重庆市矸石山环境地质灾害效应及稳定性分析   总被引：3，自引：1，他引：3  

董倩  刘东燕  彭文轩 《中国地质灾害与防治学报》2006,17(1):97-101

煤矸石是我国排放量及积存量最大的工业废弃物。我国现有矸石山1500余座,累计存量约34亿t。矸石排放量的持续增加造成严重的地质灾害隐患。论文分析了矸石山的污染效应、自燃效应、占地效应、爆炸效应、结构侵蚀效应、失稳效应及景观破坏效应系列环境地质灾害效应。为避免矸石山失稳所造成的危害,对重庆地区的矿区进行现场调研踏勘。根据其结果对影响矸石山稳定的因素及几种失稳模式进行了分析,并在此基础上,依据塑性极限分析原理,针对矸石山边坡失稳主要形式,利用极限分析上限定理推出了矸石山边坡稳定堆积高度的计算公式,并采用在重庆地区矿区调研踏勘及现场直剪试验所得到的参数进行计算,做出对应表格及曲线。其结果可作为确定矸石山实际堆放高度的理论依据。  相似文献   

采用掏土纠偏及袖阀管加固技术整治铁路桥涵不均匀沉降     

蒋丹阳 《探矿工程》2007,34(11):15-17,19

某钢筋混凝土箱形铁路桥发生不均匀沉降,经方案优化对比,采用了沉井射水掏土纠偏和塑料袖阀管注浆加固进行综合治理。介绍了其施工工艺和治理效果。  相似文献   

地下洞室超欠挖问题非线性有限元分析          下载免费PDF全文

刘建民  陈文涛  丁泰山 《探矿工程》2007,34(8):70-72

运用数值分析的方法,采用ANSYS10.0版有限元分析程序对洞室超欠挖进行三维模拟计算,分析了不同超挖位置、超挖深度、超挖数量等对洞室围岩稳定性的影响,得出了超欠挖部位应力集中数值解及塑性区产生的影响范围,为地下工程掘进施工和初期支护设计提供重要的参考依据。  相似文献   

土钉面层配筋量计算原理及实例分析     

刘顺桂  张全升  王思敬 《水文地质工程地质》2007,34(6):87-89

本文在分析国内外大量文献资料的基础上,对土钉面层的受力机制进行了详细的讨论和分析,认为土钉面层主要受到钉体对面层的集中荷载及土体对面层的分布荷载作用。引入半弹性体和布辛涅奈斯克理论推导出了较为实用的土钉面层配筋量计算公式,并通过实例验证了该公式的正确性。  相似文献   

桩网复合地基桩土应力比的确定     

陈娟  吴西臣 《水文地质工程地质》2007,34(3):116-119

实践证明,桩网复合地基同时具备竖向增强体复合地基与水平向增强体复合地基的加固优点,能很好地提高地基土体承载力,减小不均匀沉降,特别是桥头过渡段地基处理中能有效控制“桥头跳车”现象的产生。本文主要对桩网复合地基的加固机理进行分析,并结合自然平衡拱理论和加筋垫层拉膜效应理论推导出路堤下桩网复合地基桩土应力比计算公式,同时分析了各设计参数变化对桩土应力比的变化规律。工程实体试验表明,本文所推导的桩土应力比计算公式具有较好的适用性。  相似文献   

连拱隧道施工对洞口仰坡影响的三维数值分析   总被引：1，自引：0，他引：1  

向安田  丁文其  朱合华  贾明辉 《水文地质工程地质》2007,34(4):22-26

以江西某高速公路一浅埋偏压连拱隧道为例,采用Marc有限元程序对其出口段进行了动态施工的三维数值模拟。从施工过程中的应力集中、塑性区的分布形态和发展规律、仰坡轴向地表位移的分布特征等方面,系统研究了偏压连拱隧道施工对强风化岩体洞口仰坡的影响作用机制。结果表明:在模拟施工过程中塑性区和应力集中区只出现在洞体附近,可能的仰坡失稳往往是隧道施工失稳的累进性响应;洞口仰坡的轴向水平位移前缘大、后缘小,垂直位移后缘大、前缘小;隧道上方和近山脊一侧仰坡位移比近山谷一侧大,仰坡失稳往往从隧道上方和埋深较大一侧开始。  相似文献   

长乐-东山构造-岩浆带中北段地质特征   总被引：1，自引：0，他引：1  

聂童春 《福建地质》2007,26(1):12-19

从复杂的构造变形中甄别出岩浆岩的塑性流动变形,与韧性和脆-韧性变形区别,力争还原长乐—泉州沿海一带地质构造的真实面目,并探讨了该带的活动时间和构造属性。另外还对该带长期争论的澳角群进行了初步的分解,锆石SHRIMP测年数据也反映了平潭南务里一带变质岩的复杂性。  相似文献   

Theoretical investigation of large-amplitude waves in granular soils     

V.A. Osinov 《Soil Dynamics and Earthquake Engineering》1998,17(1):13-28

A theoretical investigation of plane waves in granular soils is presented. Dynamic equations are derived with the use of the hypoplasticity theory for granular materials. For numerical calculations the material parameters of Karlsruhe sand are used. Wave speeds as slopes of characteristics of the dynamic equations are calculated for various stresses and densities. It is shown that under certain conditions the dynamic equations lose hyperbolicity and the initial boundary value problem thus becomes ill-posed. Two types of ill-posedness are found, known as flutter ill-posedness and stationary discontinuity. The latter is shown to arise at higher shear stress than the former. A comparison is made between dynamic ill-posedness and stability of static equilibrium. With the use of the second-order work stability criterion it is found that the dynamic equations lose hyperbolicity when the static equilibrium under a dead load is still stable. Numerical solutions to the problem of propagation of boundary disturbance in a half-space are obtained. Owing to dilatancy and contractancy of the granular material, a purely transverse disturbance induces a longitudinal component of velocity in the wave, and vice versa.  相似文献   

Lagrangian meshfree particles method (SPH) for large deformation and failure flows of geomaterial using elastic–plastic soil constitutive model     

Ha H. Bui  Ryoichi Fukagawa  Kazunari Sako  Shintaro Ohno 《国际地质力学数值与分析法杂志》2008,32(12):1537-1570

Simulation of large deformation and post‐failure of geomaterial in the framework of smoothed particle hydrodynamics (SPH) are presented in this study. The Drucker–Prager model with associated and non‐associated plastic flow rules is implemented into the SPH code to describe elastic–plastic soil behavior. In contrast to previous work on SPH for solids, where the hydrostatic pressure is often estimated from density by an equation of state, this study proposes to calculate the hydrostatic pressure of soil directly from constitutive models. Results obtained in this paper show that the original SPH method, which has been successfully applied to a vast range of problems, is unable to directly solve elastic–plastic flows of soil because of the so‐called SPH tensile instability. This numerical instability may result in unrealistic fracture and particles clustering in SPH simulation. For non‐cohesive soil, the instability is not serious and can be completely removed by using a tension cracking treatment from soil constitutive model and thereby give realistic soil behavior. However, the serious tensile instability that is found in SPH application for cohesive soil requires a special treatment to overcome this problem. In this paper, an artificial stress method is applied to remove the SPH numerical instability in cohesive soil. A number of numerical tests are carried out to check the capability of SPH in the current application. Numerical results are then compared with experimental and finite element method solutions. The good agreement obtained from these comparisons suggests that SPH can be extended to general geotechnical problems. Copyright © 2008 John Wiley & Sons, Ltd.  相似文献   

Numerical simulation of fully saturated porous materials     

Boris Jeremić  Zhao Cheng  Mahdi Taiebat  Yannis Dafalias 《国际地质力学数值与分析法杂志》2008,32(13):1635-1660

Fully coupled, porous solid–fluid formulation, implementation and related modeling and simulation issues are presented in this work. To this end, coupled dynamic field equations with u?p?U formulation are used to simulate pore fluid and soil skeleton (elastic–plastic porous solid) responses. Present formulation allows, among other features, for water accelerations to be taken into account. This proves to be useful in modeling dynamic interaction of media of different stiffnesses (as in soil–foundation–structure interaction). Fluid compressibility is also explicitly taken into account, thus allowing excursions into modeling of limited cases of non‐saturated porous media. In addition to these features, present formulation and implementation models in a realistic way the physical damping, which dissipates energy. In particular, the velocity proportional damping is appropriately modeled and simulated by taking into account the interaction of pore fluid and solid skeleton. Similarly, the displacement proportional damping is physically modeled through elastic–plastic processes in soil skeleton. An advanced material model for sand is used in present work and is discussed at some length. Also explored in this paper are the verification and validation issues related to fully coupled modeling and simulations of porous media. Illustrative examples describing the dynamical behavior of porous media (saturated soils) are presented. The verified and validated methods and material models are used to predict the behavior of level and sloping grounds subjected to seismic shaking. Copyright © 2008 John Wiley & Sons, Ltd.  相似文献