金矿床中英文对照外文翻译文献
高级矿床学-造山型金矿
造山型金矿摘要：造山型金矿是当今世界研究的热点，其成矿模型为人们找矿提供了重要的理论依据。
本文就造山型金矿的特征、地质背景、矿床地质特征、成矿模式及存在问题进行总结和讨论，且以胶东地区和小秦岭地区造山型金矿为例讨论造山型金矿的地球化学性质，并得出其成矿流体均有地幔流体的参与。
关键字：造山型金矿地球化学成矿模式存在问题1. 前言“造山型金矿床（Orogenic gold deposits）”系指产于区域上各个时代变质地体中、在时间和空间上与增生构造有关的脉型金矿床系列，矿床形成于增生（accretionary）或碰撞（collisional）造山带的会聚板块边界上的挤压和扭压作用过程中。
在造山型金矿床这个术语被提出之前，人们一直把那些产于变质地体中，受构造控制的脉状金矿床称之为“中温热液金矿床（Mesothermal gold deposits）”，所谓“中温热液金矿床”是最重要的金矿类型之一，大多数大型和超大型金矿床属于此类型（Hodgson et al.，1993；Sillitoe，1993）。
在对脉状金矿床研究的过程中，文献中涌现出了众多按不同标准进行命名的金矿床类型，如按围岩特征可分为绿岩带金矿床、浊积岩金矿床等（Keppie et al., 1986；Mueller and Groves, 1991）；按矿化特征分为石英脉型金矿床、蚀变岩型金矿床、角砾岩型金矿床等（范宏瑞等，2005；毛景文等，2005）；按控矿因素特征，可命名为剪切带型金矿床（Bonnemaison and Marcoux, 1990）。
随着大地构造、金矿勘查和成矿理论的研究和不断发展，使人们逐渐认识到这类金矿床具有相似的地质－地球化学特征，并且都与造山作用过程有关，这类金矿床有很宽的成矿深度范围（2~ 20km），因此，Groves 等（1998）建议将该类金矿床称作“造山型金矿床（Orogenic gold deposits）”。
最新地质岩土英文文献翻译_冶金矿山地质_工程科技_专业资料
地质岩土英文文献翻译_冶金矿山地质_工程科技_专业资料International Journal of Rock Mechanics and Mining SciencesAnalysis of geo-structural defects in flexural topplingfailureAbbas Majdi and Mehdi Amini AbstractThe in-situ rock structural weaknesses, referred to herein asgeo-structural defects, such as naturally induced micro-cracks, are extremely responsive to tensile stresses. Flexural toppling failure occurs by tensile stress caused by the moment due to the weight ofthe inclined superimposed cantilever-like rock columns. Hence, geo-structural defects that may naturally exist in rock columns are modeled by a series of cracks in maximum tensile stress plane. The magnitude and location of the maximum tensile stress in rock columns with potential flexural toppling failure are determined. Then, the minimum factor of safety for rock columns are computed by means of principles of solid and fracture mechanics, independently. Next, a new equation is proposed to determine the length of critical crack in such rock columns. It has been shown that if the length of natural crack is smaller than the length of critical crack, then the result based on solid mechanics approach is more appropriate; otherwise, the result obtained based on the principles of fracture mechanics is more acceptable. Subsequently, for stabilization of the prescribed rock slopes, some new analytical relationships are suggested for determination the length and diameter of the required fully grouted rock bolts. Finally, for quick design of rock slopes against flexural toppling failure, a graphical approach along with some design curves are presented by which an admissible inclination of such rock slopes and or length of all required fully grouted rock bolts are determined.In addition, a case study has been used for practical verification of the proposed approaches.Keywords Geo-structural defects, In-situ rock structural weaknesses, Critical crack length1.IntroductionRock masses are natural materials formed in the course ofmillions of years. Since during their formation and afterwards, they have been subjected to high variable pressures both vertically and horizontally, usually, they are not continuous, and contain numerous cracks and fractures. The exerted pressures, sometimes, produce joint sets. Since these pressures sometimes may not be sufficiently high to create separate joint sets in rock masses, they can produce micro joints and micro-cracks. However, the results cannot be considered as independent joint sets. Although the effects of these micro-cracksare not that pronounced compared with large size joint sets, yet they may cause a drastic change of in-situ geomechanical properties ofrock masses. Also, in many instances, due to dissolution of in-situ rock masses, minute bubble-like cavities, etc., are produced, which cause a severe reduction of in-situ tensile strength. Therefore, one should not replace this in-situ strength by that obtained in the laboratory. On the other hand, measuring the in-situ rock tensile strength due to the interaction of complex parameters is impractical. Hence, an appropriate approach for estimation of the tensile strength should be sought. In this paper, by means of principles of solid and fracture mechanics, a new approach for determination of the effect of geo-structural defects on flexural toppling failure is proposed.2. Effect of geo-structural defects on flexural toppling failure2.1. Critical section of the flexural toppling failureAs mentioned earlier, Majdi and Amini [10] and Amini et al. [11] have proved that the accurate factor of safety is equal to that calculated for a series of inclined rock columns, which, by analogy, is equivalent to the superimposed inclined cantilever beams as shown in Fig. 3. According to the equations of limit equilibrium, the moment M and the shearing force V existing in various cross-sectional areas in the beams can be calculated as follows:(5)( 6)Since the superimposed inclined rock columns are subjected to uniformly distributed loads caused by their own weight, hence, the maximum shearing force and moment exist at the v ery fixed end, that is, at x=Ψ:(7)(8)If the magnitude of Ψ from Eq. (1) is substituted into Eqs. (7) and (8), then the magnitudes of shearing force and the maximum moment of equivalent beam for rock slopes are computed as follows:(9)(10)where C is a dimensionless geometrical parameter that is related to the inclinations of the rock slope, the total failure plane and the dip of the rock discontinuities that existin rock masses, and can be determined by means of curves shown in Fig.Mmax and Vmax will produce the normal (tensile and compressive) and the shear stresses in critical cross-sectional area, respectively. However, the combined effect of them will cause rock columns to fail. It is well understood that the rocks are very susceptible to tensile stresses, and the effect of maximum shearing force is also negligible compared with the effect of tensile stress. Thus, for the purpose of the ultimate stability, structural defects reduce the cross-sectional area of load bearing capacity of the rock columns and, consequently, increase the stress concentration in neighboring solid areas. Thus, the in-situ tensile strength of the rock columns, the shearing effect might be neglected and only the tensile stress caused due to maximum bending stress could be used.2.2. Analysis of geo-structural defectsDetermination of the quantitative effect of geo-structural defects in rock masses can be investigated on the basis of the following two approaches.2.2.1. Solid mechanics approachIn this method, which is, indeed, an old approach, the loads from the weak areas are removed and likewise will be transferred to the neighboring solid areas. Therefore, the solid areas of the rock columns, due to overloading and high stress concentration, will eventually encounter with the premature failure. In this paper, for analysis of the geo-structural defects in flexural toppling failure, a set of cracks in critical cross-sectional area has been modeled as shown in Fig. 5. By employing Eq. (9) and assuming that the loads from weak areas are transferred to the solid areas with higher load bearing capacity (Fig. 6), the maximum stresses could be computed by the following equation (see Appendix A for more details):（11）Hence, with regard to Eq. (11), for determination of the factor of safety against flexural toppling failure in open excavations and underground openings including geo-structural defects the following equation is suggested:（12）From Eq. (12) it can be inferred that the factor of safety against flexural toppling failure obtained on the basis of principles of solid mechanics is irrelevant to the length of geo-structuraldefects or the crack length, directly. However, it is related to the dimensionless parameter “joint persistence”, k, as it was defined earlier in this paper. Fig. 2 represents the effect of parameter k on the critical height of the rock slope. This figure also shows the=1) with a potential of limiting equilibrium of the rock mass (Fsflexural toppling failure.Fig. 2. Determination of the critical height of rock slopes with a potential of flexural toppling failure on the basis of principles of solid mechanics.2.2.2. Fracture mechanics approachGriffith in 1924 [13], by performing comprehensive laboratory tests on the glasses, concluded that fracture of brittle materials is due to high stress concentrations produced on the crack tips which causes the cracks to extend (Fig. 3). Williams in 1952 and 1957 and Irwin in 1957 had proposed some relations by which the stress around the single ended crack tips subjected to tensile loading at infinite is determined [14], [15] and [16]. They introduced a new factor in their equations called the “stress intensity factor” whichindicates the stress condition at the crack tips. Therefore if this factor could be determined quantitatively in laboratorial, then, the factor of safety corresponding to the failure criterion based on principles of fracture mechanics might be computed.Fig. 3. Stress concentration at the tip of a single ended crack under tensile loading Similarly, the geo-structural defects exist in rock columns with a potential of flexural toppling failure could be modeled. As it was mentioned earlier in this paper, cracks could be modeled in a conservative approach such that the location of maximum tensile stress at presumed failure plane to be considered as the cracks locations (Fig. 3). If the existing geo-structural defects in a rock mass, are modeled with a series cracks in the total failure plane, then by means of principles of fracture mechanics, an equation for determination of the factor of safety against flexural toppling failure could be proposed as follows:（13）where KIC is the critical stress intensity factor. Eq. (13) clarifies that the factor of safety against flexural toppling failure derived based on the method of fracture mechanics is directly related to both the “joint persistence” and the “length of cracks”. As such the length of cracks existing in the rock columns plays important roles in stress analysis. Fig. 10 shows the influence of the crack length on the critical height of rock slopes. This figure represents the limiting equilibrium of the rock mass with the potential of flexural toppling failure. As it can be seen, an increase of the crack length causes a decrease in the critical height of the rock slopes. In contrast to the principles of solid mechanics, Eq. (13) or Fig. 4 indicates either the onset of failure of the rock columns or the inception of fracture development.Fig. 4. Determination of the critical height of rock slopes with a potential of flexural toppling failure on the basis of principle of fracture mechanics.3. Comparison of the results of the two approachesThe curves shown in Fig. represent Eqs. (12) and (13), respectively. The figures reflect the quantitative effect of the geo-structural defects on flexural toppling failure on the basis of principles of solid mechanics and fracture mechanics accordingly. For the sake of comparison, these equations are applied to one kind of rock mass (limestone) with the following physical and mechanical properties [16]: , , γ=20kN/m3, k=0.75.In any case studies, a safe and stable slope height can be determined by using Eqs. (12) and (13), independently. The two equations yield two different slope heights out of which the minimum height must be taken as the most acceptable one. By equating Eqs. (12) and (13), the following relation has been derived by which a crack length, in this paper called critical length of crack, can be computed:（14a）where ac is the half of the average critical length of the cracks. Since ac appears on both sides of Eq. (14a), the critical length of the crack could be computed by trial and error method. If the lengthof the crack is too small with respect to rock column thickness, then the ratio t/(t−2ac) is slightly greater than one. Therefore one may ignore the length of crack in denominator, and then this ratiobecomes 1. In this case Eq. (14a) reduces to the following equation, by which the critical length of the crack can be computed directly:(14b)It must be born in mind that Eq. (14b) leads to underestimatethe critical length of the crack compared with Eq. (14a). Therefore, for an appropriate determination of the quantitative effect of geo-structural defects in rock mass against flexural toppling failure,the following 3 conditions must be considered: (1) a=0; (2) a<ac; (3) a>ac.In case 1, there are no geo-structural defects in rock columns and so Eq. (3) will be used for flexural toppling analysis. In case 2, the lengths of geo-structural defects are smaller than the critical length of the crack. In this case failure of rock column occurs dueto tensile stresses for which Eq. (12), based on the principles of solid mechanics, should be used. In case 3, the lengths of existing geo-structural defects are greater than the critical length. In this case failure will occur due to growing cracks for which Eq. (13), based on the principles of fracture mechanics, should be used for the analysis.The results of Eqs. (12) and (13) for the limiting equilibrium both are shown in Fig. 11. For the sake of more accurate comparative studies the results of Eq. (3), which represents the rock columnswith no geo-structural defects are also shown in the same figure. Asit was mentioned earlier in this paper, an increase of the crack length has no direct effect on Eq. (12), which was derived based on principles of solid mechanics, whereas according to the principles of fracture mechanics, it causes to reduce the value of factor of safety. Therefore, for more in-depth comparison, the results of Eq. (13), for different values of the crack length, are also shown in Fig. As canbe seen from the figure, if the length of crack is less than the critical length (dotted curve shown in Fig. 11), failure is considered to follow the principles of solid mechanics which results the least slope height. However, if the length of crack increases beyond the critical length, the rock column fails due to high stress concentration at the crack tips according to the principles of fracture mechanics, which provides the least slope height. Hence, calculation of critical length of crack is of paramount importance.4. Estimation of stable rock slopes with a potential of flexural toppling failureIn rock slopes and trenches, except for the soil and rock fills, the heights are dictated by the natural topography. Hence, the desired slopes must be designed safely. In rock masses with the potential of flexural toppling failure, with regard to the length of the cracks extant in rock columns the slopes can be computed by Eqs.(3), (12), and (13) proposed in this paper. These equations caneasily be converted into a series of design curves for selection of the slopes to replace the lengthy manual computations as well. [Fig. 12], [Fig. 13], [Fig. 14] and [Fig. 15] show several such design curves with the potential of flexural topping failures. If the lengths of existing cracks in the rock columns are smaller than the critical length of the crack, one can use the design curves, obtained on the basis of principles of solid mechanics, shown in [Fig. 12] and [Fig. 13], for the rock slope design purpose. If the lengths of the cracks existing in rock columns are greater than the critical length of the crack, then the design curves derived based on principles of fracture mechanics and shown in [Fig. 14] and [Fig. 15] must be used for the slope design intention. In all, these design curves, with knowing the height of the rock slopes and the thickness of the rockcolumns, parameter (H2/t) is computed, and then from the designcurves the stable slope is calculated. It must be born in mind thatall the aforementioned design curves are valid for the equilibrium condition only, that is, when FS=1. Hence, the calculated slopes from the above design curves, for the final safe design purpose must be reduced based on the desired factor of safety. For example, if the information regarding to one particular rock slope are given [17]:k=0.25, φ=10°, σt=10MPa, γ=20kN/m3, δ=45°, H=100m, t=1 m, ac>a=0.1 m, and then according to Fig. 12 the design slope will be 63°, which represents the condition of equ ilibrium only. Hence, the final and safe slope can be taken any values less than the above mentioned one, which is solely dependent on the desired factor of safety.Fig. 5. Selection of critical slopes for rock columns with the potential of flexural toppling failure on the basis of principles of solid mechanics when k=0.25.Fig. 6. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of solid mechanics when k=0.75..Fig. 7. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of fracture mechanics when k=0.25.Fig. 8. Selection of critical slopes for rock columns with the potential of flexural toppling failure based on principles of fracture mechanics when k=0.75.5. Stabilization of the rock mass with the potential of flexural toppling failureIn flexural toppling failure, rock columns slide over each other so that the tensile loading induced due to their self-weighting grounds causes the existing cracks to grow and thus failure occurs. Hence, if these slides, somehow, are prevented then the expected instability will be reduced significantly. Therefore, employing fully grouted rock bolts, as a useful tool, is great assistance in increasing the degree of stability of the rock columns as shown in Fig. 16 [5] and [6]. However, care must be taken into account that employing fully grouted rock bolts is not the only approach to stabilize the rock mass with potential of flexural toppling failure. Therefore, depending up on the case, combined methods such as decreasing the slope inclination, grouting, anchoring, retaining walls, etc., may even have more effective application than fullygrouted rock bolts alone. In this paper a method has been presentedto determine the specification of fully grouted rock bolts tostabilize such a rock mass. It is important to mention that Eqs. (15), (16), (17), (18), (19) and (20) proposed in this paper may also be used as guidelines to assist practitioners and engineers to definethe specifications of the desired fully grouted rock bolts to be used for stabilization of the rock mass with potential of flexuraltoppling failure. Hence, the finalized specifications must also be checked by engineering judgments then to be applied to rock masses. For determination of the required length of rock bolts for the stabilization of the rock columns against flexural toppling failure the equations given in previous sections can be used. In Eqs. (12)and (13), if the factor of safety is replaced by an allowable value, then the calculated parameter t will indicate the thickness of the combined rock columns which will be equal to the safe length of the rock bolts. Therefore, the required length of the fully grouted rock bolts can be determined via the following equations which have been proposed in this paper, based on the following cases.Fig. 9. Stabilization of rock columns with potential of flexural toppling failure withfully grouted rock bolts.Case 1: principles of solid mechanics for the condition when (a<a c):(15)Case 2: principles of fracture mechanics for the condition when(a>a c):(16)Where FSS is the allowable factor of safety, T is the length of the fully grouted rock bolts, and Ω is the angle between rock bolt longitudinal axis and the line of normal to the discontinuities of rock slope.Eqs. (15) and (16) can be converted into some design curves as shown in Fig. In some cases, one single bolt with a length T may not guarantee the stability of the rock columns against flexural toppling failure since it may pass through total failure plane. In such a case, the rock columns can be reinforced in a stepwise manner so that the thickness of the sewn rock columns becomes equal to T [11].Eq. (17) represents the shear force that exists at any cross-sectional area of the rock bolts. Therefore, both shear force and shear stress at any cross-sectional area can be calculated by the following proposed equations:（17）（18）where V is the longitudinal shear force function, τ is theshear stress function, and Q(y) is the first moment of inertia.According to the equations of equilibrium, in each element of a beam, at any cross-sectional area the shear stresses are equal tothat exist in the corresponding longitudinal section [18]. Hence, the total shear force S in the longitudinal section of the beam can be calculated as follows:The inserted shear force in the cross-sectional area of the rock bolt is equal to the total force exerted longitudinally as well. Therefore,the shear force exerted to the rock bolt's cross-section can be computed as follows:7. ConclusionsIn this paper, geo-structural defects existing in the in-situ rock columns with the potential of flexural toppling failure have been modeled with a series of central cracks. Thereafter on the basis of principles of both the solid and fracture mechanics some new equations have been proposed which can be used for stability analysis and the stabilization of such rock slopes. The final outcomes of this research are given as follows:1. Geo-structural defects play imperative roles in the stability of rock slopes, in particular, flexural toppling failure.2. The results obtained on the basis of principles of solid mechanics approach indicate that the length of cracks alone has no influence on the determination of factor of safety, whereas the value of joint persistence causes a considerable change in its value. On the other hand, the factor of safety obtained based on principles of fracture mechanics approach is strongly influenced by both the length of existing cracks in rock columns and joint persistence as well.3. The critical length of cracks represents the equality line of the results obtained from both approaches: solid mechanics and fracture mechanics.4. If the length of the crack is less than the critical length, failure is considered to follow the principles of solid mechanics. However, if the length of crack increases beyond the critical length, the rock column fails due to high stress concentration at the crack tips, according to the principles of fracture mechanics.5. The present proposed equations are also converted into some design graphs that can be used for ease of application and to reduce manual lengthy calculations for determining the critical height of rock slopes with the potential of flexural toppling failure.6. In this paper, on the basis of principles of both solid mechanics and fracture mechanics some equations are proposed to determine the safe length and the diameter of the fully grouted rock bolts for stabilization of rock slopes with the potential of flexural toppling failure.7. For simplicity of computations, some design graphs for determination of the length of the fully grouted rock bolts for stabilization of rock slopes with the potential of flexural toppling failure are also presented.8. Slope stability analysis of the Galandrood mine shows the new approach is well suited for the analysis of flexural toppling failure.国际岩石力学与工程学报地质结构缺陷对弯曲倾倒破坏的影响作者：Abbas Majdi and Mehdi Amini摘要原位岩石弱点，在此统称为地质结构缺陷，如自然诱发的微裂纹，对拉应力有很大影响。
矿业工程科技文献翻译部分
矿业工程科技文献翻译部分1) It is a fine summer’s day.那是一个晴朗的夏日。
2) The American family is dying because of the soaring divorce rate.由于离婚率直线上升,美国的家庭正在消亡。
3) Studies serve for delight, for ornament, for ability. Their chief use for delight, is in privateness and retiring; for ornament, is in discourse; and for ability, is in the judgement and disposition of business.读书足以怡情，足以博彩，足以长才。
其怡情也，最见于独处幽居之时；其博彩也，最见于高谈阔论之中；其长才也，最见于处世判事之际。
4) What works under one set of conditions at one time must work under the same conditions at other times.在一个时期的一定条件下起作用的东西，在另一些场合的相同条件下也必须起作用。
5) Influenza [influ’enz?] is spread in the same manner as a common cold.流感的传播方式和普通感冒相同。
6) A dry cell is dry only in the sense that there is no liquid in it.干电池之所谓干，只是就其中没有液体而言的。
7) There seems to be no limit to how hot things can get.物体能热到什么程度（或：物体能变得多热），似乎没有限度。
金矿矿床地质特征与矿床成因研究
金矿矿床地质特征与矿床成因研究作者：刘绘强来源：《中小企业管理与科技·下旬刊》2017年第08期【摘要】金矿在我国的矿产资源当中占有着重要地位，分布广泛，但是金矿矿床地质复杂，在开采中存在着许多问题。
论文第一部分主要介绍了金矿矿床的地质特征，详细地介绍了矿床的类型与地质特征，分别列举了典型的矿床代表，第二部分主要研究了金矿矿床形成的原因，希望为相关的研究者提供参考意见，以更好地认识金矿的地质特征与成因，为矿产的生产提供保障，促进发展。
【Abstract】Gold ore occupies an important position in our country， the mineral resources which are widely distributed， but the ore deposit geology is complex， there are many problems existing in mining. In the first part of this paper， it introduces the geological characteristics of gold deposit， introduces the types and geological characteristics of the deposit in detail， enumerates the typical representative of the deposit. The second part mainly studies the causes of the formation of gold deposit， hoping to give researchers the relevant reference to better understand the geological characteristics and genesis of gold deposits， and provide protection for mineral production，promote the development.【关键词】金矿矿床；构造；地质特征；矿床成因【Keywords】gold deposit； structural； geological characteristics； genesis of deposit【中图分类号】TD163 【文献标志码】A 【文章编号】1673-1069（2017）08-0131-021 引言金矿就是指具有一定含金量的矿石，可以用于工业当中，经过冶炼提成，能成为精金及金制品。
杨承龙外文译文
这项研究的矿物分析用Cameca SX100电子探针进行，在澳大利亚塔斯马尼亚大学的中央科学实验室。对氧化物和硫化物射线能量为20 keV和15 nA，对硅酸盐和碳酸盐15 keV和30 nA。光束直径通常是5μm，但对矿物均质性检验偶尔使用20μm。在研究开始前，射线直径对分析的影响被测试，在UTAS2普通角闪石样本里用5、10、20和30μm射线反复分析同样的晶粒，在分析误差范围内结果是一致。在每项工作开始前通过已知的矿物样本校准探针光谱仪，每次分析用恰当的已知的钛铁矿、铁矿、角闪石、白云石样本进行。每个分析和每个分析的元素的检测限度独自测量出来，根据元素通常为0.02–0.04 wt.%，除S和F外，S和F是典型的0.08–0.10 wt.%。在或低于检测极限的所有分析已从制表移除，所有的分析精确到小数点后2位，除了F是小数点后一位。全岩分析在加拿大温哥华ACME实验室用ICP射线光谱法：偏硼酸锂/四硼酸锂熔融和稀硝酸消化作用进行，对于贵金属和基本金属另外一个单独的分层是用王水和ICP质谱分析消化。
区域地质
该PKM矿床位于5公里厚的由贝瑞描述的火山地层部分的底部附近（1972年，1976年）。磁铁矿矿床朝西南向有一个适度的倾斜（图2），这是和Berry（1972年，1976年），以及Sides（1980），和Sides等（1981年）描述的火山岩部分的倾角的方向几乎相同；然而，该火山岩区域倾角为〜10度。除了高硅火山岩，主要为流纹质凝灰岩，组成PKM矿床，，岩层也由浅成和深成花岗岩，次要的中间物质和镁铁质岩石组成。岩层没有显示区域变质作用或收敛构造的证据，该岩层被许多的早期工作人员（Anderson，1983；Day等人。，1989；豪克，1990；1981；kisvarsanyi，Sims等人，1988），以及在一些最近发表的论文中（格罗夫斯等人。，2010；hitzman，2000；洛厄尔，2000）描述为一个非造山运动裂谷环境下形成的。然而，一些最近的作者们解释岩层是在一个活跃的板块边缘在俯冲作用，弧增生，或陆缘弧相互作用下收敛导致的结果（例如，坎菲尔德，1998；富斯和麦克利兰，1995；menuge等人，2002；Rivers和科里根，2000；范schmus，沃克等人，1993；2002；威廉姆斯，2010B）。斯基罗（2010）表明，从压缩到伸长对IOCG型矿床的发展是非常重要的。此外，Corriveau and Mumin (2010)认为对这类岩层的成因的非造山运动的范例是一个虚构并陈述大陆岩浆弧和弧后设置似乎是对IOCG型矿床开发最肥沃的环境。显然，这些地层的发展仍然是有争议的。
金矿矿床地质特征及矿床成因分析
矿产资源M ineral resources 金矿矿床地质特征及矿床成因分析孙晓飞，刘扩龙，季 春（陕西地矿区研院有限公司，陕西 咸阳 ７１２０００）摘 要：如今，国内在金矿地质工作体系中的投入不断增多，在开发金矿的过程中，矿床的数量以及资源的储备量等都取得了突破式的进展。
国内的地产丰富，矿产资源储备量相对较大，金矿床自身的地质状况相对复杂，同时矿床类型较多，甚至在一个区域当中存在不同类型的矿床，但是可能在同一区域的金矿集中区域内只存在一种主要的矿物类型。
为了提升金矿开发工作的有效性，需要对金矿矿床形成的地质特征进行分析，同时对矿床成因展开深入探讨。
关键词：金矿矿床；地质特征；成因中图分类号：Ｐ６１８．５１ 文献标识码：Ａ 文章编号：１００２－５０６５（２０２０）２２－００８５－２Geological characteristics and genetic analysis of gold depositsSUN Xiao-fei, LIU Kuo-long, JI Chun（Ｓｈａａｎｘｉ Ｇｅｏｌｏｇｙ ａｎｄ Ｍｉｎｅｒａｌ Ｒｅｓｅａｒｃｈ Ｉｎｓｔｉｔｕｔｅ Ｌｉｍｉｔｅｄ，Ｘｉａｎｙａｎｇ ７１２０００，Ｃｈｉｎａ）Abstract: Ｎｏｗａｄａｙｓ， ｔｈｅ ｄｏｍｅｓｔｉｃ ｉｎｖｅｓｔｍｅｎｔ ｉｎ ｔｈｅ ｇｅｏｌｏｇｉｃａｌ ｗｏｒｋ ｓｙｓｔｅｍ ｏｆ ｇｏｌｄ ｍｉｎｅ ｉｓ ｉｎｃｒｅａｓｉｎｇ． Ｉｎ ｔｈｅ ｐｒｏｃｅｓｓ ｏｆ ｄｅｖｅｌｏｐｉｎｇ ｇｏｌｄ ｍｉｎｅ， ｔｈｅ ｎｕｍｂｅｒ ｏｆ ｄｅｐｏｓｉｔｓ ａｎｄ ｔｈｅ ｒｅｓｅｒｖｅｓ ｏｆ ｒｅｓｏｕｒｃｅｓ ｈａｖｅ ｍａｄｅ ｂｒｅａｋｔｈｒｏｕｇｈ ｐｒｏｇｒｅｓｓ． Ｃｈｉｎａ ｉｓ ｒｉｃｈ ｉｎ ｒｅａｌ ｅｓｔａｔｅ， ｔｈｅ ｒｅｓｅｒｖｅｓ ｏｆ ｍｉｎｅｒａｌ ｒｅｓｏｕｒｃｅｓ ａｒｅ ｒｅｌａｔｉｖｅｌｙ ｌａｒｇｅ， ａｎｄ ｔｈｅ ｇｅｏｌｏｇｉｃａｌ ｃｏｎｄｉｔｉｏｎｓ ｏｆ ｇｏｌｄ ｄｅｐｏｓｉｔｓ ａｒｅ ｒｅｌａｔｉｖｅｌｙ ｃｏｍｐｌｅｘ． Ａｔ ｔｈｅ ｓａｍｅ ｔｉｍｅ， ｔｈｅｒｅ ａｒｅ ｍａｎｙ ｔｙｐｅｓ ｏｆ ｄｅｐｏｓｉｔｓ， ａｎｄ ｅｖｅｎ ｔｈｅｒｅ ａｒｅ ｄｉｆｆｅｒｅｎｔ ｔｙｐｅｓ ｏｆ ｄｅｐｏｓｉｔｓ ｉｎ ａ ｒｅｇｉｏｎ． Ｈｏｗｅｖｅｒ， ｔｈｅｒｅ ｍａｙ ｂｅ ｏｎｌｙ ｏｎｅ ｍａｊｏｒ ｍｉｎｅｒａｌ ｔｙｐｅ ｉｎ ｔｈｅ ｇｏｌｄ ｃｏｎｃｅｎｔｒａｔｉｏｎ ａｒｅａ ｏｆ ｔｈｅ ｓａｍｅ ｒｅｇｉｏｎ． Ｉｎ ｏｒｄｅｒ ｔｏ ｉｍｐｒｏｖｅ ｔｈｅ ｅｆｆｅｃｔｉｖｅｎｅｓｓ ｏｆ ｔｈｅ ｇｏｌｄ ｍｉｎｅ ｄｅｖｅｌｏｐｍｅｎｔ， ｉｔ ｉｓ ｎｅｃｅｓｓａｒｙ ｔｏ ａｎａｌｙｚｅ ｔｈｅ ｇｅｏｌｏｇｉｃａｌ ｃｈａｒａｃｔｅｒｉｓｔｉｃｓ ｏｆ ｔｈｅ ｇｏｌｄ ｄｅｐｏｓｉｔ ｆｏｒｍａｔｉｏｎ ａｎｄ ｄｉｓｃｕｓｓ ｔｈｅ ｇｅｎｅｓｉｓ ｏｆ ｔｈｅ ｄｅｐｏｓｉｔ．Keywords: ｇｏｌｄ ｄｅｐｏｓｉｔ； ｇｅｏｌｏｇｉｃａｌ ｃｈａｒａｃｔｅｒｉｓｔｉｃｓ； ｇｅｎｅｓｉｓ目前国内的金矿区域内都存在着影响矿体形成的比较关键的区域性断裂构造带，含有金矿的建造地层经过长期间的发展，逐渐形成了基性火山岩系、元古界含金浅变质岩系等，为了提升金矿资源开发的有效性，需要对金矿矿床地质特征以及成因进行分析，这也是提升资源开发与利用率的有效途径。
采矿工程 毕业设计_外文翻译 英译汉 中英文
ROOM-AND-PILLAR METHOD OF OPEN-STOPE MINING空场采矿法中的房柱采矿法Chapter 1.A Classification of the Room-and-Pillar Method of Open-Stope Mining第一部分，空场采矿的房柱法的分类OPEN STOPING空场采矿法An open stope is an underground cavity from which the initial ore has been mined. Caving of the opening is prevented (at least temporarily) by support from the unmined ore or waste left in the stope,in the form of pillars,and the stope walls (also called ribs or abutments). In addition to this primary may also be required using rockbolts , reinforcing rods, split pipes ,or shotcrete to stabilize the rock surface immediately adjacent to the opening. The secondary reinforcement procedure does not preclude the method classified as open stoping.露天采场台阶是开采了地下矿石后形成的地下洞室。
通过块矿或采场的支柱和（也称为肋或肩）采场墙形式的废料的支持来（至少是暂时的）预防放顶煤的开幕。
除了这个，可能还需要使用锚杆，钢筋棒，分流管，或喷浆，以稳定紧邻开幕的岩石表面。
穆特(Mouteh)金矿床
穆特(Mouteh)金矿床
张夏弟
【期刊名称】《黑龙江冶金》
【年(卷),期】1994(000)003
【摘要】尽管穆特金矿床已被发现数十年了,但是,在80年代以前,选矿厂的建设一直未采取重大举措。
在实验室进行的大量试验研究表明:该矿床中的金是属于细粒嵌布的,含有共生的石英/黄铁矿,经细蘑后采用常规的氰化法浸出技术可获得令人满意的回收率。
【总页数】1页(P38-38)
【作者】张夏弟
【作者单位】
【正文语种】中文
【中图分类】TF031
【相关文献】
1.陕西王家坪金矿床与国内外典型卡林型金矿床地质特征对比——兼论卡林型金矿床的判定原则 [J], 汪超;陈文强;刘新伟;原莲肖;胡西顺;朱磊;薛磊;韩璐
2.小提琴家穆特专题：巨星辉映星海夜——写在安妮-苏菲·穆特广州演奏会演出之前 [J], 余力
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外文翻译中英文对照外文翻译文献(文档含英文原文和中文翻译)含金剪切带型金矿床研究进展摘要：韧性剪切带是热液活动的有利场所，对于金成矿具有重要意义。
本文对含金韧性剪切带与金成矿的关系进行了总结，并对剪切带活动的阶段性对成矿的控制作用、金矿化产生的机制和剪切带型金矿床的成矿模式进行了探讨。
关键词：含金剪切带；金矿床；研究进展1 剪切带与金矿化的关系世界上许多脉金矿床，多与大型线性断裂带有关，这些断裂带主要是剪切带型或强烈片理化带，是含金热液上升的通道和富集的场所。
由于韧性剪切带常具有延伸较远较深、长期活动的特点，又是岩浆活动及热液活动比较强烈的地带，对成矿作用十分有利。
国内外学者都十分重视剪切带与成矿作用关系的研究，其中对金矿的研究尤为深入(Col—vine，1989；Foster，1989；吴美德，1989；何绍勋等，1996)。
剪切作用不仅使一些富含SiO：的岩石强烈破碎和糜棱岩化，同时形成多孔隙和晶洞的砂糖状石英，而且还使成矿物质重新调整产生新的矿物，并使分散的金属元素活化、迁移，在有利地段富集成矿。
剪切带构造不仅是控矿因素，而且也是重要的成矿机制(吴美德等，1989)。
含金剪切带型金矿是一类既包括一些脉型矿床，也包括一些浸染型矿床，以剪切作用为成矿机制和控制因素的金矿床。
1980年Ramsay正式提出并系统地阐述了韧性剪切带以后，国内外已有很多学者对韧性剪切带形成机制作了补充的研究(如Lister等，1984)。
Ramsay(1980)提出剪切带可分为脆性、脆一韧性和韧性剪切带三类。
早在1977年Sibson研究英国Outer Hebride逆断层的特点后，就提出了一个大型断层双层流变学模式。
上构造层次是位于地壳上部，由摩擦机制产生随机组构的断层岩组成的。
下构造层次是深部的韧性剪切带，由塑性机制产生的具有线理和面理组构组成的糜棱岩所组成的。
以及二者过渡相，温度为250～350℃，韧脆性变形为主，相当于绿片岩相变质。
之后，Mattauer(1980)、Scholz(1988)和朱志澄(1988)在该模式的基础上进行了补充和完善。
韧性剪切带在变形过程中，产生大量宏观和微观构造，为金矿溶液提供了空间和通道。
由于应变硬化和地壳由于造山运动而上升等原因在韧性带上迭加着脆性、脆韧性变形，例如迭加在剪切带上的Riedel断裂系统。
这些系统都是很好的容矿构造。
许多的脉状金矿就产生在这种断裂中。
同时剪切带驱动成矿物质的迁移和集中(Colvine，1989；Foster，1989；)。
流体存在于不同类型和不同性质的剪切带中。
成分以CO2-H2O为主。
在韧性剪切带中，变质流体，尤其是动力变质流体起着应变软化作用，往往形成中高温热液蚀变。
在脆性剪切带中，系统处于一个开放系统，水岩作用十分明显，物质交换作用强烈，往往形成中低温热液蚀变。
流体作用的结果，往往形成交代蚀变带、热水角砾岩带、热液脉带、微裂隙带和矿化带等。
剪切带中流体往往携带有大量的成矿物质，而成为成矿流体。
成矿流体具有复杂的来源，主要有：岩浆上侵过程中分解或结晶释放的流体，变质过程中脱水脱挥发份产生的流体，压实或构造收缩挤压产生的流体，大气降水或海水下渗循环产生的流体，地幔排气作用产生的流体以及交代作用产生的流体。
2 含金剪切带的演化阶段Bonnemaison等(1990)在研究法国海西期基底的含金剪切带时提出了三个演化阶段。
他们的工作表明具有经济意义的矿床与剪切带相继发生的多阶段的复杂演化有关。
每个阶段都有其自己的特点，并在自专属的矿物相内富集金。
2.1 早期阶段凡受到剪切变形作用，特别是韧性一半脆性变形作用改造的岩石，与围岩相比具有更大的渗透性。
它们对流体起着通道的作用。
变形作用和热液作用联合的结果导致了岩石中的矿物成分和地球化学成分发生重大变化。
在这一阶段，含金剪切带绿泥石化和硅化极为发育。
硅化的强度随变形的强度和重复的次数而增大。
绿泥石化的同时，黑云母分离出来TiO：，形成了白钛石或金红石。
这些矿物含量的多少反映了该阶段的热液作用的强度。
在热液蚀变的同时，在片理面上伴有含金磁黄铁矿的结晶作用，其含金量通常不高。
标志是含金磁黄铁矿矿物在糜棱岩化岩石内数量不大。
Colvine(1989) 和Foster(1989)认为该阶段主要发生于角闪岩相的变质作用条件下的，蚀变呈弥散性，通常不形成具有经济意义的矿床。
在局部地区，变形作用由韧性演变到韧脆性的过渡阶段，也就是从角闪岩相转变到绿片岩相的条件下，热液蚀变达到相对较强时，使含金剪切带的早期阶段发育成熟。
此时硅化作用十分发育。
并形成了含矿构造的核心，含金磁黄铁矿转变为白铁矿和黄铁矿，并为含矿构造核心带来了一定数量的Fe、Cu、Zn、Sb等元素，尤其是元素As。
作者认为，As元素发育程度通常是与基底岩石有关，例如在华熊地块中含金剪切带型金矿床内就很不发育，金矿床不含毒砂、硫砷铜矿等。
2.2 中期阶段含金剪切带中期阶段是与剪切带内或其边部的脉状构造出现为标志的。
实际上，自早阶段起，剪切作用就导致了剪切带的局部张开或产生了一些扩容构造，这就使得含不同数量硫化物石英脉充填于其中。
这类石英脉优先发育在富含二氧化硅的花岗岩、片麻岩和酸性火山沉积岩等岩层内。
这些Si0的形成是通过剪切带内流动的热液使得容矿围岩发生了侧分泌现象。
这些张性构造通常不含矿。
当这些构造发生于剪切带内时，至多在这些构造的脉壁上见到早期阶段的矿化发生了轻微的活化。
这些重新活化可在石英内或新结晶的硫化物内产生小颗粒金，如果这类活化作用不广，形不成具有经济意义的矿化。
若含金剪切带继续发生新的活动，充填在老张性断裂带内的充填物会再次遭到破碎并优先矿化，是含金剪切带中期阶段的成熟标志。
金矿化是由剪切带早期含金硫化物(含金磁黄铁矿或毒砂)不稳定和出现自然金的热液流体向扩容构造的转移而形成的。
这是金矿形成的重要时段。
与中期阶段的含金剪切带伴生的硫化物矿物共生组合，远比早期阶段复杂。
在含金剪切带发育成熟期间，也进入了Sn、W、Bi、Mo等新的元素阶段。
成熟期的的金矿化的金品位相对很高。
在硫化物内，金并未显示出来与某种特定矿物有任何优先的伴生关系，它可于其中的多个矿物相伴生。
中期阶段的矿化可使早期阶段的矿化全部覆盖掉，要区别二者相对较难。
只有由原先的磁黄铁矿转变为白铁矿和黄铁矿时的叶片状和纤维状结构还能证明以前曾存在过磁黄铁矿。
2.3 晚期阶段在拉伸构造机制下，含金剪切带内发育了一系列张性构造，如张裂隙、网脉状等，从而引起矿物相产生了新的有意义的变化。
矿物就会形成大量小晶洞，在这些小晶洞中，沙糖状石英重新结晶成为细粒的自形石英。
这时金呈毫米级的颗粒产于石英颗粒之间或石英的晶洞内。
硫化物矿物主要为含辉锑铅银矿、银黝铜矿、脆流锑银铅矿和方铅矿，以及大量的银金矿。
该阶段以含银量增高为特征。
此阶段虽然能采到特别富金的矿石样品，但矿化的经济意义有限。
Bonnemaison等(1990)在此基础之上，把含金剪切带划分为早、中、晚三种类型。
其中，具有经济意义的剪切带型金矿床主要与剪切带中晚期阶段密切相关。
中晚期阶段使早期阶段初步富集的金进一步活化，转移到有利空间沉积成矿。
中晚期的剪切带的形成温度，以及变形行为导致的扩容带是金矿床的形成有利阶段。
划分早期与中期阶段的标志是磁黄铁矿被黄铁矿、白铁矿取代(高温到低温的转化)，糖粒状石英出现，以及大脉状和网脉状构造发育(韧性向脆韧性的转化)等。
中晚期剪切带相当于通常意义的脆韧性阶段。
关于韧性剪切带与金矿化的成因关系和类型划分上，我国一些学者在研究胶东半岛金矿时，曾提出了石英脉型和破碎蚀变岩型，分别以玲珑金矿和焦家金矿为代表。
前者在上、后者在下的构造层次关系(姚凤良等，1990)。
何绍勋等(1996)在研究韧性剪切带与金矿化的关系时，分为韧性剪切带型金矿和蚀变破碎带型金矿。
韧性剪切带型的金矿是指由韧性剪切作用而形成的矿床，该矿床严格受韧性剪切带控制，并与韧性剪切带上具有空间和时间上有成因联系的金矿床，如广东河台金矿床(段嘉瑞等，1992；刘伟等，2006)。
蚀变破碎带型金矿是指产在韧性剪切带系统内由后期热液蚀变成矿作用所形成的金矿床。
该矿床仅与剪切带仅有空间关系，并无时间和成因上的联系。
3 剪切带型的金矿床的成矿模式由于该类矿床受剪切带控制，在不同的构造部位出现不同的矿石组构特征。
Colvine(1989)和Foster(1989)分别对加拿大苏比利尔金矿省和津巴布韦老变质岩系中的产于剪切带金矿床进行了描述，并建立了剪切带中的金矿床模型。
苏比利尔金矿省金矿床产于大规模的走滑和倾剪切带中。
形成时代为晚太古代。
金就位于剪切张性构造中。
围岩为河流相一冲积相沉积岩、长质侵入岩以及碱性火山岩中。
不同的变质相和不的变形条件下，金矿脉从单脉到群脉产出也不。
在不同变质相围岩蚀变具有不同的特点，反映矿物组成是相对稳定的，变质作用未叠加其之。
时间上反映为晚太古代剪切带和区域变质作用同时的。
通过围岩变质作用的级别来确定矿化的深度。
在角闪岩相变质作用下，磁黄铁矿是典型的蚀变硫化物，缺少石膏，或很少，以韧性变形为主。
矿石组构呈叶片状。
长英质岩石相对矿化较早。
在绿片岩相下，岩石变形以脆性和韧脆性为特征，矿化以脉状和细脉状为特征，矿石成分主要为黄铁矿和石膏。
浅部位变形时以脆性变形为主，矿石组构为角砾状或网脉状。
蚀变基本呈对称分布。
硅化主要位于构造带中，围岩中碳酸盐化较为普遍，邻近矿体，有硫化物矿化和钾化。
蚀变带的宽度可达2km。
蚀变类型主要取决于围岩岩石特征和温压条件。
在富硅岩石中，钾化非常普遍；在镁铁质岩石中碳酸盐化和黄铁矿化较为普遍。
对同种热液来说，硅酸盐蚀变。
金在>400℃或450℃时溶解于热液中，沉淀一般发生在降温、减压或在扩容带内，低于300～450℃时发生沉淀，聚集成矿。
一般情况下，低绿片岩相环境中，矿化表现为脉状和角砾状矿石。
中高绿片岩相环境中，以韧脆性变形为主，矿化以脉状为主。
低中角闪岩相，以韧性变形为主，有叶理状、条纹状矿化和极少量的微脉状矿化。
在绿片岩相和角闪岩相边界处，矿化主要以脉、不规则脉、剪切叶理矿化为主。
剪切变形特征受围岩的性质、应变速率及围岩压力的影响。
围岩的性质不同，矿化结构也不同。
在能干层中，以发生扩容带(易发生脆性)，主要以脉状矿石为特征。
当流体压力大于围岩时，岩石易出现脆性变形，而出现了脉状矿石。
这种脉状矿石是由于流体压力大而形成的裂隙不断重复的结果。
围岩蚀变一般发生与断裂带附近几十公分的范围内。
原文：Advances in ductile shear zones and their gold mineralization significanceABSTRACTDuctile shear zones play an important role in gold mineralization since they are favorable sites for generating and transferring of gold—bearing hydrothermal fluids．This paper summarizes the relationships between ductile shear zones and gold mineralization．Different movement stages of shear zones and gold en—richment mechanism，alteration characteristics and the metallogenic model are also discussed in this paper．Key words：gold—bearing shear zone；gold deposit；research advance1. shear zone and the relationship between gold mineralizationMany veins of gold deposits in the world, and more relevant with the large linear fault zone, which is mainly fault or shear zone with strong schistosity, is the increase in channels and hydrothermal gold enrichment sites. As an extension of ductile shear zones often have a far deeper, long-term activities, features, and magmatic activity and hydrothermal activity is relatively strong in the area of mineralization is very favorable. Scholars attach great importance to relations between shear zones and mineralization study, which is particularly in-depth study of gold (Col-vine, 1989; Foster, 1989; Wu Meide, 1989; He Shaoxun, 1996). Not only shear-rich SiO: strong rock crushing and mylonitic, while the formation of porous and quartz-like crystal sugar hole, but also so as to generate new minerals, mineral re-adjust and make the metal dispersion element activation, migration, mineralization in favorable locations. Shear zone structure is not only the ore-controlling factors, but also important metallogenic mechanism (Wu Meide, etc., 1989). Gold-bearing shear zone type gold deposits are a class of both the number of vein-type deposits, including some disseminated type deposit, the shear mechanism and controlling factors for the mineralization of the gold deposit.Ramsay in 1980, formally and systematically elaborated later ductile shear zone, many scholars at home and abroad have been the formation mechanism of the ductile shear zone were complementary studies (eg Lister et al, 1984). Ramsay (1980) proposed can be divided into brittle shear zone, a ductile and brittle-ductile shear zone three categories. As early as 1977, the British Outer Hebride Sibson study the characteristics of thrust fault, you made a large double fault rheology model. On the structural level is located in the upper crust, generated by the friction mechanism of random fabric fault rocks formed. The following is a deep structural level shear zone, generated by the plastic mechanism with line management and the composition of foliation fabric composed of mylonite. And the transition phase between the two, the temperature is 250 ~ 350 ℃, the main ductile deformation, equivalent to greenschist facies. After, Mattauer (1980), Scholz (1988) and Zhu Zhicheng (1988) on the basis of the model was supplemented and improved.Ductile shear zone during deformation, resulting in a large number of macro and micro structure, provides space for the gold solution and the channel. Since strain hardening and the rise in the crust as mountain building and other reasons to bring in the superposition of the brittleductile, brittle-ductile deformation, such as superimposed on the Riedel shear belt fault system. These systems are very good host structures. Many vein gold to produce in such Fracture. Shear zone while driving into the migration and concentration of minerals (Colvine, 1989; Foster, 1989; Yue Shi et al, 1990).Fluid present in different types and nature of the shear zone. Components to COz-H. O based. In the ductile shear zone, metamorphic fluids, in particular, is the driving force softening plays the role of metamorphic fluids, often formed in high-temperature hydrothermal alteration. In the brittle shear zone, the system is an open system, water-rock interaction is very obvious, strong material exchange, often formed in low temperature hydrothermal alteration. The result of the fluid, often with the formation of metasomatic alteration, water breccia zone, hydrothermal zone, micro-fracture zone and the mineralized zone.Fluid shear zones tend to carry a large number of forming materials, and to become ore-forming fluids. Source of ore-forming fluid has a complex, are: the intrusion of magma crystallization released during decomposition or fluid, metamorphic dehydration process produces volatile fluid removal, compaction or tectonic compression resulting contraction of the fluid, air or water under rainfall Produced by infiltration of fluid circulation, the role of the mantle resulting exhaust metasomatism produced fluid and the fluid.2 .gold-bearing shear zone evolutionBonnemaison et al (1990) in studying French Hercynian gold-bearing shear zones of the basement made the three evolutionary stages. Their work shows that deposits of economic importance have occurred in the shear zone complex multi-stage evolutionary related. Each stage has its own characteristics and unique minerals from the rich gold.2.1 The early stagesWhere are the role of shear deformation, in particular the role of ductile-brittle deformation half transformation of the rock, and rock permeability greater than. They play on the fluid channels. The role of deformation and hydrothermal rocks the joint resulted in the mineral composition and geochemical composition changed significantly. At this stage, gold-bearing shear zones are well developed chlorite and silicification. The intensity of silicification with the strength anddeformation of the number of repetitions increases. While chlorite, biotite separate TiO:, forming a stone or rutile titanium white. How many of these mineral content reflects the intensity of hydrothermal stage. While in the hydrothermal alteration, associated with gold in the schistosity surface crystallization of pyrrhotite, the gold content is usually not high. Logo is a gold-bearing pyrite minerals in the mylonitic rocks in small numbers. Colvine (1989) and Foster (1989) that the phase occurs mainly in amphibolite facies metamorphic conditions, the alteration was disseminated, usually do not form deposits of economic importance.In some areas, the evolution from ductile deformation to brittle-ductile transition period, that is, the phase transition from amphibolite to greenschist facies conditions, when relatively strong hydrothermal alteration to make the early gold-bearing shear zone mature stage. Well developed at this time silicification. And formed the core of ore-bearing structures, gold-bearing pyrite and marcasite into pyrite, and the core structure for the ore to bring a certain number of Fe, Cu, Zn, Sb and other elements, especially elements As. Authors believe that, As elements of the degree of development is usually related with the basement rocks, such as land in China in the gold-bearing shear zone bear gold deposits within the very development of gold deposits contain arsenopyrite and arsenic in copper and other sulfur.2.2 medium termMid-stage gold-bearing shear zones and shear zone or the edge of the pulse-like structure appears as the symbol. Indeed, since early stage, the shear leads to shear band produced a number of local spread or expansion construction, which makes the number of sulfide quartz veins with different filling in it. Priority of these quartz veins developed in the silica-rich granite, gneiss and other acid volcanic rocks in sedimentary rocks.The formation of shear bands by making the flow of hydrothermal ore-rock side of the secretion of the phenomenon occurred. The tension structure normally does not contain ore. When these structures within the shear zone occurs when the clock up to the walls of these structures to see the early stages of mineralization occurred a slight activation. These can be re-activated or new crystalline quartz to generate small particles of gold sulfide, and if such activation is not wide, do not form economically significant mineralization. If the gold-bearing shear zone, new activities continue to occur, filling in Zhang's filling of the fault zone was broken again and give priority to mineralization, is the gold-bearing shear zone marks the maturity of the medium term. Gold fromgold-bearing shear zones of early sulfide (gold-bearing pyrrhotite or arsenopyrite) instability and the emergence of natural gold hydrothermal fluid transfer to the expansion of the formation of structure. This is an important time to form gold.And mid-stage gold-bearing shear zone associated sulfide paragenesis, than the early stages of complex. Gold-bearing shear zones in the mature period, also entered the Sn, W, Bi, Mo and other elements of the new phase. Maturity of the gold grade of gold is relatively high. In the sulfide, the gold did not show up with a specific priority associated minerals have any relationship in which it can be accompanied by a number of mineral raw. The medium term the early stages of mineralization can overwrite all of mineralization, is relatively difficult to distinguish between the two. Only from the original into pyrrhotite and pyrite marcasite leaf-shaped and when the fibrous structure can also prove that previously existed pyrrhotite.2.3 Late StageStructure in the stretch mechanism, the gold-bearing shear zone developed a series of tensile structures, such as tensile cracks, stockwork and so on, which led to a new mineral phase produced significant changes. Mineral crystals will form a large number of small holes in these small crystal cave, Sha Tang-like quartz crystals as fine particles from re-shaped quartz. At this time the particles of gold were produced in millimeters between the quartz or quartz crystal cave. Sulfide minerals are stibnite lead with silver, silver, tetrahedrite, silver lead and antimony crisp flow of galena, a silver and a large gold mine. This stage is characterized by increased silver content. Although this stage can be taken to the special gold-rich ore samples, but the mineralization of economic significance is limited.Bonnemaison et al (1990) On this basis, the gold-bearing shear zone is divided into early, middle and late three types. Which have economic significance of the main shear zone type gold deposits in the late stages of the shear zone is closely related. Early stage in the late stage of the further activation of the initial concentration of gold transferred to the favorable space sedimentary mineralization. Shear zone in the late formation temperature, and the deformation behavior is a result of expansion with the formation of gold deposits in a favorable stage. By early and middle stage is marked by pyrrhotite, pyrite, marcasite replacement (high to low conversion), sugar, granular quartz occur, and veins and stockwork-like structure growth (ductile to brittle toughness conversion) and so on. In the usual sense of the late shear zone is equivalent to the brittle-ductilephase.Ductile shear zone and on the genetic relationship between gold mineralization and type, and some scholars in the study of Shandong Peninsula and gold, he had made and broken quartz vein type of altered rock, respectively, exquisite gold and gold for the Jiaojia representative. The former, the latter construction of the next level of relationship (Yaofeng Liang et al, 1990). He Shaoxun et al (1996), ductile shear zone in the study of the relationship with the gold is divided into ductile shear zone type gold deposits and altered fracture zone-type gold deposit. Ductile shear zone type gold deposit is formed by the ductile shearing of the deposits, the deposit is strictly controlled by the ductile shear zone, and ductile shear belt has the space and time are genetically gold deposits, such as Guangdong Hetai deposits (paragraph Jiarui et al, 1992; Liu, 2006). Altered fracture zone type gold is produced in the ductile shear zone system, the latter formed by hydrothermal alteration mineralization of gold deposits. The deposit is only space between the shear zone only, there is no time and cause of the contact.3. shear zone type gold mineralization modelBecause of such deposits by the shear zone, appears in different parts of different structural fabric characteristics of the ore. Colvine (1989) and Foster (1989), respectively, and the Canadian province of Subilier gold mine in Zimbabwe, the old metamorphic rock produced in the shear zone gold deposits are described, and the establishment of a shear zone gold deposit model. Subilier gold produced in the province of gold deposits and large-scale strike-slip shear zone in the dump. Formed in the late Archean. Cut sheets of gold to construct located. Surrounding alluvial fluvial sedimentary rocks of a long quality alkaline intrusive rocks and volcanic rocks. Metamorphic phase and not the different deformation conditions, the gold veins to the group from a single clock pulse output is not. Metamorphic rock alteration in different with different characteristics, reflecting the mineral composition is relatively stable, the metamorphism is not superimposed. Time to reflect the late Archean shear zones and regional metamorphism simultaneous.Through the rock to determine the level of metamorphism of the depth of mineralization. In amphibolite facies metamorphism, the pyrrhotite sulphide alteration is typical of the lack of gypsum, or rarely, to the main ductile deformation. Ore fabric lobular. Mineralized felsic rocksrelative to earlier. In greenschist facies, the rock brittle and ductile deformation is characterized by mineralized veins and small veins is characterized by mineral composed mainly of pyrite and gypsum. Shallow parts of the deformation to brittle deformation in the ore is brecciated fabric or stockwork. Altered the basic symmetrical distribution. Silicified structural zone are mainly located in the carbonate rock of the more common near the ore body, there are sulphide mineralization and potassic. The width of alteration zones up to 2km. Alteration types, depending on temperature and pressure of surrounding rock features and rock conditions. Silica-rich rocks, K is very common; mafic rocks in carbonate and pyrite is more common. For the same kind of hydrothermal silicate alteration.Gold> 400 ℃ or 450 ℃, dissolved in hydrothermal sediment generally occurs in the cooling, vacuum, or in the expansion zone, less than 300 ~ 450 ℃ when the precipitation, forming together. In general, low greenschist facies environment, the performance of the mineralized veins and breccia ore. In the context of high greenschist facies to the main ductile deformation and mineralization in the main vein. Low in the amphibolite facies to the main ductile deformation, there are foliated, stripe-like mineralization and a small amount of micro-vein mineralization. In the greenschist facies and amphibolite facies boundary, mainly in mineralized veins, irregular pulse, the main mineralized shear foliation. Shear deformation by the surrounding nature, strain rate and rock pressure. Surrounding the nature of the different mineralized structures are also different. In the competent layer, with expansion to occur (proneHealth and brittle), the main characteristics of the ore vein. When the fluid pressure is greater than surrounding rock, the rock prone to brittle deformation, while the emergence of vein ore. The vein of ore fluid pressure due to the formation of the result of repeated fractures. Wall rock alteration near the fault zone generally occurs with the range of tens of centimeters.。