大方不规则伊／蒙间层矿物研究

通过X射线衍射、红外光谱、热分析、理化性能测试和镜下观察等手段,确定了贵州大方猫场含黄铁矿粘土岩中主要粘土矿物为伊/蒙不规则间层矿物,其间层作用类型为R=1,即累托石型有序间层。     

隧道围岩分类的层次类比系统方法

在本文中,把围岩分类的因素分为3种。第一种为大的地质环境,它主要包括地层、构造、地形等;第二种为围岩的小环境,它包括岩体结构、结构面的发育情况、地下水的分布等;第三种为围岩的物理、力学、水理以及埋深等具体参数。这3种因素从大到小形成一个层次递阶关系,下层元素是上层元素的具体表现,上层元素对下层元素产生影响。把用这种层次关系表征的典型工点集合,作为一个工程地质评价模型的基础。按典型工点的稳定性进行排序或进行聚类分析,再把新工点的稳定性权重与典型工点的稳定性权重序列或相似序列比较,找出新工点在典型工点序列中的相当位置,这样就可根据与新工点相近的典型工点围岩类别以及施工、支护等成功的设计参数或经验教训作为新工点的设计参数。     

甘肃西成铅锌矿田中泥盆统碳酸盐沉积相的初步研究

本文根据岩石类型、沉积构造、生物组合和指相矿物将西成矿田中泥盆统碳酸盐沉积划分为两个相带,7个相和11个亚相,即碳酸盐台地相带和碳酸盐台地边缘相带;台地潮坪相、局限台地相、半开阔台地相、开阔台地相、台缘前斜坡相、生物滩层礁相和礁相。可以看出,区内铅锌矿床的形成和分布明显受着碳酸盐沉积相带的控制。     

白玉县炯隆寺-阿吉森多岩体成因分析

本文以同源岩浆演化序列的观点,探讨了炯隆寺-阿吉森多岩体的成因。研究结果表明,该岩体为印支晚期形成的同熔型花岗闪长岩-二长花岗岩,属于岛弧深成侵入的岩浆岩。     

碳酸盐岩米级旋回层序的成因类型及形成机制

在前人研究及自己野外观察的基础上,本文把碳酸盐岩米级旋回层序归为四大类:深水非对称米级旋回层序、L-M米级旋回层序、潮下碳酸盐米级旋回层序、潮坪碳酸盐米级旋回层序。米级旋回层序的形成机制是与米兰柯维奇旋回有关的高频率海平面振荡变化旋回所形成的间断-加积旋回沉积作用,它们的识别标志主要是岩石类型、界面特征、产出环境等。碳酸盐岩米级旋回层序的规则的垂直叠加形式是识别三级旋回层序的基础。     

The remote sensing observation in experiments of rock failure and the beginning of remote sensing rock mechanics

The remote sensing observational study for infrared radiation of rocks was proceeded during the loading on rocks until failure. The major instruments used in experiments were transient spectrum apparatus, intelligent spectrum apparatus, infrared radiation thermometer, infrared spectrum radiometer, and infrared thermal imaging system. The experiments for 26 kinds of rocks were made. The studies show that infrared radiation temperature of rocks increases along with increasing of stress. The amplitude of infrared radiation spectrum of rocks also increases along with increasing of stress. The observational results of infrared thermal imaging of rocks are consistent with infrared radiation temperature. Before formation of major faults for some rocks, the belt-shape thermal imaging of temperature anomaly displaies in position of future major faults. This study has led the new technology of remote sensing into rock mechanics and tend to establish a new field in rock mechanics — remote sensing rock mechanics (or remote sensing rock physics). The application of remote sensing rock mechanics in prediction of earthquake and rock burst, and in measurement of stress field in rock mass is expected. The Chinese version of this paper appeared in the Chinese edition ofActa Seismologica Sinica,14, Supp., 645–652, 1992. Jin-Shen HAO, Ji-Han LI, Xiao-Hong LIU, Yi-Qiao ZHI, Jin-Kai ZHANG, Yong-Hong Lü, Yi LIU, Yun-Shen YU, He ZHANG, Quan-Quan JI, Xiao-Fan ZHU and Ning CHEN took part in this work. This subject is supported by the Chinese Joint Seismological Science Foundation (91006). Work of Institute of Geophysics, SSB (93A0009).     

冀东牛心山金矿区岩浆岩特征及其成因探讨

本区岩浆岩以花岗岩为主体,只在岩浆演化晚期有少量中性岩岩墙。岩浆演化及岩石化学、稀土元素、同位素等特征表明,岩浆是燕山运动早期构成下地壳的基性物质经部分重熔形成,熔融早期最低熔融组分形成花岗岩浆,进一步重熔,晚期形成少量中性岩浆。     

Hydrofracture mechanisms in rock during pressure grouting

Summary Hydrofracture Mechanisms in Rock During Pressure Grouting. The paper examines the basic meachnisms controlling the initiation of fractures in rocks and layered soils during pressure grouting, and their subsequent propagation into the ground mass. Previous analyses of fracture initiation have tended to concentrate on simplified models in which the ground is treated as an impervious elastic or Mohr-Coulomb continuum. The present method allows for the porous or fissured nature of the ground by considering the effect of seepage forces induced by the pore pressure gradient. The effect is quantified by use of a parameterN such that the ratio of fluid force used in expanding the injection hole, to that used in forcing fluid through void spaces, isN to (1—N).Analysis of hydrofracture propagation is based on stress analysis of a borehole in an elastic continuum, the propagating fracture zone around the borehole being represented as a non-elastic material governed by the Mohr-Coulomb failure criterion. This is supplemented by an energy approach which equates the energy supplied to the ground from the injection pump, with the energy stored in the ground and the energy necessary to fracture it.

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Zusammenfassung Brucherscheinungen im Fels bei Verprearbeiten. In der Arbeit wird der grundlegende Mechanismus untersucht, welcher bei Verpreßarbeiten in Fels und geschichtetem Boden zur Einleitung und Ausbreitung von Brüchen führt. Frühere Untersuchungen des Bruchbeginns stützten sich im wesentlichen auf vereinfachte Modelle, in denen der Untergrund als undurchlässiges Kontinuum angesehen wird, das entweder elastisch ist oder der Mohr-Coulombschen Bruchbedingung genügt. Die neue Methode berücksichtigt dagegen eine Porosität oder Klüftung des Untergrundes durch Ansatz der vom strömenden Medium auf das Gebirge ausgeübten Belastung. Diese Belastung wird aufgeteilt in einen Druckverlust an der Bohrlochwand (gleich ParameterN mal Verpreßdruck) und die entsprechende, über den gesamten durchströmten Bereich verteilte Belastung.Die Untersuchung der Bruchausbreitung geht von der Spannungsermittlung um ein Bohrloch in einem elastischen Kontinuum aus, wobei in der sich ausbreitenden Bruchzone um das Bohrloch herum nichtelastisches Material angenommen wird, das dem Mohr-Coulombschen Bruchkriterium genügt. Zur Ergänzung dient eine Energie-Betrachtung, bei der die von der Injektionspumpe abgegebene Energie gleichgesetzt wird der im Untergrund gespeicherten Energie und der aufgewendeten Brucharbeit.

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Résumé Les mécanismes de la fracturation hydraulique dans les roches pendant les injections sous pression. Le mémoire examine les mécanismes fondamentaux qui gouvernent l'initiation des ruptures dans les roches et les sols stratifiés, au cours des injections et leur propagation dans les massifs. Les analyses antérieures de l'initiation de la rupture, se sont concentrées sur des modèles simplifiés où l'on considérait la roche comme un milieu élastique et imperméable, ou comme un milieu de Mohr-Coulomb. La présente méthode admet que le massif est poreux ou fissuré, en considérant l'action des forces de percolation engendrées par le gradient de pression interstitielle. Cette action est quantifiée par un paramètreN, tel que le rapport de la force du liquide employée à dilater le forage d'injection, à celle employée pour forcer le coulis à travers les vides soitN/(1—N). L'analyse de la propagation des ruptures se base sur l'analyse des contraintes autour d'un forage dans un milieu élastique, alors que la zone de la rupture qui se propage autour du forage est représentée par un milieu non-élastique admettant le critère de rupture de Mohr-Coulomb. Cette analyse est complétée par une approche énergétique, où l'énergie qui est fournie au massif par la pompe d'injection est égalée à l'énergie emmagasinée dans la roche et à l'énergie de rupture.

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Nomenclature A area of new cracks created per unit volume of time t - E total work done by injection fluid - E _i irrecoverable component of energy - E _{i c} work done in fracturing rock or soil - E _{i l} work done to overcome various frictional forces in grouting system - E _{i p} work done to cause plastic deformation of fractured zone - E _{i s} work done to overcome shear strength of fluid during flow - E _{i v} work done to overcome frictional drag between fluid and rock in soil surfaces during flow - E _r recoverable component of energy - E _{r f} elastic strain energy stored in fluid - E _{r s} elastic strain energy stored in rock or soil - h height of overburden - i j 1, 2, 3 - K ₀ coefficient of horizontal earth pressure - k permeability of ground to grout - L length of cylindrical grout source - n rock or soil porosity - p average fluid pressure between timet and (t + t) - p ₀ injection pressure - R radius of grout front - r radial distance from borehole axis - r ₀ radius of borehole - r ₁ radius of fractured zone - S specific surface area of rock or soil - S _T tensile strength of rock or soil - t time - u grout seepage velocity - V volume of grout injected - v volumetric strain - specific surface energy of rock - bulk density of rock or soil - _{i j} ^e elastic strain increment tensor - _{i j} plastic strain increment tensor - v Poisson's ratio - _{i j} average stress tensor in the ground during timet and (t + t) - _R , _T, _Z radial, tangential and vertical stresses induced by grouting - _r , _t , _z radial, tangential and vertical stress around borehole before grouting - grout shear strength - angle of internal friction of rock or soil With 7 Figures