Shear resistance of jointed rock masses and stability calculation of rock slopes

Summary Based on an extension to a model originally proposed by Zhang (1990), a method for estimating the shear strength of a jointed rock mass containing two joint sets is developed. Compared to the original method in which only a single en-echelon joint set was considered, the new method has the following advantages: (1) it allows a much more realistic joint pattern to be incorporated; (2) the effects of joint connectivity and intersection angle between joint sets on shear strength are included. Use of the new method is demonstrated by application to the calculation of the stability of slopes in jointed rock. The importance of joint connectivity, joint persistence and joint set intersection angle on slope stability, as predicted by the model, is revealed.     

Geometry and kinematics of brittle deformation in the Central Cameroon Shear Zone (Kékem area): Implication for gold exploration within the Central Africa Fold Belt in Cameroon

The Central Africa Fold Belt (CAFB) is a collision belt endowed with gold deposits in Eastern Cameroon area mined for about 50 years. However, favorable areas for gold exploration are poorly known. This paper presents (1) the kinematics of the brittle deformation in the Kékem area in the SW portion of the Central Cameroon Shear Zone and (2) constraints gold mineralization events with respect to the collisional evolution of the CAFB. The authors interpret that the conjugate ENE to E and NNW to NW trending lineament corresponds to the synthetic (R) and the antithetic (R’) shears, which accompanied the dextral slip along the NE to ENE striking shear. The latter coincides with the last 570–552 Ma D₃ dextral simple shear-dominated transpression, which is parallel to the Bétaré Oya shear zone hosting gold deposits. Gold mineralizations, which mainly occurred during the last dextral shearing, are disseminated within quartz veins associated to Riedel’s previous structures reactivated due to late collisional activities of the CAFB as brittle deformation. Gold mineralizations occurred mainly during the 570–552 Ma D₃ event. The reactivation, which might be due to dextral simple shear during mylonitzation, plausibly remobilized the early gold deposits hosted in syn-compressional rocks and/or possibly focused deep-sourced fluid mixed with those released by dehydration. Therefore, the Central Cameroon Shear Zone where Kékem is located, and which shows similar petrographical and structural features to those controling Batouri gold district, is a target area for gold exploration in Cameroon.     

Taguchi design-based seismic reliability analysis of geostructures

This paper presents a methodology to evaluate the seismic reliability of geostructures in an optimal way. Taguchi design of experiments are adopted to find the most efficient and cost-effective combination of material properties in the uncertainty domain. Twelve uniform and mixed design models are tested. A polynomial-based response surface meta-model is built for each one and the accuracy of perdition is examined using 10,000 Monte Carlo simulations. A two-dimensional gravity dam is used as a vehicle for probabilistic transient analyses. The ground motion record-to-record variability is added as well using over one hundred earthquake records selected based on probabilistic seismic hazard analysis. Dynamic sensitivity of epistemic random variables are evaluated for the first time. Finally, an efficient and practical procedure is proposed in order to determine the reliability index of the geostructures. This approach, in fact, can be generalised for any type of engineering structures dealing with multi-hazard problems.     

新资深大断裂变质带特征、成因及活动演化

在前人研究成果和野外调查基础上,对新资深大断裂变质带特征进行系统总结,从宏观构造、显微构造与组构、岩石矿物学、年代学和地球化学等多学科角度综合研究,分析了新资断裂带各类岩石组构成因,并建立了其活动演化期次。新资深大断裂变质带构造岩主要包括定向组构系列岩石和块状系列岩石,主要是由早期的韧性变形变质作用阶段和晚期的脆性破碎作用阶段先后作用形成。越城岭岩体西侧规模巨大的花岗片麻岩带应属新资深大断裂变质带的一部分,属早期活动的产物,其原岩为越城岭岩体,为断裂变质和动力热流变质作用形成。韧性剪切系列岩石按变形变质强度可分为高温高压韧性剪切带和中温高压韧性剪切带,表明韧性剪切作用具有多期性。新资断裂带活动演化主要经历了四个阶段,始于加里东期,至喜山期均有活动,现在的新资断裂带是经过多个阶段不同类型变质作用由东向西不断迁移和相互叠加的结果。     

孤岛工作面底板破坏深度微震测试与模拟分析

针对孤岛工作面煤层开采底板损伤问题,以河北葛泉煤矿11913孤岛工作面为研究对象,采用微震方法分析其底板破坏深度;并通过数值模拟对首采、跳采及孤岛3种工作面回采过程中围岩采动应力与底板破坏的规律进行了对比分析。微震测试结果显示11913工作面回采过程中微震事件主要发生在下巷,识别出工作面最大破坏深度20~25 m;基于COMSOL的11912首采、11914跳采及11913孤岛3个工作面数值模拟结果显示,11912首采与11914跳采条件下煤柱地应力集中状态变化不大,最大破坏深度小于11.56 m,仅发育至工作面底板的注浆改造层内部;而11913孤岛回采条件下,受到重复采动影响,工作面两侧煤柱应力集中状态骤增,最大破坏深度剧增至23 m,已发育至煤层底板的本溪组灰岩含水层。研究结果对于华北型煤田下组煤层开采底板破坏规律分析与不同类型工作面回采条件下底板水害防治有一定的参考价值。     

构造-蚀变岩相填图方法在南秦岭汉阴黄龙金矿中的应用

随着新一轮全国危机矿山找矿工作的开展,低成本、高效率的就矿找矿理论和方法对于一些老矿区的深部和外围找矿尤为重要。矿区构造-蚀变岩相填图的范围就是矿区勘查范围,在填图过程中把控岩构造、控矿构造、矿化蚀变等信息作为填图重点,以矿区地质图为底图,把野外填图过程中收集到的有关控矿构造、矿化蚀变等信息分期次,分不同特征等标示在底图上,形成控岩控矿构造实际材料图,在实际材料图基础上,编制矿区构造-蚀变岩相图,从而寻找主要的控矿构造和与矿化密切相关的蚀变岩相带,并为下一步矿区外围和深部找矿、工程布置提供靶区依据。黄龙金矿区位于扬子板块北缘南秦岭构造带,矿区志留系梅子垭组地层经历了多期构造变形,并叠加有区域变质和热液变质作用。本研究采用构造-蚀变岩相填编图的方法,在矿区填编出了3条脆-韧性剪切带和黑云母变斑晶化、硅化等蚀变岩相带,并认为脆-韧性剪切带、黑云母变斑晶化带、硅化带及蚀变岩相叠加带等蚀变与金矿体存在密切关系,是矿区下一步外围及深部找矿的重点靶区。     

剪切-体积应变耦合的孔压增量模型试验

以南京细砂为对象,通过共振柱试验及应变控制的排水/不排水分级和单级加载循环三轴试验的系统性研究,建立了能够描述饱和砂土孔压增长规律的新模型。该模型遵循Martin和Byrne提出的基本理论框架,孔压的增长是由循环剪切作用下体积改变所引起的。提出的孔压模型属于应变控制的孔压增量模型。基于排水循环单级加载试验,通过引入体积门槛剪应变γ_(tv)的概念,以具有代表性的15周体应变(ξ_(vd))15为基准点,归准化体应变发展与循环剪应变之间的关系,建立了三参数的体应变增量模型及其参数标定方法。基于排水和不排水循环单级加载试验结果,揭示了体应变与孔压比之间的内在联系,进而导出回弹模量表达式。通过耦合新的体应变增量模型及回弹模量公式,建立了新的剪应变-体应变耦合的孔压增量模型。验证性试验表明,新的孔压增量模型的预测值与试验结果的吻合度较高。     

场地类别分类方案研究

基于性能的抗震设计,要求工程师设计出具有预期抗震性能的结构,一个关键因素是地震作用的确定,这在很大程度上取决于局部场地条件。通过收集和分析北京、苏州和唐山城区956个钻孔资料,建立地表20 m和30 m深土层走时平均剪切波速VS20和VS30的关系式;现场钻探获取北京城区深105 m的典型钻孔原状土样,试验给出各类土体动剪切模量和阻尼比曲线;建立北京城区170个钻孔的场地反应计算模型,采用Nakamura提出的HVSR法和陈国兴等提出的弱震法估算场地基本周期TS值,结合国内外现行抗震规范的场地分类及一些学者对场地分类的研究成果,提出两种新的场地分类建议方案：基于等效剪切波速VSE和覆盖土层厚度H（地表至剪切波速VS ≥ 500 m/s的基岩深度）的双指标场地分类方案及基于VSE、H和TS的三指标场地分类方案。提出的场地分类方案对我国现行抗震规范场地分类方法的改进有参考价值。     

Limit state analysis of earthen slopes using dual continuum/FEM approaches

A framework alternative to that of classical slope stability analysis is developed, wherein the soil mass is treated as a continuum and in-situ soil stresses and strengths are computed accurately using inelastic finite element methods with general constitutive models. Within this framework, two alternative methods of stability analysis are presented. In the first, the strength characteristics of the soil mass are held constant, and the gravitational loading on the slope system is increased until failure is initiated by well-defined mechanisms. In the second approach, the gravity loading on the slope system is held constant, while the strength parameters of the soil mass are gradually decreased until well-defined failure mechanisms develop. Details on applying both of the proposed methods, and comparisons of their characteristics on a number of solved example problems are presented. Copyright © 1999 John Wiley & Sons, Ltd.