土木工程外文翻译
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。
土木工程 外文资料翻译(通用)
淮阴工学院毕业设计外文资料翻译学院：建筑工程学院专业：土木工程（路桥方向）姓名：石洋学号：1081401526外文出处：工程力学杂志(用外文写)Journal of Engineering Mechanics 附件： 1.外文资料翻译译文；2.外文原文。
注：请将该封面与附件装订成册。
附件1：外文资料翻译译文Timoshenko 和剪切模型梁的动力学研究Noël Challamel1摘要：古典Timoshenko 梁模型和剪切梁模型常用于建筑行为模型都剪稳定性或动态分析。
该技术关注的是两种模型间的大量弯曲剪切刚度值的问题。
这是以两种模型分析研究了简支梁。
获得大量弯曲剪切刚度值的渐进解。
在一般情况下，实验在考虑大弯剪刚度值参数时证明该剪切梁模型不能从Timoshenko 模型中推断出来，这只是达到特定的几何参数在目前的例子。
作为结论，剪切模型的能力近似Timoshenko 模型，因为大量弯曲剪切刚度参数是坚定的依赖于横截面在边界状态下的材料和几何特性。
关键词：横波，结构力学，动态模型，脑电图仪，比较研究。
引言：经典的Timoshenko 梁模型和剪切梁模型经常被用来模拟建筑物的剪切稳定性和动态特性。
该技术关注的是两种模型间的大量弯曲剪切刚度值的问题。
2004年Aristizabal-Ochoa 通过考虑大量无维参数来比较这两种模型出一种关系，屈服于剪切刚度参数。
这项科学证据表明一个简单的例子这个参数可能不足以联系这两种理论。
Timoshenko 模型动态方程： Timoshenko 模型的控制方程是：x∂θ∂EI -)θ-x ∂y ∂(G A -t ∂θ∂r m 0x∂θ∂G A x ∂y ∂G A -t ∂∂m 22S 222S 22S 2y 2==+ (1) 这种横梁只在杨氏模量和横断面剪切模量下用均匀的弹性材料制成的。
它的横向的横截面是带有一个用A S 和一个重要的惯性矩表示的有效的剪切区域双重对称的I =Ar 2。
土木工程专业英语带译文
Chapter 6
If a material with high strength in tension, such as steel, is placed in concrete, then the composite material, reinforced concrete, resists not only compression but also bending and other direct tensile actions. A reinforced concrete section where the concrete resists the compression and steel resists the tension can be made into almost any shape and size for the construction industry.
6. —We shall finish the civil work by the end of the year. 在年底前我们将完成土建工作。 —Cement steel and timber are the most important construction materials used in civil engineering. 水泥、钢材和木材是土建工程中最重要的建筑材料。 7. These are the anchor bolts (rivets, unfinished bolts, high-strength structural bolts) for the structure. 这是用于结构的锚定螺栓（铆钉、粗制螺栓、高强度结构用螺栓）。
Chapter 6
Chapter 6 Reinforced Concrete
土木工程外文翻译-原文
外文原文Response of a reinforced concrete infilled-frame structure to removal of twoadjacent columnsMehrdad Sasani_Northeastern University, 400 Snell Engineering Center, Boston, MA 02115, UnitedStatesReceived 27 June 2007; received in revised form 26 December 2007; accepted 24January 2008Available online 19 March 2008AbstractThe response of Hotel San Diego, a six-story reinforced concrete infilled-frame structure, is evaluated following the simultaneous removal of two adjacent exterior columns. Analytical models of the structure using the Finite Element Method as well as the Applied Element Method are used to calculate global and local deformations. The analytical results show good agreement with experimental data. The structure resisted progressive collapse with a measured maximum vertical displacement of only one quarter of an inch (6.4 mm). Deformation propagation over the height of the structure and the dynamic load redistribution following the column removal are experimentally and analytically evaluated and described. The difference between axial and flexural wave propagations is discussed. Three-dimensional Vierendeel (frame) action of the transverse and longitudinal frames with the participation of infill walls is identified as the major mechanism for redistribution of loads in the structure. The effects of two potential brittle modes of failure (fracture of beam sections without tensile reinforcement and reinforcing bar pull out) are described. The response of the structure due to additional gravity loads and in the absence of infill walls is analytically evaluated.c 2008 Elsevier Ltd. All rights reserved.Keywords: Progressive collapse; Load redistribution; Load resistance; Dynamic response; Nonlinear analysis; Brittle failure1.IntroductionThe principal scope of specifications is to provide general principles and computation al methods in order to verify safety of structures. The “ safety factor ”, which accor ding to modern trends is independent of the nature and combination of the materials u sed, can usually be defined as the ratio between the conditions. This ratio is also prop ortional to the inverse of the probability ( risk ) of failure of the structure.Failure has to be considered not only as overall collapse of the structure but also as un serviceability or, according to a more precise. Common definition. As the reaching of a “ limit state ” which causes the construction not to accomplish the task it was desi gned for. There are two categories of limit state :(1)Ultimate limit sate, which corresponds to the highest value of the load-bearing cap acity. Examples include local buckling or global instability of the structure; failure of some sections and subsequent transformation of the structure into a mechanism; failure by fatigue; elastic or plastic deformation or creep that cause a substantial change of t he geometry of the structure; and sensitivity of the structure to alternating loads, to fire and to explosions.(2)Service limit states, which are functions of the use and durability of the structure. E xamples include excessive deformations and displacements without instability; early o r excessive cracks; large vibrations; and corrosion.Computational methods used to verify structures with respect to the different safety co nditions can be separated into:(1)Deterministic methods, in which the main parameters are considered as nonrandom parameters.(2)Probabilistic methods, in which the main parameters are considered as random para meters.Alternatively, with respect to the different use of factors of safety, computational meth ods can be separated into:(1)Allowable stress method, in which the stresses computed under maximum loads are compared with the strength of the material reduced by given safety factors.(2)Limit states method, in which the structure may be proportioned on the basis of its maximum strength. This strength, as determined by rational analysis, shall not be less than that required to support a factored load equal to the sum of the factored live load and dead load ( ultimate state ).The stresses corresponding to working ( service ) conditions with unfactored live and dead loads are compared with prescribed values ( service limit state ) . From the four possible combinations of the first two and second two methods, we can obtain some u seful computational methods. Generally, two combinations prevail:(1)deterministic methods, which make use of allowable stresses. (2)Probabilistic meth ods, which make use of limit states.The main advantage of probabilistic approaches is that, at least in theory, it is possible to scientifically take into account all random factors of safety, which are then combin ed to define the safety factor. probabilistic approaches depend upon :(1) Random distribution of strength of materials with respect to the conditions of fabri cation and erection ( scatter of the values of mechanical properties through out the str ucture ); (2) Uncertainty of the geometry of the cross-section sand of the structure ( fa ults and imperfections due to fabrication and erection of the structure );(3) Uncertainty of the predicted live loads and dead loads acting on the structure; (4)U ncertainty related to the approximation of the computational method used ( deviation of the actual stresses from computed stresses ). Furthermore, probabilistic theories me an that the allowable risk can be based on several factors, such as :(1) Importance of the construction and gravity of the damage by its failure; (2)Numbe r of human lives which can be threatened by this failure; (3)Possibility and/or likeliho od of repairing the structure; (4) Predicted life of the structure. All these factors are rel ated to economic and social considerations such as：(1) Initial cost of the construction;(2) Amortization funds for the duration of the construction;(3) Cost of physical and material damage due to the failure of the construction;(4) Adverse impact on society;(5) Moral and psychological views.The definition of all these parameters, for a given safety factor, allows constructio n at the optimum cost. However, the difficulty of carrying out a complete probabilistic analysis has to be taken into account. For such an analysis the laws of the distribution of the live load and its induced stresses, of the scatter of mechanical properties of mat erials, and of the geometry of the cross-sections and the structure have to be known. F urthermore, it is difficult to interpret the interaction between the law of distribution of strength and that of stresses because both depend upon the nature of the material, on t he cross-sections and upon the load acting on the structure. These practical difficulties can be overcome in two ways. The first is to apply different safety factors to the mate rial and to the loads, without necessarily adopting the probabilistic criterion. The seco nd is an approximate probabilistic method which introduces some simplifying assump tions ( semi-probabilistic methods ) . As part of mitigation programs to reduce the likelihood of mass casualties following local damage in structures, the General Services Administration [1] and the Department of Defense [2] developed regulations to evaluate progressive collapse resistance of structures. ASCE/SEI 7 [3] defines progressive collapse as the spread of an initial local failure from element to element eventually resulting in collapse of an entire structure or a disproportionately large part of it. Following the approaches proposed by Ellinwood and Leyendecker [4], ASCE/SEI 7 [3] defines two general methods for structural design of buildings to mitigate damage due to progressive collapse: indirect and direct design methods. General building codes and standards [3,5] use indirect design by increasing overall integrity of structures. Indirect design is also used in DOD [2]. Although the indirect design method can reduce the risk of progressive collapse [6,7] estimation of post-failure performance of structures designed based on such a method is not readily possible. One approach based on direct design methods to evaluate progressive collapse of structures is to study the effects of instantaneous removal of load-bearing elements, such as columns. GSA [1] and DOD [2] regulations require removal of one load bearing element. These regulations are meant to evaluate general integrity of structures and their capacity of redistributing the loads following severe damage to only one element. While such an approach provides insight as to the extent to which the structures are susceptible to progressive collapse, in reality, the initial damage can affect more than just one column. In this study, using analytical results that are verified against experimental data, the progressive collapse resistance of the Hotel San Diego is evaluated, following the simultaneous explosion (sudden removal) of two adjacent columns, one of which was a corner column. In order to explode the columns, explosives were inserted into predrilled holes in the columns. The columns were then well wrapped with a few layers of protective materials. Therefore, neither air blast nor flying fragments affected the structure.2. Building characteristicsHotel San Diego was constructed in 1914 with a south annex added in 1924. The annex included two separate buildings. Fig. 1 shows a south view of the hotel. Note that in the picture, the first and third stories of the hotel are covered with black fabric. The six story hotel had a non-ductile reinforced concrete (RC) frame structure with hollow clay tile exterior infill walls. The infills in the annex consisted of two withes (layers) of clay tiles with a total thickness of about 8 in (203 mm). The height of the first floor was about 190–800 (6.00 m). The height of other floors and that of the top floor were 100–600 (3.20 m) and 160–1000 (5.13 m), respectively. Fig. 2 shows the second floor of one of the annex buildings. Fig. 3 shows a typical plan of this building, whose response following the simultaneous removal (explosion) of columns A2 and A3 in the first (ground) floor is evaluated in this paper. The floor system consisted of one-way joists running in the longitudinal direction (North–South), as shown in Fig. 3. Based on compression tests of two concrete samples, the average concrete compressive strength was estimated at about 4500 psi (31 MPa) for a standard concrete cylinder. The modulus of elasticity of concrete was estimated at 3820 ksi (26 300 MPa) [5]. Also, based on tension tests of two steel samples having 1/2 in (12.7 mm) square sections, the yield and ultimate tensile strengths were found to be 62 ksi (427 MPa) and 87 ksi (600 MPa), respectively. The steel ultimate tensile strain was measured at 0.17. The modulus of elasticity of steel was set equal to 29 000 ksi (200000 MPa). The building was scheduled to be demolished by implosion. As part of the demolition process, the infill walls were removed from the first and third floors. There was no live load in the building. All nonstructural elements including partitions, plumbing, and furniture were removed prior to implosion. Only beams, columns, joist floor and infill walls on the peripheralbeams were present.3. SensorsConcrete and steel strain gages were used to measure changes in strains of beams and columns. Linear potentiometers were used to measure global and local deformations. The concrete strain gages were 3.5 in (90 mm) long having a maximum strain limit of ±0.02. The steel strain gages could measure up to a strain of ±0.20. The strain gages could operate up to a several hundred kHz sampling rate. The sampling rate used in the experiment was 1000 Hz. Potentiometers were used to capture rotation (integral of curvature over a length) of the beam end regions and global displacement in the building, as described later. The potentiometers had a resolution of about 0.0004 in (0.01 mm) and a maximum operational speed of about 40 in/s (1.0 m/s), while the maximum recorded speed in the experiment was about 14 in/s (0.35m/s).4. Finite element modelUsing the finite element method (FEM), a model of the building was developed in the SAP2000 [8] computer program. The beams and columns are modeled with Bernoulli beam elements. Beams have T or L sections with effective flange width on each side of the web equal to four times the slab thickness [5]. Plastic hinges are assigned to all possible locations where steel bar yielding can occur, including the ends of elements as well as the reinforcing bar cut-off and bend locations. The characteristics of the plastic hinges are obtained using section analyses of the beams and columns and assuming a plastic hinge length equal to half of the section depth. The current version of SAP2000 [8] is not able to track formation of cracks in the elements. In order to find the proper flexural stiffness of sections, an iterative procedure is used as follows. First, the building is analyzed assuming all elements are uncracked. Then, moment demands in the elements are compared with their cracking bending moments, Mcr . The moment of inertia of beam and slab segments are reduced by a coefficient of 0.35 [5], where the demand exceeds the Mcr. The exteriorbeam cracking bending moments under negative and positive moments, are 516 k in (58.2 kN m) and 336 k in (37.9 kN m), respectively. Note that no cracks were formed in the columns. Then the building is reanalyzed and moment diagrams are re-evaluated. This procedure is repeated until all of the cracked regions are properly identified and modeled.The beams in the building did not have top reinforcing bars except at the end regions (see Fig. 4). For instance, no top reinforcement was provided beyond the bend in beam A1–A2, 12 inches away from the face of column A1 (see Figs. 4 and 5). To model the potential loss of flexural strength in those sections, localized crack hinges were assigned at the critical locations where no top rebar was present. Flexural strengths of the hinges were set equal to Mcr. Such sections were assumed to lose their flexural strength when the imposed bending moments reached Mcr.The floor system consisted of joists in the longitudinal direction (North–South). Fig. 6 shows the cross section of a typical floor. In order to account for potential nonlinear response of slabs and joists, floors are molded by beam elements. Joists are modeled with T-sections, having effective flange width on each side of the web equal to four times the slab thickness [5]. Given the large joist spacing between axes 2 and 3, two rectangular beam elements with 20-inch wide sections are used between the joist and the longitudinal beams of axes 2 and 3 to model the slab in the longitudinal direction. To model the behavior of the slab in the transverse direction, equally spaced parallel beams with 20-inch wide rectangular sections are used. There is a difference between the shear flow in the slab and that in the beam elements with rectangular sections modeling the slab. Because of this, the torsional stiffness is setequal to one-half of that of the gross sections [9].The building had infill walls on 2nd, 4th, 5th and 6th floors on the spandrel beamswith some openings (i.e. windows and doors). As mentioned before and as part of the demolition procedure, the infill walls in the 1st and 3rd floors were removed before the test. The infill walls were made of hollow clay tiles, which were in good condition. The net area of the clay tiles was about 1/2 of the gross area. The in-plane action of the infill walls contributes to the building stiffness and strength and affects the building response. Ignoring the effects of the infill walls and excluding them in the model would result in underestimating the building stiffness and strength.Using the SAP2000 computer program [8], two types of modeling for the infills are considered in this study: one uses two dimensional shell elements (Model A) and the other uses compressive struts (Model B) as suggested in FEMA356 [10] guidelines.4.1. Model A (infills modeled by shell elements)Infill walls are modeled with shell elements. However, the current version of the SAP2000 computer program includes only linear shell elements and cannot account for cracking. The tensile strength of the infill walls is set equal to 26 psi, with a modulus of elasticity of 644 ksi [10]. Because the formation ofcracks has a significant effect on the stiffness of the infill walls, the following iterative procedure is used to account for crack formation:(1) Assuming the infill walls are linear and uncracked, a nonlinear time history analysis is run. Note that plastic hinges exist in the beam elements and the segments of the beam elements where moment demand exceeds the cracking moment have a reduced moment of inertia.(2) The cracking pattern in the infill wall is determined by comparing stresses in the shells developed during the analysis with the tensile strength of infills.(3) Nodes are separated at the locations where tensile stress exceeds tensile strength. These steps are continued until the crack regions are properly modeled.4.2. Model B (infills modeled by struts)Infill walls are replaced with compressive struts as described in FEMA 356 [10] guidelines. Orientations of the struts are determined from the deformed shape of the structure after column removal and the location of openings.4.3. Column removalRemoval of the columns is simulated with the following procedure.(1) The structure is analyzed under the permanent loads and the internal forces are determined at the ends of the columns, which will be removed.(2) The model is modified by removing columns A2 and A3 on the first floor. Again the structure is statically analyzed under permanent loads. In this case, the internal forces at the ends of removed columns found in the first step are applied externally to the structure along with permanent loads. Note that the results of this analysis are identical to those of step 1.(3) The equal and opposite column end forces that were applied in the second step are dynamically imposed on the ends of the removed column within one millisecond [11] to simulate the removal of the columns, and dynamic analysis is conducted.4.4. Comparison of analytical and experimental resultsThe maximum calculated vertical displacement of the building occurs at joint A3 inthe second floor. Fig. 7 shows the experimental and analytical (Model A) vertical displacements of this joint (the AEM results will be discussed in the next section). Experimental data is obtained using the recordings of three potentiometers attached to joint A3 on one of their ends, and to the ground on the other ends. The peak displacements obtained experimentally and analytically (Model A) are 0.242 in (6.1 mm) and 0.252 in (6.4 mm), respectively, which differ only by about 4%. The experimental and analytical times corresponding to peak displacement are 0.069 s and 0.066 s, respectively. The analytical results show a permanent displacement of about 0.208 in (5.3 mm), which is about 14% smaller than the corresponding experimental value of 0.242 in (6.1 mm).Fig. 8 compares vertical displacement histories of joint A3 in the second floor estimated analytically based on Models A and B. As can be seen, modeling infills with struts (Model B) results in a maximum vertical displacement of joint A3 equal to about 0.45 in (11.4 mm), which is approximately 80% larger than the value obtained from Model A. Note that the results obtained from Model A are in close agreement with experimental results (see Fig. 7), while Model B significantly overestimates the deformation of the structure. If the maximum vertical displacement were larger, the infill walls were more severely cracked and the struts were more completely formed, the difference between the results of the two models (Models A and B) would be smaller.Fig. 9 compares the experimental and analytical (Model A) displacement of joint A2 in the second floor. Again, while the first peak vertical displacement obtained experimentally and analytically are in good agreement, the analytical permanent displacement under estimates the experimental value.Analytically estimated deformed shapes of the structure at the maximum vertical displacement based on Model A are shown in Fig. 10 with a magnification factor of 200. The experimentally measured deformed shape over the end regions of beamsA1–A2 and A3–B3 in the second floorare represented in the figure by solid lines. A total of 14 potentiometers were located at the top and bottom of the end regions of the second floor beams A1–A2 and A3–B3, which were the most critical elements in load redistribution. The beam top and corresponding bottom potentiometer recordings were used to calculate rotation between the sections where the potentiometer ends were connected. This was done by first finding the difference between the recorded deformations at the top and bottom of the beam, and then dividing the value by the distance (along the height of the beam section) between the two potentiometers. The expected deformed shapes between the measured end regions of the second floor beams are shown by dashed lines. As can be seen in the figures, analytically estimated deformed shapes of the beams are in good agreement with experimentally obtained deformed shapes.Analytical results of Model A show that only two plastic hinges are formed indicating rebar yielding. Also, four sections that did not have negative (top) reinforcement, reached cracking moment capacities and therefore cracked. Fig. 10 shows the locations of all the formed plastic hinges and cracks.。
土木工程专业英语词汇(整理版)
第一局部必须掌握，第二局部尽量掌握第一局部：1 Finite Element Method 有限单元法2 专业英语Specialty English3 水利工程Hydraulic Engineering4 土木工程Civil Engineering5 地下工程Underground Engineering6 岩土工程Geotechnical Engineering7 道路工程Road (Highway) Engineering8 桥梁工程Bridge Engineering9 隧道工程Tunnel Engineering10 工程力学Engineering Mechanics11 交通工程Traffic Engineering12 港口工程Port Engineering13 平安性safety17木结构timber structure18 砌体结构masonry structure19 混凝土结构concrete structure20 钢结构steelstructure21 钢-混凝土复合结构steel and concrete composite structure22 素混凝土plain concrete23 钢筋混凝土reinforced concrete24 钢筋rebar25 预应力混凝土pre-stressed concrete26 静定结构statically determinate structure27 超静定结构statically indeterminate structure28 桁架结构truss structure29 空间网架结构spatial grid structure30 近海工程offshore engineering31 静力学statics32运动学kinematics33 动力学dynamics34 简支梁simply supported beam35 固定支座fixed bearing36弹性力学elasticity37 塑性力学plasticity38 弹塑性力学elaso-plasticity39 断裂力学fracture Mechanics40 土力学soil mechanics41 水力学hydraulics42 流体力学fluid mechanics43 固体力学solid mechanics44 集中力concentrated force45 压力pressure46 静水压力hydrostatic pressure47 均布压力uniform pressure48 体力body force49 重力gravity 50 线荷载line load51 弯矩bending moment52 torque 扭矩53 应力stress54 应变stain55 正应力normal stress56 剪应力shearing stress57 主应力principal stress58 变形deformation59 内力internal force60 偏移量挠度deflection61 settlement 沉降62 屈曲失稳buckle63 轴力axial force64 允许应力allowable stress65 疲劳分析fatigue analysis66 梁beam67 壳shell68 板plate69 桥bridge70 桩pile71 主动土压力active earth pressure72 被动土压力passive earth pressure73 承载力load-bearing capacity74 水位water Height75 位移displacement76 结构力学structural mechanics77 材料力学material mechanics78 经纬仪altometer79 水准仪level80 学科discipline81 子学科sub-discipline82 期刊journal ,periodical83文献literature84 ISSN International Standard Serial Number 国际标准刊号85 ISBN International Standard Book Number 国际标准书号86 卷volume87 期number 88 专著monograph89 会议论文集Proceeding90 学位论文thesis, dissertation91 专利patent92 档案档案室archive93 国际学术会议conference94 导师advisor95 学位论文辩论defense of thesis96 博士研究生doctorate student97 研究生postgraduate98 EI Engineering Index 工程索引99 SCI Science Citation Index 科学引文索引100ISTP Index to Science and Technology Proceedings 科学技术会议论文集索引101 题目title102 摘要abstract103 全文full-text104 参考文献reference105 联络单位、所属单位affiliation106 主题词Subject107 关键字keyword108 ASCE American Society of Civil Engineers 美国土木工程师协会109 FHWA Federal Highway Administration 联邦公路总署110 ISO International Standard Organization111 解析方法analytical method112 数值方法numerical method113 计算computation114 说明书instruction第二局部：岩土工程专业词汇1.geotechnical engineering岩土工程2.foundation engineering根底工程3.soil, earth土4.soil mechanics土力学cyclic loading周期荷载unloading卸载reloading再加载viscoelastic foundation粘弹性地基viscous damping粘滞阻尼shear modulus剪切模量5.soil dynamics土动力学6.stress path应力路径7.numerical geotechanics 数值岩土力学二. 土的分类 1.residual soil残积土 groundwater level地下水位 2.groundwater 地下水 groundwater table地下水位 3.clay minerals粘土矿物 4.secondary minerals次生矿物 ndslides滑坡 6.bore hole columnar section钻孔柱状图 7.engineering geologic investigation工程地质勘察 8.boulder漂石 9.cobble卵石 10.gravel砂石 11.gravelly sand砾砂 12.coarse sand粗砂 13.medium sand中砂 14.fine sand细砂 15.silty sand粉土 16.clayey soil粘性土 17.clay粘土 18.silty clay粉质粘土 19.silt粉土 20.sandy silt砂质粉土 21.clayey silt粘质粉土 22.saturated soil饱和土 23.unsaturated soil非饱和土 24.fill (soil)填土 25.overconsolidated soil超固结土 26.normally consolidated soil正常固结土 27.underconsolidated soil欠固结土 28.zonal soil区域性土 29.soft clay软粘土 30.expansive (swelling) soil膨胀土 31.peat泥炭 32.loess黄土 33.frozen soil冻土 24.degree of saturation饱和度 25.dry unit weight干重度26.moist unit weight湿重度45.ISSMGE=International Society for Soil Mechanics and Ge otechnical Engineering 国际土力学与岩土工程学会四. 渗透性和渗流1.Darcy’s law 达西定律2.piping管涌3.flowing soil流土4.sand boiling砂沸5.flow net流网6.seepage渗透〔流〕7.leakage渗流8.seepage pressure渗透压力9.permeability渗透性10.seepage force渗透力11.hydraulic gradient水力梯度 12.coefficient of permeability 渗透系数五. 地基应力和变形1.soft soil软土2.(negative) skin friction of driven pile打入桩〔负〕摩阻力3.effective stress有效应力4.total stress总应力5.field vane shear strength十字板抗剪强度6.low activity低活性7.sensitivity灵敏度8.triaxial test三轴试验9.foundation design根底设计 10.recompaction再压缩11.bearing capacity承载力 12.soil mass土体13.contact stress (pressure)接触应力〔压力〕14.concentrated load集中荷载 15.a semi-infinite elastic solid 半无限弹性体 16.homogeneous均质 17.isotropic各向同性 18.strip footing条基 19.square spread footing方形独立根底20.underlying soil (stratum ,strata)下卧层〔土〕21.dead load =sustained load恒载持续荷载 22.live load活载 23.short –term transient load短期瞬时荷载24.long-term transient load长期荷载 25.reduced load折算荷载 26.settlement沉降 27.deformation变形 28.casing套管 29.dike=dyke堤〔防〕 30.clay fraction粘粒粒组 31.physical properties物理性质 32.subgrade路基 33.well-graded soil级配良好土 34.poorly-graded soil级配不良土 35.normal stresses正应力 36.shear stresses剪应力 37.principal plane主平面38.major (intermediate, minor) principal stress最大〔中、最小〕主应力 39.Mohr-Coulomb failure condition摩尔-库仑破坏条件 40.FEM=finite element method有限元法41.limit equilibrium method极限平衡法42.pore water pressure孔隙水压力43.preconsolidation pressure先期固结压力44.modulus of compressibility压缩模量45.coefficent of compressibility压缩系数46 pression index压缩指数 47.swelling index回弹指数 48.geostatic stress自重应力 49.additional stress附加应力 50.total stress总应力 51.final settlement最终沉降 52.slip line滑动线六. 基坑开挖与降水 1 excavation开挖〔挖方〕 2 dewatering 〔基坑〕降水 3 failure of foundation基坑失稳4 bracing of foundation pit基坑围护5 bottom heave=basal heave 〔基坑〕底隆起6 retaining wall挡土墙7 pore-pressure distribution孔压分布 8 dewatering method降低地下水位法 9 well point system 井点系统〔轻型〕 10 deep well point深井点 11 vacuum well point真空井点 12 braced cuts支撑围护 13 braced excavation支撑开挖 14 braced sheeting支撑挡板七. 深根底--deep foundation 1.pile foundation桩根底1)cast –in-place灌注桩 diving casting cast-in-place pile沉管灌注桩 bored pile钻孔桩 special-shaped cast-in-place pile机控异型灌注桩 piles set into rock嵌岩灌注桩 rammed bulb pile夯扩桩2)belled pier foundation钻孔墩根底 drilled-pier foundation 钻孔扩底墩 under-reamed bored pier3)precast concrete pile预制混凝土桩4)steel pile钢桩 steel pipe pile钢管桩 steel sheet pile钢板桩5)prestressed concrete pile预应力混凝土桩 prestressed concrete pipe pile预应力混凝土管桩 2.caisson foundation沉井〔箱〕 3.diaphragm wall地下连续墙截水墙 4.friction pile摩擦桩 5.end-bearing pile端承桩 6.shaft竖井；桩身 7.wave equation analysis波动方程分析 8.pile caps承台〔桩帽〕 9.bearing capacity of single pile 单桩承载力 teral pile load test单桩横向载荷试验 11.ultimate lateral resistance of single pile单桩横向极限承载力 12.static load test of pile单桩竖向静荷载试验 13.vertical allowable load capacity单桩竖向容许承载力 14.low pile cap低桩承台 15.high-rise pile cap高桩承台 16.vertical ultimate uplift resistance of single pile单桩抗拔极限承载力 17.silent piling静力压桩 18.uplift pile抗拔桩 19.anti-slide pile抗滑桩20.pile groups群桩 21.efficiency factor of pile groups群桩效率系数〔η〕22.efficiency of pile groups群桩效应 23.dynamic pile testing 桩基动测技术24.final set最后贯入度 25.dynamic load test of pile桩动荷载试验26.pile integrity test桩的完整性试验 27.pile head=butt桩头 28.pile tip=pile point=pile toe桩端〔头〕 29.pile spacing 桩距30.pile plan桩位布置图 31.arrangement of piles =pile layout 桩的布置32.group action群桩作用 33.end bearing=tip resistance桩端阻 34.skin(side) friction=shaft resistance桩侧阻35.pile cushion桩垫 36.pile driving(by vibration) 〔振动〕打桩 37.pile pulling test拔桩试验 38.pile shoe桩靴 39.pile noise打桩噪音 40.pile rig打桩机九. 固结consolidation1.Terzzaghi’s consolidation theory太沙基固结理论2.Barraon’s consolidation theory巴隆固结理论3.Biot’s consolidation theory比奥固结理论4.over consolidation ration (OCR)超固结比5.overconsolidation soil超固结土6.excess pore water pressure超孔压力7.multi-dimensional consolidation多维固结8.one-dimensional consolidation一维固结9.primary consolidation主固结10.secondary consolidation次固结11.degree of consolidation固结度 12.consolidation test固结试验 13.consolidation curve固结曲线 14.time factor Tv时间因子15.coefficient of consolidation固结系数16.preconsolidation pressure前期固结压力17.principle of effective stress有效应力原理18.consolidation under K0 condition K0固结十. 抗剪强度shear strength 1.undrained shear strength不排水抗剪强度2.residual strength剩余强度3.long-term strength长期强度4.peak strength峰值强度5.shear strain rate剪切应变速率6.dilatation剪胀7.effective stress approach of shear strength 剪胀抗剪强度有效应力法 8.total stress approach of shear strength抗剪强度总应力法 9.Mohr-Coulomb theory莫尔－库仑理论 10.angle of internal friction内摩擦角 11.cohesion粘聚力 12.failure criterion破坏准那么 13.vane strength十字板抗剪强度14.unconfined compression无侧限抗压强度15.effective stress failure envelop有效应力破坏包线16.effective stress strength parameter有效应力强度参数十一. 本构模型--constitutive model1.elastic model弹性模型2.nonlinear elastic model非线性弹性模型3.elastoplastic model弹塑性模型4.viscoelastic model粘弹性模型5.boundary surface model边界面模型6.Duncan-Chang model邓肯－张模型7.rigid plastic model 刚塑性模型8.cap model盖帽模型9.work softening加工软化 10.work hardening加工硬化 11.Cambridge model剑桥模型 12.ideal elastoplastic model理想弹塑性模型 13.Mohr-Coulomb yield criterion莫尔－库仑屈服准那么14.yield surface屈服面15.elastic half-space foundation model弹性半空间地基模型 16.elastic modulus弹性模量 17.Winkler foundation model 文克尔地基模型十二. 地基承载力--bearing capacity of foundation soil 1.punching shear failure冲剪破坏 2.general shear failure整体剪切破化 3.local shear failure局部剪切破坏 4.state of limit equilibrium极限平衡状态5.critical edge pressure临塑荷载6.stability of foundation soil地基稳定性7.ultimate bearing capacity of foundation soil地基极限承载力 8.allowable bearing capacity of foundation soil地基容许承载力十三. 土压力--earth pressure1.active earth pressure主动土压力2.passive earth pressure 被动土压力3.earth pressure at rest静止土压力4.Coulomb’s earth pressure theory库仑土压力理论5.Rankine’s earth pressure theory朗金土压力理论十四. 土坡稳定分析--slope stability analysis1.angle of repose休止角2.Bishop method毕肖普法3.safety factor of slope边坡稳定平安系数4.Fellenius method of slices费纽伦斯条分法5.Swedish circle method瑞典圆弧滑动法6.slices method 条分法十五. 挡土墙--retaining wall1.stability of retaining wall挡土墙稳定性2.foundation wall根底墙3.counter retaining wall扶壁式挡土墙4.cantilever retaining wall悬臂式挡土墙5.cantilever sheet pile wall悬臂式板桩墙6.gravity retaining wall重力式挡土墙7.anchored plate retaining wall锚定板挡土墙8.anchored sheet pile wall锚定板板桩墙十六. 板桩结构物--sheet pile structure 1.steel sheet pile钢板桩 2.reinforced concrete sheet pile钢筋混凝土板桩 3.steel piles钢桩 4.wooden sheet pile木板桩 5.timber piles木桩十七. 浅根底--shallow foundation 1.box foundation箱型根底 2.mat(raft) foundation片筏根底 3.strip foundation条形根底 4.spread footing扩展根底 5 pensated foundation补偿性根底 6.bearing stratum持力层 7.rigid foundation刚性根底 8.flexible foundation柔性根底9.embedded depth of foundation根底埋置深度 foundation pressure基底附加应力11.structure-foundation-soil interaction analysis上部结构－根底－地基共同作用分析十八. 土的动力性质--dynamic properties of soils1.dynamic strength of soils动强度2.wave velocity method 波速法3.material damping材料阻尼4.geometric damping 几何阻尼5.damping ratio阻尼比6.initial liquefaction初始液化7.natural period of soil site地基固有周期8.dynamic shear modulus of soils动剪切模量 9.dynamic ma 二十. 地基根底抗震1.earthquake engineering地震工程 2.soil dynamics土动力学 3.duration of earthquake地震持续时间 4.earthquake response spectrum地震反响谱 5.earthquake intensity地震烈度 6.earthquake magnitude 震级 7.seismic predominant period地震卓越周期 8.maximum acceleration of earthquake地震最大加速度二十一. 室内土工实验 1.high pressure consolidation test高压固结试验 2.consolidation under K0 condition K0固结试验 3.falling head permeability变水头试验4.constant head permeability常水头渗透试验5.unconsolidated-undrained triaxial test不固结不排水试验(UU)6.consolidated undrained triaxial test固结不排水试验(CU)7.consolidated drained triaxial test固结排水试验(CD)8 paction test击实试验9.consolidated quick direct shear test固结快剪试验10.quick direct shear test快剪试验11.consolidated drained direct shear test慢剪试验12.sieve analysis筛分析 13.geotechnical model test土工模型试验 14.centrifugalmodel test离心模型试验15.direct shear apparatus直剪仪 16.direct shear test直剪试验 17.direct simple shear test直接单剪试验18.dynamic triaxial test三轴试验 19.dynamic simple shear动单剪 20.free〔resonance〕vibration column test自(共)振柱试验二十二. 原位测试1.standard penetration test (SPT)标准贯入试验 2.surface wave test (SWT)外表波试验 3.dynamic penetration test(DPT)动力触探试验 4.static cone penetration (SPT) 静力触探试验 5.plate loading test静力荷载试验 teral load test of pile 单桩横向载荷试验 7.static load test of pile 单桩竖向荷载试验 8.cross-hole test 跨孔试验 9.screw plate test螺旋板载荷试验 10.pressuremeter test旁压试验 11.light sounding轻便触探试验 12.deep settlement measurement深层沉降观测 13.vane shear test十字板剪切试验 14.field permeability test现场渗透试验 15.in-situ pore water pressure measurement 原位孔隙水压量测 16.in-situ soil test原位试验。
土木工程外文翻译(中英互译版)
使用加固纤维聚合物增强混凝土梁的延性Nabil F. Grace, George Abel-Sayed, Wael F. Ragheb摘要：一种为加强结构延性的新型单轴柔软加强质地的聚合物(FRP)已在被研究，开发和生产(在结构测试的中心在劳伦斯技术大学)。
这种织物是两种碳纤维和一种玻璃纤维的混合物，而且经过设计它们在受拉屈服时应变值较低，从而表达出伪延性的性能。
通过对八根混凝土梁在弯曲荷载作用下的加固和检测对研制中的织物的效果和延性进行了研究。
用现在常用的单向碳纤维薄片、织物和板进行加固的相似梁也进行了检测，以便同用研制中的织物加固梁进行性能上的比拟。
这种织物经过设计具有和加固梁中的钢筋同时屈服的潜力，从而和未加固梁一样，它也能得到屈服台阶。
相对于那些用现在常用的碳纤维加固体系进行加固的梁，这种研制中的织物加固的梁承受更高的屈服荷载，并且有更高的延性指标。
这种研制中的织物对加固机制表达出更大的奉献。
关键词：混凝土，延性，纤维加固，变形介绍外贴粘合纤维增强聚合物〔FRP〕片和条带近来已经被确定是一种对钢筋混凝土结构进行修复和加固的有效手段。
关于应用外贴粘合FRP板、薄片和织物对混凝土梁进行变形加固的钢筋混凝土梁的性能，一些试验研究调查已经进行过报告。
Saadatmanesh和Ehsani〔1991〕检测了应用玻璃纤维增强聚合物(GFRP)板进行变形加固的钢筋混凝土梁的性能。
Ritchie等人〔1991〕检测了应用GFRP，碳纤维增强聚合物〔CFRP〕和G/CFRP板进行变形加固的钢筋混凝土梁的性能。
Grace等人〔1999〕和Triantafillou〔1992〕研究了应用CFRP薄片进行变形加固的钢筋混凝土梁的性能。
Norris，Saadatmanesh和Ehsani〔1997〕研究了应用单向CFRP薄片和CFRP织物进行加固的混凝土梁的性能。
在所有的这些研究中，加固的梁比未加固的梁承受更高的极限荷载。
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。
土木工程外文翻译资料
Reinforced ConcretePlain concrete is formed from a hardened mixture ofcement ,water ,fine aggregate, coarse aggregate (crushed stone or gravel),air, and often other admixtures. The plastic mix is placed and consolidated in the formwork, then cured to facilitate the acceleration of the chemical hydration reaction lf the cement/water mix, resulting in hardened concrete. The finished product has high compressive strength, and low resistance to tension, such that its tensile strength is approximately one tenth lf its compressive strength. Consequently, tensile and shear reinforcement in the tensile regions of sections has to be provided to compensate for the weak tension regions in the reinforced concrete element.It is this deviation in the composition of a reinforces concrete section from the homogeneity of standard wood or steel sections that requires a modified approach to the basic principles of structural design. The two components of the heterogeneous reinforced concrete section are to be so arranged and proportioned that optimal use is made of the materials involved. This is possible because concrete can easily be given any desired shape by placing and compacting the wet mixture of the constituent ingredients are properly proportioned, the finished product becomes strong, durable, and, in combination with the reinforcing bars, adaptable for use as main members of any structural system.The techniques necessary for placing concrete depend on the type of member to be cast: that is, whether it is a column, a bean, a wall, a slab, a foundation. a mass columns, or an extension of previously placed and hardened concrete. For beams, columns, and walls, the forms should be well oiled after cleaning them, and the reinforcement should be cleared of rust and other harmful materials. In foundations, the earth should be compacted and thoroughly moistened to about 6 in. in depth to avoid absorption ofthe moisture present in the wet concrete. Concrete should always be placed in horizontal layers which are compacted by means of high frequency power-driven vibrators of either the immersion or external type, as the case requires, unless it is placed by pumping. It must be kept in mind, however, that over vibration can be harmful since it could cause segregation of the aggregate and bleeding of the concrete.Hydration of the cement takes place in the presence of moisture at temperatures above 50°F. It is necessary to maintain such a condition in order that the chemical hydration reaction can take place. If drying is too rapid, surface cracking takes place. This would result in reduction of concrete strength due to cracking as well as the failure to attain full chemical hydration.It is clear that a large number of parameters have to be dealt with in proportioning a reinforced concrete element, such as geometrical width, depth, area of reinforcement, steel strain, concrete strain, steel stress, and so on. Consequently, trial and adjustment is necessary in the choice of concrete sections, with assumptions based on conditions at site, availability of the constituent materials, particular demands of the owners, architectural and headroom requirements, the applicable codes, and environmental reinforced concrete is often a site-constructed composite, in contrast to the standard mill-fabricated beam and column sections in steel structures.A trial section has to be chosen for each critical location in a structural system. The trial section has to be analyzed to determine if its nominal resisting strength is adequate to carry the applied factored load. Since more than one trial is often necessary to arrive at the required section, the first design input step generates into a series of trial-and-adjustment analyses.The trial-and –adjustment procedures for the choice of a concretesection lead to the convergence of analysis and design. Hence every design is an analysis once a trial section is chosen. The availability of handbooks, charts, and personal computers and programs supports this approach as a more efficient, compact, and speedy instructional method compared with the traditional approach of treating the analysis of reinforced concrete separately from pure design.EarthworkBecause earthmoving methods and costs change more quickly than those in any other branch of civil engineering, this is a field where there are real opportunities for the enthusiast. In 1935 most of the methods now in use for carrying and excavating earth with rubber-tyred equipment did not exist. Most earth was moved by narrow rail track, now relatively rare, and the main methods of excavation, with face shovel, backacter, or dragline or grab, though they are still widely used are only a few of the many current methods. To keep his knowledge of earthmoving equipment up to date an engineer must therefore spend tine studying modern machines. Generally the only reliable up-to-date information on excavators, loaders and transport is obtainable from the makers.Earthworks or earthmoving means cutting into ground where its surface is too high ( cuts ), and dumping the earth in other places where the surface is too low ( fills). Toreduce earthwork costs, the volume of the fills should be equal to the volume of the cuts and wherever possible the cuts should be placednear to fills of equal volume so as to reduce transport and double handlingof the fill. This work of earthwork design falls on the engineer who lays out the road since it is the layout of the earthwork more than anything else which decides its cheapness. From the available maps ahd levels, the engineering must try to reach as many decisions as possible in the drawing office by drawing cross sections of the earthwork. On the site when further information becomes available hecan make changes in jis sections and layout,but the drawing lffice work will not have been lost. It will have helped him to reach the best solution in the shortest time.The cheapest way of moving earth is to take it directly out of the cut and drop it as fill with the same machine. This is not always possible, but when it canbe done it is ideal, being both quick and cheap. Draglines, bulldozers and face shovels an do this. The largest radius is obtained with the dragline,and the largest tonnage of earth is moved by the bulldozer, though only over short distances.The disadvantages of the dragline are that it must dig below itself, it cannot dig with force into compacted material, it cannot dig on steep slopws, and its dumping and digging are not accurate.Face shovels are between bulldozers and draglines, having a larger radius of action than bulldozers but less than draglines. They are anle to dig into a vertical cliff face in a way which would be dangerous tor a bulldozer operator and impossible for a dragline. Each piece of equipment should be level of their tracks and for deep digs in compact material a backacter is most useful, but its dumping radius is considerably less than that of the same escavator fitted with a face shovel.Rubber-tyred bowl scrapers are indispensable for fairly level digging where the distance of transport is too much tor a dragline or face shovel. They can dig the material deeply ( but only below themselves ) to a fairly flat surface, carry it hundreds of meters if need be, then drop it and level it roughly during the dumping. For hard digging it is often found economical to keep a pusher tractor ( wheeled or tracked ) on the digging site, to push each scraper as it returns to dig. As soon as the scraper is full,the pusher tractor returns to the beginning of the dig to heop to help the nest scraper.Bowl scrapers are often extremely powerful machines;many makers build scrapers of 8 cubic meters struck capacity, which carry 10 m ³ heaped. The largest self-propelled scrapers are of 19 m ³ struck capacity ( 25 m ³ heaped )and they are driven by a tractor engine of 430 horse-powers.Dumpers are probably the commonest rubber-tyred transport since they can also conveniently be used for carrying concrete or other building materials. Dumpers have the earth container over the front axle on large rubber-tyred wheels, and the container tips forwards on most types, though in articulated dumpers the direction of tip can be widely varied. The smallest dumpers have a capacity of about 0.5 m ³, and the largest standard types are of about 4.5 m ³. Special types include the self-loading dumper of up to 4 m ³ and the articulated type of about 0.5 m ³. The distinction between dumpers and dump trucks must be remembered .dumpers tip forwards and the driver sits behind the load. Dump trucks are heavy, strengthened tipping lorries, the driver travels in front lf the load and the load is dumped behind him, so they are sometimes called rear-dump trucks.Safety of StructuresThe principal scope of specifications is to provide general principles and computational methods in order to verify safety of structures. The “ safety factor ”, which according to modern trends is independent of the nature and combination of the materials used, can usually be defined as the ratio between the conditions. This ratio is also proportional to the inverse of the probability ( risk ) of failure of the structure.Failure has to be considered not only as overall collapse of the structure but also as unserviceability or, according to a more precise. Common definition. As the reaching of a “ limit state ” which causes the construction not to accomplish the task it was designed for. There are two categories of limit state :(1)Ultimate limit sate, which corresponds to the highest value of the load-bearing capacity. Examples include local buckling or global instability of the structure; failure of some sections and subsequent transformation of the structure into a mechanism; failure by fatigue; elastic or plastic deformation or creep that cause a substantial change of the geometry of the structure; and sensitivity of the structure to alternating loads, to fire and to explosions.(2)Service limit states, which are functions of the use and durability of the structure. Examples include excessive deformations and displacements without instability; early or excessive cracks; large vibrations; and corrosion.Computational methods used to verify structures with respect to the different safety conditions can be separated into:(1)Deterministic methods, in which the main parameters are considered as nonrandom parameters.(2)Probabilistic methods, in which the main parameters are considered as random parameters.Alternatively, with respect to the different use of factors of safety, computational methods can be separated into:(1)Allowable stress method, in which the stresses computed under maximum loads are compared with the strength of the material reduced by given safety factors.(2)Limit states method, in which the structure may be proportioned on the basis of its maximum strength. This strength, as determined by rational analysis, shall not be less than that required to support a factored load equal to the sum of the factored live load and dead load ( ultimate state ).The stresses corresponding to working ( service ) conditions with unfactored live and dead loads are compared with prescribed values( service limit state ) . From the four possible combinations of the first two and second two methods, we can obtain some useful computational methods. Generally, two combinations prevail:(1)deterministic methods, which make use of allowable stresses.(2)Probabilistic methods, which make use of limit states.The main advantage of probabilistic approaches is that, at least in theory, it is possible to scientifically take into account all random factors of safety, which are then combined to define the safety factor. probabilistic approaches depend upon :(1)Random distribution of strength of materials with respect to the conditions of fabrication and erection ( scatter of the values of mechanical properties through out the structure );(2)Uncertainty of the geometry of the cross-section sand of the structure ( faults and imperfections due to fabrication and erection of the structure );(3)Uncertainty of the predicted live loads and dead loads acting on the structure;(4)Uncertainty related to the approximation of the computational method used ( deviation of the actual stresses from computed stresses ).Furthermore, probabilistic theories mean that the allowable risk can be based on several factors, such as :(1)Importance of the construction and gravity of the damage by its failure;(2)Number of human lives which can be threatened by this failure;(3)Possibility and/or likelihood of repairing the structure;(4)Predicted life of the structure.All these factors are related to economic and social considerations such as：(1)Initial cost of the construction;(2)Amortization funds for the duration of the construction;(3)Cost of physical and material damage due to the failure of the construction;(4)Adverse impact on society;(5)Moral and psychological views.The definition of all these parameters, for a given safety factor, allows construction at the optimum cost. However, the difficulty of carrying out a complete probabilistic analysis has to be taken into account. For such an analysis the laws of the distribution of the live load and its induced stresses, of the scatter of mechanical properties of materials, and of the geometry of the cross-sections and the structure have to be known. Furthermore, it is difficult to interpret the interaction between the law of distribution of strength and that of stresses because both depend upon the nature of the material, on the cross-sections and upon the load acting on the structure. These practical difficulties can be overcome in two ways. The first is to apply different safety factors to the material and to the loads, without necessarily adopting the probabilistic criterion. The second is an approximate probabilistic method which introduces some simplifying assumptions ( semi-probabilistic methods ) .。
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转型衰退时期的土木工程研究Sergios Lambropoulosa[1], John-Paris Pantouvakisb, Marina Marinellic摘要最近的全球经济和金融危机导致许多国家的经济陷入衰退，特别是在欧盟的周边。
这些国家目前面临的民用建筑基础设施的公共投资和私人投资显著收缩，导致在民事特别是在民用建筑方向的失业。
因此，在所有国家在经济衰退的专业发展对于土木工程应届毕业生来说是努力和资历的不相称的研究，因为他们很少有机会在实践中积累经验和知识，这些逐渐成为过时的经验和知识。
在这种情况下，对于技术性大学在国家经济衰退的计划和实施的土木工程研究大纲的一个实质性的改革势在必行。
目的是使毕业生拓宽他们的专业活动的范围，提高他们的就业能力。
在本文中，提出了土木工程研究课程的不断扩大，特别是在发展的光毕业生的潜在的项目，计划和投资组合管理。
在这个方向上，一个全面的文献回顾，包括ASCE体为第二十一世纪，IPMA的能力的基础知识，建议在其他：显著增加所提供的模块和项目管理在战略管理中添加新的模块，领导行为，配送管理，组织和环境等；提供足够的专业训练五年的大学的研究；并由专业机构促进应届大学生认证。
建议通过改革教学大纲为土木工程研究目前由国家技术提供了例证雅典大学。
1引言土木工程研究（CES）蓬勃发展，是在第二次世界大战后。
土木工程师的出现最初是由重建被摧毁的巨大需求所致，目的是更多和更好的社会追求。
但是很快，这种演变一个长期的趋势，因为政府为了努力实现经济发展，采取了全世界的凯恩斯主义的理论，即公共基础设施投资作为动力。
首先积极的结果导致公民为了更好的生活条件（住房，旅游等）和增加私人投资基础设施而创造机会。
这些现象再国家的发展中尤为为明显。
虽然前景并不明朗（例如，世界石油危机在70年代），在80年代领先的国家采用新自由主义经济的方法（如里根经济政策），这是最近的金融危机及金融危机造成的后果（即收缩的基础设施投资，在技术部门的高失业率），消除发展前途无限的误区。
技术教育的大学所认可的大量研究土木工程部。
旧学校拓展专业并且新的学校建成，并招收许多学生。
由于高的职业声望，薪酬，吸引高质量的学校的学生。
在工程量的增加和科学技术的发展，导致到极强的专业性，无论是在研究还是工作当中。
结构工程师，液压工程师，交通工程师等，都属于土木工程。
试图在不同的国家采用专业性的权利，不同的解决方案，，从一个统一的大学学历和广泛的专业化的一般职业许可证。
这个问题在许多其他行业成为关键。
国际专业协会的专家和机构所确定的国家性检查机构，经过考试后，他们证明不仅是行业的新来者，而且专家通过时间来确定进展情况。
尽管在很多情况下，这些证书虽然没有国家接受，他们赞赏和公认的世界。
在试图改革大学研究（不仅在土木工程）更接近市场需求的过程中，欧盟确定了1999博洛尼亚宣言，它引入了一个二能级系统。
第一级度（例如，一个三年的学士）是进入市场的一个合适的资格。
该宣言的讨论即使在今天，也是广泛、热烈和非决定性的。
然而，应该指出的是，在许多外周少欧美等发达国家的声明是由学术和专业的强烈反对体。
因此，教育部长，技术大学和在经济衰退的国家专业协会所考虑的一系列的关键问题是：•为什么继续以同样的速度生产民用工程师，鉴于公共和私人投资基础设施将在接下来的15年里大幅减少？•如何保持新增土木工程师的就业岗位？•如何将大多数人不会有机会在毕业后获得一段时间的实践经验，从而达到理论知识的更新？•如何在二十一世纪更好的解决土木工程师的需求？在本文中，提出了一种激进改革的CES国家在经济衰退。
下面的评论现有的文献，包括ASCE体为第二十一世纪，IPMA的能力的基础知识，它提出了拓宽CES课程在历史的和被广泛接受的5年任期。
在这个方向，其中，建议提高毕业生的职业潜力和就业能力：•显著增加所提供的模块，项目管理；•在CES上添加新的模块的战略管理，领导行为，交货期管理，组织和环境等；2文献综述在当时现代观教育行业从业人员中正在挑战21世纪建筑业需要新的思维和工程教育的方法。
事实上，该一个行业的可持续性是依赖于它的学习和适应能力具有变化的世界(Chan et al. 2002).众多研究一致同意大多数的学术计划未能有效地解决在经营管理以及建筑行业专业人士的需求，需要在许多地区的学生做好充分的准备适应增加的土木工程课程，使他们能够应对挑战当今商业环境的变化。
事实上，建筑业的增长的复杂性需要更加重视建设项目管理课程，从而使学生咋更广泛的基础知识在管理和经济领域上有着必要性。
此外，培养技能相关领导，沟通，谈判，解决问题，团队精神和批判性思维是必要的(Yepes et al. 2012, Cheah et al.2005,Teixeira et al. 2006, Riley 2008, Edum-Fotwe and McCaffer 2000)。
Chinowski（2002）表明，这一改革是必要的，以防止土木工程专业在大学中的所占比重进一步的下降，并且明确行业未来毕业生对工程业务有更大的欲望。
Toor and Ofori (2008)指出，未来的建筑专业人员的培训不是学术界的专有责任,它各需要各个大学、行业和专业团体积极参与贡献。
Cheah et al. (2005)在从东南亚学士学位计划的经验的报告显示，目前对土木工程范围已经增加到涵盖了广泛的专业领域的趋势（如结构，岩土工程，交通运输工程），导致工程师关于各个领域都有所了解却缺乏足够的相关单一专业领域的知识。
在这种情况下，他们更倾向于一个更一般的土木工程的形成度结来合更多的相关专业学科研究生/硕士水平的专业人士。
Christodoulou (2004)重新设计了加应力的学术课程，有利于从学科如信息技术和数据库管理系统的材料需求。
此外，阿迪蒂和住宿（2010）凸显表示经常忽略了像合同管理的主体的重要性，建筑设备管理和项目调度。
此外，对于欧洲的土木工程主题网络教育和培训(EUCEET)已经开始彻底的调查，在欧洲对于当代相关的问题的挑战，土木工程教育和职业已使公民的改革建议工程的核心课程（2001，2006）。
Sinha et al. (2007)另外提到在土木工程课程框架下道德决策的需求和挑战整的整合，而Russell et al. (2007)注意到提供学生有机会用项目作为一种教育载体与专业人员进行互动的重要性。
重要的基于项目课程对行业要求的实现也强调了米尔斯和（2003）。
在同一理论上，Chan et al. (2002)强调学生应该有机会通过互访和考察国外来参与高级专业人士以及获得国际和多元文化所涉及的指导方案。
Xanthopoulos（2012）还增加了一个有效的课程不仅包括一个广泛、一致和强大的科学背景，还保证了培养独立获取知识的方法和技巧。
Bernold (2005)也强调势在必行需要在工程教学方法根本性的改变，使学生积极参与学习过程。
根据上述意见，ASCE政策声明支持通过465个需要重建专业实践的理论基础的介绍（2008）和主体的知识（BOK）组成的24个结果（4个基础，11个技术，9个专业）。
这些必要的知识的深度和广度的描述，要求未来的土木工程师需要为了进入专业实践技能和态度进行充分的准备。
这些结果将在ASCE推荐的成果完成的底线（知识，理解，应用，分析，综合，评价）相结合的教育（本科以及硕士）的进步，结构化的工程经验。
Russell (2013)指出，ASCE的BOK已被证明是一个影响对话和工程人才培养的变化的有效的框架。
Schexnayder and Anderson (2011)指出ASCE和BOK意识到本科学位相应的专业执照和土木工程实践过程中是严重不足的，承认在专业等级和将实践行业转移到知识的现实，而后者需要更高程度的认知能力可以通过在工程教育更多的深度和广度得到。
类似的建议还包括美国国家工程院土木工程实践研究的未来教育（2004，2005）。
ICB-IPMA (2006)也认识到在三大范围（技术，行为和联系）的一个相似的相关能力的分类系列为当下的项目经理所必要的能力。
技术能力指示的项目要求和目标，项目团队，知识组织，成本财务，采购和合同。
必要的行为能力的人当中包括领导，动机，开放，创新与伦理。
联系的能力是相关的项目中的其他人，计划和投资组合的定位与实施，业务，人员管理，健康，安全，环境和安全。
对于有助于项目经理的能力的机制，通过Edum-Fotwe和McCaffer(2000)的调查，在英国170个参与实践的项目经理，表明学术课程等级低于在职正式的行业培训，这是由工作实际经验的贡献排名的。
针对希腊的土木工程专业，这多年来一直被视为一个稳定和高价值的职业生涯的决定(Latinopoulos 2010)并且一直吸引高层次的学生。
然而，建设行业是受当前的经济危机影响最严重行业，而土木工程师的失业率，尤其是年轻人，是有史以来最高的。
持续减少的建设部门在过去的四年中已经导致减少了185000工作。
ambropoulos(2003, 2004)向专业化创作在土木工程学院建设管理层作了具体的低成本和短期建议，希腊雅典国立科技大学（NTUA）注意，重整希腊现代土木工程师的轮廓的迫切需要。
Papayannakis et al.(2008) 和Karlaftis(2013)突出表示用于培养的需要创业和管理在希腊在工程课程的技能。
3提出的改革3.1推理改革方案必须为实施，从一种长远来看，也更方便支持和实施。
为了通过并实施，在有关国家和时间上它不应该破坏而应该是广泛接受的原则和大众的想法。
在土木工程研究改革放在具体方案因素的框架中。
研究改革将在国家级行业和经济的影响，尤其是它将改变学生和教授日常生活和学习视野的两个主要因素。
几十年来，学生在选择土木工程由于其职业在社会中加上所提供的工作满意的报酬和很高的地位。
因此，在大学入学考试中很多学生选择土木工程专业的学校。
在最近土木工程中的失业率的增长已经改变了学生们的视角，必须扭转为了避免长期影响行业。
土木工程教授通常是前高等级学生的个人倾向的理论问题研究。
他们随后的深入的专业化繁琐的路线和重复性评价资深同事。
在他们的多数人，他们拥有有限的经验（相对于他们的专业化）和缺乏施工经验和项目实施全球和相结合方法。
最近的金融危机对学生和他们的教授来讲都非常的困难。
学生的家庭预算大大减少，都在国内外的研究生的研究都变得有限此外，因为在很多国家，平均学生毕业通常是六年而不是五年，他们的家庭经济压力大，这将被改善。
对上述来说，教授们面临大幅降低工资，严重影响了他们的道德。
此外，退休的教授都是在非常低的速度取代，即活动的教授的总数量切实减少。