水利专业混凝土重力坝中英文对照外文翻译文献
水利水电工程毕业设计英文翻译,混凝土重力坝
Concrete Gravity DamThe type of dam selected for a site depends principally on topographic, geologic,hydrologic, and climatic conditions. Where more than one type can be built, alternative economic estimates are prepared and selection is based on economica considerations.Safety and performance are primary requirements, but construction time and materials often affect economic comparisons.Dam ClassificationDams are classified according to construction materials such as concrete or earth. Concrete dams are further classified as gravity, arch, buttress, or a combination of these. Earthfill dams are gravity dams built of either earth or rock materials, with particular provisions for spillways and seepage control.A concrete gravity dam depends on its own weight for structural stability. The dam may be straight or slightly curved, with the water load transmitted through the dam to the foundation material. Ordinarily, gravity dams have a base width of 0.7 to 0.9 the height of the dam. Solid rock provides the best foundation condition. However, many small concrete dams are built on previous or soft foundations and perform satisfactorily. A concrete gravity dam is well suited for use with an overflow spillway crest. Because of this advantage, it is often combined with an earthfill dam in wide flood plain sites.Arch dams are well suited to narrow V- or U-shaped canyons. Canyon walls must be of rock suitable for carrying the transmitted water load to the sides of the canyon by arch action. Arch sections carry the greatest part of the load; vertical elements carry sufficient load through cantilever action to produce cantilever deflections equal to arch deflections. Ordinarily, the crest length-to-height ratio should be less than 5, although greater ratios have been used. Generally, the base width of modern arch dams is 0.1 to 0.3 the height of the impounded water. A spillway may be designed into the crest of an arch dam.Multiple arches similarly transmit loads to the abutment or ends of the arch. This type of dam is suited to wider valleys. The main thrust and radial shears are transmitted to massive buttresses and then into the foundation material.Buttress dams include flat-slab, multiple-arch, roundhead-buttress, and multiple-dome types. The buttress dam adapts to all site locations. Downstream face slabs and aprons are used for overflow spillways similar to gravity dam spillways. Inclined sliding gates or light-weight low-head gates control the flow.The water loads are transmitted to the foundation by two systems of load-carrying members. The flat slabs, arches, or domes support the direct water load. The face slabs are supported by vertical buttresses. In most flat-slab buttress dams, steel reinforcement is used to carry thetension forces developed in the face slabs and buttress supports. Massive-head buttresses eliminate most tension forces and steel is not necessary.Combiantion designs may utilize one or more of the previously mentioned types of dams. For example, studies may indicate that an earthfill dam with a center concrete gravity overflow spillway section is the most economial in a wide, flat valley. Other design conditions may dictate a multiple-arch and buttress dam section or a buttress and gravity dam combination.Site ExplorationThe dam location is determined by the project’s functions. The exact site within the general location must be determined by careful project consideration and systematic studies.In preliminary studies, two primary factors must be determined-the topography at the site and characteristics of the foundation materials. The first choice of the type of dam is based primarily on these two factors. However, the final choice will usually be controlled by construction cost if other site factors are also considered.Asite exploration requires the preparation of an accurate topographic map for each possible site in the general location. The scale of the maps should be large enough for layout. Exploration primarily determines the conditions that make sites usable or unusable.From the site explorations, tentative sketches can be made of the dam location and project features such as power plants. Physical features at the site must be ascertained in order to make a sketch of the dam and determine the position of materials and work plant during construction. Other factors that may affect dam selection are roadways,fishways, locks, and log passages.TopographyTopography often determines the type of dam. For example, a narrow V-shaped channel may dictate an arch dam. The topography indicates surface characteristics of the valley and the relation of the contours to the various requirements of the structure. Soundness of the rock surface must be included in the topographic study.In a location study, one should select the best position for the dam. An accurate sketch of the dam and how it fits into the topographic features of the valley are often sufficient to permit initial cost estimates. The tentative location of the other dam features should be included in this sketch since items such as spillways can influence the type and location of the dam.Topographic maps can be made from aerial surveys and subsequent contour plotting or they can be obtained from governmental agencies. The topographic survey should be correlated with the site exploration to ensure accuracy. Topographic maps give only the surface profile at thesite. Further geological and foundation analyses are necessary for a final determination of dam feasibility.Foundation and Geological InvestigationFoundation and geological conditions determine the factors that support the weight of the dam. The foundation materials limit the type of dam to a great extent, although such limitations can be compensated for in design.Initial exploration may consist of a few core holes drilled along the tentatively selected site location. Their analysis in relation to the general geology of the area often rules out certain sites as unfeasible, particularly as dam height increases. Once the number of possible site locations has been narrowed down, more detailed geological investiagtions should be considered.The location of all faults, contacts, zones of permeability, fissures, and other underground conditions must be accurately defined. The probable required excavation depth at all points should be derived from the core drill analysis. Extensive drilling into rock formations isn’t necessary for small dams. However, as dam height and safety requirements increase, investigations should be increased in depth and number. If foundation materials are soft, extensive investigations should determine their depth,permeability, and bearing capacity. It is not always necessary orpossible to put a concrete dam on solid rock.The different foundations commonly encountered for dam construction are: (1)solid rock foundations, (2) gravel foundations, (3) silt or fine sand foundations, (4) clay foundations, and (5) nonuniform foundation materials. Small dams on soft foundation ( item 2 through item 5 ) present some additonal design problems such as settlement, prevention of piping, excessive percolation, and protection of foundation from downstream toe erosion. These conditions are above the normal design forces of a concrete dam on a rock foundation. The same problems also exist for earth dams.Geological formations can often be pictured in cross-section by a qualified geologist if he has certain core drill holes upon which to base his overall concept of the geology. However, the plans and specifications should not contain this overall geological concept. Only the logs of the core drill holes should be included for the contractor’s estimates. However, the geological picture of the underlying formations is a great aid in evaluating the dam safety. The appendix consists of excerpts from a geologic report for the site used in the design examples.HydrologyHydrology studies are necessary to estimate diversion requirements during construction, to establish frequency of use of emergency spillways in conjunction with outlets or spillways, to determine peak dischargeestimates for diversion dams, and to provide the basis for power generation. Hydrologic studies are complex; however, simplified procedures may be used for small dams if certain conservative estimates are made to ensure structural safety.Formulas are only a guide to preliminary plans and design computations. The empirical equations provide only peak discharge estimates. However, the designer is more interested in the runoff volume associated with discharge and the time distribution of the flow. With these data, the designer knows both the peak discharge and the total inflow into the reservoir area. This provides a basis for making reliable diversion estimates for irrigation projects, water supply, or power generation.A reliable study of hydrology enables the designer to select the proper spillway capacity to ensure safety. The importance of a safe spillway cannot be overemphasized. Insufficient spillways have caused failures of dams. Adequate spillway capacity is of paramount importance for earthfill and rockfill dams. Concrete dams may be able to withstand moderate overtopping.Spillways release excess water that cannot be retained in the storage space of the reservoir. In the preliminary site exploration, the designer must consider spillway size and location. Site conditions greatly influence the selection of location, type, and components of a spillway. The design flows that the spillway must carry without endangering the dam areequally important. Therefore, study of streamflow is just as critical as the foundation and geological studies of the site.附录2外文翻译混凝土重力坝一个坝址的坝型选择，主要取决于地形、地质、水文和气候条件。
水利水电工程专业英语教材翻译
P71 2-1混凝土重力坝类型基本上，重力水坝保持其对设计载荷从几何形状和混凝土的质量和强度稳定坚固的混凝土结构。
一般情况下，它们在一条直线轴构成，但也可以稍微弯曲或成角度，以适应特定的现场条件。
重力坝通常由非溢流坝段（S）和溢出部分或溢洪道。
这两个一般混凝土的施工方法，混凝土重力坝是常规放置大体积混凝土和碾压。
Conventional concrete dams.传统的混凝土大坝。
（1）传统上放置大体积混凝土坝的特点是建筑施工中用的材料和配料使用的技术，混匀，放置，固化和大体积混凝土的温度控制（美国混凝土学会（ACI）207.1 R-87）。
典型溢出和非溢出部分示于图2-1和图2-2。
建筑采用已开发和完善了多年设计和建造大体积混凝土大坝的方法。
普通混凝土的水泥水化过程限制大小和混凝土浇筑的速度和建设就必须在巨石满足裂缝控制要求。
通常采用大尺寸的粗集料，混合比例被选择为产生低坍落度混凝土，使经济，在放置期间保持良好的加工性，水化过程中发育的最低温度上升，并产生重要性能如强度，抗渗性和耐久性。
大坝建设与传统的混凝土容易便于安装管道，压力管道，画廊等，在结构内。
（2）施工过程包括配料和混合，运输，安置，振动，冷却，固化，并准备电梯间的水平施工缝。
在重力坝大体积混凝土通常证明一个现场搅拌站，并需要足够的质量和数量，位于或项目的经济范围内的总根源。
一般是在水桶由卡车，铁路，起重机，索道，或这些方法的组合进行4至12立方码大小不等，从批次厂坝运输。
最大桶大小通常是通过有效地扩散和振动混凝土桩后它被从桶倾倒的能力受到限制。
混凝土被放置在5-升降机至10英尺的深度。
每部电梯由连续层不超过18至20英寸。
振动一般由大的人，气动，开钻式振动器进行。
保洁水平施工缝固化过程中去除表面上的薄弱浮浆薄膜的方法包括绿色切削，湿喷砂和高压气水射流。
传统的混凝土安置的其他详情载于EM 1110-2-2000。
（3）由于水泥水化产生的热量，需要在大体积混凝土的放置和放置几天后仔细的温度控制。
混凝土大坝外文翻译
Comparison of Design and Analysis of Concrete Gravity DamABSTRACTGravity dams are solid concrete structures that maintain their stability against design loads from the geometric shape, mass and strength of the concrete.The purposes of dam construction may include navigation, flood damage reduction,hydroelectric power generation, fish and wildlife enhancement,water quality,water supply,and recreation.The design and evaluation of concrete gravity dam for earthquake loading must be based on appropriate criteria that reflect both the desired level of safety and the choice of the design and evaluation procedures.In Bangladesh, the entire country is divided into 3 seismic zones, depending upon the severity of the earthquake intensity. Thus, the main aim of this study is to design high concrete gravity dams based on the U.S.B.R. recommendations in seismic zone II of Bangladesh, for varying horizontal earthquake intensities from 0.10 g - 0.30 g with 0.05 g increment to take into account the uncertainty and severity of earthquake intensities and constant other design loads, and to analyze its stability and stress conditions using analytical 2D gravity method and finite element method. The results of the horizontal earthquake intensity perturbation suggest that the stabilizing moments are found to decrease significantly with the increment of horizontal earthquake intensity while dealing with the U.S.B.R. Recommended initial dam section, indicating endanger to the dam stability, thus larger dam section is provided to increase the stabilizing moments and to make it safe against failure. The vertical, principal and shear stresses obtained using ANSYS 5.4 analyses are compared with those obtained using 2D gravity method and found less compares to 2D gravity method, except the principal stresses at the toe of the gravity dam for 0.10 g - 0.15 g. Although, it seems apparently that smaller dam section may be sufficient for stress analyses using ANSYS 5.4, it would not be possible to achieve the required factors of safety with smaller dam section.It is observed during stability analyses that the factor of safety against sliding is satisfied at last than other factors of safety, resulting huge dam section to make it safe against sliding. Thus, it can be concluded that it would not be feasible to construct a concrete gravity dam for horizontal earthquake intensity greater than 0.30 g without changing other loads and or dimension of the dam and keeping provision for drainage gallery to reduce the uplift pressure significantly.Keywords: Comparison Concrete Gravity Dam Dam Failure Design Earthquake Intensity Perturbation Stability and Stress1.IntroductionBasically, a gravity concrete dam is defined as a structure,which is designed in such a way that its own weight resists the external forces. It is primarily the weight of a gravity dam whichprevents it from being overturned when subjected to the thrust of impounded water [1]. This type of structure is durable, and requires very little maintenance. Gravity dams typically consist of a non overflow section(s) and an overflow section or spillway. The two general concrete construction methods for concrete gravity dams are conventional placed mass concrete and RCC. Gravity dams, constructed in stone masonry, were built even in ancient times, most often in Egypt, Greece, and the Roman Empire [2,3].However, concrete gravity dams are preferred these days and mostly constructed. They can be constructed with ease on any dam site, where there exists a natural foundation strong enough to bear the enormous weight of the dam. Such a dam is generally straight in plan, although sometimes, it may be slightly curve. The line of the upstream face of the dam or the line of the crown of the dam if the upstream face in sloping, is taken as the reference line for layout purposes, etc. and is known as the “Base line of the Dam” or the “Axis of the Dam”. When suitable conditions are available, such dams can be constructed up to great heights. The ratio of base width to height of high gravity dams is generally less than 1:1.A typical cross-section of a high concrete gravity dam is shown in Figure . The upstream face may be kept throughout vertical or partly slanting for some of its length. A drainage gallery is generally provided in order to relieve the uplift pressure exerted by the seeping water.Purposes applicable to dam construction may include navigation, flood damage reduction, hydroelectric power generation, fish and wildlife enhancement, water quality, water supply, and recreation.Many concrete gravity dams have been in service for over 50 years, and over this period important advances in the methodologies for evaluation of natural phenomena hazards havecaused the design-basis events for these dams to be revised upwards. Older existing dams may fail to meet revised safety criteria and structural rehabilitation to meet such criteria may be costly and difficult. The identified causes of failure, based on a study of over 1600 dams [4] are: Foundation problems (40%), Inadequate spillway (23%), Poor construction (12%), Uneven settlement (10%), High poor pressure (5%), Acts of war (3%), Embankment slips (2%), Defective ma terials(2%), Incorrect operation (2%), and Earthquakes (1%).Other surveys of dam failure have been cited by [5], who estimated failure rates from 2×10-4to7 ×10-4per damyear based on these surveys.2.LoadsIn the design of gravity concrete, it is essential to determine the loads required in the stability and stress analyses. The forces which may affect the design are: 1) Dead load or stabilizing force; 2) Headwater and tailwater pressures; 3) Uplift; 4) Temperature; 5) Earth and silt pressures; 6) Ice pressure; 7) Earth quake forces; 8) Wind pressure; 9) Subatmospheric pressure; 10) Wave pressure, and 11) Reaction of foundation.The seismic safety of such dams has been a serious concern since damage to the Koyna Dam in India in 1967 which has been regarded as a watershed event in the development of seismic analysis and design of concrete gravity dams all over the world. It is essential that those responsible must implement policies and proce dures to ensure seismic safety of dams through sound professional practices and state-of-the-art in related technical areas. Seismic safety of dams concerns public safety and therefore demands a higher degree of public confidence. The Estimations and descriptions of various forces are provided briefly in the following sections.2.1. Water PressureWater pressure (P) is the most major external force acting on gravity dams. The horizontal water pressure exerted by the weight of water stored on the upstream and downstream sides of the dam can be estimated from the rule of hydrostatic pr essure distribution and can be expressed bywhere, H is the depth of water and w γis the unit weight of water.2.2. Uplift PressureWater seepage through the pores, cracks and fissures of the foundation materials, and water seepage through dam body and then to the bottom through the joints between the body of the dam and its foundation at the base exert an uplift pressure on the base of the dam. According to the [6], the uplift pressure intensities at the heel and toe of the dam should be taken equal to their respective hydrostatic pressures and joined the intensity ordinates by a straight line. When drainage galleries are provided to relieve the uplift, the recommended uplift at the face of the gallery is equal to the hydrostatic pressure at toe plus 1/3rd of the difference between the 221H p w γ=hydrostatic pressures at the heel and the toe, respectively.2.3. Earthquake ForcesAn earthquake produces waves, which are capable of shaking the earth upon which the gravity dams rest, in every possible direction. The effect of an earthquake is, therefore, equivalent to imparting acceleration to the foundations of the dams in the direction in which the wave is traveling at the moment.Generally, an earthquake induces horizontal acceleration (h) and vertical acc eleration (v). The values of these accelerations are generally expressed as per centage of the acceleration due to gravity (g), i.e.,= 0.10 g or 0.20 g, etc. On an average, a value of equal to 0.10 to 0.15 g is generally sufficient for high dams in seismic zones. In extremely seismic regions and in conservative Designs even a value up to 0.30 g may sometimes be adopted [7].Earthquake loadings should be checked for horizontal as well as vertical earth quake accelerations. While earthquake acceleration might take place in any direc tion,the analysis should be performed for the most unfavorable direction.The earthquake loadings used in the design of concrete gravity dams are based on design earthquakes and sitespecific motions determined from seismological eva luation. At a minimum, a seismological evaluation should be performed on all pro jects located in seismic zones 1, 2, and 3 of Bangladesh [8], depending upon the severity of earthquakes.The seismic coefficient method of analysis should be used in determining the resultant location and sliding stability of dams. In strong seismicity areas, a dynamic seismic analysis is required for the internal stress analysis.2.3.1. Effect of Vertical Acceleration (ɑv)A vertical acceleration may either act downward or upward. When it acts in the upward direction, then the foundation of the dam will be lifted upward and becomes closer to the body of the dam, and thus the effective weight of the dam will increase and hence, the stress developed will increase.When the vertical acceleration acts downward, the foundation shall try to move downward away from the dam body; thus, reducing the effective weight and the stability of the dam, and hence is the worst case for design. The net effective weight of the dam is given by (2) where, W is the total weight of the dam, kv is the fraction of gravity adopted for verticalacceleration, such as 0.10 or 0.20, etc. In other words, vertical acceleration reduces the unit weight of the dam material and that of water to (1 – kv) times their original unit weights.2.3.2. Effects of Horizontal Acceleration (ɑh))1(v v k w g k gw w -=-The horizontal acceleration may cause 1) hydrodynamic pressure, and 2) horizontal inertia force.1) Hydrodynamic Pressure: Horizontal acceleration acting towards the reservoir causes a momentary increase in the water pressure, as the foundation and dam acc elerate towards the reservoir and the water resists the movement owing to its ine rtia. According to [9], the amount of this hydrodynamic force (Pe) is given by(3) where, Cm = maximum value of pressure coefficient for a given constant slope = 0.735(0θ/ 90) θ , whereθis the angle in degree, which the upstream face of the dam makes wi th the horizontal; kh = fraction of gravity adopted for horizontal acceleration such as αh=kh ×gThe moment of this force about the base is given by(4) 2) Horizontal Inertia Force: In addition to exerting the hydrodynamic pressure, the horizontal acceleration produces an inertia force into the body of the dam. This force is generated to keep the body and the foundation of the dam together as one piece. The direction of the produced force will be opposite to the accele ration imparted by the earthquake.Since an earthquake may impart either upstream or downstream acceleration, it is needed to choose the direction of this force in the stability analysis of dam structure in such a way that it produces most unfavorable effects under the consid ered conditions. For example, when the reservoir is full, this force will produce worst results if it is additive to the hydrostatic water pressure, thus Acting towards the downstream (i.e., when upstream earthquake acceleration towards the reservoir is produced). When the reservoir is empty, this force would produce worst results, if considered to be acting upstream (i.when earthquake acceleration moving towards the downstream is produced.原文出自：/journal/PaperInformation.aspx?paperID=181852726.0H kC p w h m e γ=H P M e e 412.0=混凝土重力坝的设计分析与比较摘要重力坝是一种坚实的混凝土结构.大坝建设的目的可能包括通航,减少洪水造成的损失,水力发电,鱼类和野生动物养殖,蓄水灌溉等.混凝土重力坝的设计和评估地震荷载必须基于适当的标准,既能反映所需的安全级别，也要有设计的选择和评价程序.在孟加拉国,整个国家被分成3个地震带,这取决于地震强度的严重性.因此,本研究的主要目的是设计基于U.S.B.R高混凝土重力坝.在孟加拉国地震带二区,建议对不同水平地震强度从0.10g～0.30g 和0.50g增量考虑地震烈度，持续的不确定性和严重程度等其他来设计负荷。
水利类英文文献译文
Hand Move Irrigation SystemsSummaryThe ‘hand move’ irrigation system is a very simple pipe set which can be moved by hand. Two main factors-—positioning and moving scheme of the equipment both affect the work time. Here we develop a model to complete the irrigation of the whole field by the shortest time。
Firstly, we decide the certain number of sprinklers through the designated parameter。
Using enumerative geometry, we compare the irrigation area of the system with different number of sprinklers and work out the optimum number of sprinklers。
Secondly, we take the advantage of combinatorial geometry to decide the positioning and moving scheme of the irrigation system，in order that the model can be used to realize the irrigation task by the shortest work time.In the end we also introduce a new sprinkler with square area and compare its working efficiency with the traditional sprinkler if we use it on this field。
钢筋混凝土结构中英文对照外文翻译文献
中英文对照外文翻译(文档含英文原文和中文翻译)Reinforced ConcreteConcrete and reinforced concrete are used as building materials in every country. In many, including the United States and Canada, reinforced concrete is a dominant structural material in engineered construction. The universal nature of reinforced concrete construction stems from the wide availability of reinforcing bars and the constituents of concrete, gravel, sand, and cement, the relatively simple skills required in concrete construction, and the economy of reinforced concrete compared to other forms of construction. Concrete and reinforced concrete are used in bridges, buildings of all sorts underground structures, water tanks, television towers, offshore oil exploration and production structures, dams, and even in ships.Reinforced concrete structures may be cast-in-place concrete, constructed in their final location, or they may be precast concreteproduced in a factory and erected at the construction site. Concrete structures may be severe and functional in design, or the shape and layout and be whimsical and artistic. Few other building materials off the architect and engineer such versatility and scope.Concrete is strong in compression but weak in tension. As a result, cracks develop whenever loads, or restrained shrinkage of temperature changes, give rise to tensile stresses in excess of the tensile strength of the concrete. In a plain concrete beam, the moments about the neutral axis due to applied loads are resisted by an internal tension-compression couple involving tension in the concrete. Such a beam fails very suddenly and completely when the first crack forms. In a reinforced concrete beam, steel bars are embedded in the concrete in such a way that the tension forces needed for moment equilibrium after the concrete cracks can be developed in the bars.The construction of a reinforced concrete member involves building a from of mold in the shape of the member being built. The form must be strong enough to support both the weight and hydrostatic pressure of the wet concrete, and any forces applied to it by workers, concrete buggies, wind, and so on. The reinforcement is placed in this form and held in place during the concreting operation. After the concrete has hardened, the forms are removed. As the forms are removed, props of shores are installed to support the weight of the concrete until it has reached sufficient strength to support the loads by itself.The designer must proportion a concrete member for adequate strength to resist the loads and adequate stiffness to prevent excessive deflections. In beam must be proportioned so that it can be constructed. For example, the reinforcement must be detailed so that it can be assembled in the field, and since the concrete is placed in the form after the reinforcement is in place, the concrete must be able to flow around, between, and past the reinforcement to fill all parts of the form completely.The choice of whether a structure should be built of concrete, steel, masonry, or timber depends on the availability of materials and on a number of value decisions. The choice of structural system is made by the architect of engineer early in the design, based on the following considerations:1. Economy. Frequently, the foremost consideration is the overall const of the structure. This is, of course, a function of the costs of the materials and the labor necessary to erect them. Frequently, however, the overall cost is affected as much or more by the overall construction time since the contractor and owner must borrow or otherwise allocate money to carry out the construction and will not receive a return on this investment until the building is ready for occupancy. In a typical large apartment of commercial project, the cost of construction financing will be a significant fraction of the total cost. As a result, financial savings due to rapid construction may more than offset increased material costs. For this reason, any measures the designer can take to standardize the design and forming will generally pay off in reduced overall costs.In many cases the long-term economy of the structure may be more important than the first cost. As a result, maintenance and durability are important consideration.2. Suitability of material for architectural and structural function.A reinforced concrete system frequently allows the designer to combine the architectural and structural functions. Concrete has the advantage that it is placed in a plastic condition and is given the desired shape and texture by means of the forms and the finishing techniques. This allows such elements ad flat plates or other types of slabs to serve as load-bearing elements while providing the finished floor and / or ceiling surfaces. Similarly, reinforced concrete walls can provide architecturally attractive surfaces in addition to having the ability to resist gravity, wind, or seismic loads. Finally, the choice of size of shape is governed by the designer and not by the availability of standard manufactured members.3. Fire resistance. The structure in a building must withstand the effects of a fire and remain standing while the building is evacuated and the fire is extinguished. A concrete building inherently has a 1- to 3-hour fire rating without special fireproofing or other details. Structural steel or timber buildings must be fireproofed to attain similar fire ratings.4. Low maintenance.Concrete members inherently require less maintenance than do structural steel or timber members. This is particularly true if dense, air-entrained concrete has been used forsurfaces exposed to the atmosphere, and if care has been taken in the design to provide adequate drainage off and away from the structure. Special precautions must be taken for concrete exposed to salts such as deicing chemicals.5. Availability of materials. Sand, gravel, cement, and concrete mixing facilities are very widely available, and reinforcing steel can be transported to most job sites more easily than can structural steel. As a result, reinforced concrete is frequently used in remote areas.On the other hand, there are a number of factors that may cause one to select a material other than reinforced concrete. These include:1. Low tensile strength.The tensile strength concrete is much lower than its compressive strength ( about 1/10 ), and hence concrete is subject to cracking. In structural uses this is overcome by using reinforcement to carry tensile forces and limit crack widths to within acceptable values. Unless care is taken in design and construction, however, these cracks may be unsightly or may allow penetration of water. When this occurs, water or chemicals such as road deicing salts may cause deterioration or staining of the concrete. Special design details are required in such cases. In the case of water-retaining structures, special details and / of prestressing are required to prevent leakage.2. Forms and shoring. The construction of a cast-in-place structure involves three steps not encountered in the construction of steel or timber structures. These are ( a ) the construction of the forms, ( b ) the removal of these forms, and (c) propping or shoring the new concrete to support its weight until its strength is adequate. Each of these steps involves labor and / or materials, which are not necessary with other forms of construction.3. Relatively low strength per unit of weight for volume.The compressive strength of concrete is roughly 5 to 10% that of steel, while its unit density is roughly 30% that of steel. As a result, a concrete structure requires a larger volume and a greater weight of material than does a comparable steel structure. As a result, long-span structures are often built from steel.4. Time-dependent volume changes. Both concrete and steel undergo-approximately the same amount of thermal expansion and contraction. Because there is less mass of steel to be heated or cooled,and because steel is a better concrete, a steel structure is generally affected by temperature changes to a greater extent than is a concrete structure. On the other hand, concrete undergoes frying shrinkage, which, if restrained, may cause deflections or cracking. Furthermore, deflections will tend to increase with time, possibly doubling, due to creep of the concrete under sustained loads.In almost every branch of civil engineering and architecture extensive use is made of reinforced concrete for structures and foundations. Engineers and architects requires basic knowledge of reinforced concrete design throughout their professional careers. Much of this text is directly concerned with the behavior and proportioning of components that make up typical reinforced concrete structures-beams, columns, and slabs. Once the behavior of these individual elements is understood, the designer will have the background to analyze and design a wide range of complex structures, such as foundations, buildings, and bridges, composed of these elements.Since reinforced concrete is a no homogeneous material that creeps, shrinks, and cracks, its stresses cannot be accurately predicted by the traditional equations derived in a course in strength of materials for homogeneous elastic materials. Much of reinforced concrete design in therefore empirical, i.e., design equations and design methods are based on experimental and time-proved results instead of being derived exclusively from theoretical formulations.A thorough understanding of the behavior of reinforced concrete will allow the designer to convert an otherwise brittle material into tough ductile structural elements and thereby take advantage of concrete’s desirable characteristics, its high compressive strength, its fire resistance, and its durability.Concrete, a stone like material, is made by mixing cement, water, fine aggregate ( often sand ), coarse aggregate, and frequently other additives ( that modify properties ) into a workable mixture. In its unhardened or plastic state, concrete can be placed in forms to produce a large variety of structural elements. Although the hardened concrete by itself, i.e., without any reinforcement, is strong in compression, it lacks tensile strength and therefore cracks easily. Because unreinforced concrete is brittle, it cannot undergo large deformations under load and failssuddenly-without warning. The addition fo steel reinforcement to the concrete reduces the negative effects of its two principal inherent weaknesses, its susceptibility to cracking and its brittleness. When the reinforcement is strongly bonded to the concrete, a strong, stiff, and ductile construction material is produced. This material, called reinforced concrete, is used extensively to construct foundations, structural frames, storage takes, shell roofs, highways, walls, dams, canals, and innumerable other structures and building products. Two other characteristics of concrete that are present even when concrete is reinforced are shrinkage and creep, but the negative effects of these properties can be mitigated by careful design.A code is a set technical specifications and standards that control important details of design and construction. The purpose of codes it produce structures so that the public will be protected from poor of inadequate and construction.Two types f coeds exist. One type, called a structural code, is originated and controlled by specialists who are concerned with the proper use of a specific material or who are involved with the safe design of a particular class of structures.The second type of code, called a building code, is established to cover construction in a given region, often a city or a state. The objective of a building code is also to protect the public by accounting for the influence of the local environmental conditions on construction. For example, local authorities may specify additional provisions to account for such regional conditions as earthquake, heavy snow, or tornados. National structural codes genrally are incorporated into local building codes.The American Concrete Institute ( ACI ) Building Code covering the design of reinforced concrete buildings. It contains provisions covering all aspects of reinforced concrete manufacture, design, and construction. It includes specifications on quality of materials, details on mixing and placing concrete, design assumptions for the analysis of continuous structures, and equations for proportioning members for design forces.All structures must be proportioned so they will not fail or deform excessively under any possible condition of service. Therefore it is important that an engineer use great care in anticipating all the probableloads to which a structure will be subjected during its lifetime.Although the design of most members is controlled typically by dead and live load acting simultaneously, consideration must also be given to the forces produced by wind, impact, shrinkage, temperature change, creep and support settlements, earthquake, and so forth.The load associated with the weight of the structure itself and its permanent components is called the dead load. The dead load of concrete members, which is substantial, should never be neglected in design computations. The exact magnitude of the dead load is not known accurately until members have been sized. Since some figure for the dead load must be used in computations to size the members, its magnitude must be estimated at first. After a structure has been analyzed, the members sized, and architectural details completed, the dead load can be computed more accurately. If the computed dead load is approximately equal to the initial estimate of its value ( or slightly less ), the design is complete, but if a significant difference exists between the computed and estimated values of dead weight, the computations should be revised using an improved value of dead load. An accurate estimate of dead load is particularly important when spans are long, say over 75 ft ( 22.9 m ), because dead load constitutes a major portion of the design load.Live loads associated with building use are specific items of equipment and occupants in a certain area of a building, building codes specify values of uniform live for which members are to be designed.After the structure has been sized for vertical load, it is checked for wind in combination with dead and live load as specified in the code. Wind loads do not usually control the size of members in building less than 16 to 18 stories, but for tall buildings wind loads become significant and cause large forces to develop in the structures. Under these conditions economy can be achieved only by selecting a structural system that is able to transfer horizontal loads into the ground efficiently.钢筋混凝土在每一个国家，混凝土及钢筋混凝土都被用来作为建筑材料。
08水利专业混凝土重力坝毕业论文中英文资料外文翻译文献 (1)
混凝土重力坝中英文资料外文翻译文献混凝土重力坝基础流体力学行为分析摘要：一个在新的和现有的混凝土重力坝的滑动稳定性评价的关键要求是对孔隙压力和基础关节和剪切强度不连续分布的预测。
本文列出评价建立在岩石节理上的混凝土重力坝流体力学行为的方法。
该方法包括通过水库典型周期建立一个观察大坝行为的数据库，并用离散元法（DEM）数值模式模拟该行为。
一旦模型进行验证，包括岩性主要参数的变化，地应力，和联合几何共同的特点都要纳入分析。
斯威土地，Albigna 大坝坐落在花岗岩上，进行了一个典型的水库周期的特定地点的模拟，来评估岩基上的水流体系的性质和评价滑动面相对于其他大坝岩界面的发展的潜力。
目前大坝基础内的各种不同几何的岩石的滑动因素，是用德国马克也评价模型与常规的分析方法的。
裂纹扩展模式和相应扬压力和抗滑安全系数的估计沿坝岩接口与数字高程模型进行了比较得出，由目前在工程实践中使用的简化程序。
结果发现，在岩石节理，估计裂缝发展后的基础隆起从目前所得到的设计准则过于保守以及导致的安全性过低，不符合观察到的行为因素。
关键词：流体力学，岩石节理，流量，水库设计。
简介：评估抗滑混凝土重力坝的安全要求的理解是，岩基和他们上面的结构是一个互动的系统，其行为是通过具体的材料和岩石基础的力学性能和液压控制。
大约一个世纪前，Boozy大坝的失败提示工程师开始考虑由内部产生渗漏大坝坝基系统的扬压力的影响，并探讨如何尽量减少其影响。
今天，随着现代计算资源和更多的先例，确定沿断面孔隙压力分布，以及评估相关的压力和评估安全系数仍然是最具挑战性的。
我们认为，观察和监测以及映射对大型水坝的行为和充分的仪表可以是我们更好地理解在混凝土重力坝基础上的缝张开度，裂纹扩展，和孔隙压力的发展。
图.1流体力学行为：（一）机械;（二）液压。
本文介绍了在过去20个来自Albigna大坝，瑞士，多年收集的水库运行周期行为的代表的监测数据，描述了一系列的数值分析结果及评估了其基础流体力学行为。
水利水电工程专业英语的阅读与翻译
-graph
表示写 ，画， 记录结 果
和用具
photograph 照片，monograph 专题，论文
-let
表示小
droplet 水滴，streamlet 小溪
-logy
表示 学科
hydrology 水文学，geology 地质学
-meter
表示计，仪 表
barometer 气压计，voltmeter 电压表
uni
单，
uniflow 单向流，unify 统一
vari
变化
variable 变量，可变的，variation 变化，偏差
vers
转，向
reverse 反向，transverse 横向
vis
看
visual 直观的，prevision 预见
（2）英 语单词 的词尾 是接在 词根后 面的部 分，一 般地， 词尾的 意义比 较狭窄 和明 确，常 可根据 词尾来 判断英 语中大
水 利水 电工程 专业 英语的 阅读与 翻译
水利水电 工程
专业英语的阅读与翻译 刘景植 编
二 OO 四年十二月
水利水电 工程专 业英语 的阅读 与翻译
前言
当前，世 界科学 技术发 展十分 迅速， 为了了 解、学 习和借 鉴国 外先进 的科学 技术， 为我国 的社会 主义建 设服务 ，需要
大量的阅 读和翻 译国外 科技文 献资料 。另外 ，近年 来和在 以后 的若干 年内， 我国在 水利水 电建设 中，从 国外引 进了且
多数词的 词类。
专业英语 词汇中 的一些 常用的 词尾：
词尾
意义
词例
Ⅰ、名词 词尾
-age
表示抽象概 念，量 ，性质 ，状态 ，行为 等
水利专业名词(中英文对照)
沉陷缝settlement joint
沉陷观测settlement observation
衬砌的边值问题boundary value problem of lining
衬砌计算lining calculation
衬砌自重dead-weight of lining
冰压力ice pressure
薄壁堰sharp-crested weir
薄拱坝thin-arch dam
不均匀沉降裂缝differential settlement crack
不平整度irregularity
C
材料力学法method of strength of materials
材料性能分项系数partial factor for property of material
掺气槽aeration slot
掺气减蚀cavitation control by aeration
厂房顶溢流spill over power house
沉降settlement
沉井基础sunk shaft foundation
沉沙池sediment basin
沉沙建筑物sedimentary structure
过渡区transition zone
过木机log conveyer
过木建筑物log pass structures
过鱼建筑物fish-pass structures
H
海漫flexible
涵洞culvert
河道冲刷river bed scour
荷载load
荷载组合load combination
横缝transverse joint
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中英文资料外文翻译混凝土重力坝基础流体力学行为分析摘要：一个在新的和现有的混凝土重力坝的滑动稳定性评价的关键要求是对孔隙压力和基础关节和剪切强度不连续分布的预测。
本文列出评价建立在岩石节理上的混凝土重力坝流体力学行为的方法。
该方法包括通过水库典型周期建立一个观察大坝行为的数据库，并用离散元法（DEM）数值模式模拟该行为。
一旦模型进行验证，包括岩性主要参数的变化，地应力，和联合几何共同的特点都要纳入分析。
斯威土地，Albigna 大坝坐落在花岗岩上，进行了一个典型的水库周期的特定地点的模拟，来评估岩基上的水流体系的性质和评价滑动面相对于其他大坝岩界面的发展的潜力。
目前大坝基础内的各种不同几何的岩石的滑动因素，是用德国马克也评价模型与常规的分析方法的。
裂纹扩展模式和相应扬压力和抗滑安全系数的估计沿坝岩接口与数字高程模型进行了比较得出，由目前在工程实践中使用的简化程序。
结果发现，在岩石节理，估计裂缝发展后的基础隆起从目前所得到的设计准则过于保守以及导致的安全性过低，不符合观察到的行为因素。
关键词：流体力学，岩石节理，流量，水库设计。
简介：评估抗滑混凝土重力坝的安全要求的理解是，岩基和他们上面的结构是一个互动的系统，其行为是通过具体的材料和岩石基础的力学性能和液压控制。
大约一个世纪前，Boozy大坝的失败提示工程师开始考虑由内部产生渗漏大坝坝基系统的扬压力的影响，并探讨如何尽量减少其影响。
今天，随着现代计算资源和更多的先例，确定沿断面孔隙压力分布，以及评估相关的压力和评估安全系数仍然是最具挑战性的。
我们认为，观察和监测以及映射对大型水坝的行为和充分的仪表可以是我们更好地理解在混凝土重力坝基础上的缝张开度，裂纹扩展，和孔隙压力的发展。
图.1流体力学行为：（一）机械;（二）液压。
本文介绍了在过去20个来自Albigna 大坝，瑞士，多年收集的水库运行周期行为的代表的监测数据，描述了一系列的数值分析结果及评估了其基础流体力学行为。
比较了数值模拟和实际行为在实地的监测结果。
在此基础上比较了一系列的结论得出了基本孔隙压力在节理岩体的影响可以考虑在其他工程项目，认为那里的岩石节理流体力学行为应予以考虑。
这些项目包括压力管道，危险废物处置，以及对流动行为的控制断面沿岩石地质遏制依赖的其他情形。
流体力学的行为自然对先进设备，机械和个别岩石节理的水力特性的概要。
一个对岩石联合流体力学行为的更详细的描述中可以在阿尔瓦雷斯（1997年）和阿尔瓦雷斯（1995年）和在实验室调查和数值模拟模型进行了乌鸦和Gale （1985），Gentier （1987年），江崎等人（1992），和其他人中发现。
该水力行为的联合可以表示为非线性应用之间的有效正应力双曲线关系，'n σ,并联合，n V ∆在装卸，重大的联合封发生在低有效正应力的地方。
该单位的压力关闭规模迅速下降，但是，随着应力水平增加。
双曲线的定义是由初始切线刚度定义，ni K ，并联合最大的渐近结束，mc V 。
这种关系也是非线性，迟滞的卸载条件，直到成为有效正应力为零（图1a ）。
ni K 和mc V 的价值观通过对实验数据的回归分析来估计的。
对于自然和花岗岩裂隙，这些参数都是相互关联的下列限制范围之间的阿尔瓦雷斯等。
（1995年）：这里ni K 的单位是M pa/μm ， mc V 的单位是μm粗糙关节展览最大规模的联合最高和最低的封闭初始关节僵硬，关节光滑而有最低mc V 和最大的ni K岩石的共同特点是液压行为之间的线性关系液压孔径，h a ，它控制流动规模，关闭和机械联合，n V ∆，用于水平应力。
液压孔绘制相应的联合与关闭（图1b ），以获取拦截线，ho a ，起始水力孔径，边坡系数和耦合，f ，而“刻画了联合流体力学行为，i. e ，两者在液压机械孔径由于孔径的变化变化的关系，鉴于其中hr a 是剩余的水力孔径对于给定的岩石节理，两者之间是有粗糙度及耦合系数的关系，因为f 的分布和沿关节面流道曲折而定。
对于理想的平行板，以在整个关节面单流道，f= 1.0.对于集中流道蜿蜒穿过关节面，f<1.0。
因此，用经典的立方定律表示通过岩石节理流率：其中Q 是流量;w γ是水的单位重量; h ∆是沿岩石节理头部下降;μ是水（11.005×310-p •s ）的动力粘度; h a 是联合液压孔径而G 是形状因子，由水流几何而定。
直流地下G=W/L （其中W 和L 是宽度和长度，分别联合），为不同径向流，G =2π/ln(re/i r ),其中i r 和re 分别为内外圆柱面半径。
裂隙岩体渗透性随深度变化另外，岩体等效渗透，公里，可以以同样的形式作为修改后的定律，或在液压口径计算，同样的形式占关节间距，S:在裂隙岩体渗透性的变化，由于覆盖层和围应力，计算。
[1] - [3]。
岩体的渗透性，K ，理论的深度关系的结果高达1000米，采用当量。
[5]载于图2。
孔的液压随覆盖减少强调在岩体渗透性，随深度的增加，从310- cm/s 到附近810-的水面在600厘米深度/秒 - 1000米的结果估计岩体渗透性得到假设f= 1.0，mc V =ho a 和ni k = 1033.1-mc v ，这是在实验室测试中取得的值与（阿尔瓦雷斯等al.1995）相似，巴西在这一测试中描述位置的花岗岩编队部分。
覆盖层讲估计使用的是26.0 kN/m3单位重量。
在这种情况下，它的假设是横向和纵向应力大致相同（土压力系数Ko = 1.0），这也被认为将在巴西的测试位置的火成岩地层的代表，但其他价值在原位强调可以预计，如对高e.g., for Ko<1.0，垂直节理将有较大的渗透率。
在深露天矿在巴西花岗岩开采项目获得的场渗透率测量在图2中绘制与理论的关系比较。
联合间距从钻孔岩心观察值都在数米范围内，从而产生了一个5米间距是常数的计算假设。
阿霍的价值在300 -1000μm 范围被用来确定公里= f 的理论关系（z ）的，其中Z 是深度，以实地测量和比较这两个钻孔测量值相对渗透率在100至200米深处的高，可能表明的一个区或剪切节理岩带更多的存在。
所测岩石渗透率稳步下降，在深度的增加，然而，它们的值与对应的岩体渗透性的理论与模型估计趋势良好。
典型液压孔径400 -500μm 的和后关节僵硬=NI K 10V 的双曲线关系，与三菱商事和mc V = ho a 似乎同意这些结晶岩体观测场行为良好。
图.2.裂隙岩体渗透性随深度的关系。
虽然真正的流体力学节理岩体的行为是需要考虑具体的地点和地质因素，该方法提供了一个框架，但在设计阶段，其中岩石资料尚未提供大规模渗透。
Hydromechanical analysis of flow behavior in concrete gravity damfoundationsAbstract: A key requirement in the evaluation of sliding stability of new and existing concrete gravity dams is the prediction of the distribution of pore pressure and shear strength in foundation joints and discontinuities. This paper presents a methodology for evaluating the hydromechanical behavior of concrete gravity dams founded on jointed rock. The methodology consisted of creating a database of observed dam behavior throughout typical cycles of reservoir filling and simulating this behavior with a distinct element method (DEM) numerical model. Once the model is validated, variations of key parameters including litho logy, in situ stress, joint geometry, and joint characteristics can be incorporated in the analysis. A site-specific simulation of a typical reservoir cycle was carried out for Albigna Dam, Switzer land, founded on granitic rock, to assess the nature of the flow regime in the rock foundations and to evaluate the potential for sliding surfaces other than the dam–rock interface to develop. The factor of safety against sliding of various rock wedges of differing geometry present within the dam foundations was also evaluated using the DEM model and conventional analytical procedures. Estimates of crack propagation patterns and corresponding uplift pressures and factors of safety against sliding along the dam–rock interface obtained with the DEM were also compared with those from simplified procedures currently used in engineering practice. It was found that in a jointed rock, foundation uplift estimates after crack development obtained from present design guidelines can be too conservative and result in factors of safety that are too low and do not correspond to the observed behavior.Key words: Hydromechanical, jointed rock, flow, dam design.Introduction: Evaluating the safety of concrete gravity dams against sliding requires an understanding that rock foundations and the structure above them are an interactive system whose behavior is controlled by the mechanical and hydraulic properties of concrete materials and rock foundations. About a century ago, the failure of Boozy Dam prompted dam engineers to start considering the effect of uplift pressures generated byseepage within the dam–foundation system and to explore ways to minimize its effect.. Today, with modern computational resources and much more precedent, it is still most challenging to determine the pore-pressure distribution along foundation discontinuities to assess pertinent stresses and evaluate factors of safety. It is our opinion that observing and monitoring the behavior of large dams on well mapped and adequately instrumented foundations can bring important insights for a better understanding of factors controlling joint opening, crack propagation, and pore-pressure development in foundations of concrete gravity dams.Fig.1.Hydromechanical behavior of natural joints :(a) mechanical;(b)hydraulic.This paper presents behavior representative of cycles of reservoir operation in the last 20 years collected from monitored data of Albigna Dam, Switzerland, and also describes the results of a series of numerical analyses carried out to assess the hydromechanical behavior of its foundations. Comparisons are made between results of numerical modeling and the actual behavior monitored in the field. Based on these comparisons, a series of conclusions are drawn regarding basic pore-pressure buildup mechanisms in jointed rock masses with implications that may be considered in other engineering projects, where the hydromechanical behavior of jointed rock should be considered. Such projects includepressure tunnels, hazardous waste disposal, and other situations dependent on geologic containment controlled by flow behavior along rock discontinuities.Hydromechanical behavior of natural jointsA brief summary of the state-of-the-art of mechanical and hydraulic behavior of individual rock joints is presented here. A more detailed description of rock joint Hydromechanical behavior can be found in Alvarez(1997)and Alvarez et al.(1995)and in investigations in laboratory and numerical model simulations carried out by Raven and Gale (1985), Gentier (1987),Esaki et al.(1992),and others.The mechanical behavior of the joint can be represented by a nonlinear hyperbolic relationship between the applied effective normal stress,'n σ， and joint closure, n V ∆During loading, significant joint closure takes place at low effective normal stresses. The magnitude of the closure per unit of stress decreases rapidly, however, as the stress level increases. The hyperbola is defined by the initial tangent stiffness,ni K , and the asymptote maximum joint closure, mc V . This relationship is also nonlinear and hysteretic for the unloading condition until effective normal stresses become zero (Fig.1a).The values of ni K and mc V are estimated by regression analysis on experimental data. For natural and induced fractures in granite, these parameters are interrelated and range between the following limits Alvarez et al. (1995):Where ni K is in M pa/μm and mc V is in μmRough joints exhibit the largest joint maximum closure and the lowest initial joint stiffness, whereas smooth joints have the lowest mc V and the largest ni KThe hydraulic behavior of the rock joint is characterized by the linear relationshipbetween hydraulic aperture,h a , which controls the magnitude of flow, and mechanical joint closure, n V ∆ , which depends on stress levels. Hydraulic apertures are plotted versus theircorresponding joint closure (Fig.1b)to obtain the line intercept, ho a ,initial hydraulicaperture, and the coupled slope coefficient, f ,which characterizes the hydromechanical behavior of the joint ,i. e., the relationship between changes in hydraulic aperture due to changes in mechanical aperture, given byWhere hr a is the residual hydraulic aperture.For a given rock joint, there is a relationship between roughness and the coupled coefficient, because f depends on the distribution and tortuosity of flow channels along the joint surface. For ideal parallel plates, with a single flow channel along the entire joint surface, f=1.0.For concentrated flow channels meandering across the joint surface, f<1.0.Hence, the classic cubic law expresses flow rate through a rock joint:Where Q is the flow rate; w γis the unit weight of the water; h ∆is the head dropalong the rock joint; μ is the dynamic viscosity of the water(1.005×310-Pa ·s ); h a Is thejoint hydraulic aperture; and G is the shape factor, which depends on the geometry of flow. For straight flow, G=W/L (where W and L are the width and length, respectively, of thejoint); and for divergent radial flow, G=2π/ln (re/i r ), where i r and re are the borehole andexternal cylindrical surface radiuses, respectively.Jointed rock mass permeability change with depthAlternatively, the rock mass equivalent permeability, km, can be expressed in the same form as the modified cubic law, or in terms of hydraulic aperture, to account for spacing of the joints, S:Changes in jointed rock mass permeability due to overburden and confining stresses were calculated using eqs. [1]– [3].The results of a theoretical relationship of rock mass permeability, k, for depths up to 1000 m, using eq. [5] are presented in Fig.2.The reduction of hydraulic apertures with increasing overburden stresses results in a rock mass permeability that decreases with an increase in depth from 310- cm/s near the surface to 810- cm/s at depths of 600– 1000 m. The rock mass permeability estimates were obtained assuming f=1.0,mc V = ho a and ni k =1033.1-mc v , which are representative of the values obtained in laboratory tests carried out in granitic formations(Alvarez et al.1995)similar to those of the Brazilian test location described in this section. Overburden stresses were estimated using a unit weight of 26.0 kN/m3.In this case it was assumed that horizontal and vertical stresses are about the same (coefficient of earth pressure at rest Ko=1.0), which are also considered to be representative of the igneous formations at the Brazil test location, but other values of in situ stresses could be estimated, e.g., for Ko<1.0, vertical joints would have larger permeabilities.Field permeability measurements obtained in Packer tests at a deep open-pit mining project in granitic rock in Brazil are also plotted in Fig.2 for comparison with the theoretical relationship. Values of joint spacing observed from borehole cores are in the range of a few meters, and thus a constant spacing of 5m was assumed in the computations. Values of aho in the range of 300–1000μm were used to determine the theoretical relationships of km=f (z), where z is the depth, and compare with field measurements.Measured permeability values in the two boreholes are relatively high at depths between 100 and 200m, probably denoting the presence of a sheared zone or a zone of more jointed rock. The measured rock permeabilities decrease steadily with an increase in depth, however, and their values correspond well with the theoretical trend of rock masspermeability estimated with the model. Typical hydraulic apertures of 400–500μm and joint stiffness following a hyperbolic relationship with NI K =10V mc and mc V = ho a seem to agree well with observed field behavior for these crystalline rock masses.Fig.2.Theoretical jointed rock mass permeability relationship with depth.Although real Hydromechanical behavior of jointed rock masses is site specific and depends on geologic factors, which need to be taken into account, the proposed approach provides a framework to estimate rock mass permeability during design stages where information is not yet available.。