岩溶山区崩滑灾害变形破坏地质模式分类

岩溶山区特殊的地质结构导致崩塌、滑坡等地质灾害时常发生,带来了严重的人员伤亡和经济社会损失。研究岩溶山区崩滑灾害特征,建立相应的变形破坏地质模式,对于岩溶山区崩滑灾害风险防控与治理工程具有重要理论意义与指导价值。文章以典型地质灾害形成演化过程为例,在系统地分析研究区典型崩滑灾害地质背景、影响因素、动力学与运动学特征的基础上,提出了岩溶山区崩滑灾害变形破坏地质模式,得出以下主要结论：（1）影响崩滑成灾基本因素（崩滑灾害体势能、岩溶结构面、岩组结构、斜坡地貌和斜坡结构）、影响因素（水文地质条件、工程活动、地震、降雨）和变形运动特征（运动形式和变形机制）三个方面,据此建立了岩溶山区崩滑灾害地质分类指标体系。（2）结合研究区特征对模型体系里面的每个要素进行系统分析,崩滑灾害的发生是各个要素相互组合、相互作用的结果。（3）总结了研究区内5种典型崩滑地质模式：高势能反倾降雨型高速远程滑坡—碎屑流模型、高势能斜倾视向采矿型高速远程崩滑灾害模型、超高势能横向陡倾地震型高速远程滑坡、高势能采矿型高速崩塌—碎屑流模型、低势能差异风化崩塌模型。为后续开展物理模拟、数值模拟、稳定性计算和变形破坏预测等工作奠定基础。下一步将更加深入全面地建立研究区的崩滑灾害模式,并进行崩滑灾害的危险性分级工作。     

基于广义Hoek-Brown准则的岩体等效强度

为了更方便地求出岩体的等价粘聚力C和摩擦角φ,基于Hoek-Brown准则与RMR法岩体质量分级,求出不同RMR值下的C和φ,拟合出C和φ的折减系数关于RMR值的变化曲线。结果表明:对于质量等级较好的岩体,根据RMR值可以分别求得岩体的C和φ的折减系数,对已知岩石的C和φ值进行折减,求得岩体的C和φ值。岩体的C值随岩石单轴抗压强度成线性正相关,岩体的φ值不随单轴抗压强度变化而变化。C和φ的折减系数不随岩石的单轴抗压强度变化而变化,只与岩体RMR值有关。     

浅析四川汶川索桥滑坡稳定性及治理措施

根据工程地质测绘及勘探成果资料,在对四川汶川县索桥滑坡产生的成因机理和破坏模式进行分析判断的基础上,对两个潜在滑移面在不同的工况下的稳定性进行了分析评价,确定岩土交界面为最危险滑面.在此前提下对边坡发展趋势及激发诱因进行科学预测,认为在暴雨或余震等诱发下边坡极有可能失稳,并有针对性的制定了应急防治与永久根治的综合治理方案.     

电力系统地震功能失效数值模拟与控制分析

本文研究了电力供应系统地震功能失效评估方法,尤其对电力供应系统功能潮流分析方法与负荷的控制问题作了深入的探讨.不仅分析了供电系统的潮流(包括电压和功率)变化对供电系统的影响问题,而且建立了电流控制模型,利用DSEA控制算法对供电系统进行负荷控制,并在此基础上进行了系统过负荷时的数值模拟研究;另外,通过一实例分析,对本文的研究方法进行了验证,从而为供电系统抗震分析、功能评估及灾害预防提供理论基础.     

强震作用下多层土质边坡破坏规律与变形特征

通过对汶川地震受灾区北川县陈家坝地区的地质灾害调查,根据现场松散土质边坡破坏情况,由工程地质类比法选择了计算模型和地震波,采用岩土弹塑性理论和FLAC3D软件分析了多层土质边坡在动荷载作用下边坡单元的剪切拉伸破坏和剪切应变动力响应规律。研究表明,在水平和竖直地震波联合作用下,地震边坡单元首先在坡体内产生剪切破坏。随着震动时间的增加,剪切破坏单元向坡脚和坡肩处延伸,而在坡肩处主要产生拉破坏,一旦剪切破坏面和拉破坏面贯通,将导致边坡失稳。强震过后边坡坡脚鼓出,坡肩下凹,整个坡体呈弧形破坏。     

An approach to model the mechanical behavior of transversely isotropic materials

The present work proposes an approach to adapt existing isotropic models to transversely isotropic materials. The main idea is to introduce equivalence relations between the real material and a fictitious isotropic one on which one can take all the advantages of the well‐established isotropic theory. Two applications of this approach are presented here: a failure criterion and a damage model that takes into account the load‐induced anisotropy. In both cases, theoretical predictions are in agreement with the experimental data. In the present paper, the developed approach is applied to sedimentary rock materials; nevertheless, it can be generalized to any material that exhibits transverse isotropy. Copyright © 2015 John Wiley & Sons, Ltd.     

Discrete element method modeling of inherently anisotropic rocks under uniaxial compression loading

A new numerical approach is proposed in this study to model the mechanical behaviors of inherently anisotropic rocks in which the rock matrix is represented as bonded particle model, and the intrinsic anisotropy is imposed by replacing any parallel bonds dipping within a certain angle range with smooth‐joint contacts. A series of numerical models with β = 0°, 15°, 30°, 45°, 60°, 75°, and 90° are constructed and tested (β is defined as the angle between the normal of weak layers and the maximum principal stress direction). The effect of smooth‐joint parameters on the uniaxial compression strength and Young's modulus is investigated systematically. The simulation results reveal that the normal strength of smooth‐joint mainly affects the behaviors at high anisotropy angles (β > 45°), while the shear strength plays an important role at medium anisotropy angles (30°–75°). The normal stiffness controls the mechanical behaviors at low anisotropy angles. The angle range of parallel bonds being replaced plays an important role on defining the degree of anisotropy. Step‐by‐step procedures for the calibration of micro parameters are recommended. The numerical model is calibrated to reproduce the behaviors of different anisotropic rocks. Detailed analyses are conducted to investigate the brittle failure process by looking at stress‐strain behaviors, increment of micro cracks, initiation and propagation of fractures. Most of these responses agree well with previous experimental findings and can provide new insights into the micro mechanisms related to the anisotropic deformation and failure behaviors. The numerical approach is then applied to simulate the stress‐induced borehole breakouts in anisotropic rock formations at reduced scale. The effect of rock anisotropy and stress anisotropy can be captured. Copyright © 2015 John Wiley & Sons, Ltd.     

Modeling the 2D behavior of dry‐stone retaining walls by a fully discrete element method

The dry‐stone retaining walls (DSRW) have been tipped as a promising solution for sustainable development. However, before recently, their behavior is relatively obscure. In this study, discrete element method (DEM) approach was applied to simulate the plane strain failure of these walls. A commercial DEM package (PFC2D™) was used throughout this study. The authors used a fully discrete approach; thus, both the wall and the backfill were modeled as discrete elements. The methodology for obtaining the micromechanical parameters was discussed in detail; this includes the three mechanical sub‐systems of DSRWs: wall, backfill and interface. The models were loaded progressively until failure, and then the results were compared with the full‐scale experimental results where the walls were loaded, respectively, with hydrostatic load and backfill. Despite its complexity and its intensive calculation time, DEM model can then be used to validate a more simplified approach. Copyright © 2015 John Wiley & Sons, Ltd.     

Borehole failure analysis in a sandstone under anisotropic stresses

Borehole failure under anisotropic stresses in a sandstone is analyze numerically for various borehole sizes using a nonlinear elastic–plastic constitutive model for a Cosserat continuum. Borehole failure is identified as macroscopic failure of the borehole through the development of shear bands and breakouts. The results compare well both qualitatively and quantitatively with experimental results from polyaxial tests on Red Wildmoor sandstone. They show that the hole size effect of the borehole failure strength is independent of the far‐field stress anisotropy and follows a ? power law of the hole size. A similar scale effect equation with a ? power law is proposed for the scale effect of the maximum plastic shear strain at failure. This equation can be useful for better predicting hole‐size‐dependent failure with standard codes based on classical continua. The effect of stress anisotropy on the borehole failure stress is found to be independent of the hole size. The failure stress decreases linearly to 40% as the stress anisotropy increases. However, the maximum plastic shear strain at failure is stress anisotropy independent and therefore the critical plastic shear strain for failure is only hole‐size dependent. Copyright © 2009 John Wiley & Sons, Ltd.     

Failure Pressure Analysis of Corroded Moderate-to-High Strength Pipelines

Based on the elastic-plastic, large-deformation finite element method, burst capacity of steel pipeline with longitudinal corrosion defect subjected to internal pressure is studied. The appropriate stress-based criterion is used to predict the failure pressure of finite element model of corroded pipeline under internal pressure. By considering the pipe steel grades and geometries of corrosion defects, a series of finite element analyses is conducted. The effects of corrosion depth, length and width on burst capacity are also discussed. A specific failure pressure solution for the assessment of corrosion defects in moderate-to-high strength pipeline is proposed on the base of numerical results. The failure pressures predicted by the proposed method are in better agreement with the experimental results than the results by the other methods.