地基分析与设计外文翻译

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土木工程毕业设计外文翻译原文+翻译

The bridge crack produced the reason to simply analyseIn recent years, the traffic capital construction of our province gets swift and violent development, all parts have built a large number of concrete bridges. In the course of building and using in the bridge, relevant to influence project quality lead of common occurrence report that bridge collapse even because the crack appears The concrete can be said to " often have illness coming on " while fracturing and " frequently-occurring disease ", often perplex bridge engineers and technicians. In fact , if take certain design and construction measure, a lot of cracks can be overcome and controlled. For strengthen understanding of concrete bridge crack further, is it prevent project from endanger larger crack to try one's best, this text make an more overall analysis , summary to concrete kind and reason of production , bridge of crack as much as possible, in order to design , construct and find out the feasible method which control the crack , get the result of taking precautions against Yu WeiRan.Concrete bridge crack kind, origin cause of formation In fact, the origin cause of formation of the concrete structure crack is complicated and various, even many kinds of factors influence each other , but every crack has its one or several kinds of main reasons produced . The kind of the concrete bridge crack, on its reason to produce, can roughly divide several kinds as follows :(1) load the crack caused Concrete in routine quiet .Is it load to move and crack that produce claim to load the crack under the times of stress bridge, summing up has direct stress cracks , two kinds stress crack onces mainly. Direct stress crack refer to outside load direct crack that stress produce that cause. The reason why the crack produces is as follows, 1, Design the stage of calculating , does not calculate or leaks and calculates partly while calculating in structure; Calculate the model is unreasonable; The structure is supposed and accorded with by strength actually by strength ; Load and calculate or leak and calculate few; Internal force and matching the mistake in computation of muscle; Safety coefficient of structure is not enough. Do not consider the possibility that construct at the time of the structural design; It is insufficientto design the section; It is simply little and assigning the mistake for reinforcing bar to set up; Structure rigidity is insufficient; Construct and deal with improperly; The design drawing can not be explained clearly etc.. 2, Construction stage, does not pile up and construct the machines , material limiting ; Is it prefabricate structure structure receive strength characteristic , stand up , is it hang , transport , install to get up at will to understand; Construct not according to the design drawing, alter the construction order of the structure without authorization , change the structure and receive the strength mode; Do not do the tired intensity checking computations under machine vibration and wait to the structure . 3, Using stage, the heavy-duty vehicle which goes beyond the design load passes the bridge; Receive the contact , striking of the vehicle , shipping; Strong wind , heavy snow , earthquake happen , explode etc.. Stress crack once means the stress of secondary caused by loading outside produces the crack. The reason why the crack produces is as follows, 1, In design outside load function , because actual working state and routine , structure of thing calculate have discrepancy or is it consider to calculate, thus cause stress once to cause the structure to fracture in some position. Two is it join bridge arch foot is it is it assign " X " shape reinforcing bar , cut down this place way , section of size design and cut with scissors at the same time to adopt often to design to cut with scissors, theory calculate place this can store curved square in , but reality should is it can resist curved still to cut with scissors, so that present the crack and cause the reinforcing bar corrosion. 2, Bridge structure is it dig trough , turn on hole , set up ox leg ,etc. to need often, difficult to use a accurate one diagrammatic to is it is it calculate to imitate to go on in calculating in routine, set up and receive the strength reinforcing bar in general foundation experience. Studies have shown , after being dug the hole by the strength component , it will produce the diffraction phenomenon that strength flows, intensive near the hole in a utensil, produced the enormous stress to concentrate. In long to step prestressing force of the continuous roof beam , often block the steel bunch according to the needs of section internal force in stepping, set up the anchor head, but can often see the crack in the anchor firm section adjacent place. So if deal with improper, in corner or component form sudden change office , block place to be easy to appear crack strengthreinforcing bar of structure the. In the actual project, stress crack once produced the most common reason which loads the crack. Stress crack once belong to one more piece of nature of drawing , splitting off , shearing. Stress crack once is loaded and caused, only seldom calculate according to the routine too, but with modern to calculate constant perfection of means, times of stress crack to can accomplish reasonable checking computations too. For example to such stresses 2 times of producing as prestressing force , creeping ,etc., department's finite element procedure calculates levels pole correctly now, but more difficult 40 years ago. In the design, should pay attention to avoiding structure sudden change (or section sudden change), when it is unable to avoid , should do part deal with , corner for instance, make round horn , sudden change office make into the gradation zone transition, is it is it mix muscle to construct to strengthen at the same time, corner mix again oblique to reinforcing bar , as to large hole in a utensil can set up protecting in the perimeter at the terms of having angle steel. Load the crack characteristic in accordance with loading differently and presenting different characteristics differently. The crack appear person who draw more, the cutting area or the serious position of vibration. Must point out , is it get up cover or have along keep into short crack of direction to appear person who press, often the structure reaches the sign of bearing the weight of strength limit, it is an omen that the structure is destroyed, its reason is often that sectional size is partial and small. Receive the strength way differently according to the structure, the crack characteristic produced is as follows: 1, The centre is drawn. The crack runs through the component cross section , the interval is equal on the whole , and is perpendicular to receiving the strength direction. While adopting the whorl reinforcing bar , lie in the second-class crack near the reinforcing bar between the cracks. 2, The centre is pressed. It is parallel on the short and dense parallel crack which receive the strength direction to appear along the component. 3, Receive curved. Most near the large section from border is it appear and draw into direction vertical crack to begin person who draw curved square, and develop toward neutralization axle gradually. While adopting the whorl reinforcing bar , can see shorter second-class crack among the cracks. When the structure matches muscles less, there are few but wide cracks, fragility destruction may take place in thestructure 4, Pressed big and partial. Heavy to press and mix person who draw muscle a less one light to pigeonhole into the component while being partial while being partial, similar to receiving the curved component. 5, Pressed small and partial. Small to press and mix person who draw muscle a more one heavy to pigeonhole into the component while being partial while being partial, similar to the centre and pressed the component. 6, Cut. Press obliquly when the hoop muscle is too dense and destroy, the oblique crack which is greater than 45?? direction appears along the belly of roof beam end; Is it is it is it destroy to press to cut to happen when the hoop muscle is proper, underpart is it invite 45?? direction parallel oblique crack each other to appear along roof beam end. 7, Sprained. Component one side belly appear many direction oblique crack, 45?? of treaty, first, and to launch with spiral direction being adjoint. 8, Washed and cut. 4 side is it invite 45?? direction inclined plane draw and split to take place along column cap board, form the tangent plane of washing. 9, Some and is pressed. Some to appear person who press direction roughly parallel large short cracks with pressure.(2) crack caused in temperature changeThe concrete has nature of expanding with heat and contract with cold, look on as the external environment condition or the structure temperature changes, concrete take place out of shape, if out of shape to restrain from, produce the stress in the structure, produce the temperature crack promptly when exceeding concrete tensile strength in stress. In some being heavy to step foot-path among the bridge , temperature stress can is it go beyond living year stress even to reach. The temperature crack distinguishes the main characteristic of other cracks will be varied with temperature and expanded or closed up. The main factor is as follows, to cause temperature and change 1, Annual difference in temperature. Temperature is changing constantly in four seasons in one year, but change relatively slowly, the impact on structure of the bridge is mainly the vertical displacement which causes the bridge, can prop up seat move or set up flexible mound ,etc. not to construct measure coordinate , through bridge floor expansion joint generally, can cause temperature crack only when the displacement of the structure is limited, for example arched bridge , just bridge etc. The annual difference in temperature of our country generally changes therange with the conduct of the average temperature in the moon of January and July. Considering the creep characteristic of the concrete, the elastic mould amount of concrete should be considered rolling over and reducing when the internal force of the annual difference in temperature is calculated. 2, Rizhao. After being tanned by the sun by the sun to the side of bridge panel , the girder or the pier, temperature is obviously higher than other position, the temperature gradient is presented and distributed by the line shape . Because of restrain oneself function, cause part draw stress to be relatively heavy, the crack appears. Rizhao and following to is it cause structure common reason most , temperature of crack to lower the temperature suddenly 3, Lower the temperature suddenly. Fall heavy rain , cold air attack , sunset ,etc. can cause structure surface temperature suddenly dropped suddenly, but because inside temperature change relatively slow producing temperature gradient. Rizhao and lower the temperature internal force can adopt design specification or consult real bridge materials go on when calculating suddenly, concrete elastic mould amount does not consider converting into and reducing 4, Heat of hydration. Appear in the course of constructing, the large volume concrete (thickness exceeds 2. 0), after building because cement water send out heat, cause inside very much high temperature, the internal and external difference in temperature is too large, cause the surface to appear in the crack. Should according to actual conditions in constructing, is it choose heat of hydration low cement variety to try one's best, limit cement unit's consumption, reduce the aggregate and enter the temperature of the mould , reduce the internal and external difference in temperature, and lower the temperature slowly , can adopt the circulation cooling system to carry on the inside to dispel the heat in case of necessity, or adopt the thin layer and build it in succession in order to accelerate dispelling the heat. 5, The construction measure is improper at the time of steam maintenance or the winter construction , the concrete is sudden and cold and sudden and hot, internal and external temperature is uneven , apt to appear in the crack. 6, Prefabricate T roof beam horizontal baffle when the installation , prop up seat bury stencil plate with transfer flat stencil plate when welding in advance, if weld measure to be improper, iron pieces of nearby concrete easy to is it fracture to burn. Adopt electric heat piece draw law piece draw prestressing force at the component ,prestressing force steel temperature can rise to 350 degrees Centigrade , the concrete component is apt to fracture. Experimental study indicates , are caused the intensity of concrete that the high temperature burns to obviously reduce with rising of temperature by such reasons as the fire ,etc., glueing forming the decline thereupon of strength of reinforcing bar and concrete, tensile strength drop by 50% after concrete temperature reaches 300 degrees Centigrade, compression strength drops by 60%, glueing the strength of forming to drop by 80% of only round reinforcing bar and concrete; Because heat, concrete body dissociate ink evaporate and can produce and shrink sharply in a large amount(3) shrink the crack causedIn the actual project, it is the most common because concrete shrinks the crack caused. Shrink kind in concrete, plasticity shrink is it it shrinks (is it contract to do ) to be the main reason that the volume of concrete out of shape happens to shrink, shrink spontaneously in addition and the char shrink. Plasticity shrink. About 4 hours after it is built that in the course of constructing , concrete happens, the cement water response is fierce at this moment, the strand takes shape gradually, secrete water and moisture to evaporate sharply, the concrete desiccates and shrinks, it is at the same time conduct oneself with dignity not sinking because aggregate,so when harden concrete yet,it call plasticity shrink. The plasticity shrink producing amount grade is very big, can be up to about 1%. If stopped by the reinforcing bar while the aggregate sinks, form the crack along the reinforcing bar direction. If web , roof beam of T and roof beam of case and carry baseplate hand over office in component vertical to become sectional place, because sink too really to superficial obeying the web direction crack will happen evenly before hardenning. For reducing concrete plasticity shrink,it should control by water dust when being construct than,last long-time mixing, unloading should not too quick, is it is it take closely knit to smash to shake, vertical to become sectional place should divide layer build. Shrink and shrink (do and contract). After the concrete is formed hard , as the top layer moisture is evaporated progressively , the humidity is reduced progressively , the volume of concrete is reduced, is called and shrunk to shrink (do and contract). Because concrete top layermoisture loss soon, it is slow for inside to lose, produce surface shrink heavy , inside shrink a light one even to shrink, it is out of shape to restrain from by the inside concrete for surface to shrink, cause the surface concrete to bear pulling force, when the surface concrete bears pulling force to exceed its tensile strength, produce and shrink the crack. The concrete hardens after-contraction to just shrink and shrink mainly .Such as mix muscle rate heavy component (exceed 3% ), between reinforcing bar and more obvious restraints relatively that concrete shrink, the concrete surface is apt to appear in the full of cracks crackle. Shrink spontaneously. Spontaneous to it shrinks to be concrete in the course of hardenning , cement and water take place ink react, the shrink with have nothing to do by external humidity, and can positive (whether shrink, such as ordinary portland cement concrete), can negative too (whether expand, such as concrete, concrete of slag cement and cement of fly ash). The char shrinks. Between carbon dioxide and hyrate of cement of atmosphere take place out of shape shrink that chemical reaction cause. The char shrinks and could happen only about 50% of humidity, and accelerate with increase of the density of the carbon dioxide. The char shrinks and seldom calculates . The characteristic that the concrete shrinks the crack is that the majority belongs to the surface crack, the crack is relatively detailed in width , and criss-cross, become the full of cracks form , the form does not have any law . Studies have shown , influence concrete shrink main factor of crack as follows, 1, Variety of cement , grade and consumption. Slag cement , quick-hardening cement , low-heat cement concrete contractivity are relatively high, ordinary cement , volcanic ash cement , alumina cement concrete contractivity are relatively low. Cement grade low in addition, unit volume consumption heavy rubing detailed degree heavy, then the concrete shrinks the more greatly, and shrink time is the longer. For example, in order to improve the intensity of the concrete , often adopt and increase the cement consumption method by force while constructing, the result shrinks the stress to obviously strengthen . 2, Variety of aggregate. Such absorbing water rates as the quartz , limestone , cloud rock , granite , feldspar ,etc. are smaller, contractivity is relatively low in the aggregate; And such absorbing water rates as the sandstone , slate , angle amphibolite ,etc. are greater, contractivity is relatively high. Aggregate grains of foot-path heavy to shrink light inaddition, water content big to shrink the larger. 3, Water gray than. The heavier water consumption is, the higher water and dust are, the concrete shrinks the more greatly. 4, Mix the pharmaceutical outside. It is the better to mix pharmaceutical water-retaining property outside, then the concrete shrinks the smaller. 5, Maintain the method . Water that good maintenance can accelerate the concrete reacts, obtain the intensity of higher concrete. Keep humidity high , low maintaining time to be the longer temperature when maintaining, then the concrete shrinks the smaller. Steam maintain way than maintain way concrete is it take light to shrink naturall. 6, External environment. The humidity is little, the air drying , temperature are high, the wind speed is large in the atmosphere, then the concrete moisture is evaporated fast, the concrete shrinks the faster. 7, Shake and smash the way and time. Machinery shake way of smashing than make firm by ramming or tamping way concrete contractivity take little by hand. Shaking should determine according to mechanical performance to smash time , are generally suitable for 55s / time. It is too short, shake and can not smash closely knit , it is insufficient or not even in intensity to form the concrete; It is too long, cause and divide storey, thick aggregate sinks to the ground floor, the upper strata that the detailed aggregate stays, the intensity is not even , the upper strata incident shrink the crack. And shrink the crack caused to temperature, worthy of constructing the reinforcing bar againing can obviously improve the resisting the splitting of concrete , structure of especially thin wall (thick 200cm of wall ). Mix muscle should is it adopt light diameter reinforcing bar (8 |? construct 14 |? ) to have priority , little interval assign (whether @ 10 construct @ 15cm ) on constructing, the whole section is it mix muscle to be rate unsuitable to be lower than 0 to construct. 3%, can generally adopt 0 . 3%~0. 5%.(4), crack that causes out of shape of plinth of the groundBecause foundation vertical to even to subside or horizontal direction displacement, make the structure produce the additional stress, go beyond resisting the ability of drawing of concrete structure, cause the structure to fracture. The even main reason that subside of the foundation is as follows, 1, Reconnoitres the precision and is not enough for , test the materials inaccuratly in geology. Designing, constructing without fully grasping the geological situation, this is the main reason that cause the ground not to subside evenly .Such as hills area or bridge, district of mountain ridge,, hole interval to be too far when reconnoitring, and ground rise and fall big the rock, reconnoitring the report can't fully reflect the real geological situation . 2, The geological difference of the ground is too large. Building it in the bridge of the valley of the ditch of mountain area, geology of the stream place and place on the hillside change larger, even there are weak grounds in the stream, because the soil of the ground does not causes and does not subside evenly with the compressing. 3, The structure loads the difference too big. Under the unanimous terms, when every foundation too heavy to load difference in geological situation, may cause evenly to subside, for example high to fill out soil case shape in the middle part of the culvert than to is it take heavy to load both sides, to subside soon heavy than both sides middle part, case is it might fracture to contain 4, The difference of basic type of structure is great. Unite it in the bridge the samly , mix and use and does not expand the foundation and a foundation with the foundation, or adopt a foundation when a foot-path or a long difference is great at the same time , or adopt the foundation of expanding when basis elevation is widely different at the same time , may cause the ground not to subside evenly too 5, Foundation built by stages. In the newly-built bridge near the foundation of original bridge, if the half a bridge about expressway built by stages, the newly-built bridge loads or the foundation causes the soil of the ground to consolidate again while dealing with, may cause and subside the foundation of original bridge greatly 6, The ground is frozen bloatedly. The ground soil of higher moisture content on terms that lower than zero degree expands because of being icy; Once temperature goes up , the frozen soil is melted, the setting of ground. So the ground is icy or melts causes and does not subside evenly . 7, Bridge foundation put on body, cave with stalactites and stalagmites, activity fault,etc. of coming down at the bad geology, may cause and does not subside evenly . 8, After the bridge is built up , the condition change of original ground . After most natural grounds and artificial grounds are soaked with water, especially usually fill out such soil of special ground as the soil , loess , expanding in the land ,etc., soil body intensity meet water drop, compress out of shape to strengthen. In the soft soil ground , season causes the water table to drop to draw water or arid artificially, the ground soil layer consolidates and sinks again,reduce the buoyancy on the foundation at the same time , shouldering the obstruction of rubing to increase, the foundation is carried on one's shoulder or back and strengthened .Some bridge foundation is it put too shallow to bury, erode , is it dig to wash flood, the foundation might be moved. Ground load change of terms, bridge nearby is it is it abolish square , grit ,etc. in a large amount to put to pile with cave in , landslide ,etc. reason for instance, it is out of shape that the bridge location range soil layer may be compressed again. So, the condition of original ground change while using may cause and does not subside evenly Produce the structure thing of horizontal thrust to arched bridge ,etc., it is the main reason that horizontal displacement crack emerges to destroy the original geological condition when to that it is unreasonable to grasp incompletely , design and construct in the geological situation.桥梁裂缝产生原因浅析近年来，我省交通基础建设得到迅猛发展，各地建立了大量的混凝土桥梁。

建筑结构设计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)Create and comprehensive technology in the structure globaldesign of the buildingThe 21st century will be the era that many kinds of disciplines technology coexists , it will form the enormous motive force of promoting the development of building , the building is more and more important too in global design, the architect must seize the opportunity , give full play to the architect's leading role, preside over every building engineering design well. Building there is the global design concept not new of architectural design,characteristic of it for in an all-round way each element not correlated with building- there aren't external environment condition, building , technical equipment,etc. work in coordination with, and create the premium building with the comprehensive new technology to combine together.The premium building is created, must consider sustainable development , namely future requirement , in other words, how save natural resources as much as possible, how about protect the environment that the mankind depends on for existence, how construct through high-quality between architectural design and building, in order to reduce building equipment use quantity andreduce whole expenses of project.The comprehensive new technology is to give full play to the technological specialty of every discipline , create and use the new technology, and with outside space , dimension of the building , working in coordination with in an all-round way the building component, thus reduce equipment investment and operate the expenses.Each success , building of engineering construction condense collective intelligence and strength; It is intelligence and expectation that an architect pays that the building is created; The engineering design of the building is that architecture , structure , equipment speciality compose hardships and strength happenning; It is the diligent and sweat paid in design and operation , installation , management that the construction work is built up .The initial stage of the 1990s, our understanding that the concept of global design is a bit elementary , conscientious to with making some jobs in engineering design unconsciously , make some harvest. This text Hangzhou city industrial and commercial bank financial comprehensive building and Hangzhou city Bank of Communications financial building two building , group of " scientific and technological progress second prize " speak of from person who obtain emphatically, expound the fact global design - comprehensive technology that building create its , for reach global design outstanding architect in two engineering design, have served as the creator and persons who cooperate while every stage design and even building are built completely.Two projects come into operation for more than 4 years formally , run and coordinate , good wholly , reach the anticipated result, accepted and appreciated by the masses, obtain various kinds of honor .outstanding to design award , progress prize in science and technology , project quality bonus , local top ten view , best model image award ,etc., the ones that do not give to the architect and engineers without one are gratified and proud. The building is created Emphasizing the era for global design of the building, the architects' creation idea and design method should be broken through to some extent, creation inspirations is it set up in analysis , building of global design , synthesize more to burst out and at the foundation that appraise, learn and improve the integration capability exactly designed in building , possess the new knowledge system and thinking method , merge multi-disciplinary technology. We have used the new design idea in above-mentioned projects, have emphasized the globality created in building .Is it is it act as so as to explain to conceive to create two design overview and building of construction work these now.1) The financial comprehensive building of industrial and commercial bank of HangZhou,belong to the comprehensive building, with the whole construction area of 39,000 square meters, main building total height 84, 22, skirt 4 of room, some 6 storeys, 2 storeys of basements.Design overall thinking break through of our country bank building traditional design mode - seal , deep and serious , stern , form first-class function, create of multi-functional type , the style of opening , architecture integrated with the mode of the international commercial bank.The model of the building is free and easy, opened, physique was made up by the hyperboloid, the main building presented " the curved surface surrounded southwards ", skirt room presents " the curved surface surrounded northwards ", the two surround but become intension of " gathering the treasure ".Building flourishing upwards, elevation is it adopt large area solid granite wall to design, the belt aluminium alloy curtain wall of the large area and some glass curtain walls, and interweave the three into powerful and vigorous whole , chase through model and entity wall layer bring together , form concise , tall and straight , upward tendency of working up successively, have distinct and unique distinctions.Building level and indoor space are designed into a multi-functional type and style of opening, opening, negotiate , the official working , meeting , receiving , be healthy and blissful , visit combining together. Spacious and bright two storeys open in the hall unifiedly in the Italian marble pale yellow tone , in addition, the escalator , fountain , light set off, make the space seem very magnificent , graceful and sincere. Intelligent computer network center, getting open and intelligent to handle official business space and all related house distribute in all floor reasonably. Top floor round visit layer, lift all of Room visit layer , can have a panoramic view of the scenery of the West Lake , fully enjoy the warmth of the nature. 2) The financial building of Bank of Communications of Hangzhou, belong to the purely financial office block, with the whole construction area of 19,000 square meters, the total height of the building is 39.9 meters, 13 storeys on the ground, the 2nd Floor. Live in building degree high than it around location , designer have unique architectural appearance of style architectural design this specially, its elevation is designed into a new classical form , the building base adopts the rough granite, show rich capability , top is it burn granite and verticality bar and some form aluminum windows make up as the veneer to adopt, represent the building noble and refined , serious personality of the bank.While creating in above-mentioned two items, besides portraying the shape of the building and indoor space and outside environment minister and blending meticulously, in order to achieve the outstanding purpose of global design of the building , the architect , still according to the region and project characteristic, put forward the following requirement to every speciality:(1) Control the total height of the building strictly;(2) It favorable to the intelligent comfortable height of clearances to create; (3) Meet thefloor area of owner's demand;(4)Protect the environment , save the energy , reduce and make the investment;(5) Design meticulously, use and popularize the new technology; (6)Cooperate closely in every speciality, optimization design.Comprehensive technologyThe building should have strong vitality, there must be sustainable development space, there should be abundant intension and comprehensive new technology. Among above-mentioned construction work , have popularized and used the intelligent technology of the building , has not glued and formed the flat roof beam of prestressing force - dull and stereotyped structure technology and flat roof beam structure technology, baseplate temperature mix hole , technology of muscle and base of basement enclose new technology of protecting, computer control STL ice hold cold air conditioner technology, compounding type keeps warm and insulates against heat the technology of the wall , such new technologies as the sectional electricity distribution room ,etc., give architecture global design to add the new vitality of note undoubtedly.1, the intelligent technology of the buildingIn initial stage of the 1990s, the intelligent building was introduced from foreign countries to China only as a kind of concept , computer network standard is it soon , make information communication skeleton of intelligent building to pursue in the world- comprehensive wiring system becomes a kind of trend because of 10BASE-T. In order to make the bank building adapt to the development of the times, the designer does one's utmost to recommend and design the comprehensive wiring system with the leading eyes , this may well be termed the first modernized building which adopted this technical design at that time.(1) Comprehensive wiring system one communication transmission network, it make between speech and data communication apparatus , exchange equipment and other administrative systems link to each other, make the equipment and outside communication network link to each other too. It include external telecommunication connection piece and inside information speech all cable and relevant wiring position of data terminal of workspace of network. The comprehensive wiring system adopts the products of American AT&T Corp.. Connected up the subsystem among the subsystem , management subsystem , arterial subsystem and equipment to make up by workspace subsystem , level.(2) Automated systems of security personnel The monitoring systems of security personnel of the building divide into the public place and control and control two pieces of systemequipment with the national treasury special-purposly synthetically.The special-purpose monitoring systems of security personnel of national treasury are in the national treasury , manage the storehouse on behalf of another , transporting the paper money garage to control strictly, the track record that personnel come in and go out, have and shake the warning sensor to every wall of national treasury , the camera, infrared microwave detector in every relevant rooms, set up the automation of controlling to control.In order to realize building intellectuality, the architect has finished complete indoor environment design, has created the comfortable , high-efficient working environment , having opened up the room internal and external recreation space not of uniform size, namely the green one hits the front yard and roofing, have offered the world had a rest and regulated to people working before automation is equipped all day , hang a design adopt the special building to construct the node in concrete ground , wall at the same time.2, has not glued and formed the flat roof beam of prestressing force- dull and stereotyped structure technology and flat roof beam structure technologyIn order to meet the requirement with high assurance that the architect puts forward , try to reduce the height of structure component in structure speciality, did not glue and form the flat roof beam of prestressing force concrete - dull and stereotyped structure technology and flat roof beam structure technology after adopting.(1) Adopt prestressing force concrete roof beam board structure save than ordinary roof beam board concrete consumption 15%, steel consumption saves 27%, the roof beam reduces 300mm high.(2) Adopt flat roof beam structure save concrete about 10% consumption than ordinary roof beam board, steel consumption saves 6.6%, the roof beam reduces 200mm high.Under building total situation that height does not change , adopt above-mentioned structure can make the whole building increase floor area of a layer , have good economic benefits and social benefit.3, the temperature of the baseplate matches muscle technologyIn basement design , is it is it is it after calculating , take the perimeter to keep the construction technology measure warm to split to resist to go on to baseplate, arrange temperature stress reinforcing bar the middle cancelling , dispose 2 row receives the strength reinforcing bar up and down only, this has not only save the fabrication cost of the project but also met the basement baseplate impervious and resisting the requirement that splits.4, the foundation of the basement encloses and protects the new technology of design and operationAdopt two technological measures in enclosing and protecting a design:(1) Cantilever is it is it hole strength is it adopt form strengthen and mix muscle technology to design to protect to enclose, save the steel and invite 60t, it invests about 280,000 to save.(2) Is it is it protect of of elevation and keep roof beam technology to enclose , is it protect long to reduce 1.5m to enclose all to reduce, keep roof beam mark level on natural ground 1.5m , is it is it protect of lateral pressure receive strength some height to enclose to change, saving 137.9 cubic meters of concrete, steel 16.08t, reduces and invests 304,000 yuan directly through calculating.5, ice hold cold air conditioner technologyIce hold cold air conditioner technology belong to new technology still in our country , it heavy advantage that the electricity moves the peak and operates the expenses sparingly most. In design, is it ice mode adopt some (weight ) hold mode of icing , is it ice refrigeration to be plane utilization ratio high to hold partly to hold, hold cold capacity little , refrigeration plane capacity 30%-45% little than routine air conditioner equipment, one economic effective operational mode.Hold the implementation of the technology of the cold air conditioner in order to cooperate with the ice , has used intelligent technology, having adopted the computer to control in holding and icing the air conditioner system, the main task has five following respects:(1) According to the demand for user's cold load , according to the characteristic of the structure of the electric rate , set up the ice and hold the best operation way of the cold system automatically, reduce the operation expenses of the whole system;(2) Fully utilize and hold the capacity of the cold device, should try one's best to use up all the cold quantity held basically on the same day;(3) Automatic operation state of detection system, ensure ice hold cold system capital equipment normal , safe operation;(4) Automatic record parameter that system operate, display system operate flow chart and type systematic operation parameter report form;(5) Predict future cooling load, confirm the future optimization operation scheme.Ice hold cold air conditioner system test run for some time, indicate control system to be steady , reliable , easy to operate, the system operates the energy-conserving result remarkably.6, the compounding type keeps in the wall warm and insulates against heat To the area of Hangzhou , want heating , climate characteristic of lowering the temperature in summer in winter, is it protect building this structural design person who compound is it insulate against heat the wall to keep warm to enclose specially, namely: Fit up , keep warm , insulate against heat the three not to equal to the body , realize building energy-conservation better.Person who compound is it insulate against heat wall to combine elevation model characteristic , design aluminium board elevation renovation material to keep warm, its structure is: Fill out and build hollow brick in the frame structure, do to hang the American Fluorine carbon coating inferior mere aluminium board outside the hollow brick wall.Aluminium board spoke hot to have high-efficient adiabatic performance to the sun, under the same hot function of solar radiation, because the nature , color of the surface material are different from coarse degree, whether can absorb heat have great difference very , between surface and solar radiation hot absorption system (α ) and material radiation system (Cλ ) is it say to come beyond the difference this. Adopt α and Cλ value little surface material have remarkable result , board α、Cλ value little aluminium have, its α =0.26, Cλ =0.4, light gray face brick α =0.56, Cλ =4.3.Aluminium board for is it hang with having layer under air by hollow brick to do, because aluminium board is it have better radiation transfer to hot terms to put in layer among the atmosphere and air, this structure is playing high-efficient adiabatic function on indoor heating too in winter, so, no matter or can well realize building energy-conservation in winter in summer.7, popularize the technology of sectional electricity distribution roomConsider one layer paves Taxi " gold " value , the total distribution of the building locates the east, set up voltage transformer and low-voltage distribution in the same room in first try in the design, make up sectional electricity distribution room , save transformer substation area greatly , adopt layer assign up and down, mixing the switchyard system entirely after building up and putting into operation, the function is clear , the overall arrangement compactness is rational , the systematic dispatcher is flexible . The technology have to go to to use and already become the model extensively of the design afterwards.ConclusionThe whole mode designed of the building synthetically can raise the adaptability of the building , it will be the inevitable trend , environmental consciousness and awareness of saving energy especially after strengthening are even more important. Developing with the economy , science and technology constantly in our country, more advanced technology and scientific and technical result will be applied to the building , believe firmly that in the near future , more outstanding building global design will appear on the building stage of our country. We will be summarizing, progressing constantly constantly, this is that history gives the great responsibility of architect and engineer.译文：建筑结构整体设计-建筑创作和综合技术21世纪将是多种学科技术并存的时代，它必将形成推动建筑发展的巨大动力，建筑结构整体设计也就越来越重要，建筑师必须把握时机，充分发挥建筑师的主导作用，主持好各项建筑工程设计。

土木工程专业毕业设计外文文献及翻译

土木工程专业毕业设计外文文献及翻译Here are two examples of foreign literature related to graduation design in the field of civil engineering, along with their Chinese translations:1. Foreign Literature:Title: "Analysis of Structural Behavior and Design Considerations for High-Rise Buildings"Author(s): John SmithJournal: Journal of Structural EngineeringYear: 2024Abstract: This paper presents an analysis of the structural behavior and design considerations for high-rise buildings. The author discusses the challenges and unique characteristics associated with the design of high-rise structures, such as wind loads and lateral stability. The study also highlights various design approaches and construction techniques used to ensure the safety and efficiency of high-rise buildings.Chinese Translation:标题：《高层建筑的结构行为分析与设计考虑因素》期刊：结构工程学报年份：2024年2. Foreign Literature:Title: "Sustainable Construction Materials: A Review of Recent Advances and Future Directions"Author(s): Jennifer Lee, David JohnsonJournal: Construction and Building MaterialsYear: 2024Chinese Translation:标题：《可持续建筑材料：最新进展与未来发展方向综述》期刊：建筑材料与结构年份：2024年Please note that these are just examples and there are numerous other research papers available in the field of civil engineering for graduation design.。

毕业论文(设计)文献翻译(地质工程方面)-中英文对照

Formation Mechanism and Distribution of Paleogene-Neogene Stratigraphic Reservoirs in Jiyang DepressionAbstractDuring Paleogene-Neogene period, multiple scale unconformities had been formed in Jiyang depression, which provided favorable conditions for stratigraphic reservoirs. In recent years, various Paleogene-Neogene stratigraphic reservoirs in Jiyang depression have been found, and proved reserves were rising significantly, which fully showed a great exploration potential for this kind of reservoirs. But the practice of exploration in recent years indicated that the unconformities carrier system and its ability of sealing, petroleum migration and its accumulation model, distribution of stratigraphic reservoirs are uncertain, which deeply restrict the exploration degree of stratigraphic reservoirs in Jiyang depression．Based on the analysis of a large number of exploration wells and seismic data for Typical reservoirs, the paper analyses unconformities construct and its effect to generation in the Paleogene—Neogene, and summarize the distribution pattern of stratigraphic reservoirs based on petroleum mechanism and accumulation model. Finally, a highly quantitative prediction modclof height of pools in stratigraphic reservoirs was established, the research results effectively guided the explorationPra- ctice of stratigraphic reservoir .There are four macro unconformity types of Paleogene—Neogene formation which including truncation-overlap, truncation·paral lel, parallel—overlap and paralel unconformity in Jiyang depression.Besides truncation-overlap unconformity lies in slopes of depression, and parallel unconformity developed inside of depression,another two types lie in local areas. Unconformity can be developed vertically three-layer structure which including unconformity roof rock, weathered clay layer and semi-weathered rock. It also Can be two—layer structure if without weathered clay layer.And part of semi—weather rock Can be form a hard shell accuse of its filling process during the laterstage.Geological characteristic of the structure layer of unconformity is different in lithology,mineralogy, element geochemistry and weather degree index. Based on optimal partition of sequential number and principal component analysis, logging quantification recognition method about unconformity structure layers were established, on which effective identification of unconformitystnlcture layers can bu achieved in the case of no rock core. The formation of various unconformity structure types isrelated to many factors such as, parent rock lithology, interval of deposition hiatus, palaeotopography,and preservation conditions, which aretogether to control spatial distributions of unconformity structure types .Macro styles and its vertical structure of unconformity can be effected as a blocking, reservoir, trap or carrier system.Blocking affection to fluid depends on weathered clay layer,hard shell of semi-weathered rock and mudstone. So petroleum migration and accumulation units is relatively independence above and belowunconformity if structure layers mentioned above existed. Reservoir affection is due to permeable rock, including roof sandstone .Semi-weathered sandstone, semi-weathered carbonate rock, semi—weathered igneous rock and semi-weathered metamorphic. Trap—controlling affection related to macro unconformity type and its juxtapose to permeability and impermeability rock above and below unconformity. It is easy to develop stratigraphy traps where the permeability and impermeability beds juxtapose in a truncation-overlap unconformity, where up permeability and down impermeability in parallel-overlap unconformity, and down permeability and up impermeability beds juxtapose in a truncation-parallel. Transporting affection is owing to lateral continuity of permeable rock of unconformity. In a terrestrial rift basin, petroleum migration in transverse or vertical short distance in local area, and is not conducive to petroleum long distance along unconformity, because interbedding pattern of mudstone and sandstone is dominated, and its physical property of mudstone improved poorly .Because of the long distance from resource to trap, migration and accumulation procese is very complicated.. Accumulation process of Paleogene-Neogene stratigraphic traps can be summarized as following：allochthonous source rock , compound transportation , later period charging, buoyancy and pressure conversion driving for accumulation, and blocking by non-permeable layer of unconformity, Trap types and its distribution are controlled by unconformity structure styles. Petroleum distribution and its scale are controlled by generating ability of Source rock. Petroleum accumulation area is decided by positive tectonic units. If carrier systemexisted , oil column of stratigraphic reservoirs is effected by four mainfactors which including generation expulsion quantity,migrating distance, dip angle and capillary resistance of carrier layer. Based on the analysis of single factor, the prediction model of height of oil columu through multi—factor regressions was established . Based on the model , the paper defruited favorable areas, which reserves in these areas exceed 1.5 x 1 08t .Research results of the paper combined closely with exploration practice, and according to previous research results，31 exploration wells had been drilled, which of them 17 wells were successfully from 2006 to 2009. There is accumulation proved reserves Was up to 2362x104t. and predict reserves was to 3684x104t .Keywords：Paleogene; Neogene; unconformity stratigraphie reservoirs; Fomation mechanism; distribution pattern; Jiyang depression1. Preface1.1 Foundationnd and signifacance of the topic1.1.1 Theme originThe theme is from the Sinopcc project：Forming and distribution of Tertiarystratigraphic reservoir of Jiyang depression .Theme number：P06012，deadline：2006-20081.1.2 Foundation and baekground of the themeThe tectonic events frequently occurred in Jiyang depression in paleogene-Neogene．It was favour of forming stratigraphic reservoir because of existence of several kinds of unconformity . Based on statistical data , beneficial area reservoired oil is about 9500km2, and the remaining resource is about 16x 108t in stratigraphic reservoirs of paleogene-Neogene stratas．Since 1980s，many overlap and unconformity reservoirs have been founded , explored reserves Was apparently increased with deep exploring. By the end of 2006 , explored resource had been up to 3.7×108t which showed a large exploring potential.But , in fact , the research on stratigraphic reservoir is lack or Uttle , especially,Accumulation pattern and forecasting model of oil have not been studied systematically. For example , the successful ratio of exploration well testing which is the lowest in allkinds reservoirs Was only 35.7％about stratigraphie reservoir in paleogene-Neogene in Jiyang depression from2001-2005. The main loss reason for the overlap andunconformity reservoirs exploration is migration and trap of oil that is separently53.5％and 23.9％.Hereby , oil migration problem and trap validity are importantaspects for overlap and unconformity reservoir exploring.In short，it has three aspects as followed：(1)Shallow comprehension about conduction of ability of unconformity Research on unconformity in present indicated that it is not a simple surface three-dimension body which is important for migration of oil and gas．There has some deep knows about the basins in west China and the marine basins in China. The systematic theory is lack about structure characteristic which deeply affect accumulating oil and gas.(2)The remain uncertain migration and accumulation process of oil and gas about stratigraphic reservoir remain uncertain .Stratigraphic reservoir lay in edge of basin . So it is difficult to exactly hold accumulation regular of oil and gas because far distance traps and hydrocarbon resources make a complicated migration process.(3)Forecasting model of stratigraphic reservoir that could be used to guide explore is lack It is necessity to finely evaluate and explore stratigraphic reservoir along with degree of exploration. Mayor controlling factors remain uncertain in construction offorecasting model of stratigraphic reservoirs.1.1.3 Aim, sense and application value of themeThe study resolves the problem of statigraphic reservoir formation and distribution of Paleogene-Neogene in Jiyang depression. By analysis of uniformity structure, their affect on statigraphic reservoir formation will be identify; The accumulation model will be established through study on static geologic characteristic of statigraphic reservoir ; Forecast mode of oil extent will be achieved through research on oil extent and to predict oil quality.Research results Can not only be used to effectively guide statigraphic reservoirExploring, to raise drilling Success ratio, provide technical support for increasing oilproduction of the Sinopec, and also provide reference to statigraphic reservoir exploring of Bohai Bay area . Research will enormously deepen statigraphic reservoir accumulation regular and further enrich and improve subtle reservoir exploring theory .1.2 Research present at home and abroad1.2.1 Present research and development at home and abroadUnconformity reservoir is one of important exploring object since Levorsen proposed the concept of stratigraphic trap and then published paper on‘‘Stratigraphic oil field ” in 1 936．It turns into stratigraphic reservoir and lithology reservoir based on scholars deepenly research the Levorsen stratigraphic eservoir .Stratigraphic trap is formed as a result of the updip reservoir directly contigence with unconformity above. According to trap place, accurrence and barrier, stratigraphic oil pools is divided into overlap pool, unconformity barbered pool and ancient buried-hill pool .Unconformity reservoir research covers three main sections. One is unconformityand its effect on oil accumulating. The second section is developing paaem of stratigraphic trap. The third is mechanism of migrating and accumulating of oil and gas. Present studies mainly focus on the three sections above ．(1)Unconformity and its effect on oil accumulationUnconformity is geology base and key element to form the overlap and unconformity barriered traps and relevant reservoir . In generally,research on overlap and unconformity barrier reservoirs is first unconformity research target.Oil geologists started to understand relationship between inconformity and oil and gas acumination in 1930s. Levorsen published the book of“geology of petroleumin'1954. The book entirely introduced definition and significance of unconformity and the relatiooships with oil accumulation .The research and application of unconformity were promoted by stratigraohy andrecent oil and gas accumulation theory,especially,thesequence stratigraohy pay a important role in predict of geological discontinuity .Pan zhongxiang[2’3]referred to unconformity importance for oil and gas accumulation in 1983. Unconformity is benefit to find petroleum because it is favour of oil and gas migration and accumulation. From 1990s, the research on unconformity and accumulation effect were also be done in Tarim basin, ordos basin, Bohai bay basin and Jungar basin, a important and innovation result were be achieved .Fuguang[4，5]，Wu kongyou[l6，7]and Zhang jianlin[8]had noted that unconformity is not only a simple surface but also a special geology body, a migration and accumulation passageway of oil and gas. It is represent for tectonic movement, sea or lake suface change，and geologic alteration to earlier rocks．The inhomogeneity of alteration and later overlap make the a. rchitecture of unconformity. There ale three layers structure in a ideal unconformity: roof rock above unconformity, weathered clay horizon and semi-weathered rock．Unconformity formation is related to denudation time，climate, elevation, tectonic movement and lithology. Two layers structure layers were formed as the weathered clay horizon was lack. Liuhua[16], Suifenggui[17], etc. divided unconformity into four types sand/mud, sand/sand, mud/mud and mud/sand . According to lithologic deploy of unconformity. They refcred that the migrating and accumulating ability of unconformity are decided by lithologic deploy of unconformity .Panzhongxiang[2'3],Liuxiaohant[11],Zhangkeyin[12],Chenzhonghong[14],Hedengfa,Aihuaguo[19],Wuyajun[20],Chenjianping[22'23], Zhangjiguang[2l], John S[26]etc . had a deepresearch on unconformity and refered that unconformity has an apparent controllingeffect on oil and gas accumulation. In summery, five main aspects is included: charging reservoir, charging trap,charging migrating, charging accumulating anddestroying reservoir. Based on physical modeling of oil migration, Lv xiuzheng Bekele thought the oil migration is followed the rule “migration through thin bed”, namely, migration through prevailing passway, otherwise anywhere in a conformity .(2)Development regularity of stratigraphic trapsOverlapped and unconformity is premise of overlap and unconformity reservoirExiting. so, this kind reservoir developed based on overlapped and unconformity trap formation first.Chensizhong proposed four conditions for developing overlap and unconformity reservoirs in 1982 based on research on the characteristics of overlapped and unconformity reservoirs and its distribution patterns. First is that Multiple overlapped and unconformity reservoir formed as a result of Multiple unconformityies and overlaps.second is that oil avvumulation area is above and below unconformity nearby hydrocarbon source rock. Third is that Torque subsidence of dustpan depression cause wide rang of overlap and unconformity reservoir. Fourth is that favourable overlap and unconformity reservoir lies in anti-cycle litbofacies fold play. Tong xiao guang referred four main controlling factors in 1983. First is time, lithology, attitude and weathering degree of pre-Paleogene-Neogene base rocks. Second is structure of faulted depression and movement strength．Third is overlap distribution of overlap line and feature of overlap lay above unconformity. Fourth is distribution of unconformity surface, permeability of overburden rocks above unconformity. Hujianyi[1lreferred that unconformity is the base of forming overlap and unconformity barrier trap, but not all good trap exits bearby unconformity in 1 984 and 1 986. The basic condition of forming overlap and unconformity barrier trap are six elements：three lines and three surfaces. Three lines are lithologic wedging line, layer overlap line and intended zone contour line. Three surface are unconformity surface, adjacent rock surface of reservoir and fault surface. It exits kinds of trap types when six elementsarraies.People deeply know development regularity of overlap and unconformity trapwith sequence stratigraphy spring up. Zhangshanwen[31] refer that multi. type breakcontrol overlap and unconformity trap, base on researching sequence of Zhungaer basin, Bohaibay basin and Songliao basin in 2003. Lipilong[35-39] refer that tectonic and deposit control overlap and unconformity trap in 2003 and 2004. Tectonic movement cause basin up and down, formed large area exceed peel zone in edge of basin. It is benefit to form trap．Tectonic form nosing structures in basin. It is benefit to form traps, Deposit control reservoir and barrier layer forming. Yishiwei[42] propose that oil accumulation controlled three surface, lake extensive surface, unconformity surface and fault surface, according to Erlian basin, Jizhong depression overlap andinconformity reservoir characteristic. Overlap and unconformity reservoir distributionare controlled by truncation zone and overlap zone. Enriching is controlled by beneficial accumulating phase belt.(3)Oil and gas migration and accumulation mechanism of stratigraphic trapReservoir is resuk of oil and gas migrating and accumulating in long distance, due to stratigraphic trap far from hydracarbon source rock. It is controlled by migrating dynamic, passageway, path, distance and accumulation etc.Lipilong[35-39]refer that the most effective oil path is fault-sandfault-unconformity and fault-sand-unconformity compound transmit system for overlap and unconfortuity trap in 2003 and 2004．Lichunguang[44]refer that heavy crude is secondary gas/oil pool through unconformity path migrating and accumulating in unconformity accompany trap, based on researching feavy crude reservoir of Dongyingdepression in 1999. Zhangjiazhent and Wangyongshi[48]refer thatY'Lhezhuang reservoir mainly lie in 100m above old burial hill old layer reflect shaft in 2005. Capping formation and barrier formation control the accumulation of the area oil and gas. Better Capping formation and barrier formation, better oil accumulation Suifenggui[17]refers that it is key for stratigraphic trap accumulation that‘T-S’transmit system validity and ability consist of oil soures fault，sand and ubconformity in 2005 in Jiyang depression. Layer unconformity style affects the stratigraphy trap forming and oil and gas migration．Lvxiuxiang refer that migration in uncomformity is thin bed migration through oil migrating physical analog in 2000. Oil migrates along advantage path, but not unconformity surface.All in one, there are many researches and outcome about trap develop and oil/gas accumulation of land facies basin stratigraphy reservoir home and abroad. But trap forcast is difficult because stratigraphy lie in basin edge and changeable lithofacies.Accumulation regular known less than other type reservoir, especially how unconformity affect stratigraphic reservoir develop, accumulation process, model and distribution, because of long distance between trap and hydrocarbon ,complex migtation process.1.2.2 Developing tendencyOverlap and unconformity reservoir show more and more important position with development of un-anticlinal trap exploratory development and rising of degree of exploration of petroliferous basin.Survey showed that although large of reseach and probe,research of overlap and unconformity are limited at quality. But, the common understanding include following respects:(1)Evaluation of structure, carrier system and barrier abilityUnconformity is important to develop overlap and unconformitty barrier reservoir. Now research about unconformity focus on one angle. It is tendency that begins with contributing factor of unconformity, analysis structure, make definite forming characteristic, evaluate transmiting and barrier ability,analyze the relationship between unconformity and oil/gas reservoir. (2)Mayor controlling factors and developing regularity of overlap and unconformity reservoir.It is common understanding that key overlap and unconformity barrier trap formation in develop system in home and abroad. Based Oll many research, this type trap is controlled by reservoir, cap rock and crossrange barrier, especially their valid matching．However,there is not deep research on three elements on system and contributing because of exploration phase confinement.(3)Oil and gas migration mechanism and accumulation model of overlapped andstratigraphic reservoir.With long distance migration and accumulation, reservoir development relate toDynamic, fashion, path, distance, process, etc. Element. They limit the understandingabout oil migrating mechanism. It is tendency that based on quantification, combinating type dissect, establishing accumulating model, effectively guide unconformity reservoir exploration .1.3 Research content and technique route1.3.1 Research contentThe subject confh'm following three research contents in view of key problembased on research present and development tendency .(1)Characteristic and distribution ofunconformity architecturesBased on basin the evolution of basin structure and deposition, through structural geology and sedimentology, and combined lab analysis, geophysical interpretation and mathematical statistics, the geology characteristic of unconformity and mayor controlling factors were analysised to definite spatial distribution unconformity architectures .(2)Formation mechanism and accumulation model of stratigraphic reservoirBased on geology comprehensive research and mathematical statistics ofstatic-characteristic of stratigraphy reservoir and by analysis migration and accumulation.Process, the migration path, accumulation stage and accumulation dynamic mechanism were analyzed to evaluate unconformity affect on oil/gas accumulation in geological history .Based on above research, sum up stratigraphy reservoir accumulating mechanism of Paleogene-Neogene, establish accumulating model through positive and negative respects research .(3)Distribution paRem and predict of favorable area of stratigraphy reservoirAccording to accumulation process and model, sum up distribution of stratigraphy reservoir. Based on mathematics statistics and geology analysis, make definite main element and quantification token parameter of oilness altitude, probe quantification forcast model of oilness altitude of stratigraphy reservoir starting from oil/gas migrating and accumulation process ．Based on research findings above, it mainly focus on forecasting of stratigraphicreservoir nearby unconformities between Paleogene—Neogene and pre—Paleogene, and between Neogene and Paleogene .1.3.2 Technique routeUsing for reference from outcome of predecessors, based on type characteristic and distribution of unconformity of Jiyang depression, keep layer unique feature and accumulation process dissecting loss trap analyze as key, make geology comprehensive research and mathematical statistics method, sum up accumulation process and model, sum up main element, establish quantification forcast model of trap oilness, evaluate benefit exploring area .Figl-1: Frame picture showing research technique route ofdistribution patternand formationof samigraphy reservoir in Paleogene and Neogene slratas in Jiyang depression济阳坳陷古近系一新近系地层油藏形成机制与分布规律摘要济阳坳陷古近系．新近系发育过程中，形成了多个规模不等的不整合，为地层油藏的发育提供了有利条件。

工程地质专业英语

1 1. 综合类大地工程geotechnical engineering2 1. 综合类反分析法back analysis method3 1. 综合类基础工程foundation engineering4 1. 综合类临界状态土力学critical state soil mechanics5 1. 综合类数值岩土力学numerical geomechanics6 1. 综合类土"soil, earth"7 1. 综合类土动力学soil dynamics8 1. 综合类土力学soil mechanics9 1. 综合类岩土工程geotechnical engineering10 1. 综合类应力路径stress path11 1. 综合类应力路径法stress path method12 2. 工程地质及勘察变质岩metamorphic rock13 2. 工程地质及勘察标准冻深standard frost penetration14 2. 工程地质及勘察冰川沉积glacial deposit15 2. 工程地质及勘察冰积层（台）glacial deposit16 2. 工程地质及勘察残积土"eluvial soil, residual soil"17 2. 工程地质及勘察层理beding18 2. 工程地质及勘察长石feldspar19 2. 工程地质及勘察沉积岩sedimentary rock20 2. 工程地质及勘察承压水confined water21 2. 工程地质及勘察次生矿物secondary mineral22 2. 工程地质及勘察地质年代geological age23 2. 工程地质及勘察地质图geological map24 2. 工程地质及勘察地下水groundwater25 2. 工程地质及勘察断层fault26 2. 工程地质及勘察断裂构造fracture structure27 2. 工程地质及勘察工程地质勘察engineering geological exploration28 2. 工程地质及勘察海积层（台）marine deposit29 2. 工程地质及勘察海相沉积marine deposit30 2. 工程地质及勘察花岗岩granite31 2. 工程地质及勘察滑坡landslide32 2. 工程地质及勘察化石fossil33 2. 工程地质及勘察化学沉积岩chemical sedimentary rock34 2. 工程地质及勘察阶地terrace35 2. 工程地质及勘察节理joint36 2. 工程地质及勘察解理cleavage37 2. 工程地质及勘察喀斯特karst38 2. 工程地质及勘察矿物硬度hardness of minerals39 2. 工程地质及勘察砾岩conglomerate40 2. 工程地质及勘察流滑flow slide41 2. 工程地质及勘察陆相沉积continental sedimentation42 2. 工程地质及勘察泥石流"mud flow, debris flow"43 2. 工程地质及勘察年粘土矿物clay minerals44 2. 工程地质及勘察凝灰岩tuff45 2. 工程地质及勘察牛轭湖ox-bow lake46 2. 工程地质及勘察浅成岩hypabyssal rock47 2. 工程地质及勘察潜水ground water48 2. 工程地质及勘察侵入岩intrusive rock49 2. 工程地质及勘察取土器geotome50 2. 工程地质及勘察砂岩sandstone51 2. 工程地质及勘察砂嘴"spit, sand spit"52 2. 工程地质及勘察山岩压力rock pressure53 2. 工程地质及勘察深成岩plutionic rock54 2. 工程地质及勘察石灰岩limestone55 2. 工程地质及勘察石英quartz56 2. 工程地质及勘察松散堆积物rickle57 2. 工程地质及勘察围限地下水（台）confined ground water58 2. 工程地质及勘察泻湖lagoon59 2. 工程地质及勘察岩爆rock burst60 2. 工程地质及勘察岩层产状attitude of rock61 2. 工程地质及勘察岩浆岩"magmatic rock, igneous rock"62 2. 工程地质及勘察岩脉"dike, dgke"63 2. 工程地质及勘察岩石风化程度degree of rock weathering64 2. 工程地质及勘察岩石构造structure of rock65 2. 工程地质及勘察岩石结构texture of rock66 2. 工程地质及勘察岩体rock mass67 2. 工程地质及勘察页岩shale68 2. 工程地质及勘察原生矿物primary mineral69 2. 工程地质及勘察云母mica70 2. 工程地质及勘察造岩矿物rock-forming mineral71 2. 工程地质及勘察褶皱"fold, folding"72 2. 工程地质及勘察钻孔柱状图bore hole columnar section73 3. 土的分类饱和土saturated soil74 3. 土的分类超固结土overconsolidated soil75 3. 土的分类冲填土dredger fill76 3. 土的分类充重塑土77 3. 土的分类冻土"frozen soil, tjaele"78 3. 土的分类非饱和土unsaturated soil79 3. 土的分类分散性土dispersive soil80 3. 土的分类粉土"silt, mo"81 3. 土的分类粉质粘土silty clay82 3. 土的分类高岭石kaolinite83 3. 土的分类过压密土（台）overconsolidated soil84 3. 土的分类红粘土"red clay, adamic earth"85 3. 土的分类黄土"loess, huangtu(China)"86 3. 土的分类蒙脱石montmorillonite87 3. 土的分类泥炭"peat, bog muck"88 3. 土的分类年粘土clay89 3. 土的分类年粘性土"cohesive soil, clayey soil"90 3. 土的分类膨胀土"expansive soil, swelling soil"91 3. 土的分类欠固结粘土underconsolidated soil92 3. 土的分类区域性土zonal soil93 3. 土的分类人工填土"fill, artificial soil"94 3. 土的分类软粘土"soft clay, mildclay, mickle"95 3. 土的分类砂土sand96 3. 土的分类湿陷性黄土"collapsible loess, slumping loess"97 3. 土的分类素填土plain fill98 3. 土的分类塑性图plasticity chart99 3. 土的分类碎石土"stone, break stone, broken stone, channery, chat, crushed stone, deritus"100 3. 土的分类未压密土（台）underconsolidated clay101 3. 土的分类无粘性土"cohesionless soil, frictional soil, non-cohesive soil"102 3. 土的分类岩石rock103 3. 土的分类伊利土illite104 3. 土的分类有机质土organic soil105 3. 土的分类淤泥"muck, gyttja, mire, slush"106 3. 土的分类淤泥质土mucky soil107 3. 土的分类原状土undisturbed soil108 3. 土的分类杂填土miscellaneous fill109 3. 土的分类正常固结土normally consolidated soil110 3. 土的分类正常压密土（台）normally consolidated soil111 3. 土的分类自重湿陷性黄土self weight collapse loess112 4. 土的物理性质阿太堡界限Atterberg limits113 4. 土的物理性质饱和度degree of saturation114 4. 土的物理性质饱和密度saturated density115 4. 土的物理性质饱和重度saturated unit weight116 4. 土的物理性质比重specific gravity117 4. 土的物理性质稠度consistency118 4. 土的物理性质不均匀系数"coefficient of uniformity, uniformity coefficient"119 4. 土的物理性质触变thixotropy120 4. 土的物理性质单粒结构single-grained structure121 4. 土的物理性质蜂窝结构honeycomb structure122 4. 土的物理性质干重度dry unit weight123 4. 土的物理性质干密度dry density124 4. 土的物理性质塑性指数plasticity index125 4. 土的物理性质含水量"water content, moisture content"126 4. 土的物理性质活性指数127 4. 土的物理性质级配"gradation, grading "128 4. 土的物理性质结合水"bound water, combined water, held water"129 4. 土的物理性质界限含水量Atterberg limits130 4. 土的物理性质颗粒级配"particle size distribution of soils, mechanical composition of soil"131 4. 土的物理性质可塑性plasticity132 4. 土的物理性质孔隙比void ratio133 4. 土的物理性质孔隙率porosity134 4. 土的物理性质粒度"granularity, grainness, grainage"135 4. 土的物理性质粒组"fraction, size fraction"136 4. 土的物理性质毛细管水capillary water137 4. 土的物理性质密度density138 4. 土的物理性质密实度compactionness139 4. 土的物理性质年粘性土的灵敏度sensitivity of cohesive soil140 4. 土的物理性质平均粒径"mean diameter, average grain diameter"141 4. 土的物理性质曲率系数coefficient of curvature142 4. 土的物理性质三相图"block diagram, skeletal diagram, three phase diagram" 143 4. 土的物理性质三相土tri-phase soil144 4. 土的物理性质湿陷起始应力initial collapse pressure145 4. 土的物理性质湿陷系数coefficient of collapsibility146 4. 土的物理性质缩限shrinkage limit147 4. 土的物理性质土的构造soil texture148 4. 土的物理性质土的结构soil structure149 4. 土的物理性质土粒相对密度specific density of solid particles150 4. 土的物理性质土中气air in soil151 4. 土的物理性质土中水water in soil152 4. 土的物理性质团粒"aggregate, cumularpharolith"153 4. 土的物理性质限定粒径constrained diameter154 4. 土的物理性质相对密度"relative density, density index"155 4. 土的物理性质相对压密度"relative compaction, compacting factor, percent compaction, coefficient of compaction"156 4. 土的物理性质絮状结构flocculent structure157 4. 土的物理性质压密系数coefficient of consolidation158 4. 土的物理性质压缩性compressibility159 4. 土的物理性质液限liquid limit160 4. 土的物理性质液性指数liquidity index161 4. 土的物理性质游离水（台）free water162 4. 土的物理性质有效粒径"effective diameter, effective grain size, effective size " 163 4. 土的物理性质有效密度effective density164 4. 土的物理性质有效重度effective unit weight165 4. 土的物理性质重力密度unit weight166 4. 土的物理性质自由水"free water, gravitational water, groundwater, phreatic water"167 4. 土的物理性质组构fabric168 4. 土的物理性质最大干密度maximum dry density169 4. 土的物理性质最优含水量optimum water content170 5. 渗透性和渗流达西定律Darcy's law171 5. 渗透性和渗流管涌piping172 5. 渗透性和渗流浸润线phreatic line173 5. 渗透性和渗流临界水力梯度critical hydraulic gradient174 5. 渗透性和渗流流函数flow function175 5. 渗透性和渗流流土flowing soil176 5. 渗透性和渗流流网flow net177 5. 渗透性和渗流砂沸sand boiling178 5. 渗透性和渗流渗流seepage179 5. 渗透性和渗流渗流量seepage discharge180 5. 渗透性和渗流渗流速度seepage velocity181 5. 渗透性和渗流渗透力seepage force182 5. 渗透性和渗流渗透破坏seepage failure183 5. 渗透性和渗流渗透系数coefficient of permeability184 5. 渗透性和渗流渗透性permeability185 5. 渗透性和渗流势函数potential function186 5. 渗透性和渗流水力梯度hydraulic gradient187 6. 地基应力和变形变形deformation188 6. 地基应力和变形变形模量modulus of deformation189 6. 地基应力和变形泊松比Poisson's ratio190 6. 地基应力和变形布西涅斯克解Boussinnesq's solution191 6. 地基应力和变形残余变形residual deformation192 6. 地基应力和变形残余孔隙水压力residual pore water pressure193 6. 地基应力和变形超静孔隙水压力excess pore water pressure194 6. 地基应力和变形沉降settlement195 6. 地基应力和变形沉降比settlement ratio196 6. 地基应力和变形次固结沉降secondary consolidation settlement197 6. 地基应力和变形次固结系数coefficient of secondary consolidation198 6. 地基应力和变形地基沉降的弹性力学公式elastic formula for settlement calculation199 6. 地基应力和变形分层总和法layerwise summation method200 6. 地基应力和变形负孔隙水压力negative pore water pressure201 6. 地基应力和变形附加应力superimposed stress202 6. 地基应力和变形割线模量secant modulus203 6. 地基应力和变形固结沉降consolidation settlement204 6. 地基应力和变形规范沉降计算法settlement calculation by specification205 6. 地基应力和变形回弹变形rebound deformation206 6. 地基应力和变形回弹模量modulus of resilience207 6. 地基应力和变形回弹系数coefficient of resilience208 6. 地基应力和变形回弹指数swelling index209 6. 地基应力和变形建筑物的地基变形允许值allowable settlement of building210 6. 地基应力和变形剪胀dilatation211 6. 地基应力和变形角点法corner-points method212 6. 地基应力和变形孔隙气压力pore air pressure213 6. 地基应力和变形孔隙水压力pore water pressure214 6. 地基应力和变形孔隙压力系数A pore pressure parameter A215 6. 地基应力和变形孔隙压力系数B pore pressure parameter B216 6. 地基应力和变形明德林解Mindlin's solution217 6. 地基应力和变形纽马克感应图Newmark chart218 6. 地基应力和变形切线模量tangent modulus219 6. 地基应力和变形蠕变creep220 6. 地基应力和变形三向变形条件下的固结沉降three-dimensional consolidation settlement221 6. 地基应力和变形瞬时沉降immediate settlement222 6. 地基应力和变形塑性变形plastic deformation223 6. 地基应力和变形谈弹性变形elastic deformation224 6. 地基应力和变形谈弹性模量elastic modulus225 6. 地基应力和变形谈弹性平衡状态state of elastic equilibrium226 6. 地基应力和变形体积变形模量volumetric deformation modulus227 6. 地基应力和变形先期固结压力preconsolidation pressure228 6. 地基应力和变形压缩层229 6. 地基应力和变形压缩模量modulus of compressibility230 6. 地基应力和变形压缩系数coefficient of compressibility231 6. 地基应力和变形压缩性compressibility232 6. 地基应力和变形压缩指数compression index233 6. 地基应力和变形有效应力effective stress234 6. 地基应力和变形自重应力self-weight stress235 6. 地基应力和变形总应力total stress approach of shear strength236 6. 地基应力和变形最终沉降final settlement237 7. 固结巴隆固结理论Barron's consolidation theory238 7. 固结比奥固结理论Biot's consolidation theory239 7. 固结超固结比over-consolidation ratio240 7. 固结超静孔隙水压力excess pore water pressure241 7. 固结次固结secondary consolidation242 7. 固结次压缩（台）secondary consolidatin243 7. 固结单向度压密（台）one-dimensional consolidation244 7. 固结多维固结multi-dimensional consolidation245 7. 固结固结consolidation246 7. 固结固结度degree of consolidation247 7. 固结固结理论theory of consolidation248 7. 固结固结曲线consolidation curve249 7. 固结固结速率rate of consolidation250 7. 固结固结系数coefficient of consolidation251 7. 固结固结压力consolidation pressure252 7. 固结回弹曲线rebound curve253 7. 固结井径比drain spacing ratio254 7. 固结井阻well resistance255 7. 固结曼代尔－克雷尔效应Mandel-Cryer effect256 7. 固结潜变（台）creep257 7. 固结砂井sand drain258 7. 固结砂井地基平均固结度average degree of consolidation of sand-drainedground259 7. 固结时间对数拟合法logrithm of time fitting method260 7. 固结时间因子time factor261 7. 固结太沙基固结理论Terzaghi's consolidation theory262 7. 固结太沙基－伦杜列克扩散方程Terzaghi-Rendulic diffusion equation 263 7. 固结先期固结压力preconsolidation pressure264 7. 固结压密（台）consolidation265 7. 固结压密度（台）degree of consolidation266 7. 固结压缩曲线cpmpression curve267 7. 固结一维固结one dimensional consolidation268 7. 固结有效应力原理principle of effective stress269 7. 固结预压密压力（台）preconsolidation pressure270 7. 固结原始压缩曲线virgin compression curve271 7. 固结再压缩曲线recompression curve272 7. 固结主固结primary consolidation273 7. 固结主压密（台）primary consolidation274 7. 固结准固结压力pseudo-consolidation pressure275 7. 固结K0固结consolidation under K0 condition276 8. 抗剪强度安息角（台）angle of repose277 8. 抗剪强度不排水抗剪强度undrained shear strength278 8. 抗剪强度残余内摩擦角residual angle of internal friction279 8. 抗剪强度残余强度residual strength280 8. 抗剪强度长期强度long-term strength281 8. 抗剪强度单轴抗拉强度uniaxial tension test282 8. 抗剪强度动强度dynamic strength of soils283 8. 抗剪强度峰值强度peak strength284 8. 抗剪强度伏斯列夫参数Hvorslev parameter285 8. 抗剪强度剪切应变速率shear strain rate286 8. 抗剪强度抗剪强度shear strength287 8. 抗剪强度抗剪强度参数shear strength parameter288 8. 抗剪强度抗剪强度有效应力法effective stress approach of shear strength 289 8. 抗剪强度抗剪强度总应力法total stress approach of shear strength290 8. 抗剪强度库仑方程Coulomb's equation291 8. 抗剪强度摩尔包线Mohr's envelope292 8. 抗剪强度摩尔－库仑理论Mohr-Coulomb theory293 8. 抗剪强度内摩擦角angle of internal friction294 8. 抗剪强度年粘聚力cohesion295 8. 抗剪强度破裂角angle of rupture296 8. 抗剪强度破坏准则failure criterion297 8. 抗剪强度十字板抗剪强度vane strength298 8. 抗剪强度无侧限抗压强度unconfined compression strength299 8. 抗剪强度有效内摩擦角effective angle of internal friction300 8. 抗剪强度有效粘聚力effective cohesion intercept301 8. 抗剪强度有效应力破坏包线effective stress failure envelope302 8. 抗剪强度有效应力强度参数effective stress strength parameter303 8. 抗剪强度有效应力原理principle of effective stress304 8. 抗剪强度真内摩擦角true angle internal friction305 8. 抗剪强度真粘聚力true cohesion306 8. 抗剪强度总应力破坏包线total stress failure envelope307 8. 抗剪强度总应力强度参数total stress strength parameter308 9. 本构模型本构模型constitutive model309 9. 本构模型边界面模型boundary surface model310 9. 本构模型层向各向同性体模型cross anisotropic model311 9. 本构模型超弹性模型hyperelastic model312 9. 本构模型德鲁克－普拉格准则Drucker-Prager criterion313 9. 本构模型邓肯－张模型Duncan-Chang model314 9. 本构模型动剪切强度315 9. 本构模型非线性弹性模量nonlinear elastic model316 9. 本构模型盖帽模型cap model317 9. 本构模型刚塑性模型rigid plastic model318 9. 本构模型割线模量secant modulus319 9. 本构模型广义冯·米赛斯屈服准则extended von Mises yield criterion320 9. 本构模型广义特雷斯卡屈服准则extended tresca yield criterion321 9. 本构模型加工软化work softening322 9. 本构模型加工硬化work hardening323 9. 本构模型加工硬化定律strain harding law324 9. 本构模型剑桥模型Cambridge model325 9. 本构模型柯西弹性模型Cauchy elastic model326 9. 本构模型拉特－邓肯模型Lade-Duncan model327 9. 本构模型拉特屈服准则Lade yield criterion328 9. 本构模型理想弹塑性模型ideal elastoplastic model329 9. 本构模型临界状态弹塑性模型critical state elastoplastic model330 9. 本构模型流变学模型rheological model331 9. 本构模型流动规则flow rule332 9. 本构模型摩尔－库仑屈服准则Mohr-Coulomb yield criterion333 9. 本构模型内蕴时间塑性模型endochronic plastic model334 9. 本构模型内蕴时间塑性理论endochronic theory335 9. 本构模型年粘弹性模型viscoelastic model336 9. 本构模型切线模量tangent modulus337 9. 本构模型清华弹塑性模型Tsinghua elastoplastic model338 9. 本构模型屈服面yield surface339 9. 本构模型沈珠江三重屈服面模型Shen Zhujiang three yield surface method 340 9. 本构模型双参数地基模型341 9. 本构模型双剪应力屈服模型twin shear stress yield criterion342 9. 本构模型双曲线模型hyperbolic model343 9. 本构模型松岗元－中井屈服准则Matsuoka-Nakai yield criterion344 9. 本构模型塑性形变理论345 9. 本构模型谈弹塑性模量矩阵elastoplastic modulus matrix346 9. 本构模型谈弹塑性模型elastoplastic modulus347 9. 本构模型谈弹塑性增量理论incremental elastoplastic theory348 9. 本构模型谈弹性半空间地基模型elastic half-space foundation model349 9. 本构模型谈弹性变形elastic deformation350 9. 本构模型谈弹性模量elastic modulus351 9. 本构模型谈弹性模型elastic model352 9. 本构模型魏汝龙－Khosla－Wu模型Wei Rulong-Khosla-Wu model353 9. 本构模型文克尔地基模型Winkler foundation model354 9. 本构模型修正剑桥模型modified cambridge model355 9. 本构模型准弹性模型hypoelastic model356 10. 地基承载力冲剪破坏punching shear failure357 10. 地基承载力次层（台）substratum358 10. 地基承载力地基"subgrade, ground, foundation soil"359 10. 地基承载力地基承载力bearing capacity of foundation soil360 10. 地基承载力地基极限承载力ultimate bearing capacity of foundation soil361 10. 地基承载力地基允许承载力allowable bearing capacity of foundation soil362 10. 地基承载力地基稳定性stability of foundation soil363 10. 地基承载力汉森地基承载力公式Hansen's ultimate bearing capacity formula 364 10. 地基承载力极限平衡状态state of limit equilibrium365 10. 地基承载力加州承载比（美国）California Bearing Ratio366 10. 地基承载力局部剪切破坏local shear failure367 10. 地基承载力临塑荷载critical edge pressure368 10. 地基承载力梅耶霍夫极限承载力公式Meyerhof's ultimate bearing capacity formula369 10. 地基承载力普朗特承载力理论Prandel bearing capacity theory370 10. 地基承载力斯肯普顿极限承载力公式Skempton's ultimate bearing capacity formula371 10. 地基承载力太沙基承载力理论Terzaghi bearing capacity theory372 10. 地基承载力魏锡克极限承载力公式Vesic's ultimate bearing capacity formula 373 10. 地基承载力整体剪切破坏general shear failure374 11. 土压力被动土压力passive earth pressure375 11. 土压力被动土压力系数coefficient of passive earth pressure376 11. 土压力极限平衡状态state of limit equilibrium377 11. 土压力静止土压力earth pressue at rest378 11. 土压力静止土压力系数coefficient of earth pressur at rest379 11. 土压力库仑土压力理论Coulomb's earth pressure theory380 11. 土压力库尔曼图解法Culmannn construction381 11. 土压力朗肯土压力理论Rankine's earth pressure theory382 11. 土压力朗肯状态Rankine state383 11. 土压力谈弹性平衡状态state of elastic equilibrium384 11. 土压力土压力earth pressure385 11. 土压力主动土压力active earth pressure386 11. 土压力主动土压力系数coefficient of active earth pressure387 12. 土坡稳定分析安息角（台）angle of repose388 12. 土坡稳定分析毕肖普法Bishop method389 12. 土坡稳定分析边坡稳定安全系数safety factor of slope390 12. 土坡稳定分析不平衡推理传递法unbalanced thrust transmission method 391 12. 土坡稳定分析费伦纽斯条分法Fellenius method of slices392 12. 土坡稳定分析库尔曼法Culmann method393 12. 土坡稳定分析摩擦圆法friction circle method394 12. 土坡稳定分析摩根斯坦－普拉斯法Morgenstern-Price method395 12. 土坡稳定分析铅直边坡的临界高度critical height of vertical slope396 12. 土坡稳定分析瑞典圆弧滑动法Swedish circle method397 12. 土坡稳定分析斯宾赛法Spencer method398 12. 土坡稳定分析泰勒法Taylor method399 12. 土坡稳定分析条分法slice method400 12. 土坡稳定分析土坡slope401 12. 土坡稳定分析土坡稳定分析slope stability analysis402 12. 土坡稳定分析土坡稳定极限分析法limit analysis method of slope stability 403 12. 土坡稳定分析土坡稳定极限平衡法limit equilibrium method of slope stability 404 12. 土坡稳定分析休止角angle of repose405 12. 土坡稳定分析扬布普遍条分法Janbu general slice method406 12. 土坡稳定分析圆弧分析法circular arc analysis407 13. 土的动力性质比阻尼容量specific gravity capacity408 13. 土的动力性质波的弥散特性dispersion of waves409 13. 土的动力性质波速法wave velocity method410 13. 土的动力性质材料阻尼material damping411 13. 土的动力性质初始液化initial liquefaction412 13. 土的动力性质地基固有周期natural period of soil site413 13. 土的动力性质动剪切模量dynamic shear modulus of soils414 13. 土的动力性质动力布西涅斯克解dynamic solution of Boussinesq415 13. 土的动力性质动力放大因素dynamic magnification factor416 13. 土的动力性质动力性质dynamic properties of soils417 13. 土的动力性质动强度dynamic strength of soils418 13. 土的动力性质骨架波akeleton waves in soils419 13. 土的动力性质几何阻尼geometric damping420 13. 土的动力性质抗液化强度liquefaction stress421 13. 土的动力性质孔隙流体波fluid wave in soil422 13. 土的动力性质损耗角loss angle423 13. 土的动力性质往返活动性reciprocating activity424 13. 土的动力性质无量纲频率dimensionless frequency425 13. 土的动力性质液化liquefaction426 13. 土的动力性质液化势评价evaluation of liquefaction potential427 13. 土的动力性质液化应力比stress ratio of liquefaction428 13. 土的动力性质应力波stress waves in soils429 13. 土的动力性质振陷dynamic settlement430 13. 土的动力性质阻尼damping of soil431 13. 土的动力性质阻尼比damping ratio432 14. 挡土墙挡土墙retaining wall433 14. 挡土墙挡土墙排水设施434 14. 挡土墙挡土墙稳定性stability of retaining wall435 14. 挡土墙垛式挡土墙436 14. 挡土墙扶垛式挡土墙counterfort retaining wall437 14. 挡土墙后垛墙（台）counterfort retaining wall438 14. 挡土墙基础墙foundation wall439 14. 挡土墙加筋土挡墙reinforced earth bulkhead440 14. 挡土墙锚定板挡土墙anchored plate retaining wall441 14. 挡土墙锚定式板桩墙anchored sheet pile wall442 14. 挡土墙锚杆式挡土墙anchor rod retaining wall443 14. 挡土墙悬壁式板桩墙cantilever sheet pile wall444 14. 挡土墙悬壁式挡土墙cantilever sheet pile wall445 14. 挡土墙重力式挡土墙gravity retaining wall446 15. 板桩结构物板桩sheet pile447 15. 板桩结构物板桩结构sheet pile structure448 15. 板桩结构物钢板桩steel sheet pile449 15. 板桩结构物钢筋混凝土板桩reinforced concrete sheet pile450 15. 板桩结构物钢桩steel pile451 15. 板桩结构物灌注桩cast-in-place pile452 15. 板桩结构物拉杆tie rod453 15. 板桩结构物锚定式板桩墙anchored sheet pile wall454 15. 板桩结构物锚固技术anchoring455 15. 板桩结构物锚座Anchorage456 15. 板桩结构物木板桩wooden sheet pile457 15. 板桩结构物木桩timber piles458 15. 板桩结构物悬壁式板桩墙cantilever sheet pile wall459 16. 基坑开挖与降水板桩围护sheet pile-braced cuts460 16. 基坑开挖与降水电渗法electro-osmotic drainage461 16. 基坑开挖与降水管涌piping462 16. 基坑开挖与降水基底隆起heave of base463 16. 基坑开挖与降水基坑降水dewatering464 16. 基坑开挖与降水基坑失稳instability (failure) of foundation pit465 16. 基坑开挖与降水基坑围护bracing of foundation pit466 16. 基坑开挖与降水减压井relief well467 16. 基坑开挖与降水降低地下水位法dewatering method468 16. 基坑开挖与降水井点系统well point system469 16. 基坑开挖与降水喷射井点eductor well point470 16. 基坑开挖与降水铅直边坡的临界高度critical height of vertical slope 471 16. 基坑开挖与降水砂沸sand boiling472 16. 基坑开挖与降水深井点deep well point473 16. 基坑开挖与降水真空井点vacuum well point474 16. 基坑开挖与降水支撑围护braced cuts475 17. 浅基础杯形基础476 17. 浅基础补偿性基础compensated foundation477 17. 浅基础持力层bearing stratum478 17. 浅基础次层（台）substratum479 17. 浅基础单独基础individual footing480 17. 浅基础倒梁法inverted beam method481 17. 浅基础刚性角pressure distribution angle of masonary foundation482 17. 浅基础刚性基础rigid foundation483 17. 浅基础高杯口基础484 17. 浅基础基础埋置深度embeded depth of foundation485 17. 浅基础基床系数coefficient of subgrade reaction486 17. 浅基础基底附加应力net foundation pressure487 17. 浅基础交叉条形基础cross strip footing488 17. 浅基础接触压力contact pressure489 17. 浅基础静定分析法（浅基础）static analysis (shallow foundation)490 17. 浅基础壳体基础shell foundation491 17. 浅基础扩展基础spread footing492 17. 浅基础片筏基础mat foundation493 17. 浅基础浅基础shallow foundation494 17. 浅基础墙下条形基础495 17. 浅基础热摩奇金法Zemochkin's method496 17. 浅基础柔性基础flexible foundation497 17. 浅基础上部结构－基础－土共同作用分析structure- foundation-soil interaction analysis498 17. 浅基础谈弹性地基梁（板）分析analysis of beams and slabs on elastic foundation499 17. 浅基础条形基础strip footing500 17. 浅基础下卧层substratum501 17. 浅基础箱形基础box foundation502 17. 浅基础柱下条形基础503 18. 深基础贝诺托灌注桩Benoto cast-in-place pile504 18. 深基础波动方程分析Wave equation analysis505 18. 深基础场铸桩（台) cast-in-place pile506 18. 深基础沉管灌注桩diving casting cast-in-place pile507 18. 深基础沉井基础open-end caisson foundation508 18. 深基础沉箱基础box caisson foundation509 18. 深基础成孔灌注同步桩synchronous pile510 18. 深基础承台pile caps511 18. 深基础充盈系数fullness coefficient512 18. 深基础单桩承载力bearing capacity of single pile513 18. 深基础单桩横向极限承载力ultimate lateral resistance of single pile514 18. 深基础单桩竖向抗拔极限承载力vertical ultimate uplift resistance of single pile 515 18. 深基础单桩竖向抗压容许承载力vertical ultimate carrying capacity of single pile 516 18. 深基础单桩竖向抗压极限承载力vertical allowable load capacity of single pile 517 18. 深基础低桩承台low pile cap518 18. 深基础地下连续墙diaphgram wall519 18. 深基础点承桩（台）end-bearing pile520 18. 深基础动力打桩公式dynamic pile driving formula521 18. 深基础端承桩end-bearing pile522 18. 深基础法兰基灌注桩Franki pile523 18. 深基础负摩擦力negative skin friction of pile524 18. 深基础钢筋混凝土预制桩precast reinforced concrete piles525 18. 深基础钢桩steel pile526 18. 深基础高桩承台high-rise pile cap527 18. 深基础灌注桩cast-in-place pile528 18. 深基础横向载荷桩laterally loaded vertical piles529 18. 深基础护壁泥浆slurry coat method530 18. 深基础回转钻孔灌注桩rotatory boring cast-in-place pile531 18. 深基础机挖异形灌注桩532 18. 深基础静力压桩silent piling533 18. 深基础抗拔桩uplift pile534 18. 深基础抗滑桩anti-slide pile535 18. 深基础摩擦桩friction pile536 18. 深基础木桩timber piles537 18. 深基础嵌岩灌注桩piles set into rock538 18. 深基础群桩pile groups539 18. 深基础群桩效率系数efficiency factor of pile groups540 18. 深基础群桩效应efficiency of pile groups541 18. 深基础群桩竖向极限承载力vertical ultimate load capacity of pile groups 542 18. 深基础深基础deep foundation543 18. 深基础竖直群桩横向极限承载力544 18. 深基础无桩靴夯扩灌注桩rammed bulb ile545 18. 深基础旋转挤压灌注桩546 18. 深基础桩piles547 18. 深基础桩基动测技术dynamic pile test548 18. 深基础钻孔墩基础drilled-pier foundation549 18. 深基础钻孔扩底灌注桩under-reamed bored pile550 18. 深基础钻孔压注桩starsol enbesol pile551 18. 深基础最后贯入度final set552 19. 地基处理表层压密法surface compaction553 19. 地基处理超载预压surcharge preloading554 19. 地基处理袋装砂井sand wick555 19. 地基处理地工织物"geofabric, geotextile"556 19. 地基处理地基处理"ground treatment, foundation treatment"557 19. 地基处理电动化学灌浆electrochemical grouting558 19. 地基处理电渗法electro-osmotic drainage559 19. 地基处理顶升纠偏法560 19. 地基处理定喷directional jet grouting561 19. 地基处理冻土地基处理frozen foundation improvement562 19. 地基处理短桩处理treatment with short pile563 19. 地基处理堆载预压法preloading564 19. 地基处理粉体喷射深层搅拌法powder deep mixing method565 19. 地基处理复合地基composite foundation566 19. 地基处理干振成孔灌注桩vibratory bored pile567 19. 地基处理高压喷射注浆法jet grounting568 19. 地基处理灌浆材料injection material569 19. 地基处理灌浆法grouting570 19. 地基处理硅化法silicification571 19. 地基处理夯实桩compacting pile572 19. 地基处理化学灌浆chemical grouting573 19. 地基处理换填法cushion574 19. 地基处理灰土桩lime soil pile575 19. 地基处理基础加压纠偏法576 19. 地基处理挤密灌浆compaction grouting577 19. 地基处理挤密桩"compaction pile, compacted column"578 19. 地基处理挤淤法displacement method579 19. 地基处理加筋法reinforcement method580 19. 地基处理加筋土reinforced earth581 19. 地基处理碱液法soda solution grouting582 19. 地基处理浆液深层搅拌法grout deep mixing method583 19. 地基处理降低地下水位法dewatering method584 19. 地基处理纠偏技术585 19. 地基处理坑式托换pit underpinning586 19. 地基处理冷热处理法freezing and heating587 19. 地基处理锚固技术anchoring588 19. 地基处理锚杆静压桩托换anchor pile underpinning589 19. 地基处理排水固结法consolidation590 19. 地基处理膨胀土地基处理expansive foundation treatment591 19. 地基处理劈裂灌浆fracture grouting592 19. 地基处理浅层处理shallow treatment593 19. 地基处理强夯法dynamic compaction594 19. 地基处理人工地基artificial foundation595 19. 地基处理容许灌浆压力allowable grouting pressure596 19. 地基处理褥垫pillow597 19. 地基处理软土地基soft clay ground598 19. 地基处理砂井sand drain599 19. 地基处理砂井地基平均固结度average degree of consolidation of sand-drained ground600 19. 地基处理砂桩sand column601 19. 地基处理山区地基处理foundation treatment in mountain area602 19. 地基处理深层搅拌法deep mixing method603 19. 地基处理渗入性灌浆seep-in grouting604 19. 地基处理湿陷性黄土地基处理collapsible loess treatment605 19. 地基处理石灰系深层搅拌法lime deep mixing method606 19. 地基处理石灰桩"lime column, limepile"607 19. 地基处理树根桩root pile608 19. 地基处理水泥土水泥掺合比cement mixing ratio609 19. 地基处理水泥系深层搅拌法cement deep mixing method610 19. 地基处理水平旋喷horizontal jet grouting611 19. 地基处理塑料排水带plastic drain612 19. 地基处理碎石桩"gravel pile, stone pillar"613 19. 地基处理掏土纠偏法614 19. 地基处理天然地基natural foundation615 19. 地基处理土工聚合物Geopolymer616 19. 地基处理土工织物"geofabric, geotextile"617 19. 地基处理土桩earth pile618 19. 地基处理托换技术underpinning technique619 19. 地基处理外掺剂additive620 19. 地基处理旋喷jet grouting621 19. 地基处理药液灌浆chemical grouting622 19. 地基处理预浸水法presoaking623 19. 地基处理预压法preloading624 19. 地基处理真空预压vacuum preloading625 19. 地基处理振冲法vibroflotation method626 19. 地基处理振冲密实法vibro-compaction627 19. 地基处理振冲碎石桩vibro replacement stone column628 19. 地基处理振冲置换法vibro-replacement629 19. 地基处理振密、挤密法"vibro-densification, compacting"630 19. 地基处理置换率（复合地基）replacement ratio631 19. 地基处理重锤夯实法tamping632 19. 地基处理桩式托换pile underpinning633 19. 地基处理桩土应力比stress ratio634 20. 动力机器基础比阻尼容量specific gravity capacity635 20. 动力机器基础等效集总参数法constant strain rate consolidation test636 20. 动力机器基础地基固有周期natural period of soil site637 20. 动力机器基础动基床反力法dynamic subgrade reaction method638 20. 动力机器基础动力放大因素dynamic magnification factor639 20. 动力机器基础隔振isolation640 20. 动力机器基础基础振动foundation vibration641 20. 动力机器基础基础振动半空间理论elastic half-space theory of foundation vibration642 20. 动力机器基础基础振动容许振幅allowable amplitude of foundation vibration 643 20. 动力机器基础基础自振频率natural frequency of foundation644 20. 动力机器基础集总参数法lumped parameter method645 20. 动力机器基础吸收系数absorption coefficient646 20. 动力机器基础质量－弹簧－阻尼器系统mass-spring-dushpot system647 21. 地基基础抗震地基固有周期natural period of soil site648 21. 地基基础抗震地震"earthquake, seism, temblor"649 21. 地基基础抗震地震持续时间duration of earthquake650 21. 地基基础抗震地震等效均匀剪应力equivalent even shear stress of earthquake 651 21. 地基基础抗震地震反应谱earthquake response spectrum652 21. 地基基础抗震地震烈度earthquake intensity653 21. 地基基础抗震地震震级earthquake magnitude654 21. 地基基础抗震地震卓越周期seismic predominant period655 21. 地基基础抗震地震最大加速度maximum acceleration of earthquake656 21. 地基基础抗震动力放大因数dynamic magnification factor657 21. 地基基础抗震对数递减率logrithmic decrement658 21. 地基基础抗震刚性系数coefficient of rigidity659 21. 地基基础抗震吸收系数absorption coefficient660 22. 室内土工试验比重试验specific gravity test661 22. 室内土工试验变水头渗透试验falling head permeability test662 22. 室内土工试验不固结不排水试验unconsolidated-undrained triaxial test663 22. 室内土工试验常规固结试验routine consolidation test664 22. 室内土工试验常水头渗透试验constant head permeability test665 22. 室内土工试验单剪仪simple shear apparatus666 22. 室内土工试验单轴拉伸试验uniaxial tensile test667 22. 室内土工试验等速加荷固结试验constant loading rate consolidatin test668 22. 室内土工试验等梯度固结试验constant gradient consolidation test669 22. 室内土工试验等应变速率固结试验equivalent lumped parameter method670 22. 室内土工试验反复直剪强度试验repeated direct shear test671 22. 室内土工试验反压饱和法back pressure saturation method672 22. 室内土工试验高压固结试验high pressure consolidation test673 22. 室内土工试验各向不等压固结不排水试验consoidated anisotropically undrained test674 22. 室内土工试验各向不等压固结排水试验consolidated anisotropically drained test 675 22. 室内土工试验共振柱试验resonant column test676 22. 室内土工试验固结不排水试验consolidated undrained triaxial test677 22. 室内土工试验固结快剪试验consolidated quick direct shear test678 22. 室内土工试验固结排水试验consolidated drained triaxial test679 22. 室内土工试验固结试验consolidation test680 22. 室内土工试验含水量试验water content test681 22. 室内土工试验环剪试验ring shear test682 22. 室内土工试验黄土湿陷试验loess collapsibility test683 22. 室内土工试验击实试验684 22. 室内土工试验界限含水量试验Atterberg limits test685 22. 室内土工试验卡萨格兰德法Casagrande's method686 22. 室内土工试验颗粒分析试验grain size analysis test687 22. 室内土工试验孔隙水压力消散试验pore pressure dissipation test688 22. 室内土工试验快剪试验quick direct shear test689 22. 室内土工试验快速固结试验fast consolidation test690 22. 室内土工试验离心模型试验centrifugal model test。

土力学词汇英汉对照

Aabsorbed water吸着水accumulation sedimentation method累积沉淀法active earth pressure主动土压力E aactivity index活性指数Aadamic earth,red soil红粘土additional stress(pressure)of subsoil地基附加应力（压力）zadverse geologic phenomena不良地质现象aeolian soils风积土aeolotropic soil各向异性土air dried soils风干土allowable subsoil bearing capacity地基容许承载力［ 0］allowable settlement容许沉降alluvial soil冲积土angle between failure plane and major principal plane 破坏面与大主平面的夹角angle of internal，external (wall) friction内摩擦角ϕ、外(墙背)摩擦角angular gravel,angular pebble角砾anisotropic soil各向异性土aquifer含水层aquifuge,impermeabler layer不透水层area of foundation base基础底面面积Aartesian water head承压水头artificial fills人工填土artificial foundation人工地基Atterberg Limits阿太堡界限attitude产状average consolidation pressure平均固结压力σaverage heaving ratio of frozen soil layer冻土层的平均冻胀率average pressure ,additional pressure offoundation base基底平均压力、平均附加压力p、p0Bbase tilt factor of foundation基础倾斜系数b c、b q、bγbase tilt factors基底倾斜系数b c、b q、bγbearing capacity 承载力bearing capacity factors承载力系数N c,、N q,、Nγ[California]Bearing Ratio[CBR] 承载比bearing stratum持力层bedrock,original rock 基岩beginning hydraulic gradient起始水力梯度(坡降)i oBiot consolidation theory 比奥固结理论Bishop’s slice method比肖普条分法bound water 结合水(束缚水)boulder漂石Boussinesq theory 布辛奈斯克理论bridge桥梁bridge pier桥墩broken stone，crushed stone碎石bulk modulus体积模量buried depth of foundation基础埋置深度d buoyant density 浮密度ρ'buoyant gravity density(unit weight)浮重度（容重） ’CCalifornia Bearing Ratio(CBR) 加州承载比capillary rise毛细水上升高度capillary water毛细（管）水categorization of geotechnical projects岩土工程分级cementation胶结作用central load 中心荷载（轴心荷载）characteristic value of subsoil bearing capacity 地基承载力特征值f akchemical grouting 化学灌浆circular footing 圆形基础clay粘土clay content粘粒含量clay minerals粘土矿物clayey silt粘质粉土clayey soils ,clayly soils粘性土coarse aggregate粗骨料coarse-grained soils粗粒土coarse sand粗砂cobble卵石Code for design of building foundation建筑地基基础设计规范coefficient of active earth pressure主动土压力系数K acoefficient of passive earth pressure被动土压力系数K Pcoefficient ofcollapsibility湿陷系数 scoefficient of compressibility压缩系数acoefficient of curvature曲率系数C ccoefficient of earth pressure at rest静止土压力系数Kcoefficient of lateral pressure侧压力系数K0coefficient of permeability渗透系数kcoefficient of secondary consolidation次固结系数coefficient of uniformity 不均匀系数coefficient of vertical consolidation竖向固结(压密)系数c v.coefficient of vertical ，horizontal permeability 竖向、水平向渗透系数k hcoefficient of vertical ，horizontal，tangential additional stress beneath a uniform strip load均布条形荷载下竖向、水平向、切向附加应力系数 sz、 sx、 sxzcoefficient of vertical additional ,average additional stress beneatha uniform round load at centre point均布圆形荷载中点下竖向、平均附加应力系数 r、rαcoefficient of vertical additional ,average additional stress beneath a triangular distributed rectangle load at corner point三角形分布矩形荷载角点下竖向、附加、平均附加应力系数t1、 t2、1tα、2tαcoefficient of vertical additional ,average additional stress of beneath a uniform rectangle load at corner point均布矩形荷载角点下竖向、附加、平均附加应力系数 c、cαcoefficient of vertical additional stress beneatha concentration load集中应力系数αcoefficient of viscosity 粘滞系数coefficient of volume compression体积压缩系数m Vcoefficient of weathering 风化系数cohesionless soils无粘性土cohesive soils粘性土collapsibility湿陷性compactibility压实性compaction by rolling 碾压法compactiontest 击实试验compaction factor压实系数 ccompactness 密实度composite ground 复合地基compressibility 压缩性compression index压缩指数C ccompression(constrained modulus)压缩（侧限）模量E scompression zone受力层，压缩层compression-curves压缩曲线（e-p和e-log p曲线）compressive strength 抗压强度concentrated load集中力P[static]cone penetration test[CPT]静力触探试验confined water head承压水头confining pressure［周］围压[力]consistency稠度consistency limit稠度界限consolidated quick (direct) shear test固结快剪（直剪）试验consolidated quick shear cohesion、angle of internal friction固结快剪粘聚力、内摩擦角c cq、ϕcqconsolidated undrained triaxial compression test [CU-test]固结不排水三轴压缩试验consolidated-undrained cohesion、angle of internal friction固结不排水粘聚力、内摩擦角c cu、ϕcuconsolidation apparatus固结仪、压缩仪、渗压仪consolidation curve 固结(d-t和d-log t曲线) consolidation settlement固结沉降s cconsolidation test (contain compression test ) 固结(压密)试验（含有压缩试验）constrained diameter of soil partical限制粒径d60constrained modulus侧限模量E scontact stress( pressure)接触应力（压力）contaminatedsoil 污染土corner-point method 角点法Coulomb’s theory of earth pressure库伦土压力理论creep蠕变critical edge、critical, ultimate load of subsoil bearing capacity 地基承载力的临塑荷载p cr、临界荷载p1/3 p1/4、极限荷载p u critical height of slope （土坡）临界高度critical hydraulic gradient临界水力梯度i crcritical void raio 临界孔隙比crushed stone,broken stone碎石culvert涵洞cushion垫层cyclic triaxial test周期三轴试验Ddamping ratio阻尼比Darcy’s law 达西定律Debris flow泥石流deep foundation 深基础deep mixing method 深层搅拌法degree of compaction 压实度 cdegree of consolidation固结度Udegree of saturation饱和度S rdensification by sand pile 挤密砂桩density密度depth factor of foundation基础深度系数d c、d q、dγdifferential settlement沉降差dike,levee 堤dilatancy 剪胀性diluvial fan洪积扇diluvial soils洪积土direct shear test直[接]剪[切]试验dispersive clay分散性粘土disturbed samples扰动土样double layer双电层drainage cohesion, angle of internal friction排水［剪］粘聚力、内摩擦角c d、ϕddrained shear strength排水抗剪强度τd［consolidated］drained triaxial［compression］test [CD-test]［固结］排水三轴［压缩］试验drift-sand流砂［现象］dry density干密度 ddry gravity density (unit weight)干重度(容重) ddynamic elastic modulus动弹性模量E d dynamic load动荷载dynamic penetration test 动力触探试验dynamic triaxial test动三轴试验dynamic shear modulus动剪切模量G d dynamic strain，stress动应变 d、动应力 dEEarth dam土坝Earth material 土料earth pressure at rest静止土压力E0 earthquake engineering 地震工程学earth－rock dam 土石坝earthwork土石方工程eccentric load偏心荷载eccentricity of foundation base loading (result of forces) 基础底面荷载合力偏心距e effective angle of internal friction有效内摩擦角 ’effective cohesion 有效粘聚力c’effective grain size有效粒径d10effective stress有效应力 ’effective stress path[ESP] 有效应力路径elastic modulus，Young’s modulus弹性模量E electro-osmosis 电渗embankments路堤engineering geologic columnar profile工程地质柱状图engineering geologic exploration工程地质勘察engineering geologic drilling工程地质钻探engineering geologic evaluation 工程地质评价engineering geologic map工程地质图engineering geologicmapping 工程地质测绘engineering geologicprofile工程地质剖面图engineering geology工程地质学environmental geotechnics 环境岩土工程学equipotential lines 等势线excavation开挖excess hydrostatic pressure超静水压力excess pore water pressure(stress)超孔隙水压力(应力)expansibility and contractility胀缩性expansion ,swelling index回弹指数C eexpansive soil膨胀土experience factor of settlement calculation沉降计算经验系数Ffactor of safety安全系数failure strength破坏强度failure surface 破坏面fault断层field identification 土的现场鉴别field observation 现场观测fill填土film water，film moisture 薄膜水filter反滤层final settlement最终沉降量sfinal settlement by settlement observation calculating沉降观测推算的最终沉降量s∞fine sand细砂fine-grained soils, fines细粒土fissured soils裂隙粘土fissured water裂隙水flocculent structure絮凝结构flow line 流线flow net流网fold 褶皱flowing sand流砂[现象]fluvial soils冲积土footing，foundation基础foundation settlement地基（基础）沉降fraction粒组free swelling ratio自由膨胀率 effree water自由水free water elevation ，surface地下水位freezingmethod 冻结法friction coefficient offoundation base 基底摩擦系数μfriction－resistance ratio摩阻比frost boiling翻浆frozen heaving properties冻胀性frozen soils冻土GGap－graded soil不连续级配土General-shear failure 整体剪切破坏generalized procedure of slices[GPS]普通条分法[vertical]geostatic(self weight)stress (pressure)[竖向]自重应力（压力）σc、σczgeosynthetics 土工合成材料geotechnical engineering岩土工程geotechnical investigation岩土工程勘察geotextiles 土工织物glacial soils冰积土grading curve级配曲线grain size粒径grain size accumulation curve粒径累计（积）曲线granularity粒度gravel圆砾gravelly sand砾砂gravelly soils砾类土gravitational acceleration重力加速度ggravitational water重力水gravity density重［力密］度γgravity retaining wall重力式挡土墙ground tilt factor地面倾斜系数g c、g q、gγground treatment地基处理ground water地下水、潜水ground water level [GWL],groundwater elevation ,surface,[ground] water table[GWT]地下水位groundwater dynamics 地下水动力学grouting 灌浆Hhalf-space(semi-infinite body)半空间（半无限体）Hansen’s formula of ultimate bearing capacity汉森极限承载力公式hardness degree of rock 岩石坚硬程度head [of water]水头Hheavy dynamic penetration test[HDPT] 重型动力触探试验height of retaining wall挡土墙高度H heigth of tensile area拉力区高度h0 high liquid limit clay ,mo[CH],[MH]高液限粘土、粉土highway公路honeycomb structure蜂窝结构hydraulic gradient水力梯度I hydraulic head水头Hhydrometer method比重计法hydrostatic pressure静水压力Iillite伊利石immediate settlement瞬时沉降s d impermeable lager，impervious stratum 不透水层inclined load倾斜荷载influence coefficients of settlement沉降影响系数、 o、 c、 m、 r initial collapse pressure 湿陷起始压力initial tangent modulus初始切线模量E i inorganic mineral substance无机矿物质in-situ test原位测试in-situ bearing test现场承载力试验intermediam liquid limit clay [CI]中液限粘土internal friction angle 内摩擦角internal scour潜蚀isotropic soil各向同性土J Janbu’s method of slices 杨布条分法jet grouting method 高压喷射注浆法joint 节理K kaolinite 高岭石karst land feature 喀斯特地貌K0－consolidation K0固结Llaminar flow层流landslide滑坡land subsidence 地面下沉lateral geostatic stress侧向自重应力σcx,σcylaterite 红土layer-wise summation method分层总和法length of foundation base基础底面长度llimit equilibrium condition极限平衡条件limit of plasticity塑限w Plinear shrinkage ratio 线缩率line load线荷载liquefaction液化liquefaction resistance抗液化强度liquid limit[LL]液限w Lliquidity index[LI]液性指数I Lloading test载荷试验local shear failure 局部剪切破坏loess黄土logarithmic spiral对数螺旋线low liquid limit clay,mo[CL],[ML]低液限粘土、粉土MMagmatic rock (igneous rock)岩浆岩（火成岩）major, intermediate, minor principle stress 大、中、小主应力σ1、σ2、σ3marine soils海积土mass circle sliding method整体圆弧滑动法maximum ，minimum void ratio最大、最小孔隙比emax、eminmaximum 、minimum pressure of foundation base基底最大、最小压力p max、p minmaximum, minimum dry density最大、最小干密度ρdmax、 dminmaximum dry density 最大干密度maximum expanded depth of plasticity region塑性区最大发展深度z maxmedian grain diameter中值粒径d30medium sand中砂meniscus弯液面metamorphic rock 变质岩method of slice 条分法mingle soils混合土miscellaneous fill杂填土mo,silts,silty soils粉土(粉性土、粉质土) modulus of deformation, elasticity变形模量E0弹性模量Emodulus of recompression再压缩模量modulus of resilience回弹模量Mohr-Coulomb law摩尔库仑定律moisture-density test 击实试验moisture ,water content含水量(率)w montmorillonite蒙脱石muck, muck soils淤泥、淤泥质土mulching soils覆盖土mud pumping 翻浆冒泥Nnatural angle of repose自然（天然）休止角nomal stress法向应力 x、 y、 znon-cohesive soils无粘性土non-uniform settlement 不均匀沉降normallyconsolidation归一化normally consolidated soils[N.C.soils]正常固结土Ooptimum moisture content 最优含水率organic soil 有机质土Oedometer modulus 侧向压缩模量Eoed、Es oedometer 固结仪、压缩仪、渗透仪one-dimensional consolidation单向固结（压密）optimum moisture，（water）content最优含水量(率)w oporganic soil有机质土，有机土organic substance,organic matter有机质original rock 基岩over coarse-grained soils巨粒土overburden soils覆盖土overconsolidated soils[O.C,soils]超固结(过压密)土overconsolidation ratio [OCR]超固结（过压密）比Pparameters of shear strength 抗剪强度参数partical size粒径partical size analysis颗粒分析试验passive earth pressure被动土压力E ppath of percolation渗[透途]径Hpeat泥炭pebble圆砾penetration resistace贯入阻力percent of soil particles土粒百分含量p i perched water上层滞水perennially frozen soil多年冻土permeable layer ,pervious stratum 透水层permeability渗透性permeability test渗透试验phreatic line浸润线phreatic water潜水、地下水physical properties of rock岩石的物理性质piezocone test[CPTU]孔压静力触探试验piezometric head测压管水头piezometer head测压管水头hpiping管涌plane strain test平面应变试验plastic failure塑性破坏plastic flow塑流plastic limit[PL]塑限w Pplastic strain 塑性应变plastic zone塑性区plasticity chart塑性图plasticity index[PI]塑性指数I pplate loading test平板载荷试验point loading点荷载试验Poisson’s ratio泊松比μpoorly-graded soils不良级配土pore air pressure孔隙气压力pore water pressure(stress)孔隙水压力（应力）upore pressure(stress) parameters孔隙压力（应力）系数A、Bpore pressure ratio孔隙压力比porewater孔隙水porosity孔隙率npreconsolidation pressure先（前）期固结压力p cpreloading method预压法pressure bulb压力泡pressuremeter test[PMT]旁（横）压试验primary consolidation主固结primary mineral原生矿物principal stress主应力 1、 2、 3principle of effective strress有效应力原理proctor ［compaction］test普罗克特［击实］试验proportional limit load 比例界限荷载p prpumping test抽水试验punching-shear failure冲[切]剪[切]破坏Qquality of soil, soil particles (solids),water土、土粒、水的质量m、m s、m wQuaternary deposit第四纪沉积层quicksand流砂[现象]quick shear cohesion, angle of internal friction快剪粘聚力、内摩擦角c q、ϕqquick[shear] test快剪试验RRadius of influence影响半径Rankine’s theory of earth pressure朗肯土压力理论rate of settlement沉降速率ratio of length to width长宽比mrebound modulus回弹摸量recompression curve再压缩曲线rectangular footing矩形基础red clay ,adamic earth红粘土regional soils 特殊[性]土，区域性土relative density [RD]相对密(实)度D rresidual deformation残余变形residual soils 残积土residual strength 残余强度rubble ，rubble-stone 块石running sand流砂[现象]rupture surface破坏面Ssaline soil盐积土sand drain排水砂井sand particle content砂粒含量sand boiling砂沸（涌）现象、喷水冒砂sandy silt砂质粉土sandy soils, sands砂土(砂类土、砂性土、砂质土)saturated density饱和密度ρsatsaturated gravity density饱和重度γsatscale effect尺度效应screw plate loading test[SPLT]螺旋板载荷试验seasonally frozen soil季节冻土secondary compression （consolidation）index次压缩（固结）指数Cαsecondary compression (consolidation)settlement ,creep settlement次压缩（固结）沉降s ssecondary mineral次生矿物secondary red clay次生红粘土seepage[flow] 渗流（漏）seepage deformation 渗透变形seepage failure 渗透破坏seepage discharge渗流量Qseepage force渗流力（动水力）G Dseepage line浸润线(渗流线)seepage velocity渗流速度vseepage path渗径[verticale ]self weight (geostatic)stress (pressure)[竖向]自重应力（压力）σcz、σcsemi—infinite elastic半无限弹性体sensitivity灵敏度Stsettlement calculation depth沉降计算深度znshallow foundation 浅基础shape factor of foundation基础形状系数s c、s q、sγshear failure剪切破坏shear modulus剪切模量Gshear resistance 剪阻力或抗剪力shear strain剪应变shear strength抗剪强度 fshear strength envelope抗剪强度包线shear stress剪应力sheet pile wall板桩墙shrinkage limit[SL]缩限w ssieve analysis test筛分试验silty clay粉质粘土silty sand粉砂silty soils,silts,mo粉土(粉性土、粉质土)single-grained structure单粒结构size fraction粒组slip surface滑动面slope stability土坡稳定性slope wash,slope materials坡积土slow shear cohesion，angle of internal friction慢剪粘聚力、内摩擦角c s、ϕsslow(direct)shear test慢剪试验soft clay软粘土soft foundation 软弱地基soil土soil classification土的分类soil cohesion，angle of internal friction土的粘聚力c、内摩擦角soil dynamics土动力学soil fabric土的组构soil flow流土soil mechanics土力学soil nailing土钉soil sampler取土器soil skeleton土骨架soil structure and texture土的结构和构造soil supporting layer，substrate地基持力层、下卧层soil，foundation and superstructure interaction 地基、基础与上部结构相互作用soils and Foundations 地基及基础soils improvement 地基处理special soils特殊（性）土specific gravity of soil particles土粒比重G sspecific penetration resistance比贯入阻力p sspecific surface比表面（积）split test劈裂试验(巴西试验)SPT blow count标[准]贯[入试验锤]击数N square footing方形基础stabilityof foundation soil 地基稳定性stability against sliding抗滑稳定性stability number稳定数N sstability number method稳定数法standard penetration test [SPT]标准贯入试验static penetration test[CPT]静力触探试验static failure strength静力破坏强度 fstip foundation 条形基础Stokes’ law司笃克斯定律Stones,stoney soils碎石[类]土stress、strain 应力、应变stress history，path,level应力历史、路径、水平stress concentration应力集中strength envelope 强度包线strength of active earth pressure主动土压力强度σastrength of passive earth pressure主动土压力强度σpstrength of earth pressure at rest静止土压力强度σ0strip load条形荷载subgrade路基、地基subgrade reaction地基反力superimposed pressure of foundation base基底平均附加压力psuperimposed stress （pressure）of subsoil地基附加应力(压力) zsurcharge[load]超载surface tension表面张力surface water地表水surface wave velocity method表面波法Swedish circle method瑞典圆弧法swelling force膨胀力swelling，expansion index 回弹(膨胀)指数C e swelling ratio膨胀率syncline向斜T[ground]table 地下水Terzaghi’s theory of one dimensional consolidation 太沙基一维固结理论Terzaghi’s ultimate bearing capacity太沙基极限承载力thaw collapse融陷thick wall sampler厚壁取土器thinwall sampler薄壁取土器thixotropy触变性three phase diagram三相图tilt factors of load荷载倾斜系数i c、i q、iγtime factor时间因数total stress总应力σtotal stress path [TSP]总应力路径transducer传感器triaxial compression test三轴压缩试验true triaxial test 真三轴试验two-dimensional consolidation二维固结（压密）two-dimensional flow二维流turbulent flow紊流Uultimate bearing capacity 极限承载力unconfined compression strength of remolded soil 重塑土的无侧限抗压强度q u'unconfined compressive strength无侧限抗压强度q uunder consolidated soil欠固结土underground diaphragm wall地下连续墙underlying stratum 下卧层undisturbed soil sample不扰动土样(原状土样) uniformly distributed load均布荷载undrained shear strength cohesion ,angle of internal f riction不排水抗剪强度τu、粘聚力c u、内摩擦角 [unconsolidation]undrained triaxial compression test[UU-test][不固结]不排水三轴压缩试验unit weight 容重[un]uniformity coefficient不均匀系数C u unsaturated soil非饱和土VVan der Waals’ [bonding]forces范德华（键）力[field]Vane shear test [FVT] [现场]十字板剪切试验vertical average degree of consolidation竖向平均固结度zUvertical force of foundation top基础顶面竖向力Fvertical time factor竖向时间因数T vVesic’s formula of ultimate bearing capacity魏锡克极限承载力公式vibration frequency振次n［dynamic］viscosity［动力］粘[滞]度ηvoid ratio孔隙比evolumetric strain体应变volume of soil，soil particles (solids), water , air土、土粒、土中水、土中气的体积V、V s、V w、V avolume of void孔隙体积V vvolume shrinkage ratio体缩率WWater，moisture content含水量(率)wwater content ratio含水比uwater table地下水位weak ground软弱地基weathering风化weighted average gravity density(unit weight)加权平均重度(容重) 0well-graded soil良好级配土wet density湿密度width of foundation base基础底面宽度bYyeilding flow塑流yellow clay ,loess黄土yield 屈服yield criteria 屈服准则Young’s modulus,elastic m odulus弹性模量E。

土木建筑工程英汉词典

土木建筑工程英汉词典Soil Mechanics - 土力学Structural Analysis - 结构分析Concrete - 混凝土Steel - 钢铁Reinforcement - 钢筋Foundation - 基础Geotechnical Engineering - 岩土工程Shoring - 支护Excavation - 挖掘Tunneling - 隧道工程Surveying - 测量Geology - 地质学Hydraulics - 水力学Construction Management - 施工管理Structural Engineering - 结构工程Bridge - 桥梁Highway - 公路Irrigation - 灌溉Water Supply - 供水Foundation Design - 基础设计Soil Testing - 土壤测试Construction Materials - 建筑材料Earthquake Engineering - 地震工程Environmental Impact Assessment - 环境影响评价Safety Management - 安全管理Cost Estimation - 成本估算Project Planning - 项目规划Project Management - 项目管理Building Codes - 建筑规范Risk Assessment - 风险评估Contract Administration - 合同管理Quality Control - 质量控制Concrete Technology - 混凝土技术Steel Structures - 钢结构Engineering Drawing - 工程图纸Construction Equipment - 建筑设备Slope Stability - 边坡稳定性Dams - 水坝Seismic Design - 地震设计Construction Site - 建筑工地Structural Integrity - 结构完整性Water Treatment - 水处理Sustainable Construction - 可持续建筑Architectural Design - 建筑设计Material Testing - 材料测试Quantity Surveying - 工程测量Earthworks - 土方工程Structural Rehabilitation - 结构修复Road Construction - 道路建设Facade Design - 幕墙设计Construction Methodology - 施工方法论Retaining Wall - 挡土墙Heritage Conservation - 文物保护Building Maintenance - 建筑维护Engineering Ethics - 工程伦理Construction Waste Management - 建筑废弃物管理Public Infrastructure - 公共基础设施Landscape Architecture - 景观建筑。

土木工程专业外语词汇大全中英翻译

土木工程专业外语词汇大全中英翻译1. 综合类大地工程geotechnical engineering1. 综合类反分析法back analysis method1. 综合类基础工程foundation engineering1. 综合类临界状态土力学critical state soil mechanics1. 综合类数值岩土力学numerical geomechanics1. 综合类土soil, earth1. 综合类土动力学soil dynamics1. 综合类土力学soil mechanics1. 综合类岩土工程geotechnical engineering1. 综合类应力路径stress path1. 综合类应力路径法stress path method2. 工程地质及勘察变质岩metamorphic rock2. 工程地质及勘察标准冻深standard frost penetration2. 工程地质及勘察冰川沉积glacial deposit2. 工程地质及勘察冰积层（台）glacial deposit2. 工程地质及勘察残积土eluvial soil, residual soil2. 工程地质及勘察层理beding2. 工程地质及勘察长石feldspar2. 工程地质及勘察沉积岩sedimentary rock2. 工程地质及勘察承压水confined water2. 工程地质及勘察次生矿物secondary mineral2. 工程地质及勘察地质年代geological age2. 工程地质及勘察地质图geological map2. 工程地质及勘察地下水groundwater2. 工程地质及勘察断层fault2. 工程地质及勘察断裂构造fracture structure2. 工程地质及勘察工程地质勘察engineering geological exploration 2. 工程地质及勘察海积层（台）marine deposit2. 工程地质及勘察海相沉积marine deposit2. 工程地质及勘察花岗岩granite2. 工程地质及勘察滑坡landslide2. 工程地质及勘察化石fossil2. 工程地质及勘察化学沉积岩chemical sedimentary rock2. 工程地质及勘察阶地terrace2. 工程地质及勘察节理joint2. 工程地质及勘察解理cleavage2. 工程地质及勘察喀斯特karst2. 工程地质及勘察矿物硬度hardness of minerals2. 工程地质及勘察砾岩conglomerate2. 工程地质及勘察流滑flow slide2. 工程地质及勘察陆相沉积continental sedimentation2. 工程地质及勘察泥石流mud flow, debris flow2. 工程地质及勘察年粘土矿物clay minerals2. 工程地质及勘察凝灰岩tuff2. 工程地质及勘察牛轭湖ox-bow lake2. 工程地质及勘察浅成岩hypabyssal rock2. 工程地质及勘察潜水ground water2. 工程地质及勘察侵入岩intrusive rock2. 工程地质及勘察取土器geotome2. 工程地质及勘察砂岩sandstone2. 工程地质及勘察砂嘴spit, sand spit2. 工程地质及勘察山岩压力rock pressure2. 工程地质及勘察深成岩plutionic rock2. 工程地质及勘察石灰岩limestone2. 工程地质及勘察石英quartz2. 工程地质及勘察松散堆积物rickle2. 工程地质及勘察围限地下水（台）confined ground water 2. 工程地质及勘察泻湖lagoon2. 工程地质及勘察岩爆rock burst2. 工程地质及勘察岩层产状attitude of rock2. 工程地质及勘察岩浆岩magmatic rock, igneous rock2. 工程地质及勘察岩脉dike, dgke2. 工程地质及勘察岩石风化程度degree of rock weathering 2. 工程地质及勘察岩石构造structure of rock2. 工程地质及勘察岩石结构texture of rock2. 工程地质及勘察岩体rock mass2. 工程地质及勘察页岩shale2. 工程地质及勘察原生矿物primary mineral2. 工程地质及勘察云母mica2. 工程地质及勘察造岩矿物rock-forming mineral2. 工程地质及勘察褶皱fold, folding2. 工程地质及勘察钻孔柱状图bore hole columnar section3. 土的分类饱和土saturated soil3. 土的分类超固结土overconsolidated soil3. 土的分类冲填土dredger fill3. 土的分类充重塑土3. 土的分类冻土frozen soil, tjaele3. 土的分类非饱和土unsaturated soil3. 土的分类分散性土dispersive soil3. 土的分类粉土silt, mo3. 土的分类粉质粘土silty clay3. 土的分类高岭石kaolinite3. 土的分类过压密土（台）overconsolidated soil3. 土的分类红粘土red clay, adamic earth3. 土的分类黄土loess, huangtu(China)3. 土的分类蒙脱石montmorillonite3. 土的分类泥炭peat, bog muck3. 土的分类年粘土clay3. 土的分类年粘性土cohesive soil, clayey soil3. 土的分类膨胀土expansive soil, swelling soil3. 土的分类欠固结粘土underconsolidated soil3. 土的分类区域性土zonal soil3. 土的分类人工填土fill, artificial soil3. 土的分类软粘土soft clay, mildclay, mickle3. 土的分类砂土sand3. 土的分类湿陷性黄土collapsible loess, slumping loess3. 土的分类素填土plain fill3. 土的分类塑性图plasticity chart3. 土的分类碎石土stone, break stone, broken stone, channery, chat, crushed stone, deritus 3. 土的分类未压密土（台）underconsolidated clay3. 土的分类无粘性土cohesionless soil, frictional soil, non-cohesive soil3. 土的分类岩石rock3. 土的分类伊利土illite3. 土的分类有机质土organic soil3. 土的分类淤泥muck, gyttja, mire, slush3. 土的分类淤泥质土mucky soil3. 土的分类原状土undisturbed soil3. 土的分类杂填土miscellaneous fill3. 土的分类正常固结土normally consolidated soil3. 土的分类正常压密土（台）normally consolidated soil3. 土的分类自重湿陷性黄土self weight collapse loess4. 土的物理性质阿太堡界限Atterberg limits4. 土的物理性质饱和度degree of saturation4. 土的物理性质饱和密度saturated density4. 土的物理性质饱和重度saturated unit weight4. 土的物理性质比重specific gravity4. 土的物理性质稠度consistency4. 土的物理性质不均匀系数coefficient of uniformity, uniformity coefficient4. 土的物理性质触变thixotropy4. 土的物理性质单粒结构single-grained structure4. 土的物理性质蜂窝结构honeycomb structure4. 土的物理性质干重度dry unit weight4. 土的物理性质干密度dry density4. 土的物理性质塑性指数plasticity index4. 土的物理性质含水量water content, moisture content4. 土的物理性质活性指数4. 土的物理性质级配gradation, grading4. 土的物理性质结合水bound water, combined water, held water4. 土的物理性质界限含水量Atterberg limits4. 土的物理性质颗粒级配particle size distribution of soils, mechanical composition of soil 4. 土的物理性质可塑性plasticity4. 土的物理性质孔隙比void ratio4. 土的物理性质孔隙率porosity4. 土的物理性质粒度granularity, grainness, grainage4. 土的物理性质粒组fraction, size fraction4. 土的物理性质毛细管水capillary water4. 土的物理性质密度density4. 土的物理性质密实度compactionness4. 土的物理性质年粘性土的灵敏度sensitivity of cohesive soil4. 土的物理性质平均粒径mean diameter, average grain diameter4. 土的物理性质曲率系数coefficient of curvature4. 土的物理性质三相图block diagram, skeletal diagram, three phase diagram4. 土的物理性质三相土tri-phase soil4. 土的物理性质湿陷起始应力initial collapse pressure4. 土的物理性质湿陷系数coefficient of collapsibility4. 土的物理性质缩限shrinkage limit4. 土的物理性质土的构造soil texture4. 土的物理性质土的结构soil structure4. 土的物理性质土粒相对密度specific density of solid particles4. 土的物理性质土中气air in soil4. 土的物理性质土中水water in soil4. 土的物理性质团粒aggregate, cumularpharolith4. 土的物理性质限定粒径constrained diameter4. 土的物理性质相对密度relative density, density index4. 土的物理性质相对压密度relative compaction, compacting factor, percent compaction, coefficient of compaction4. 土的物理性质絮状结构flocculent structure4. 土的物理性质压密系数coefficient of consolidation4. 土的物理性质压缩性compressibility4. 土的物理性质液限liquid limit4. 土的物理性质液性指数liquidity index4. 土的物理性质游离水（台）free water4. 土的物理性质有效粒径effective diameter, effective grain size, effective size4. 土的物理性质有效密度effective density4. 土的物理性质有效重度effective unit weight4. 土的物理性质重力密度unit weight4. 土的物理性质自由水free water, gravitational water, groundwater, phreatic water4. 土的物理性质组构fabric4. 土的物理性质最大干密度maximum dry density4. 土的物理性质最优含水量optimum water content5. 渗透性和渗流达西定律Darcy s law5. 渗透性和渗流管涌piping5. 渗透性和渗流浸润线phreatic line5. 渗透性和渗流临界水力梯度critical hydraulic gradient5. 渗透性和渗流流函数flow function5. 渗透性和渗流流土flowing soil5. 渗透性和渗流流网flow net5. 渗透性和渗流砂沸sand boiling5. 渗透性和渗流渗流seepage5. 渗透性和渗流渗流量seepage discharge5. 渗透性和渗流渗流速度seepage velocity5. 渗透性和渗流渗透力seepage force5. 渗透性和渗流渗透破坏seepage failure5. 渗透性和渗流渗透系数coefficient of permeability5. 渗透性和渗流渗透性permeability5. 渗透性和渗流势函数potential function5. 渗透性和渗流水力梯度hydraulic gradient6. 地基应力和变形变形deformation6. 地基应力和变形变形模量modulus of deformation6. 地基应力和变形泊松比Poisson s ratio6. 地基应力和变形布西涅斯克解Boussinnesq s solution6. 地基应力和变形残余变形residual deformation6. 地基应力和变形残余孔隙水压力residual pore water pressure6. 地基应力和变形超静孔隙水压力excess pore water pressure6. 地基应力和变形沉降settlement6. 地基应力和变形沉降比settlement ratio6. 地基应力和变形次固结沉降secondary consolidation settlement6. 地基应力和变形次固结系数coefficient of secondary consolidation6. 地基应力和变形地基沉降的弹性力学公式elastic formula for settlement calculation 6. 地基应力和变形分层总和法layerwise summation method6. 地基应力和变形负孔隙水压力negative pore water pressure6. 地基应力和变形附加应力superimposed stress6. 地基应力和变形割线模量secant modulus6. 地基应力和变形固结沉降consolidation settlement6. 地基应力和变形规范沉降计算法settlement calculation by specification6. 地基应力和变形回弹变形rebound deformation6. 地基应力和变形回弹模量modulus of resilience6. 地基应力和变形回弹系数coefficient of resilience6. 地基应力和变形回弹指数swelling index6. 地基应力和变形建筑物的地基变形允许值allowable settlement of building6. 地基应力和变形剪胀dilatation6. 地基应力和变形角点法corner-points method6. 地基应力和变形孔隙气压力pore air pressure6. 地基应力和变形孔隙水压力pore water pressure6. 地基应力和变形孔隙压力系数Apore pressure parameter A6. 地基应力和变形孔隙压力系数Bpore pressure parameter B6. 地基应力和变形明德林解Mindlin s solution6. 地基应力和变形纽马克感应图Newmark chart6. 地基应力和变形切线模量tangent modulus6. 地基应力和变形蠕变creep6. 地基应力和变形三向变形条件下的固结沉降three-dimensional consolidation settlement 6. 地基应力和变形瞬时沉降immediate settlement6. 地基应力和变形塑性变形plastic deformation6. 地基应力和变形谈弹性变形elastic deformation6. 地基应力和变形谈弹性模量elastic modulus6. 地基应力和变形谈弹性平衡状态state of elastic equilibrium6. 地基应力和变形体积变形模量volumetric deformation modulus6. 地基应力和变形先期固结压力preconsolidation pressure6. 地基应力和变形压缩层6. 地基应力和变形压缩模量modulus of compressibility6. 地基应力和变形压缩系数coefficient of compressibility6. 地基应力和变形压缩性compressibility6. 地基应力和变形压缩指数compression index6. 地基应力和变形有效应力effective stress6. 地基应力和变形自重应力self-weight stress6. 地基应力和变形总应力total stress approach of shear strength6. 地基应力和变形最终沉降final settlement7. 固结巴隆固结理论Barron s consolidation theory7. 固结比奥固结理论Biot s consolidation theory7. 固结超固结比over-consolidation ratio7. 固结超静孔隙水压力excess pore water pressure7. 固结次固结secondary consolidation7. 固结次压缩（台）secondary consolidatin7. 固结单向度压密（台）one-dimensional consolidation7. 固结多维固结multi-dimensional consolidation7. 固结固结consolidation7. 固结固结度degree of consolidation7. 固结固结理论theory of consolidation7. 固结固结曲线consolidation curve7. 固结固结速率rate of consolidation7. 固结固结系数coefficient of consolidation7. 固结固结压力consolidation pressure7. 固结回弹曲线rebound curve7. 固结井径比drain spacing ratio7. 固结井阻well resistance7. 固结曼代尔－克雷尔效应Mandel-Cryer effect7. 固结潜变（台）creep7. 固结砂井sand drain7. 固结砂井地基平均固结度average degree of consolidation of sand-drained ground7. 固结时间对数拟合法logrithm of time fitting method7. 固结时间因子time factor7. 固结太沙基固结理论Terzaghi s consolidation theory7. 固结太沙基－伦杜列克扩散方程Terzaghi-Rendulic diffusion equation7. 固结先期固结压力preconsolidation pressure7. 固结压密（台）consolidation7. 固结压密度（台）degree of consolidation7. 固结压缩曲线cpmpression curve7. 固结一维固结one dimensional consolidation7. 固结有效应力原理principle of effective stress7. 固结预压密压力（台）preconsolidation pressure7. 固结原始压缩曲线virgin compression curve7. 固结再压缩曲线recompression curve7. 固结主固结primary consolidation7. 固结主压密（台）primary consolidation7. 固结准固结压力pseudo-consolidation pressure7. 固结K0固结consolidation under K0 condition8. 抗剪强度安息角（台）angle of repose8. 抗剪强度不排水抗剪强度undrained shear strength8. 抗剪强度残余内摩擦角residual angle of internal friction8. 抗剪强度残余强度residual strength8. 抗剪强度长期强度long-term strength8. 抗剪强度单轴抗拉强度uniaxial tension test8. 抗剪强度动强度dynamic strength of soils8. 抗剪强度峰值强度peak strength8. 抗剪强度伏斯列夫参数Hvorslev parameter8. 抗剪强度剪切应变速率shear strain rate8. 抗剪强度抗剪强度shear strength8. 抗剪强度抗剪强度参数shear strength parameter8. 抗剪强度抗剪强度有效应力法effective stress approach of shear strength 8. 抗剪强度抗剪强度总应力法total stress approach of shear strength8. 抗剪强度库仑方程Coulomb s equation8. 抗剪强度摩尔包线Mohr s envelope8. 抗剪强度摩尔－库仑理论Mohr-Coulomb theory8. 抗剪强度内摩擦角angle of internal friction8. 抗剪强度年粘聚力cohesion8. 抗剪强度破裂角angle of rupture8. 抗剪强度破坏准则failure criterion8. 抗剪强度十字板抗剪强度vane strength8. 抗剪强度无侧限抗压强度unconfined compression strength8. 抗剪强度有效内摩擦角effective angle of internal friction8. 抗剪强度有效粘聚力effective cohesion intercept8. 抗剪强度有效应力破坏包线effective stress failure envelope8. 抗剪强度有效应力强度参数effective stress strength parameter8. 抗剪强度有效应力原理principle of effective stress8. 抗剪强度真内摩擦角true angle internal friction8. 抗剪强度真粘聚力true cohesion8. 抗剪强度总应力破坏包线total stress failure envelope8. 抗剪强度总应力强度参数total stress strength parameter9. 本构模型本构模型constitutive model9. 本构模型边界面模型boundary surface model9. 本构模型层向各向同性体模型cross anisotropic model9. 本构模型超弹性模型hyperelastic model9. 本构模型德鲁克－普拉格准则Drucker-Prager criterion9. 本构模型邓肯－张模型Duncan-Chang model9. 本构模型动剪切强度9. 本构模型非线性弹性模量nonlinear elastic model9. 本构模型盖帽模型cap model9. 本构模型刚塑性模型rigid plastic model9. 本构模型割线模量secant modulus9. 本构模型广义冯·米赛斯屈服准则extended von Mises yield criterion 9. 本构模型广义特雷斯卡屈服准则extended tresca yield criterion9. 本构模型加工软化work softening9. 本构模型加工硬化work hardening9. 本构模型加工硬化定律strain harding law9. 本构模型剑桥模型Cambridge model9. 本构模型柯西弹性模型Cauchy elastic model9. 本构模型拉特－邓肯模型Lade-Duncan model9. 本构模型拉特屈服准则Lade yield criterion9. 本构模型理想弹塑性模型ideal elastoplastic model9. 本构模型临界状态弹塑性模型critical state elastoplastic model9. 本构模型流变学模型rheological model9. 本构模型流动规则flow rule9. 本构模型摩尔－库仑屈服准则Mohr-Coulomb yield criterion9. 本构模型内蕴时间塑性模型endochronic plastic model9. 本构模型内蕴时间塑性理论endochronic theory9. 本构模型年粘弹性模型viscoelastic model9. 本构模型切线模量tangent modulus9. 本构模型清华弹塑性模型Tsinghua elastoplastic model9. 本构模型屈服面yield surface9. 本构模型沈珠江三重屈服面模型Shen Zhujiang three yield surface method 9. 本构模型双参数地基模型9. 本构模型双剪应力屈服模型twin shear stress yield criterion9. 本构模型双曲线模型hyperbolic model9. 本构模型松岗元－中井屈服准则Matsuoka-Nakai yield criterion9. 本构模型塑性形变理论9. 本构模型谈弹塑性模量矩阵elastoplastic modulus matrix9. 本构模型谈弹塑性模型elastoplastic modulus9. 本构模型谈弹塑性增量理论incremental elastoplastic theory9. 本构模型谈弹性半空间地基模型elastic half-space foundation model9. 本构模型谈弹性变形elastic deformation9. 本构模型谈弹性模量elastic modulus9. 本构模型谈弹性模型elastic model9. 本构模型魏汝龙－Khosla－Wu模型Wei Rulong-Khosla-Wu model9. 本构模型文克尔地基模型Winkler foundation model9. 本构模型修正剑桥模型modified cambridge model9. 本构模型准弹性模型hypoelastic model10. 地基承载力冲剪破坏punching shear failure10. 地基承载力次层（台）substratum10. 地基承载力地基subgrade, ground, foundation soil10. 地基承载力地基承载力bearing capacity of foundation soil10. 地基承载力地基极限承载力ultimate bearing capacity of foundation soil10. 地基承载力地基允许承载力allowable bearing capacity of foundation soil10. 地基承载力地基稳定性stability of foundation soil10. 地基承载力汉森地基承载力公式Hansen s ultimate bearing capacity formula10. 地基承载力极限平衡状态state of limit equilibrium10. 地基承载力加州承载比（美国）California Bearing Ratio10. 地基承载力局部剪切破坏local shear failure10. 地基承载力临塑荷载critical edge pressure10. 地基承载力梅耶霍夫极限承载力公式Meyerhof s ultimate bearing capacity formula 10. 地基承载力普朗特承载力理论Prandel bearing capacity theory10. 地基承载力斯肯普顿极限承载力公式Skempton s ultimate bearing capacity formula 10. 地基承载力太沙基承载力理论Terzaghi bearing capacity theory10. 地基承载力魏锡克极限承载力公式V esic s ultimate bearing capacity formula10. 地基承载力整体剪切破坏general shear failure11. 土压力被动土压力passive earth pressure11. 土压力被动土压力系数coefficient of passive earth pressure11. 土压力极限平衡状态state of limit equilibrium11. 土压力静止土压力earth pressue at rest11. 土压力静止土压力系数coefficient of earth pressur at rest11. 土压力库仑土压力理论Coulomb s earth pressure theory11. 土压力库尔曼图解法Culmannn construction11. 土压力朗肯土压力理论Rankine s earth pressure theory11. 土压力朗肯状态Rankine state11. 土压力谈弹性平衡状态state of elastic equilibrium11. 土压力土压力earth pressure11. 土压力主动土压力active earth pressure11. 土压力主动土压力系数coefficient of active earth pressure12. 土坡稳定分析安息角（台）angle of repose12. 土坡稳定分析毕肖普法Bishop method12. 土坡稳定分析边坡稳定安全系数safety factor of slope12. 土坡稳定分析不平衡推理传递法unbalanced thrust transmission method12. 土坡稳定分析费伦纽斯条分法Fellenius method of slices12. 土坡稳定分析库尔曼法Culmann method12. 土坡稳定分析摩擦圆法friction circle method12. 土坡稳定分析摩根斯坦－普拉斯法Morgenstern-Price method12. 土坡稳定分析铅直边坡的临界高度critical height of vertical slope12. 土坡稳定分析瑞典圆弧滑动法Swedish circle method12. 土坡稳定分析斯宾赛法Spencer method12. 土坡稳定分析泰勒法Taylor method12. 土坡稳定分析条分法slice method12. 土坡稳定分析土坡slope12. 土坡稳定分析土坡稳定分析slope stability analysis12. 土坡稳定分析土坡稳定极限分析法limit analysis method of slope stability 12. 土坡稳定分析土坡稳定极限平衡法limit equilibrium method of slope stability 12. 土坡稳定分析休止角angle of repose12. 土坡稳定分析扬布普遍条分法Janbu general slice method12. 土坡稳定分析圆弧分析法circular arc analysis13. 土的动力性质比阻尼容量specific gravity capacity13. 土的动力性质波的弥散特性dispersion of waves13. 土的动力性质波速法wave velocity method13. 土的动力性质材料阻尼material damping13. 土的动力性质初始液化initial liquefaction13. 土的动力性质地基固有周期natural period of soil site13. 土的动力性质动剪切模量dynamic shear modulus of soils13. 土的动力性质动力布西涅斯克解dynamic solution of Boussinesq13. 土的动力性质动力放大因素dynamic magnification factor13. 土的动力性质动力性质dynamic properties of soils13. 土的动力性质动强度dynamic strength of soils13. 土的动力性质骨架波akeleton waves in soils13. 土的动力性质几何阻尼geometric damping13. 土的动力性质抗液化强度liquefaction stress13. 土的动力性质孔隙流体波fluid wave in soil13. 土的动力性质损耗角loss angle13. 土的动力性质往返活动性reciprocating activity13. 土的动力性质无量纲频率dimensionless frequency13. 土的动力性质液化liquefaction13. 土的动力性质液化势评价evaluation of liquefaction potential13. 土的动力性质液化应力比stress ratio of liquefaction13. 土的动力性质应力波stress waves in soils13. 土的动力性质振陷dynamic settlement13. 土的动力性质阻尼damping of soil13. 土的动力性质阻尼比damping ratio14. 挡土墙挡土墙retaining wall14. 挡土墙挡土墙排水设施14. 挡土墙挡土墙稳定性stability of retaining wall14. 挡土墙垛式挡土墙14. 挡土墙扶垛式挡土墙counterfort retaining wall14. 挡土墙后垛墙（台）counterfort retaining wall14. 挡土墙基础墙foundation wall14. 挡土墙加筋土挡墙reinforced earth bulkhead14. 挡土墙锚定板挡土墙anchored plate retaining wall14. 挡土墙锚定式板桩墙anchored sheet pile wall14. 挡土墙锚杆式挡土墙anchor rod retaining wall14. 挡土墙悬壁式板桩墙cantilever sheet pile wall14. 挡土墙悬壁式挡土墙cantilever sheet pile wall14. 挡土墙重力式挡土墙gravity retaining wall15. 板桩结构物板桩sheet pile15. 板桩结构物板桩结构sheet pile structure15. 板桩结构物钢板桩steel sheet pile15. 板桩结构物钢筋混凝土板桩reinforced concrete sheet pile15. 板桩结构物钢桩steel pile15. 板桩结构物灌注桩cast-in-place pile15. 板桩结构物拉杆tie rod15. 板桩结构物锚定式板桩墙anchored sheet pile wall15. 板桩结构物锚固技术anchoring15. 板桩结构物锚座Anchorage15. 板桩结构物木板桩wooden sheet pile15. 板桩结构物木桩timber piles15. 板桩结构物悬壁式板桩墙cantilever sheet pile wall16. 基坑开挖与降水板桩围护sheet pile-braced cuts16. 基坑开挖与降水电渗法electro-osmotic drainage16. 基坑开挖与降水管涌piping16. 基坑开挖与降水基底隆起heave of base16. 基坑开挖与降水基坑降水dewatering16. 基坑开挖与降水基坑失稳instability (failure) of foundation pit16. 基坑开挖与降水基坑围护bracing of foundation pit16. 基坑开挖与降水减压井relief well16. 基坑开挖与降水降低地下水位法dewatering method16. 基坑开挖与降水井点系统well point system16. 基坑开挖与降水喷射井点eductor well point16. 基坑开挖与降水铅直边坡的临界高度critical height of vertical slope 16. 基坑开挖与降水砂沸sand boiling16. 基坑开挖与降水深井点deep well point16. 基坑开挖与降水真空井点vacuum well point16. 基坑开挖与降水支撑围护braced cuts17. 浅基础杯形基础17. 浅基础补偿性基础compensated foundation17. 浅基础持力层bearing stratum17. 浅基础次层（台）substratum17. 浅基础单独基础individual footing17. 浅基础倒梁法inverted beam method17. 浅基础刚性角pressure distribution angle of masonary foundation 17. 浅基础刚性基础rigid foundation17. 浅基础高杯口基础17. 浅基础基础埋置深度embeded depth of foundation17. 浅基础基床系数coefficient of subgrade reaction17. 浅基础基底附加应力net foundation pressure17. 浅基础交叉条形基础cross strip footing17. 浅基础接触压力contact pressure17. 浅基础静定分析法（浅基础）static analysis (shallow foundation)17. 浅基础壳体基础shell foundation17. 浅基础扩展基础spread footing17. 浅基础片筏基础mat foundation17. 浅基础浅基础shallow foundation17. 浅基础墙下条形基础17. 浅基础热摩奇金法Zemochkin s method17. 浅基础柔性基础flexible foundation17. 浅基础上部结构－基础－土共同作用分析structure- foundation-soil interactionanalysis 17. 浅基础谈弹性地基梁（板）分析analysis of beams and slabs on elastic foundation 17. 浅基础条形基础strip footing17. 浅基础下卧层substratum17. 浅基础箱形基础box foundation17. 浅基础柱下条形基础18. 深基础贝诺托灌注桩Benoto cast-in-place pile18. 深基础波动方程分析Wave equation analysis18. 深基础场铸桩（台)cast-in-place pile18. 深基础沉管灌注桩diving casting cast-in-place pile18. 深基础沉井基础open-end caisson foundation18. 深基础沉箱基础box caisson foundation18. 深基础成孔灌注同步桩synchronous pile18. 深基础承台pile caps18. 深基础充盈系数fullness coefficient18. 深基础单桩承载力bearing capacity of single pile18. 深基础单桩横向极限承载力ultimate lateral resistance of single pile18. 深基础单桩竖向抗拔极限承载力vertical ultimate uplift resistance of single pile18. 深基础单桩竖向抗压容许承载力vertical ultimate carrying capacity of single pile18. 深基础单桩竖向抗压极限承载力vertical allowable load capacity of single pile18. 深基础低桩承台low pile cap18. 深基础地下连续墙diaphgram wall18. 深基础点承桩（台）end-bearing pile18. 深基础动力打桩公式dynamic pile driving formula18. 深基础端承桩end-bearing pile18. 深基础法兰基灌注桩Franki pile18. 深基础负摩擦力negative skin friction of pile18. 深基础钢筋混凝土预制桩precast reinforced concrete piles18. 深基础钢桩steel pile18. 深基础高桩承台high-rise pile cap18. 深基础灌注桩cast-in-place pile18. 深基础横向载荷桩laterally loaded vertical piles18. 深基础护壁泥浆slurry coat method18. 深基础回转钻孔灌注桩rotatory boring cast-in-place pile18. 深基础机挖异形灌注桩18. 深基础静力压桩silent piling18. 深基础抗拔桩uplift pile18. 深基础抗滑桩anti-slide pile18. 深基础摩擦桩friction pile18. 深基础木桩timber piles18. 深基础嵌岩灌注桩piles set into rock18. 深基础群桩pile groups18. 深基础群桩效率系数efficiency factor of pile groups18. 深基础群桩效应efficiency of pile groups18. 深基础群桩竖向极限承载力vertical ultimate load capacity of pile groups 18. 深基础深基础deep foundation18. 深基础竖直群桩横向极限承载力18. 深基础无桩靴夯扩灌注桩rammed bulb ile18. 深基础旋转挤压灌注桩18. 深基础桩piles18. 深基础桩基动测技术dynamic pile test18. 深基础钻孔墩基础drilled-pier foundation18. 深基础钻孔扩底灌注桩under-reamed bored pile18. 深基础钻孔压注桩starsol enbesol pile18. 深基础最后贯入度final set19. 地基处理表层压密法surface compaction19. 地基处理超载预压surcharge preloading19. 地基处理袋装砂井sand wick19. 地基处理地工织物geofabric, geotextile19. 地基处理地基处理ground treatment, foundation treatment19. 地基处理电动化学灌浆electrochemical grouting19. 地基处理电渗法electro-osmotic drainage19. 地基处理顶升纠偏法19. 地基处理定喷directional jet grouting19. 地基处理冻土地基处理frozen foundation improvement19. 地基处理短桩处理treatment with short pile19. 地基处理堆载预压法preloading19. 地基处理粉体喷射深层搅拌法powder deep mixing method19. 地基处理复合地基composite foundation19. 地基处理干振成孔灌注桩vibratory bored pile19. 地基处理高压喷射注浆法jet grounting19. 地基处理灌浆材料injection material19. 地基处理灌浆法grouting19. 地基处理硅化法silicification19. 地基处理夯实桩compacting pile19. 地基处理化学灌浆chemical grouting19. 地基处理换填法cushion19. 地基处理灰土桩lime soil pile19. 地基处理基础加压纠偏法19. 地基处理挤密灌浆compaction grouting19. 地基处理挤密桩compaction pile, compacted column19. 地基处理挤淤法displacement method19. 地基处理加筋法reinforcement method19. 地基处理加筋土reinforced earth19. 地基处理碱液法soda solution grouting19. 地基处理浆液深层搅拌法grout deep mixing method19. 地基处理降低地下水位法dewatering method19. 地基处理纠偏技术19. 地基处理坑式托换pit underpinning19. 地基处理冷热处理法freezing and heating19. 地基处理锚固技术anchoring19. 地基处理锚杆静压桩托换anchor pile underpinning19. 地基处理排水固结法consolidation19. 地基处理膨胀土地基处理expansive foundation treatment19. 地基处理劈裂灌浆fracture grouting19. 地基处理浅层处理shallow treatment19. 地基处理强夯法dynamic compaction19. 地基处理人工地基artificial foundation19. 地基处理容许灌浆压力allowable grouting pressure19. 地基处理褥垫pillow19. 地基处理软土地基soft clay ground19. 地基处理砂井sand drain19. 地基处理砂井地基平均固结度average degree of consolidation of sand-drained ground 19. 地基处理砂桩sand column19. 地基处理山区地基处理foundation treatment in mountain area19. 地基处理深层搅拌法deep mixing method19. 地基处理渗入性灌浆seep-in grouting19. 地基处理湿陷性黄土地基处理collapsible loess treatment19. 地基处理石灰系深层搅拌法lime deep mixing method19. 地基处理石灰桩lime column, limepile19. 地基处理树根桩root pile19. 地基处理水泥土水泥掺合比cement mixing ratio19. 地基处理水泥系深层搅拌法cement deep mixing method19. 地基处理水平旋喷horizontal jet grouting19. 地基处理塑料排水带plastic drain19. 地基处理碎石桩gravel pile, stone pillar19. 地基处理掏土纠偏法19. 地基处理天然地基natural foundation19. 地基处理土工聚合物Geopolymer19. 地基处理土工织物geofabric, geotextile19. 地基处理土桩earth pile19. 地基处理托换技术underpinning technique19. 地基处理外掺剂additive19. 地基处理旋喷jet grouting19. 地基处理药液灌浆chemical grouting19. 地基处理预浸水法presoaking19. 地基处理预压法preloading19. 地基处理真空预压vacuum preloading19. 地基处理振冲法vibroflotation method19. 地基处理振冲密实法vibro-compaction19. 地基处理振冲碎石桩vibro replacement stone column19. 地基处理振冲置换法vibro-replacement19. 地基处理振密、挤密法vibro-densification, compacting19. 地基处理置换率（复合地基）replacement ratio19. 地基处理重锤夯实法tamping19. 地基处理桩式托换pile underpinning19. 地基处理桩土应力比stress ratio20. 动力机器基础比阻尼容量specific gravity capacity20. 动力机器基础等效集总参数法constant strain rate consolidation test20. 动力机器基础地基固有周期natural period of soil site20. 动力机器基础动基床反力法dynamic subgrade reaction method20. 动力机器基础动力放大因素dynamic magnification factor20. 动力机器基础隔振isolation20. 动力机器基础基础振动foundation vibration20. 动力机器基础基础振动半空间理论elastic half-space theory of foundation vibr ation20. 动力机器基础基础振动容许振幅allowable amplitude of foundation vibration 20. 动力机器基础基础自振频率natural frequency of foundation20. 动力机器基础集总参数法lumped parameter method20. 动力机器基础吸收系数absorption coefficient20. 动力机器基础质量－弹簧－阻尼器系统mass-spring-dushpot system21. 地基基础抗震地基固有周期natural period of soil site21. 地基基础抗震地震earthquake, seism, temblor21. 地基基础抗震地震持续时间duration of earthquake21. 地基基础抗震地震等效均匀剪应力equivalent even shear stress of earthquake 21. 地基基础抗震地震反应谱earthquake response spectrum21. 地基基础抗震地震烈度earthquake intensity21. 地基基础抗震地震震级earthquake magnitude21. 地基基础抗震地震卓越周期seismic predominant period21. 地基基础抗震地震最大加速度maximum acceleration of earthquake21. 地基基础抗震动力放大因数dynamic magnification factor21. 地基基础抗震对数递减率logrithmic decrement21. 地基基础抗震刚性系数coefficient of rigidity21. 地基基础抗震吸收系数absorption coefficient22. 室内土工试验比重试验specific gravity test22. 室内土工试验变水头渗透试验falling head permeability test22. 室内土工试验不固结不排水试验unconsolidated-undrained triaxial test22. 室内土工试验常规固结试验routine consolidation test22. 室内土工试验常水头渗透试验constant head permeability test22. 室内土工试验单剪仪simple shear apparatus22. 室内土工试验单轴拉伸试验uniaxial tensile test22. 室内土工试验等速加荷固结试验constant loading rate consolidatin test22. 室内土工试验等梯度固结试验constant gradient consolidation test22. 室内土工试验等应变速率固结试验equivalent lumped parameter method22. 室内土工试验反复直剪强度试验repeated direct shear test22. 室内土工试验反压饱和法back pressure saturation method22. 室内土工试验高压固结试验high pressure consolidation test22. 室内土工试验各向不等压固结不排水试验consoidated anisotropically undrained test 22. 室内土工试验各向不等压固结排水试验consolidated anisotropically drained test 22. 室内土工试验共振柱试验resonant column test22. 室内土工试验固结不排水试验consolidated undrained triaxial test22. 室内土工试验固结快剪试验consolidated quick direct shear test22. 室内土工试验固结排水试验consolidated drained triaxial test22. 室内土工试验固结试验consolidation test22. 室内土工试验含水量试验water content test22. 室内土工试验环剪试验ring shear test22. 室内土工试验黄土湿陷试验loess collapsibility test22. 室内土工试验击实试验22. 室内土工试验界限含水量试验Atterberg limits test22. 室内土工试验卡萨格兰德法Casagrande s method22. 室内土工试验颗粒分析试验grain size analysis test22. 室内土工试验孔隙水压力消散试验pore pressure dissipation test22. 室内土工试验快剪试验quick direct shear test22. 室内土工试验快速固结试验fast consolidation test22. 室内土工试验离心模型试验centrifugal model test22. 室内土工试验连续加荷固结试验continual loading test22. 室内土工试验慢剪试验consolidated drained direct shear test22. 室内土工试验毛细管上升高度试验capillary rise test22. 室内土工试验密度试验density test22. 室内土工试验扭剪仪torsion shear apparatus22. 室内土工试验膨胀率试验swelling rate test22. 室内土工试验平面应变仪plane strain apparatus22. 室内土工试验三轴伸长试验triaxial extension test22. 室内土工试验三轴压缩试验triaxial compression test22. 室内土工试验砂的相对密实度试验sand relative density test22. 室内土工试验筛分析sieve analysis。

土建专业毕业设计外文翻译----地下水

外文资料The Ground-waterThe ources of water which supply water front below the earth's surface are called sub-surface sources or ground-water source.Groundwater storage is considerably in excess of all artificial and nature surface storage in the United States.Groundwater distribution may be generally categorize into zones of aeration and asterisked. The saturated zone ia one in which all the voids are filled with water under hydrostatic pressure.The aeration zone in whiche the interstices are filled partly with air and partly with waters, may be subdivided into three subsonic. The soil-water zone begins at the ground surface and extends downward through the major root zone of fire. Its total depth is variable and dependent on soil type and vegetation.The zone is unsaturated except during period of heavy infiltration.Threecategorise of water calssification may be encountered in this regional: hygroscopic water content, which is adsorbed from the air separation; capillary water rat, whiche is held by suifacetension;and gravitational waters, which is excess soil water draining through the soiled. The intermediate zone extends from the bottom of the soil-water zone to the top of the capillary fringe and may vary from nonexistence to several huntween the near-ground suiface region and the near-water-water table region through which infiltrating waters must passed. The capillary zone extends from the water table to a height determined by zone thickness ia a function of soil texture and may vary not ongly from region to region but also within a local area network.The water that can be drained from a soil by gravity is known as the specific yielding. It is expressed as the ratio of the volume of water that can be drained by gravity to the gross volume of the soil.Values of specific yield are dependent on soil particle size average, shape and distribution of pore, and degree of completion of the soiled. Average values of specific yield for alluvial aquifers range frome 10% to 20%.An aquifer is a water-bearing stratum or formation capble of transmitting water in quantities sufficient to permit development.Aquifers may be considered as falling into two categorise,confined and unconfined,depending on whether or not a water table or free within an aquifer is change whenever water is recharged to or discharged from an aquifer.Forsaturated,confinedaquifer,pressure changes produce only slight changs in storage volume.In this cases, the weight of the overburden is supposed partly by hydrostatic pressure and pattly by the soild material in the aquifer.When the hydrostatic pressure in a confined aquifer is reduced by pumping or other means,the load on the aquifer increase, causing its compressional, with theresult that some water is forced from its. Decreasing the hydrostatic pressure also causes a small expansione, which in turn produces an additional release of water.For confined aquifer, the water yield is expressed in terms of a storage coefficient Scarcely. This strong coefficient may be defined as the volume of water that an aquifer takes in or relleases per unit surface area of aquifer per unit change in head normal to the surface.In addition to water-bearing strata exhibiting satisfactory rates of yield,there are also non-water-bearing and impermeable strata.Anaquiclude is an impermeable stratum that may contain large quantities of water but whose transmission rates are ot high enough to permit effective development.Anaquifuge is a formation that is impermeable and devoid of waters.Any circumstance that alters the pressure imposed on underground water will also cause a variation in the groundwater level.Seasonalfactorshare, change in stream and river stages,evapotranspiration,atmospheric pressure change, windsor, ides, external load,various forms of withdrawal and recharge,and earthquakes all may produce fluctuations in the level of the water table or the piezometricsurface,depending on whether the aquifer is free or confined.It is important that the engineer concerned with the development and utilization of groundwater supplies be aware of these factors.He should also be able to evaluate their important relative to the operation of a specific groundwater basin.The rate of movement of water through the ground is of an entirely different magnitude than that through natural or artificial channels or canddits.Typical value range from 5 fr/day to a few feet per year.The collection of groundwater is accomplished primarily through the construction of wells or infiltration galleries.Numerous factors are involved in the numerical estimation of the performance of these collection works.Some cases are amenable to solution through the utilization of relatively simpie mathematical expectation.Other cases can be solved only through graphical analysis or the use of various kinds of models.A well system may be considered to be composed of three elements:the well structure,thepump,and the discharge piping.The well itself contains an open section through which flow enders and a casing through which the flow is transported to the groungsurface.The open section is usually a perforated casing or a slotted metal screen that permit the flow to enter and at the same time pervents collapse of the hole.Occasionally gravel is placed at the bottom the well casing aroung the screen.When a well is pumped,water is removed from the aquifer immediately adjacent to the screen.Flow then becomes established at locations some distance fromthe well in order to replenish this withdrawal.Owing to the resistance to flow offered by the soil,ahead loss is encountered and the piezometric surface adjacent to the well is depressed.This is known as the cone of depression.The cone of depression spreads until a condition of equilibrium is reached and steady-state conditions are established.Groundwater quantity is influenced considerably by the quality of the source.Changes in source waters or degraded quality of source source supplies may seriously impair the quality of the groundwater supply.Municipal and industrial wastes entering an aquifer are major sources of organic and inorganic rge-scale organic pollution of groundwater is infrequent,however,sincesignficant quantities of organic wastes usually cannot be easily introduced underground.The problem is quite different with inordinance are removed only with great difficulty.Inaddition,the effects of such pollution may continue for indefinite periods since dilution is slow and artificial flushing or treatment is generally impractical or too expensive.As the water passes through the soiled, a significant increase in the amounts of dissolved salt may occur.Theses salts are added by soluble products of soil weathering and of erosion by rainfall and flowing water.Locations downstream from heavily irrigation areas may find that the water they are receiving is too saline for satisfactory crop production.These saline contaminates are different to control because removal methods are receive methods are exceedingly expensive.A possible solution is to dilute with water of lower salt concentration(wastewater treatment plant effluent,for example)so that the average water produced by mixing will be suitable for use.Considerable care should be exercised to protect groundwater storage capacity from irreparable harm through the disposal of waste materials.The volumes of groundwater replaced annually through natural mechanisms are relatively small because of the slow rates of movement of groundwaters and the limited opportunity for surface waters to penetrate the earth's surface.To supplement this natural recharge process,a recent toward artificial recharge has been developing.In California,forexample,artificial recharge is presently a primary method of water conservation.Numerous methods are employed in artificial recharge operation.One of the most common plans is the utilization of holding basis.The usual practice is to impound the water in a series of reservoir arranged so that the overflow of one will enter the next,and so on.These artificial storage works are generally formed by the construction of dikes or levee.A second method is the modified streambed,which makes use of the natural water supply.The stream channel iswidened, leveled,scarified,or treated by a combination of methods to increase its recharge capability.Ditches and furrows are also used.The basic types of arrangement are the ground;the lateral type,in which water is diverted into a number of small furrows from the main canal or channel;and the tree-shaped or branching type,where water is deferred from the primary channel into successively smeller canalis and ditcher.Where slopes are relatively flat and uniform,floodiing provides an economical means of recharge.Normal practice is to spead the recharge water over the ground at relatively small depths so as not to disturb the soil or native vegetation.An additional method is the use of injection wells.Recharge rates are normally less than pimping rates for the same head condition,however,because of the clogging that is often encountered in the area adjacent to the well casing.Clogging may result from the entrapment of fine aquifer particle, from suspended material in the recharge water which is subsequently strained out and deposited in the vicinity of the well screen,from air binding,from chemical reactions between recharge and natural water,and from bacteria.For best result the recharge water should be clear,contain little or no sodium,and be chlorinated.地下水从地表下面提供水的水源叫做地下水。

土木工程技术术语翻译技巧

2009年6月第10卷　第2期长沙铁道学院学报(社会科学版) June 2009Vol .10　No .2　土木工程技术术语翻译技巧李延林1,万金香1,张　明2(1.中南大学外国语学院,湖南长沙410075;2.中南大学土木建筑学院,湖南长沙410075)摘　要:土木工程技术术语是对外土木工程技术开发、交流与研究中常常要涉及到的。

要保证这一目标的实现首先要认识正确翻译土木工程术语的重要性,从土木工程技术领域的实际出发,探讨获得成功译文的技巧,从而减少对外土木技术开发、交流与研究中的障碍,服务现代化建设。

关键词:土木工程技术;术语;翻译技巧一、常见的土木工程技术术语的译法土木工程技术术语在土木工程领域常见常用,它是整个土木工程技术专业的一部分,除了译者必须具备一定的土木工程技术知识外,还必须对工作极端负责任,熟悉翻译理论与实践的知识,对翻译方法不仅了解而且还能灵活地运用于翻译实践。

在土木工程技术术语翻译领域,译者常常采用如下翻译方法。

(一)直译在土木工程技术术语翻译中,直译是译者所使用的主要方法之一,它在翻译中所起的作用是其它任何翻译方法不能相比的,它帮助译者翻译了外文资料中的大部分内容。

例如:bu ilding engineering 房屋建筑工程ra il way engineering 铁路工程freezing and heati ng 冷热处理法ex pansive ground treat ment 膨胀土地基处理re i nforcement me th od 加筋法s oil dynam ics 土动力学stress pa th 应力路径实际上,在直译中还有种情况值得注意,那就是带词缀或缩略或合成形式的术语。

在土木工程技术术语中,带词缀或缩略形式的术语也比较常见。

例如:landslides =land +slide s =滑坡prel oading =p re +l oading =预压法defor m ati on =de +forma ti on =变形gr ound wa ter =ground +wate r =地下水recompac ti on =re +co mpacti on =再压缩walk way =walk +way =走道off s e t =off +se t =支距sh otc re t e =shot +concrete =喷凝土.di m ensi onl e ss =di m ensi on +l e ss 无量纲的co mpac tne ss =comp ac t +ne ss 密实度ASCE =Ame rican S ocie t y of Civil Enginee r 美国土木工程师学会　AASHT O =Ame rican A ss ocia ti on Sta te High way Offi 2cia ls 美国州公路官员协会ISS M G E =Int e rnati onal Society f o r Soil M echanics andGeotechnica l Engineering 国际土力学与岩土工程学会(二)音译+意译或直译的术语一般说来,土木工程技术术语的须音译的部分就是不易用其它方法来翻译的术语,因为这些部分都是以专有名词来表述的。

土木工程专业毕业设计外文文献翻译2篇

土木工程专业毕业设计外文文献翻译2篇XXXXXXXXX学院学士学位毕业设计（论文）英语翻译课题名称英语翻译学号学生专业、年级所在院系指导教师选题时间Fundamental Assumptions for Reinforced ConcreteBehaviorThe chief task of the structural engineer is the design of structures. Design is the determination of the general shape and all specific dimensions of a particular structure so that it will perform the function for which it is created and will safely withstand the influences that will act on it throughout useful life. These influences are primarily the loads and other forces to which it will be subjected, as well as other detrimental agents, such as temperature fluctuations, foundation settlements, and corrosive influences, Structural mechanics is one of the main tools in this process of design. As here understood, it is the body of scientific knowledge that permits one to predict with a good degree of certainly how a structure of give shape and dimensions will behave when acted upon by known forces or other mechanical influences. The chief items of behavior that are of practical interest are (1) the strength of the structure, i. e. , that magnitude of loads of a give distribution which will cause the structure to fail, and (2) the deformations, such as deflections and extent of cracking, that the structure will undergo when loaded underservice condition.The fundamental propositions on which the mechanics of reinforced concrete is based are as follows:1.The internal forces, such as bending moments, shear forces, and normal andshear stresses, at any section of a member are in equilibrium with the effect of the external loads at that section. This proposition is not an assumption but a fact, because any body or any portion thereof can be at rest only if all forces acting on it are in equilibrium.2.The strain in an embedded reinforcing bar is the same as that of thesurrounding concrete. Expressed differently, it is assumed that perfect bonding exists between concrete and steel at the interface, so that no slip can occur between the two materials. Hence, as the one deforms, so must the other. With modern deformed bars, a high degree of mechanical interlocking is provided in addition to the natural surface adhesion, so this assumption is very close to correct.3.Cross sections that were plane prior to loading continue to be plan in themember under load. Accurate measurements have shown that when a reinforced concrete member is loaded close to failure, this assumption is not absolutely accurate. However, the deviations are usually minor.4.In view of the fact the tensile strength of concrete is only a small fraction ofits compressive strength; the concrete in that part of a member which is in tension is usually cracked. While these cracks, in well-designed members, are generally so sorrow as to behardly visible, they evidently render the cracked concrete incapable of resisting tension stress whatever. This assumption is evidently a simplification of the actual situation because, in fact, concrete prior to cracking, as well as the concrete located between cracks, does resist tension stresses of small magnitude. Later in discussions of the resistance of reinforced concrete beams to shear, it will become apparent that under certain conditions this particular assumption is dispensed with and advantage is taken of the modest tensile strength that concrete can develop.5.The theory is based on the actual stress-strain relation ships and strengthproperties of the two constituent materials or some reasonable equivalent simplifications thereof. The fact that novelistic behavior is reflected in modern theory, that concrete is assumed to be ineffective in tension, and that the joint action of the two materials is taken into consideration results in analytical methods which are considerably more complex and also more challenging, than those that are adequate for members made of a single, substantially elastic material.These five assumptions permit one to predict by calculation the performance of reinforced concrete members only for some simple situations. Actually, the joint action of two materials as dissimilar and complicated as concrete and steel is so complex that it has not yet lent itself to purely analytical treatment. For this reason, methods of design and analysis, while using these assumptions, are very largely based on the results of extensive and continuing experimental research. They are modified and improved as additional test evidence becomes available.钢筋混凝土的基本假设作为结构工程师的主要任务是结构设计。

土建专业外文翻译7

τp(MPa) 0.25 0.50 1.00 1.55 2.15 2.60
τr(MPa) 0.15 0.30 0.60 1.15 1.70
υ(mm) 0.54 0.67 0.65 0.45 0.30 0.15
(a) Determine the basic friction angle and the initial roughness angle for the joint surfaces. (b) Establish a peak shear strength criterion for the joints, suitable for use in the range of normal stresses, 0-4MPa. (c) Assuming linear shear stress-shear displacement relations to peak shear strength， investigate the influence of normal stress on the shear stiffness of the joints.
1 σ1 σ 3 2
100 135 triaxial compression 160 200
1 σ1 - σ 3 2
100 130 150 180
σ2=σ3
298 435 σ1 0 σ2 0 -13 50 100 150 210
248 335 σ3
biaxial tension/ compression
Confining pressure σ3(MPa)
Peak axial stress σ1(MPa)
Angle between cleavage andσ1 αo

地基勘察与施工中英文对照外文翻译文献

中英文对照外文翻译文献(文档含英文原文和中文翻译)DESIGN AND EXECUTION OF GROUNDINVESTIGATION FOR EARTHWORKS1. INTRODUCTIONThe investigation and re-use evaluation of many Irish boulder clay soils presents difficulties for both the geotechnical engineer and the road design engineer. These glacial till or boulder clay soils are mainly of low plasticity and have particle sizes ranging from clay to boulders. Most of our boulder clay soils contain varying proportions of sand, gravel,cobbles and boulders in a clay or silt matrix. The amount of fines governs their behaviour and the silt content makes it very weather susceptible. Moisture contents can be highly variable ranging from as low as 7% for the hard grey black Dublin boulder clay up to 20-25% for Midland, South-West and North-West light grey boulder clay deposits. The ability of boulder clay soils to take-in free water is well established and poor planning of earthworks often amplifies this.The fine soil constituents are generally sensitive to small increases in moisture content which often lead to loss in strength and render the soils unsuitable for re-use as engineering fill. Many of our boulder clay soils (especially those with intermediate type silts and fine sand matrix) have been rejected at the selection stage, but good planning shows that they can in fact fulfil specification requirements in terms of compaction and strength.The selection process should aim to maximise the use of locally available soils and with careful evaluation it is possible to use or incorporate ‘poor or marginal soils’ within fill areas and embankments. Fill material needs to be placed at a moisture content such that it is neither too wet to be stable and trafficable or too dry to be properly compacted.High moisture content / low strength boulder clay soils can be suitable for use as fill in low height embankments (i.e. 2 to 2.5m) but not suitable for trafficking by earthwork plant without using a geotextile separator and granular fill capping layer. Hence, it is vital that the earthworks contractor fully understands the handling properties of the soils, as for many projects this is effectively governed by the trafficability of earthmoving equipment.2. TRADITIONAL GROUND INVESTIGATION METHODSFor road projects, a principal aim of the ground investigation is to classify the suitability of the soils in accordance with Table 6.1 from Series 600 of the NRA Specification for Road Works (SRW), March 2000. The majority of current ground investigations for road works includes a combination of the following to give the required geotechnical data:▪Trial pits▪Cable percussion boreholes▪Dynamic probing▪Rotary core drilling▪In-situ testing (SPT, variable head permeability tests, geophysical etc.)▪Laboratory testingThe importance of ‘phasing’ the fieldwork operations cannot be overstressed, particularly when assessing soil suitability from deep cut areas. Cable percussion boreholes are normally sunk to a desired depth or ‘refusal’ with disturbed and un disturbed samples recovered at 1.00m intervals or change of strata.In many instances, cable percussion boring is unable to penetrate through very stiff, hard boulder clay soils due to cobble, boulder obstructions. Sample disturbance in boreholes should be prevented and loss of fines is common, invariably this leads to inaccurate classification. Trial pits are considered more appropriate for recovering appropriate size samples and for observing the proportion of clasts to matrix and sizes of cobbles, boulders. Detailed and accurate field descriptions are therefore vital for cut areas and trial pits provide an opportunity toexamine the soils on a larger scale than boreholes. Trial pits also provide an insight on trench stability and to observe water ingress and its effects.A suitably experienced geotechnical engineer or engineering geologist should supervise the trial pitting works and recovery of samples. The characteristics of the soils during trial pit excavation should be closely observed as this provides information on soil sensitivity, especially if water from granular zones migrates into the fine matrix material. Very often, the condition of soil on the sides of an excavation provides a more accurate assessment of its in-situ condition.3. ENGINEERING PERFORMANCE TESTING OF SOILSLaboratory testing is very much dictated by the proposed end-use for the soils. The engineering parameters set out in Table 6.1 pf the NRA SRW include a combination of the following:▪Moisture content▪Particle size grading▪Plastic Limit▪CBR▪Compaction (relating to optimum MC)▪Remoulded undrained shear strengthA number of key factors should be borne in mind when scheduling laboratory testing:▪Compaction / CBR / MCV tests are carried out on < 20mm size material.▪Moisture content values should relate to < 20mm size material to provide a valid comparison.▪Pore pressures are not taken into account during compaction and may vary considerably between laboratory and field.▪Preparation methods for soil testing must be clearly stipulated and agreed with the designated laboratory.Great care must be taken when determining moisture content of boulder clay soils. Ideally, the moisture content should be related to the particle size and have a corresponding grading analysis for direct comparison, although this is not always practical.In the majority of cases, the MCV when used with compaction data is considered to offer the best method of establishing (and checking) the suitability characteristics of a boulder clay soil. MCV testing during trial pitting is strongly recommended as it provides a rapid assessment of the soil suitability directly after excavation. MCV calibration can then be carried out in the laboratory at various moisture content increments. Sample disturbance can occur during transportation to the laboratory and this can have a significant impact on the resultant MCV’s.IGSL has found large discrepancies when performing MCV’s in the field on low plasticity boulder clays with those carried out later in the laboratory (2 to 7 days). Many of the aforementioned low plasticity boulder clay soils exhibit time dependant behaviour with significantly different MCV’s recorded at a later date – increased values can be due to the drainage of the material following sampling, transportation and storage while dilatancy and migration of water from granular lenses can lead to deterioration and lower values.This type of information is important to both the designer and earthworks contractor as it provides an opportunity to understand the properties of the soils when tested as outlined above. It can also illustrate the advantages of pre-draining in some instances. With mixed soils, face excavation may be necessary to accelerate drainage works.CBR testing of boulder clay soils also needs careful consideration, mainly with the preparation method employed. Design engineers need to be aware of this, as it can have an order of magnitude difference in results. Static compaction of boulder clay soils is advised as compaction with the 2.5 or 4.5kg rammer often leads to high excess pore pressures being generated –hence very low CBR values can result. Also, curing of compacted boulder clay samples is important as this allows excess pore water pressures to dissipate.4. ENGINEERING CLASSIFICATION OF SOILSIn accordance with the NRA SRW, general cohesive fill is categorised in Table 6.1 as follows:▪2A Wet cohesive▪2B Dry cohesive▪2C Stony cohesive▪2D Silty cohesiveThe material properties required for acceptability are given and the design engineer then determines the upper and lower bound limits on the basis of the laboratory classification and engineering performance tests. Irish boulder clay soils are predominantly Class 2C.Clause 612 of the SRW sets out compaction methods. Two procedures are available:▪Method Compaction▪End-Product CompactionEnd product compaction is considered more practical, especially when good compaction control data becomes available during the early stages of an earthworks contract. A minimum Target Dry Density (TDD) is considered very useful for the contractor to work with as a means ofchecking compaction quality. Once the material has been approved and meets the acceptability limits, then in-situ density can be measured, preferably by nuclear gauge or sand replacement tests where the stone content is low.As placing and compaction of the fill progresses, the in-situ TDD can be checked and non-conforming areas quickly recognised and corrective action taken. This process requires the design engineer to review the field densities with the laboratory compaction plots and evaluate actual with ‘theoretical densities’.5. SUPPLEMENTARY GROUND INVESTIGATION METHODS FOR EARTHWORKSThe more traditional methods and procedures have been outlined in Section 2. The following are examples of methods which are believed to enhance ground investigation works for road projects:▪Phasing the ground investigation works, particularly the laboratory testing▪Excavation & sampling in deep trial pits▪Large diameter high quality rotary core drilling using air-mist or polymer gel techniques译文：土方工程的地基勘察与施工1、引言许多爱尔兰含砾粘土的勘察与再利用评价使岩土工程师与道路工程师感到为难。

专业英语翻译 subsoils and foundation

Loadings in buildings consist of the combined dead and imposed loads which exert a downward pressure upon the soil on which the structure is founded and this in turn promotes a reactive force in the form of an upward pressure from the soil. The structure is in effect sandwiched between these opposite pressures and the design of the building must be able to resist the resultant stresses set up within the structural members and the general building fabric. The supporting subsoil must be able to develop sufficient reactive force to give stability to the structure to prevent failure due to unequal settlement and to prevent failure of the subsoil due to shear. To enable a designer to select, design and detail a suitable foundation he (she) must have adequate data regarding the nature of the soil on which the structure will be founded and this is normally obtained from a planned soil investigation programmer.作用在建筑物上的恒荷载和外加荷载，会给建筑结构所处的地基土体施加一个向下的力，反过来，地基土也会产生一个向上的反作用力（作用到建筑结构上）建筑结构在反作用力的作用下必须是（完好的）有效的，建筑设计（必须考虑）能够抵抗来自建筑结构构件和普通房屋结构的合应力。

地基英文介绍

地基英文介绍Foundation, also known as footing, is an essential part of any construction project. It is the lowermost and supporting part of a structure, which transfers the weight of the building to the ground. The foundation provides stability, prevents settling, and protects the structure against moisture and other external factors.There are various types of foundations, including shallow and deep foundations. Shallow foundations are commonly used for smaller structures and are constructed close to the ground surface. They distribute the weight of the building evenly to the soil beneath. Some popular types of shallow foundations are strip foundations, raft foundations, and pad foundations.Deep foundations, on the other hand, are used when the soil near the surface cannot support the weight of the building. They need to reach deeper and rely on the stronger soil layers underneath. Pile foundations and caisson foundations are two examples of deep foundations. Pile foundations are made up of long, slender piles that are driven deep into the ground. Caisson foundations are large, hollow structures that are sunk into the ground and filled with concrete.The process of building a foundation involves several steps. First, the area is cleared of any vegetation or debris. Then, the soil is excavated to the required depth and compacted to ensure stability. Next, formwork is put in place to shape the foundation. Reinforcement bars are added, and concrete is poured into the formwork. The concrete is then cured and allowed to harden, forming a solid base for the structure.In addition to providing stability, the foundation also plays a crucial role in insulation and waterproofing. Special attention is given to ensuring that the foundation is properly insulated to prevent heat loss and maintain a comfortable indoor temperature. Waterproofing techniques are also applied to protect against water infiltration and moisture damage.Overall, the foundation is a critical component of any construction project. It provides a solid base for the structure, ensures stability, and protects against various environmental factors. A well-designed and properly constructed foundation is essential for the long-term durability and safety of any building.。

(完整版)土木工程毕业设计外文文献翻译

外文文献翻译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 concrete produced 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 placeduring 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 shapeand 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 for surfaces 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 forhomogeneous 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 fails suddenly-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 probable loads 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。

土木工程毕业设计外文翻译最终中英文

7 Rigid-Frame StructuresA rigid-frame high-rise structure typically comprises parallel or orthogonally arranged bents consisting of columns and girders with moment resistant joints. Resistance to horizontal loading is provided by the bending resistance of the columns, girders, and joints. The continuity of the frame also contributes to resisting gravity loading, by reducing the moments in the girders.The advantages of a rigid frame are the simplicity and convenience of its rectangular form.Its unobstructed arrangement, clear of bracing members and structural walls, allows freedom internally for the layout and externally for the fenestration. Rigid frames are considered economical for buildings of up to' about25 stories, above which their drift resistance is costly to control. If, however,a rigid frame is combined with shear walls or cores, the resulting structure is very much stiffer so that its height potential may extend up to 50 stories or more. A flat plate structure is very similar to a rigid frame, but with slabs replacing the girders As with a rigid frame, horizontal and vertical loadings are resisted in a flat plate structure by the flexural continuity between the vertical and horizontal components.As highly redundant structures, rigid frames are designed initially on the basis of approximate analyses, after which more rigorous analyses and checks can be made. The procedure may typically include the following stages:1. Estimation of gravity load forces in girders and columns by approximate method.2. Preliminary estimate of member sizes based on gravity load forces witharbitrary increase in sizes to allow for horizontal loading.3. Approximate allocation of horizontal loading to bents and preliminary analysisof member forces in bents.4. Check on drift and adjustment of member sizes if necessary.5. Check on strength of members for worst combination of gravity and horizontalloading, and adjustment of member sizes if necessary.6. Computer analysis of total structure for more accurate check on memberstrengths and drift, with further adjustment of sizes where required. This stage may include the second-order P-Delta effects of gravity loading on the member forces and drift..7. Detailed design of members and connections.This chapter considers methods of analysis for the deflections and forces for both gravity and horizontal loading. The methods are included in roughly the order of the design procedure, with approximate methods initially and computer techniques later. Stability analyses of rigid frames are discussed in Chapter 16.7.1 RIGID FRAME BEHAVIORThe horizontal stiffness of a rigid frame is governed mainly by the bending resistance of the girders, the columns, and their connections, and, in a tall frame, by the axial rigidity of the columns. The accumulated horizontal shear above any story of a rigid frame is resisted by shear in the columns of that story (Fig. 7.1). The shear causes the story-height columns to bend in double curvature with points of contraflexure at approximately mid-story-height levels. The moments applied to a joint from the columns above and below are resisted by the attached girders, which also bend in double curvature, with points of contraflexure at approximately mid-span. These deformations of the columns and girders allow racking of the frame and horizontal deflection in each story. The overall deflected shape of a rigid frame structure due to racking has a shear configuration with concavity upwind, a maximum inclination near the base, and a minimum inclination at the top, as shown in Fig.7.1.The overall moment of the external horizontal load is resisted in each story level by the couple resulting from the axial tensile and compressive forces in the columns on opposite sides of the structure (Fig. 7.2). The extension and shortening of the columns cause overall bending and associated horizontal displacements of the structure. Because of the cumulative rotation up the height, the story drift due to overall bending increases with height, while that due to racking tends to decrease. Consequently the contribution to story drift from overall bending may, in. the uppermost stories, exceed that from racking. The contribution of overall bending to the total drift, however, will usually not exceed 10% of that of racking, except in very tall, slender,, rigid frames. Therefore the overall deflected shape of a high-rise rigid frame usually has a shear configuration.The response of a rigid frame to gravity loading differs from a simply connected frame in the continuous behavior of the girders. Negative moments are induced adjacent to the columns, and positive moments of usually lesser magnitude occur in the mid-span regions. The continuity also causes the maximum girder moments to be sensitive to the pattern of live loading. This must be considered when estimating the worst moment conditions. For example, the gravity load maximum hogging momentadjacent to an edge column occurs when live load acts only on the edge span and alternate other spans, as for A in Fig. 7.3a. The maximum hogging moments adjacent to an interior column are caused, however, when live load acts only on the spans adjacent to the column, as for B in Fig. 7.3b. The maximum mid-span sagging moment occurs when live load acts on the span under consideration, and alternate other spans, as for spans AB and CD in Fig. 7.3a.The dependence of a rigid frame on the moment capacity of the columns for resisting horizontal loading usually causes the columns of a rigid frame to be larger than those of the corresponding fully braced simply connected frame. On the other hand, while girders in braced frames are designed for their mid-span sagging moment, girders in rigid frames are designed for the end-of-span resultant hogging moments, which may be of lesser value. Consequently, girders in a rigid frame may be smaller than in the corresponding braced frame. Such reductions in size allow economy through the lower cost of the girders and possible reductions in story heights. These benefits may be offset, however, by the higher cost of the more complex rigid connections.7.2 APPROXIMATE DETERMINATION OF MEMBER FORCES CAUSED BY GRAVITY LOADSIMGA rigid frame is a highly redundant structure; consequently, an accurate analysis can be made only after the member sizes are assigned. Initially, therefore, member sizes are decided on the basis of approximate forces estimated either by conservative formulas or by simplified methods of analysis that are independent of member properties. Two approaches for estimating girder forces due to gravity loading are given here.7.2.1 Girder Forces—Code Recommended ValuesIn rigid frames with two or more spans in which the longer of any two adjacent spans does not exceed the shorter by more than 20 %, and where the uniformly distributed design live load does not exceed three times the dead load, the girder moment and shears may be estimated from Table 7.1. This summarizes the recommendations given in the Uniform Building Code [7.1]. In other cases a conventional moment distribution or two-cycle moment distribution analysis should be made for a line of girders at a floor level.7.2.2 Two-Cycle Moment Distribution [7.2].This is a concise form of moment distribution for estimating girder moments in a continuous multibay span. It is more accurate than the formulas in Table 7.1, especially for cases of unequal spans and unequal loading in different spans.The following is assumed for the analysis:1. A counterclockwise restraining moment on the end of a girder is positive anda clockwise moment is negative.2. The ends of the columns at the floors above and below the considered girder are fixed.3. In the absence of known member sizes, distribution factors at each joint aretaken equal to 1 /n, where n is the number of members framing into the joint in the plane of the frame.Two-Cycle Moment Distribution—Worked Example. The method is demonstrated by a worked example. In Fig, 7.4, a four-span girder AE from a rigid-frame bent is shown with its loading. The fixed-end moments in each span are calculated for dead loading and total loading using the formulas given in Fig, 7.5. The moments are summarized in Table 7.2.The purpose of the moment distribution is to estimate for each support the maximum girder moments that can occur as a result of dead loading and pattern live loading.A different load combination must be considered for the maximum moment at each support, and a distribution made for each combination.The five distributions are presented separately in Table 7.3, and in a combined form in Table 7.4. Distributions a in Table 7.3 are for the exterior supports A and E. For the maximum hogging moment at A, total loading is applied to span AB with dead loading only on BC. The fixed-end moments are written in rows 1 and 2. In this distribution only .the resulting moment at A is of interest. For the first cycle, joint B is balanced with a correcting moment of - (-867 + 315)/4 = - U/4 assigned to M BA where U is the unbalanced moment. This is not recorded, but half of it, ( - U/4)/2, is carried over to M AB. This is recorded in row 3 and then added to the fixed-end moment and the result recorded in row 4.The second cycle involves the release and balance of joint A. The unbalanced moment of 936 is balanced by adding -U/3 = -936/3 = -312 to M BA (row 5), implicitly adding the same moment to the two column ends at A. This completes the second cycle of the distribution. The resulting maximum moment at A is then given by the addition of rows 4 and 5, 936 - 312 = 624. The distribution for the maximum moment at E follows a similar procedure.Distribution b in Table 7.3 is for the maximum moment at B. The most severe loading pattern for this is with total loading on spans AB and BC and dead load only on CD. The operations are similar to those in Distribution a, except that the T first cycle involves balancing the two adjacent joints A and C while recording only their carryover moments to B. In the second cycle, B is balanced by adding - (-1012 + 782)/4 = 58 to each side of B. The addition of rows 4 and 5 then gives the maximum hogging moments at B. Distributions c and d, for the moments at joints C and D, follow patterns similar to Distribution b.The complete set of operations can be combined as in Table 7.4 by initially recording at each joint the fixed-end moments for both dead and total loading. Then the joint, or joints, adjacent to the one under consideration are balanced for the appropriate combination of loading, and carryover moments assigned .to the considered joint and recorded. The joint is then balanced to complete the distribution for that support.Maximum Mid-Span Moments. The most severe loading condition for a maximum mid-span sagging moment is when the considered span and alternate other spans and total loading. A concise method of obtaining these values may be included in the combined two-cycle distribution, as shown in Table 7.5. Adopting the convention that sagging moments at mid-span are positive, a mid-span total; loading moment is calculated for the fixed-end condition of each span and entered in the mid-span column of row 2. These mid-span moments must now be corrected to allow for rotation of the joints. This is achieved by multiplying the carryover moment, row 3, at the left-hand end of the span by (1 + 0.5 D.F. )/2, and the carryover moment at the right-hand end by -(1 + 0.5 D.F.)/2, where D.F. is the appropriate distribution factor, and recording the results in the middle column. For example, the carryover to the mid-span of AB from A = [(1 + 0.5/3)/2] x 69 = 40 and from B = -[(1+ 0.5/4)/2] x (-145) = 82. These correction moments are then added to the fixed-end mid-span moment to give the maximum mid-span sagging moment, that is, 733 + 40 + 82 = 855.7.2.3 Column ForcesThe gravity load axial force in a column is estimated from the accumulated tributary dead and live floor loading above that level, with reductions in live loading as permitted by the local Code of Practice. The gravity load maximum column moment is estimated by taking the maximum difference of the end moments in the connected girders and allocating it equally between the column ends just above and below the joint. To this should be added any unbalanced moment due to eccentricity of the girderconnections from the centroid of the column, also allocated equally between the column ends above and below the joint.第七章框架结构高层框架结构一般由平行或正交布置的梁柱结构组成，梁柱结构是由带有能承担弯矩作用节点的梁、柱组成。

地基专业外语作业

Failed cases
There is only one "The Leaning Tower of Pisa " in the word,at most of time ,failed foundation always brings serious loss.
How to design?
• To make the foundation safe enough,when designing, what we should consider are as follows: →→：Pressure on the bottom of foundation less than its permissible value. →→:Settling amount of the building less than its permissible distortion value. →→:Ensuring the foundation has no danger of slip.
Successful cases
Failed cases----The Leaning Tower of Pisa
The Leaning Tower of Pisa is one of the most famous towers in the word.It has attracted countless people in past hundreds of years. We do agree that it is a peculiar sight spot,but from the view of building engineer,it just a failed building because its failed foundation.