.     

Numerical Studies on Piled Gravity Base Foundation for Offshore Wind Turbine

This study aims to investigate a hybrid gravity base foundation to support offshore wind tower. A new hybrid gravity base foundation considered in this study has five component piles, referred to as ‘piled gravity base foundation’. The three-dimensional finite element analyses were carried out for the piled gravity base foundation subjected to a combined load with a lateral load and overturning moment. The parametric analyses were undertaken varying the loading height and direction, the rigidity of the piled gravity base foundation, the field soil layers, and the clay strength. Overall, the response of the piled gravity base foundation was significantly influenced by the interaction between the cone base piles and the surrounding soil. The increased strength of the soil led to a significant reduction of the pile and gravity base foundation responses, in terms of the bending moments, axial forces, lateral displacements, and rotations.     

Laboratory Study for Influence of Clay Content (CC) on Wave-Induced Liquefaction in Marine Sediments

In this artice, the influence of clay content on the wave-induced liquefaction in marine sediments was reported. The one-dimensional (1-D) equipment was setup with a vertical cylinder and 1.8–m–thick clayey sandy deposit and 0.2–m–thick water above the deposit. Unlike the previous experimental study for a single soil layer, this study used sand-kaolin mixtures, sand-illite mixtures, and sand-bentonite mixtures as the experimental samples. A series of experiments with 3,000 wave cycles in each test were conducted under numerous wave and soil conditions, which allowed us to examine the influence of clay content (CC) on wave-induced liquefaction in marine sediments. The experimental results showed that the clayey sandy deposit will become prone to liquefaction with the increase of CC when CC is less than a critical value, which depends on the type of clay. However, when CC is greater than the critical value, liquefaction depth will decrease as CC increases. Furthermore, when the CC value reaches a certain level, liquefaction will not occur. For example, no liquefaction occurs when CC ≥ 33% for both kaolin-sand and illite-sand mixtures and CC ≥ 16.36% for bentonite-sand mixtures.     

Evaluation of Effective Depth of PVD Improvement in Soft Clay Deposit: A Field Case Study

This article presents a case history of determination of effective depth of prefabricated vertical drains (PVDs) under embankment loading on a very soft clay deposit in central China, near Jiujiang, Jiangxi Province. The height of the embankment was 5.3 m and construction time was about one year. The PVDs were installed to a depth of 8.5 m at a spacing of 1.5 m in a triangular pattern. Field observations and the finite element method (FEM) were employed to analyze the performance of the soft deposit during embankment construction. The influential depth of the embankment loading was evaluated based on settlement, excess pore pressure, and stress increase in subsoil, both from the observed data and FEM analysis. The effective PVD depth was determined in the following ways: (1) the depth of 5% subsoil settlement of surface settlement; (2) vertical stress increase in subsoil of 25% in-situ stress; and (3) consolidation time/PVD depth relation by FEM. Based on the analysis, the effective depth of PVDs was determined to be between 10 and 12.8 m for this field case.     

陆相红层型铜铅锌矿床与红层盆地热卤水成矿作用

新疆乌恰县乌拉根超大型铅锌矿是中国发现的首个产于陆相红层盆地中的红层型铅锌矿床,对其成矿作用及成因有多种不同认识,但都将其归入现有的一些矿床类型,如喷流沉积型、砂岩型等,却均不能反映其独特的成矿环境与成矿作用。为此,在广泛收集和研究全国陆相红层盆地及其矿产的地质资料基础上,通过区域地质构造背景、含矿建造、矿床特征、控矿因素、成矿物质来源、成矿流体等方面对比分析,认为乌拉根铅锌矿与中国大量产于陆相盆地内红色建造中的红层铜矿,在矿床特征、控矿条件、矿床成因等方面具有高度的一致性,均为陆相红层盆地热卤水作用的结果,是同一类型的矿床。红层型矿床是地洼区的特有矿产,是地球地质演化到地洼阶段才出现的新的矿床类型,陆相红层盆地热卤水作用是一个完全独立的成矿系统,因此将其作为一个单独的矿床类型——红层型矿床是合理的,既具有重要理论意义,也具有重要的实践意义,为铅锌矿找矿开辟了新的方向和领域。     

Factors influencing undrained strength of fine-grained soils at high water contents

Understanding the undrained strength of fine-grained soils has been of interest to geotechnical researchers from many practical considerations. In several civil engineering applications, water content of soil is quite high being near or above the liquid limit of soils, and understanding the factors responsible for imparting the strength of soil at high water contents is of great significance. Recently, it has been reported in the literature that the shear strength of soils at these limiting water contents has significant variation. However, the reasons and the factors that probably influence for this variation have not been reported in the literature. This experimental investigation is an attempt in the direction of understanding the reasons for the variation in the undrained strength at higher limiting water content, namely liquid limit considering the various influencing factors like clay mineralogy and fine-sand content present in soil used for determining liquid limit. The results from this study are quite revealing and have been explained based on the mechanisms controlling the undrained strength at liquid limit.