外文翻译-抗侧向荷载的结构体系
抗侧向荷载的结构体系外文翻译
抗侧向荷载的结构体系外文翻译Updated by Jack on December 25,2020 at 10:00 am外文翻译一.原文：Structural Systems to resist lateral loads Commonly Used structural SystemsWith loads measured in tens of thousands kips, there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structural systems built up of combinations of frames,braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, many examples of fine architecture have been created with only moderate support from the structural engineer, while only fine structure, not great architecture, can be developed without the genius and the leadership of a talented architect. In any event, the best of both is needed to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal method of the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or three dimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements that provide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three –dimensional frames, braced frames, or shear walls, forming a closed surface more or less cylindrical in nature, but of nearly any plan configuration. Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system, the overall moment of inertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, orby two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However,except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wall in resisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders , the webs of the framed tube) while the flexural component is associated with the axial shortening and lengthening of columns , the flanges of the framed tube). In a braced tube, the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane , the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, willbe substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced , shear-stiff) tube while the outer tube is conceived as a framed , shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, the inner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat” structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat” to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero. The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and 601ft(183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m), centered 90 ft(27.4m) apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shear stiffness inthe long direction.4. A single outer tube is supplied, which encircles the building perimeter.5.The outer tube is a moment-resisting frame, but with zero shear stiffness for thecenter50ft (15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twin steel-plate tubes,because the shear stiffness of the outer tube goes to zero at the base of thebuilding.Cellular structuresA classic example of a cellular structure is the Sears Tower, Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story. At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of abundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have this differential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building, the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stress the lower height columns so as to reconcile the differential deflections of columns in close proximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.。
建筑结构设计及材料中英文对照外文翻译文献
中英文对照外文翻译文献(文档含英文原文和中文翻译)Structure in Design of ArchitectureAnd Structural MaterialWe have and the architects must deal with the spatial aspect of activity, physical, and symbolic needs in such a way that overall performance integrity is assured. Hence, he or she well wants to think of evolving a building environment as a total system of interacting and space forming subsystems. Is represents a complex challenge, and to meet it the architect will need a hierarchic design process that provides at least three levels of feedback thinking: schematic,preliminary, and final.Such a hierarchy is necessary if he or she is to avoid being confused , at conceptual stages of design thinking ,by the myriad detail issues that can distract attention from more basic considerations .In fact , we can say that an architect’s ability to distinguish the more basic form the more detailed issues is essential to his success as a designer .The object of the schematic feed back level is to generate and evaluate overall site-plan, activity-interaction, and building-configuration options .To do so the architect must be able to focus on the interaction of the basic attributes of the site context, the spatial organization, and the symbolism as determinants of physical form. This means that ,in schematic terms ,the architect may first conceive and model a building design as an organizational abstraction of essential performance-space in teractions.Then he or she may explore the overall space-form implications of the abstraction. As an actual building configuration option begins to emerge, it will be modified to include consideration for basic site conditions.At the schematic stage, it would also be helpful if the designer could visualize his or her options for achieving overall structural integrity and consider the constructive feasibility and economic ofhis or her scheme .But this will require that the architect and/or a consultant be able to conceptualize total-system structural options in terms of elemental detail .Such overall thinking can be easily fed back to improve the space-form scheme.At the preliminary level, the architect’s emphasis will shift to the elaboration of his or her more promising schematic design options .Here the architect’s structural needs will shift to approximate design of specific subsystem options. At this stage the total structural scheme is developed to a middle level of specificity by focusing on identification and design of major subsystems to the extent that their key geometric, component, and interactive properties are established .Basic subsystem interaction and design conflicts can thus be identified and resolved in the context of total-system objectives. Consultants can play a significant part in this effort; these preliminary-level decisions may also result in feedback that calls for refinement or even major change in schematic concepts.When the designer and the client are satisfied with the feasibility of a design proposal at the preliminary level, it means that the basic problems of overall design are solved and details are not likely to produce major change .The focus shifts again ,and the design process moves into the final level .At this stage the emphasiswill be on the detailed development of all subsystem specifics . Here the role of specialists from various fields, including structural engineering, is much larger, since all detail of the preliminary design must be worked out. Decisions made at this level may produce feedback into Level II that will result in changes. However, if Levels I and II are handled with insight, the relationship between the overall decisions, made at the schematic and preliminary levels, and the specifics of the final level should be such that gross redesign is not in question, Rather, the entire process should be one of moving in an evolutionary fashion from creation and refinement (or modification) of the more general properties of a total-system design concept, to the fleshing out of requisite elements and details.To summarize: At Level I, the architect must first establish, in conceptual terms, the overall space-form feasibility of basic schematic options. At this stage, collaboration with specialists can be helpful, but only if in the form of overall thinking. At Level II, the architect must be able to identify the major subsystem requirements implied by the scheme and substantial their interactive feasibility by approximating key component properties .That is, the properties of major subsystems need be worked out only in sufficient depth to very the inherent compatibility of their basic form-related and behavioral interaction . This will mean a somewhat more specificform of collaboration with specialists then that in level I .At level III ,the architect and the specific form of collaboration with specialists then that providing for all of the elemental design specifics required to produce biddable construction documents .Of course this success comes from the development of the Structural Material.The principal construction materials of earlier times were wood and masonry brick, stone, or tile, and similar materials. The courses or layers were bound together with mortar or bitumen, a tar like substance, or some other binding agent. The Greeks and Romans sometimes used iron rods or claps to strengthen their building. The columns of the Parthenon in Athens, for example, have holes drilled in them for iron bars that have now rusted away. The Romans also used a natural cement called puzzling, made from volcanic ash, that became as hard as stone under water.Both steel and cement, the two most important construction materials of modern times, were introduced in the nineteenth century. Steel, basically an alloy of iron and a small amount of carbon had been made up to that time by a laborious process that restricted it to such special uses as sword blades. After the invention of the Bessemer process in 1856, steel was available in large quantities at low prices. The enormous advantage of steel is its tensile forcewhich, as we have seen, tends to pull apart many materials. New alloys have further, which is a tendency for it to weaken as a result of continual changes in stress.Modern cement, called Portland cement, was invented in 1824. It is a mixture of limestone and clay, which is heated and then ground into a power. It is mixed at or near the construction site with sand, aggregate small stones, crushed rock, or gravel, and water to make concrete. Different proportions of the ingredients produce concrete with different strength and weight. Concrete is very versatile; it can be poured, pumped, or even sprayed into all kinds of shapes. And whereas steel has great tensile strength, concrete has great strength under compression. Thus, the two substances complement each other.They also complement each other in another way: they have almost the same rate of contraction and expansion. They therefore can work together in situations where both compression and tension are factors. Steel rods are embedded in concrete to make reinforced concrete in concrete beams or structures where tensions will develop. Concrete and steel also form such a strong bond─ the force that unites them─ that the steel cannot slip within the concrete. Still another advantage is that steel does not rust in concrete. Acid corrodes steel, whereas concrete has an alkaline chemical reaction, the opposite of acid.The adoption of structural steel and reinforced concrete caused major changes in traditional construction practices. It was no longer necessary to use thick walls of stone or brick for multistory buildings, and it became much simpler to build fire-resistant floors. Both these changes served to reduce the cost of construction. It also became possible to erect buildings with greater heights and longer spans.Since the weight of modern structures is carried by the steel or concrete frame, the walls do not support the building. They have become curtain walls, which keep out the weather and let in light. In the earlier steel or concrete frame building, the curtain walls were generally made of masonry; they had the solid look of bearing walls. Today, however, curtain walls are often made of lightweight materials such as glass, aluminum, or plastic, in various combinations.Another advance in steel construction is the method of fastening together the beams. For many years the standard method was riveting.A rivet is a bolt with a head that looks like a blunt screw without threads. It is heated, placed in holes through the pieces of steel, and a second head is formed at the other end by hammering it to hold it in place. Riveting has now largely been replaced by welding, the joining together of pieces of steel by melting a steel materialbetween them under high heat.Priestess’s concrete is an improved form of reinforcement. Steel rods are bent into the shapes to give them the necessary degree of tensile strengths. They are then used to priestess concrete, usually by one of two different methods. The first is to leave channels in a concrete beam that correspond to the shapes of the steel rods. When the rods are run through the channels, they are then bonded to the concrete by filling the channels with grout, a thin mortar or binding agent. In the other (and more common) method, the priestesses steel rods are placed in the lower part of a form that corresponds to the shape of the finished structure, and the concrete is poured around them. Priestess’s concrete uses less steel and less concrete. Because it is a highly desirable material.Progressed concrete has made it possible to develop buildings with unusual shapes, like some of the modern, sports arenas, with large spaces unbroken by any obstructing supports. The uses for this relatively new structural method are constantly being developed.建筑中的结构设计及建筑材料建筑师必须从一种全局的角度出发去处理建筑设计中应该考虑到的实用活动，物质及象征性的需求。
土木工程专业英语译文 段兵延
第一课土木工程学土木工程学作为最老的工程技术学科，是指规划，设计，施工及对建筑环境的管理。
此处的环境包括建筑符合科学规范的所有结构，从灌溉和排水系统到火箭发射设施。
土木工程师建造道路，桥梁，管道，大坝，海港，发电厂，给排水系统，医院，学校，公共交通和其他现代社会和大量人口集中地区的基础公共设施。
他们也建造私有设施，比如飞机场，铁路，管线，摩天大楼，以及其他设计用作工业，商业和住宅途径的大型结构。
此外，土木工程师还规划设计及建造完整的城市和乡镇，并且最近一直在规划设计容纳设施齐全的社区的空间平台。
土木一词来源于拉丁文词“公民”。
在1782年，英国人John Smeaton为了把他的非军事工程工作区别于当时占优势地位的军事工程师的工作而采用的名词。
自从那时起，土木工程学被用于提及从事公共设施建设的工程师，尽管其包含的领域更为广阔。
领域。
因为包含范围太广，土木工程学又被细分为大量的技术专业。
不同类型的工程需要多种不同土木工程专业技术。
一个项目开始的时候，土木工程师要对场地进行测绘，定位有用的布置，如地下水水位，下水道，和电力线。
岩土工程专家则进行土力学试验以确定土壤能否承受工程荷载。
环境工程专家研究工程对当地的影响，包括对空气和地下水的可能污染，对当地动植物生活的影响，以及如何让工程设计满足政府针对环境保护的需要。
交通工程专家确定必需的不同种类设施以减轻由整个工程造成的对当地公路和其他交通网络的负担。
同时，结构工程专家利用初步数据对工程作详细规划，设计和说明。
从项目开始到结束，对这些土木工程专家的工作进行监督和调配的则是施工管理专家。
根据其他专家所提供的信息，施工管理专家计算材料和人工的数量和花费，所有工作的进度表，订购工作所需要的材料和设备，雇佣承包商和分包商，还要做些额外的监督工作以确保工程能按时按质完成。
贯穿任何给定项目，土木工程师都需要大量使用计算机。
计算机用于设计工程中使用的多数元件（即计算机辅助设计，或者CAD）并对其进行管理。
土木外文翻译--抗侧向荷载的结构体系
Structural Systems to resist lateral loadsCommonly Used structural SystemsWith loads measured in tens of thousands kips, there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structural systems built up of combinations of frames, braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, many examples of fine architecture have been created with only moderate support from the structural engineer, while only fine structure, not great architecture, can be developed without the genius and the leadership of a talented architect. In any event, the best of both isneeded to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal method of the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or threedimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements that provide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin 110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three –dimensional frames, braced frames, or shear walls, forming a closed surface more or less cylindrical in nature, but of nearly any plan configuration. Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system, the overall moment ofinertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, or by two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However, except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wall in resisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders (i.e, the webs of the framed tube) while the flexural component is associated with the axial shortening and lengthening of columns (i.e, the flanges of the framed tube). In a braced tube, the shear component of deflection is associated with the axial deformation ofdiagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane (i.e, the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, will be substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced (i.e, shear-stiff) tube while the outer tube is conceived as a framed (i.e, shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, the inner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat” structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat” to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero.The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and 601ft (183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m), centered 90 ft (27.4m)apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shear stiffness in the longdirection.4. A single outer tube is supplied, which encircles the building perimeter.5.The outer tube is a moment-resisting frame, but with zero shear stiffness for the center50ft(15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twin steel-plate tubes, because theshear stiffness of the outer tube goes to zero at the base of the building.Cellular structuresA classic example of a cellular structure is the Sears Tower, Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story. At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of a bundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have this differential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building, the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stress the lower height columns so as to reconcile the differential deflections of columns in closeproximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.原文翻译：抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。
框架结构毕业设计外文文献翻译(外文原文中文翻译)
附录1:外文原文外文翻译附录2：外文翻译钢筋混凝土建筑在地震中的抗倒塌安全性研究（二）：延性和非延性框架的对比分析（Abbie B。
Liel1，Curt B。
Haselton2, and Gregory G. Deierlein3）摘要：本文是两篇配套论文的第二篇,旨在探讨钢筋混凝土框架结构在地震中的抗倒塌安全性，并检验加利福尼亚州在20世纪70年代中期之前所建非延性框架结构建筑的可靠性。
基于对结构响应的非线性动态模拟进行概率评估，以此来计算对应于不同的地运动特性和结构类型时结构倒塌的危险。
评估的对象是一套不同高度的非延性钢筋混凝土框架结构原型,它们是根据1967年版《统一建筑规范》中的抗震规定设计的.结果表明，当处于一个典型的加利福尼亚高震场地时，非延性钢筋混凝土框架结构发生倒塌的年平均频率范围为(5～14）×10—3，这比按现代规范设计的结果高出约40倍。
这些数据表明新规范对延性构造和能力设计要求是行之有效的,这使得在过去的30年中新建的钢筋混凝土建筑物的安全性得到明显改善.通过对延性和非延性结构的安全性比较,有助于出台新的规章来评估和减轻现有的钢筋混凝土框架结构建筑物地震倒塌的危险。
关键词：倒塌；地震工程；结构可靠度;钢筋混凝土结构；建筑;商业；地震影响。
引言20世纪70年代中期以前加利福尼亚州建设的钢筋混凝土框架结构缺乏好的抗震设计理念（例如:加强柱子、钢筋延性构造），这使得它们很容易在地震中发生倒塌. 这些非延性钢筋混凝土框架结构在经历了加利福尼亚州1971年圣费尔南多大地震,1979年英皮里尔谷大地震，1987年惠蒂尔纳罗斯大地震，1994年北山大地震和世界上其他地方发生的无数地震之后,已经遭受了很严重的地震损害。
这些因素促使人们关注加利福尼亚州的近40000栋钢筋混凝土建筑，其中的一部分在未来地震中可能会发生倒塌而危害生命财产安全。
然而，我们缺乏足够的数据来衡量建筑的危险程度，因而无法确定是大量的建筑均存在这种危险，还是只有特定的建筑物才存在危险。
中英文文献翻译—驱动桥的构造
附录AThe structure of driving axleThe driving axle is in the power power transmission the terminal, its basic function increases the torque which transmits by the drive shaft or the transmission gearbox, and power reasonable assignment for left and right driving gear, moreover also withstands the function vertical sets up, the longitudinal force and the transverse force between the road surface and the frame or the automobile body.The driving axle generally by the main gear box, the differential device, the wheel transmission device and the driving axle shell and so on is composed.1.Driving axle design：The driving axle design must satisfy following basic request:1). Choice main reduction gear ratios ought to be able to guarantee the automobile has the best power and the fuel economy.2). External dimensions must be small, guaranteed has the necessity ground clearance.3). Gears and other transmission piece works do steadily, the noise is small.4). Has the high transmission efficiency under each kind of rotational speed and the load.5). Under the guarantee enough intensity, the rigidity condition, should make every effort the quality to be small, under the reed the quality should be as far as possible small in particular, improves the automobile smoothness.6). Coordinated with the suspension fork guidance organization movement, regarding changes the driving axle, but also should coordinate with the rotation gear movement.7). Structures are simple, the processing technology capability is good, the manufacture is easy, disassembling, the adjustment is convenient.2.Driving axle classificationThe driving axle minute non-separation type with separates the type two big kinds.1).Non-separation type driving axleThe non-separation type driving axle also is called the integral-type driving axle, its rear axle drive pipe and main gear box shell with shaft casing rigidly connected whole Liang, thus the both sides rear axle and the driving gear swing related, passes the elastic part andthe frame is connected.It by the driving axle shell 1, the main gear box, the differential device and the rear axle is composed.2). Separation type driving axleThe driving axle uses the independent suspension fork, namely the main gear box shell fixes on the frame, the both sides rear axle and the driving gear can be opposite in the rolling plane in the chassis have the relative motion to be called the separation type driving axle.In order to coordinates with the independent suspension fork, fixes the main gear box shell in the frame (or automobile body) on, the driving axle shell partition and through the hinge joint, or no longer has the driving axle shell other parts besides the main gear box shell.In order to meet the need which about the driving gear independence beats, between the differential device and between wheel rear axle each section connects with the universal joint.3.Drive axle of compositionMainly by the reducer drive, and half axle and drive axle shell, etc.1) .Main reducerThe speed reducer is usually used to change the direction of transmission, reduce speed and increase torque, guarantee cars have enough force and appropriate speed. Main reducer, have more single type, double, double speed reducer, wheel edges.a). Single main reducerBy a reduction gear reducer realization of single reducer, called. Its simple structure, light weight, dongfeng BQl090, light, medium sized truck was widely used in automobile.b). Double main reducerIn some large trucks, load demand is bigger than the slow, with single main reducer drive, driven gear diameter increases, affect to the ground clearance drive, so using twice. Usually called doublestage reducer. Two groups of double reduction gear reducer, increasing torsional twice slowdown.To improve the tapered gear pair of meshing smoothness and strength, the level of spiral bevel gears reduction gear pair is. Second gear pair is helical gears for support.Active tapered gear rotating, drive driven circular gear rotating, thus completing silver. Level Article 2 the initiative of cylindrical gears and driven tapered gear coaxial and rotate together, and bring about a follower of cylindrical gears rotate, 2. Because a follower of cylindrical gears installed in differential shell, so, when a follower of cylindrical gearsturning, through the differential and half shaft is driven wheel rotation.2).DifferentialAround half shaft are used to connect differential wheel, can make the sides with different velocity rotating torque simultaneously. Ensure the normal scroll wheel. Some more, in the car driver bridge or in the breakthrough of thansfer transmission shaft with differential between, also called the bridge between differential. Its role in the car is in turn or flat road to drive wheels, and generate differential between the role.Current domestic cars and other cars are adopted symmetric bevel gear ordinary differential. Symmetrical type gear differential planetary gear, half of planetary gear axle shaft gear, or a cross (direct axis) and differential shell, etc.Most current car using differential planetary gear, ordinary bevel gear differential by two or four conical planetary gear and planetary gear axle, two cone half shaft gear and differential shell, etc.3). Half axleHalf shaft are coming to the differential wheel, drive torque to move the car wheel rotation, the solid shaft. Due to the different structure, installation of hub axial force and the different also. Therefore, half shaft are divided into the floating, use, three/four floating three types.a). Howo fou-point suspending half axleGeneral big, medium-sized cars are adopted the floating structure. Half of the spline shaft inside with the half shaft with differential gears connected to the end of the half shaft are forging flanges, bolts and wheel connection. Hub through two far apart WenCheng tapered roller bearings in half a collar. Half a collar and driving axle shell pressure to drive, composition. Use this form, half shaft bearing no direct link with the bridge housing, half shaft driving torque and not only bear any moment under this half shaft are called "the floating" half axle. The so-called "float" means half shaft are not bending load.The float, the half axle shaft for lugs and made one. But there are some heavy trucks to lugs, and made the individual parts of the spline shaft in the half. Therefore, both ends of the spline shaft is used, can HuanTou.b). Use half axleUse of half axle within the same with the client, not withstand float bending-torsional. The client through a direct bearing on the inside of half axle shell. This means that will support the half axle under bending moment. Therefore, the half sleeve torque, except underbending moment, local use half shaft is called. This structure is mainly used for certain.The red flag brand limousines CA7560 type of thing. The half shaft are not bending moment, the client will inherit all external use, so called bending support.c). 3/4 floating half axleThree-quarters of floating half shaft are short of bending degree between use and the floating. This type of half axle currently used in XiaoWoChe, only on individual applications, such as M20 type car. Warsaw,4). The bridge housinga). Integral bridge housingIntegral bridge housing for the intensity and rigidity, and facilitate the good performance of the installation, adjustment and maintenance, and widely used. Integral bridge housing for manufacturing methods, which can be divided into different midway through the whole cast type, the steel casting and stamping steel welding etc.b). Drive axle shell segmentedSection type bridge housing generally fall into two, one will DuanLianCheng two by bolts. Bridge housing is segmented to casting and machining.附录B驱动桥的构造驱动桥处于动力传动系的末端，其基本功能是增大由传动轴或变速器传来的转矩，并将动力合理的分配给左、右驱动轮，另外还承受作用于路面和车架或车身之间的垂直立、纵向力和横向力。
建筑工程方向外文翻译及原文-受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为
本科毕业设计外文翻译学生姓名：学院：土木工程学院系别：建筑工程系专业：土木工程专业（建筑工程方向）班级：指导教师：外文翻译及原文摘自：journal of Constructional Steel Research.V olume 59,Number 1,January 2003受弯钢框架结点在变化轴向荷载和侧向位移的作用下的周期性行为摘要这篇论文讨论的是在变化的轴向荷载和侧向位移的作用下，接受测试的四种受弯钢结点的周期性行为。
梁的试样由变截面梁，翼缘以及纵向的加劲肋组成。
受测试样加载轴向荷载和侧向位移用以模拟侧向荷载对组合梁抗弯系统的影响。
实验结果表明试样在旋转角度超过0.03弧度后经历了从塑性到延性的变化。
纵向加劲肋的存在帮助传递轴向荷载以及延缓腹板的局部弯曲。
1、引言为了评价变截面梁（RBS）结点在轴向荷载和侧向位移下的结构性能，对四个全尺寸的样品进行了测试。
这些测试打算评价为旧金山展览中心扩建设计的受弯结点在满足设计基本地震等级（DBE）和最大可能地震等级（MCE）下的性能。
基于上述而做的对RBS受弯结点的研究指出RBS形式的结点能够获得超过0.03弧度的旋转角度。
然而，有人对于这些结点在轴向和侧向荷载作用下的抗震性能质量提出了怀疑。
旧金山展览中心扩建工程是一个3层构造，并以钢受弯框架作为基本的侧向力抵抗系统。
Fig.1是一幅三维透视图。
建筑的总标高为展览厅屋顶的最高点，大致是35.36m（116ft）。
展览厅天花板的高度是8.23m（27ft），层高为11.43m（37.5ft）。
建筑物按照1997统一建筑规范设计。
框架系统由以下几部分组成：四个东西走向的受弯框架，每个电梯塔边各一个；四个走向的受弯框架，在每个楼梯和电梯井各一个的；整体分布在建筑物的东西两侧。
考虑到层高的影响，提出了双梁抗弯框架系统的观念。
通过连接大梁，受弯框架系统的抵抗荷载的行为转化为结构倾覆力矩部分地被梁系统的轴向压缩-拉伸分担，而不是仅仅通过梁的弯曲。
高层建筑外文翻译 (2)
捆绑筒体结构——随着对高楼大厦不断的需求，框筒或桁架筒体结构逐渐被用于捆绑的形式，以创造更大的筒体结构，并保持其工作效率。在芝加哥10层的西尔斯总部大楼有九个筒体结构，在建筑的瓷砖基础捆绑三排。部分单独筒体建造到建筑的不同高度，展示了这一最新的建筑结构概念无限的可能性。西尔斯大厦有一千四百五英尺（442米）高，是世界上最高的建筑。
筒中筒结构——另一个在钢筋混凝土办公楼中结合了传统的外部框筒剪力墙施工的体系。该系统包括一个柱距紧密的外框架和内部剪力墙结构，将中央服务区包围起来。这种筒中筒结构，使得波士顿的目前全球最高（714英尺或218米）的轻质混凝土建筑的设计成为可能。
钢筋混凝土结构和钢结构的结合也得到了很好的发展，其中一个例子是Skidmore Owing和Merrill开发的混合结构，它是由外部的钢筋混凝土框架结构包围内部的钢结构所组成，从而结合了钢筋混凝土和钢结构的优点。新奥尔良52层的壳体广场大厦就是应用的这种结构。
Tall Buildings
Fazlur Rahrnan khan
Although there have been many advancements in building construction technology in general, spectacular achievements have been made in the design and construction of ultrahigh-rise buildings.
结构术语中英对照（建议收藏）
结构术语中英对照（建议收藏）强度strength承载能力load-carrying capacity脆断brittle fracture强度标准值characteristic value of strength强度设计值design value of strength一阶弹性分析first order elastic analysis阶弹性分析second order elastic analysis屈曲buckling腹板屈曲后强度post-buckling strength of web plate 通用高厚normalizde web slenderness整体稳定overall stability有效宽度。
effective width有效宽度系数effective width factor长细比 slenderness ratio换算长细比equivalent slenderness ratio支撑力 nodal bracing force无支撑纯框架unbraced frame强支撑框架frame braced with strong bracing system 弱支撑框架frame braced with weak bracing system 摇摆柱leaning column柱腹板节点域panel zone of column web球形钢支座spherical steel bearing橡胶支座couposite rubber and steel support主管chord member支管bracing member隙节点 gap joint搭接节点 overlap joint平面管节点 uniplanar joint空间管节点multiplanar joint组合构件built-up member钢与混凝土组合梁 composite steel and concrete beamAacceptable quality 合格质量acceptance lot 验收批量aciera 钢材against slip coefficient between frictionsurface of high-strength bolted connection高强度螺栓摩擦面抗滑移系数allowable ratio of height to sectionalthickness of masonry wall or column砌体墙、柱容许高厚比allowable slenderness ratio of steel member 钢构件容许长细比allowable slenderness ratio of timbercompression member 受压木构件容许长细比allowable stress range of fatigue 疲劳容许应力幅allowable ultimate tensile strain ofreinforcement 钢筋拉应变限值allowable value of crack width 裂缝宽度容许值allowable value of deflection of structuralmember 构件挠度容许值allowable value of deflection of timberbending member 受弯木构件挠度容许值allowable value of deformation of steelmember 钢构件变形容许值allowable value of deformation of structuralmember 构件变形容许值allowable value of drift angle of earthquakeresistant structure抗震结构层间位移角限值amplified coefficient of eccentricity 偏心距增大系数anchorage 锚具anchorage length of steel bar 钢筋锚固长度approval analysis during construction stage 施工阶段验算arch 拱arch with tie rod 拉捍拱arch-shaped roof truss 拱形屋架area of shear plane 剪面面积area of transformed section 换算截面面积aseismic design 建筑抗震设计assembled monolithic concrete structure 装配整体式混凝土结构automatic welding 自动焊接auxiliary steel bar 架立钢筋Bbackfilling plate 垫板balanced depth of compression zone 界限受压区高度balanced eccentricity 界限偏心距bar splice 钢筋接头bark pocket 夹皮batten plate 缀板beam 次梁bearing plate 支承板bearing stiffener 支承加劲肋bent-up steel bar 弯起钢筋board 板材bolt 螺栓bolted connection 钢结构螺栓连接bolted joint 木结构螺栓连接bolted steel structure 螺栓连接钢结构bonded prestressed concrete structure 有粘结预应力混凝土结构bow 顺弯breadth of wall between windows 窗间墙宽度building structural materials 建筑结构材料building structural unit 建筑结构单元building structure 建筑结构built-up steel column 格构式钢柱bundled tube structure 成束筒结构burn-through 烧穿butt connection 对接butt joint 对接butt weld 对接焊缝Ccalculating area of compression member 受压构件计算面积calculating overturning point 计算倾覆点calculation of load-carrying capacity ofmember 构件承载能力计算camber of structural member 结构构件起拱cantilever beam 挑梁cavitation 孔洞characteriseic value of live load on floor orroof 楼面、屋面活荷载标准值characteristi cvalue o fwindload 风荷载标准值characteristic value of concrete compressivestrength 混凝土轴心抗压强度标准值characteristic value of concrete tensilestrength 混凝土轴心抗拉标准值characteristic value of cubic concretecompressive strength 混凝土立方体抗压强度标准值characteristic value of earthquake action 地震作用标准值characteristic value of horizontal crane load吊车水平荷载标准值characteristic value of masonry strength 砌体强度标准值characteristic value of permanent action 永久作用标准值characteristic value of snowload 雪荷载标准值characteristic value of strength of steel 钢材强度标准值characteristic value of strength of steel bar钢筋强度标准值characteristic value of uniformly distributedlive load 均布活标载标准值characteristic value of variable action 可变作用标准值characteristic value of vertical crane load 吊车竖向荷载标准值charaeteristic value of material strength 材料强度标准值chimney 烟囱circular double-layer suspended cable 圆形双层悬索circular single-layer suspended cable 圆形单层悬索circumferential weld 环形焊缝clear height 净高cold bend inspection of steelbar 冷弯试验cold drawn bar 冷拉钢筋cold drawn wire 冷拉钢丝cold-formed thin-walled sectionsteel 冷弯薄壁型钢cold-formed thin-walled steel structure 冷弯薄壁型钢结构cold-rolled deformed bar 冷轧带肋钢筋column bracing 柱间支撑combination value of live load on floor orroof 楼面、屋面活荷载组合值compaction 密实度compliance control 合格控制composite floor system 组合楼盖composite floor with profiled steel sheet 压型钢板楼板composite roof truss 组合屋架compostle member 组合构件compound stirrup 复合箍筋compression member with large eccentricity 大偏心受压构件compression member with small eccentricity 小偏心受压构件compressive strength at an angle with slopeof grain 斜纹承压强度compressive strength perpendicular to grain 横纹承压强度concentration of plastic deformation 塑性变形集中conceptual earthquake-resistant design 建筑抗震概念设计connecting plate 连接板connection 连接connections of steel structure 钢结构连接connections of timber structure 木结构连接consistency of mortar 砂浆稠度constant cross-section column 等截面柱construction and examination concentratedload 施工和检修集中荷载continuous weld 连续焊缝core area of section 截面核芯面积core tube supported structure 核心筒悬挂结构corrosion of steel bar 钢筋锈蚀coupled wall 连肢墙coupler 连接器coupling wall-beam 连梁coupling wall-column... 墙肢coursing degree of mortar 砂浆分层度cover plate 盖板covered electrode 焊条crack 裂缝crack resistance 抗裂度crack width 裂缝宽度crane girder 吊车梁crane load 吊车荷载creep of concrete 混凝土徐变crook 横弯cross beam 井字梁cup 翘弯curved support 弧形支座Ddeformation analysis 变形验算degree of gravity vertical for structure orstructural member 结构构件垂直度degree of gravity vertical forwall surface 墙面垂直度degree of plainness for structural memer 构件平整度degree of plainness for wall surface 墙面平整度depth of compression zone 受压区高度depth of neutral axis 中和轴高度design of building structures 建筑结构设计design value of earthquake-resistant strengthof materials 材料抗震强度设计值design value of load-carrying capacity ofmembers 构件承载能力设计值designations 0f steel 钢材牌号designvalue of material strength 材料强度设计值destructive test 破损试验detailing reintorcement 构造配筋detailing requirements 构造要求diamonding 菱形变形diaphragm 横隔板dimensional errors 尺寸偏差distribution factor of snow pressure 屋面积雪分布系数double component concrete column 双肢柱dowelled joint 销连接down-stayed composite beam 下撑式组合粱ductile frame 延性框架dynamic design 动态设计Eearthquake-resistant design 抗震设计earthquake-resistant detailing requirements 抗震构造要求effective area of fillet weld 角焊缝有效面积effective depth of section 截面有效高度effective diameter of bolt or high-strength bolt 螺栓或高强度螺栓有效直径effective height 计算高度effective length 计算长度effective length of fillet weld 角焊缝有效计算长度effective length of nail 钉有效长度effective span 计算跨度effective supporting length at end of beam 梁端有效支承长度effective thickness of fillet weld 角焊缝有效厚度elastic analysis scheme 弹性方案elastic foundation beam 弹性地基梁elastic foundation plate 弹性地基板elastically supported continuous girder 弹性支座连续梁elasticity modulus of materials 材料弹性模量elongation rate 伸长率embeded parts 预埋件enhanced coefficient of local bearingstrength of materials 局部抗压强度提高系数equivalent slenderness ratio 换算长细比equivalent uniformly distributed live load 等效均布活荷载etlectlve cross-section area of high-strengthbolt 高强度螺栓的有效截面积ettectlve cross-section area of bolt 螺栓有效截面面积euler's critical load 欧拉临界力euler's critical stress 欧拉临界应力Ffiller plate 填板门fillet weld 角焊缝finger joint 指接fish eye 白点fish-belly beam 角腹式梁fissure 裂缝flexible connection 柔性连接flexural rigidity of section 截面弯曲刚度flexural stiffness of member 构件抗弯刚度floor plate 楼板floor system 楼盖four sides(edgessupported plate 四边支承板frame structure 框架结构frame tube structure 单框筒结构frame tube structure 框架-简体结构frame with sidesway 有侧移框架frame without sidesway 无侧移框架frange plate 翼缘板friction coefficient of masonry 砌体摩擦系数full degree of mortar at bed joint 砂浆饱满度function of acceptance 验收函数Ggang nail plate joint 钉板连接grider 主梁grip 夹具grith weld 环形焊缝groove 坡口gusset plate 节点板Hhanger 吊环hanging steel bar 吊筋heat tempering bar 热处理钢筋height variation factor of wind pressure 风压高度变化系数heliral weld 螺旋形僻缝high-strength bolt 高强度螺栓high-strength bolt with large hexagon bea 大六角头高强度螺栓high-strength bolted bearing type join 承压型高强度螺栓连接，high-strength bolted connection 高强度螺栓连接high-strength bolted friction-type joint 摩擦型高强度螺栓连接high-strength holted steel slsteel structure 高强螺栓连接钢结构hinge support 铰轴支座hinged connection 铰接hlngeless arch 无铰拱hollow brick 空心砖hollow ratio of masonry unit 块体空心率honeycomb 蜂窝hook 弯钩hoop 箍筋hot-rolled deformed bar 热轧带肋钢筋hot-rolled plain bar 热轧光圆钢筋hot-rolled section steel 热轧型钢hunched beam 加腋梁Iimpact toughness 冲击韧性impermeability 抗渗性inclined section 斜截面inclined stirrup 斜向箍筋incomplete penetration 未焊透incomplete tusion 未溶合incompletely filled groove 未焊满indented wire 刻痕钢丝influence coefficient for load-bearingcapacity of compressionmember 受压构件承载能力影响系数influence coefficient for spacial action 空间性能影响系数initial control 初步控制inspection for properties of glue used instructural member 结构用胶性能检验inspection for properties of steelbar 钢筋性能检验integral prefabricated prestressed concreteslab-column structure整体预应力板柱结构intermediate stiffener 中间加劲肋intermittent weld 断续焊缝Jjoint of reinforcement 钢筋接头Kkey joint 键连接kinetic design 动态设计knot 节子(木节)Llaced of battened compression member 格构式钢柱lacing and batten elements 缀材(缀件)lacing bar 缀条lamellar tearing 层状撕裂lap connectlon 叠接(搭接)lapped length of steel bar 钢筋搭接长度large pannel concrete structure 混凝土大板结构large-form cocrete structure 大模板结构lateral bending 侧向弯曲lateral displacement stiffness of storey 楼层侧移刚度lateral displacement stiffness of structure 结构侧移刚度lateral force resistant wallstructure 抗侧力墙体结构leg size of fillet weld 角焊缝焊脚尺寸length of shear plane 剪面长度lift-slab structure 升板结构limiting value for sectional dimension 截面尺寸限值limiting value for supporting length 支承长度限值limiting value for total height of masonrystructure 砌体结构总高度限值linear expansion coeffcient 线膨胀系数lintel 过梁load bearing wall 承重墙load-carrying capacity per bolt 单个普通螺栓承载能力load-carrying capacity per high-strength holt单个高强螺桂承载能力load-carrying capacity per rivet 单个铆钉承载能力long term rigidity of member 构件长期刚度longitude horizontal bracing 纵向水平支撑longitudinal steel bar 纵向钢筋longitudinal stiffener 纵向加劲肋longitudinal weld 纵向焊缝losses of prestress 预应力损失lump material 块体Mmain axis 强轴main beam 主梁major axis 强轴manual welding 手工焊接manufacture control 生产控制mechanical properties of materials 材料力学性能melt-thru 烧穿method of sampling 抽样方法minor axls 弱轴modified coefficient for allowable ratio ofheight to sectionalthickness of masonry wall 砌体墙容许高厚比修正系数modulus of elasticity of concrete 混凝土弹性模量modulus of elasticity parellel to grain 顺纹弹性模量moisture content 含水率moment modified factor 弯矩调幅系数monitor frame 天窗架mortar 砂浆multi-defence system of earthquake-resistantbuilding 多道设防抗震建筑multi-tube supported suspended structure 多筒悬挂结构Nnailed joint 钉连接net height 净高net span 净跨度non-destructive inspection of weld 焊缝无损检验non-destructive test 非破损检验non-load-bearingwall 非承重墙non-uniform cross-section beam 变截面粱non-uniformly distributed strain coefficientof longitudinal tensile reinforcement纵向受拉钢筋应变不均匀系数normal concrete 普通混凝土normal section 正截面notch and tooth joint 齿连接number of sampling 抽样数量Oobligue section 斜截面oblique-angle fillet weld 斜角角焊缝one-way reinforced(or prestressedconcreteslab 单向板open web roof truss 空腹屋架ordinary concrete 普通混凝土ordinary steel bar 普通钢筋orthogonal fillet weld 直角角焊缝outstanding width of flange 翼缘板外伸宽度outstanding width of stiffener 加劲肋外伸宽度over-all stability reduction coefficient ofsteel beam 钢梁整体稳定系数overturning or slip resistance analysis 抗倾覆、滑移验算Ppadding plate 垫板partial penetrated butt weld 不焊透对接焊缝partition 非承重墙penetrated butt weld 透焊对接焊缝percentage of reinforcement 配筋率pilastered wall 带壁柱墙pit 凹坑pith 髓心plain concrete structure 素混凝土结构plane hypothesis 平截面假定plane structure 平面结构plane trussed lattice grids 平面桁架系网架plank 板材plastic adaption coefficient of cross-section截面塑性发展系数plastic design of steel structure 钢结构塑性设计plastic hinge 塑性铰plastlcity coefficient of reinforced concretemember in tensilezone受拉区混凝土塑性影响系数plate-like space frame 干板型网架plate-like space truss 平板型网架plug weld 塞焊缝plywood 胶合板pockmark 麻面polygonal top-chord roof truss 多边形屋架post-tensioned prestressed concrete structure后张法预应力混凝土结构precast reinforced concrete member 预制混凝土构件prefabricated concrete structure 装配式混凝土结构presetting time 初凝时间prestressed concrete structure 预应力混凝土结构prestressed steel structure 预应力钢结构prestressed tendon 预应力筋pre-tensioned prestressed concrete structure 先张法预应力混凝土结构primary control 初步控制production control 生产控制properties of fresh concrete 可塑混凝土性能properties of hardened concrete 硬化混凝土性能property of building structural materials 建筑结构材料性能purlin 檩条Qquality grade of weld 焊缝质量级别quality inspection of bolted connection 螺栓连接质量检验quality inspection of riveted connection 铆钉连接质量检验quasi-permanent value of live load on flooror roof 楼面、屋面活荷载准永久值Rradial check 辐裂ratio of axial compressive force to axialcompressive ultimate capacity of section轴压比ratio of height to sectional thickness ofwall or column 砌体墙柱高、厚比ratio of reinforcement 配筋率ratio of shear span to effective depth ofsection 剪跨比redistribution of internal force 内力重分布reducing coefficient of compressive strengthin sloping grain for bolted connection螺栓连接斜纹承压强度降低系数reducing coefficient of liveload 活荷载折减系数reducing coefficient of shearing strength fornotch and tooth connection齿连接抗剪强度降低系数regular earthquake-resistant building 规则抗震建筑reinforcement ratio 配筋率reinforcement ratio per unit volume 体积配筋率relaxation of prestressed tendon 预应筋松弛representative value of gravity load 重力荷载代表值resistance to abrasion 耐磨性resistance to freezing and thawing 抗冻融性resistance to water penetration 抗渗性reveal of reinforcement 露筋right-angle filletweld 直角角焊缝rigid analysis scheme 刚性方案rigid connection 刚接rigid transverse wall 刚性横墙rigid zone 刚域rigid-elastic analysis scheme 刚弹性方案rigidity of section 截面刚度rigidly supported continous girder 刚性支座连续梁ring beam 圈梁rivet 铆钉riveted connecction 铆钉连接riveted steel beam 铆接钢梁riveted steel girder 铆接钢梁riveted steel structure 铆接钢结构rolle rsupport 滚轴支座rolled steel beam 轧制型钢梁roof board 屋面板roof bracing system 屋架支撑系统roof girder 屋面梁roof plate 屋面板roof slab 屋面板roof system 屋盖roof truss 屋架round wire 光圆钢丝Ssafety classes of building structures 建筑结构安全等级safetybolt 保险螺栓saw-tooth joint failure 齿缝破坏scarf joint 斜搭接seamless steel pipe 无缝钢管seamless steel tube 无缝钢管second moment of area of tranformed section 换算截面惯性矩second order effect due to displacement 挠曲二阶效应secondary axis 弱轴secondary beam 次粱section modulus of transformed section 换算截面模量section steel 型钢semi-automatic welding 半自动焊接separated steel column 分离式钢柱setting time 凝结时间shake 环裂shaped steel 型钢shapefactorofwindload 风荷载体型系数shear plane 剪面shearing rigidity of section 截面剪变刚度shearing stiffness of member 构件抗剪刚度short stiffener 短加劲肋short term rigidity of member 构件短期刚度shrinkage 干缩shrinkage of concrete 混凝干收缩silos 贮仓skylight truss 天窗架slab 楼板slab-column structure 板柱结构slag inclusion 夹渣sloping grain 斜纹slump 坍落度snow reference pressure 基本雪压solid-web steel column 实腹式钢柱space structure 空间结构space suspended cable 悬索spacing of bars 钢筋间距spacing of rigid transverse wall 刚性横墙间距spacing of stirrup legs 箍筋肢距spacing of stirrups 箍筋间距specified concrete 特种混凝上spiral stirrup 螺旋箍筋spiral weld 螺旋形焊缝split ringjoint 裂环连接square pyramid space grids 四角锥体网架stability calculation 稳定计算stability reduction coefficient of axiallyloaded compression 轴心受压构件稳定系数stair 楼梯static analysis scheme of building 房屋静力汁算方案static design 房屋静力汁算方案statically determinate structure 静定结构statically indeterminate structure 超静定结构sted 钢材steel bar 钢筋steel column component 钢柱分肢steel columnbase 钢柱脚steel fiber reinforced concrete structure 钢纤维混凝土结构steel hanger 吊筋steel mesh reinforced brick masonry member 方格网配筋砖砌体构件steel pipe 钢管steel plate 钢板steel plateelement 钢板件steel strip 钢带steel support 钢支座steel tie 拉结钢筋steel tie bar for masonry 砌体拉结钢筋steel tube 钢管steel tubular structure 钢管结构steel wire 钢丝stepped column 阶形柱stiffener 加劲肋stiffness of structural member 构件刚度stiffness of transverse wall 横墙刚度stirrup 箍筋storev height 层高straight-line joint failure 通缝破坏straightness of structural member 构件乎直度strand 钢绞线strength classes of masonry units 块体强度等级strength classes of mortar 砂浆强度等级strength classes of structural steel 钢材强度等级strength classes(grades of prestressed tendon预应力筋强度等级strength classes(grades of steel bar 普通钢筋强度等级strength of structural timber parallel tograin 木材顺纹强度strongaxis 强轴structural system composed of bar 杆系结构structural system composed of plate 板系结构structural wall 结构墙superposed reinforced concrete flexuralmember 叠合式混凝土受弯构件suspended crossed cable net 双向正交索网结构suspended structure 悬挂结构swirl grain 涡纹Ttensile(compressive) rigidity of section 截面拉伸(压缩刚度)tensile(compressive) stiffness of member 构件抗拉(抗压刚度) tensile(ultimate) strength of steel 钢材抗拉(极限强度)test for properties of concrete structuralmembers 构件性能检验thickness of concrete cover 混凝土保护层厚度thickness of mortarat bed joint 水平灰缝厚度thin shell 薄壳three hinged arch 三铰拱tie bar 拉结钢筋tie beam 系梁tie tod 系杆tied framework 绑扎骨架tor-shear type high-strength bolt 扭剪型高强度螺栓torsional rigidity of section 截面扭转刚度torsional stiffness of member 构件抗扭刚度total breadth of structure 结构总宽度total height of structure 结构总高度total length of structure 结构总长度transmission length of prestress 预应力传递长度transverse horizontal bracing 横向水平支撑transverse stiffener 横向加劲肋transverse weld 横向焊缝transversely distributed steelbar 横向分布钢筋trapezoid roof truss 梯形屋架triangular pyramid space grids 三角锥体网架triangular roof truss 三角形屋架trussed arch 椽架trussed rafter 桁架拱tube in tube structure 筒中筒结构tube structure 简体结构twist 扭弯two hing。
抗侧向荷载的结构体系(中文)
原文翻译：抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。
确实，较好的高层建筑普遍具有构思简单、表现明晰的特点。
这并不是说没有进行宏观构思的余地。
实际上，正是因为有了这种宏观的构思，新奇的高层建筑体系才得以发展，可能更重要的是：几年以前才出现的一些新概念在今天的技术中已经变得平常了。
如果忽略一些与建筑材料密切相关的概念不谈，高层建筑里最为常用的结构体系便可分为如下几类：1．抗弯矩框架。
2．支撑框架，包括偏心支撑框架。
3．剪力墙，包括钢板剪力墙。
4．筒中框架。
5．筒中筒结构。
6．核心交互结构。
7．框格体系或束筒体系。
特别是由于最近趋向于更复杂的建筑形式，同时也需要增加刚度以抵抗几力和地震力，大多数高层建筑都具有由框架、支撑构架、剪力墙和相关体系相结合而构成的体系。
而且，就较高的建筑物而言，大多数都是由交互式构件组成三维陈列。
将这些构件结合起来的方法正是高层建筑设计方法的本质。
其结合方式需要在考虑环境、功能和费用后再发展，以便提供促使建筑发展达到新高度的有效结构。
这并不是说富于想象力的结构设计就能够创造出伟大建筑。
正相反，有许多例优美的建筑仅得到结构工程师适当的支持就被创造出来了，然而，如果没有天赋甚厚的建筑师的创造力的指导，那么，得以发展的就只能是好的结构，并非是伟大的建筑。
无论如何，要想创造出高层建筑真正非凡的设计，两者都需要最好的。
虽然在文献中通常可以见到有关这七种体系的全面性讨论，但是在这里还值得进一步讨论。
设计方法的本质贯穿于整个讨论。
设计方法的本质贯穿于整个讨论中。
抗弯矩框架抗弯矩框架也许是低，中高度的建筑中常用的体系，它具有线性水平构件和垂直构件在接头处基本刚接之特点。
这种框架用作独立的体系，或者和其他体系结合起来使用，以便提供所需要水平荷载抵抗力。
对于较高的高层建筑，可能会发现该本系不宜作为独立体系，这是因为在侧向力的作用下难以调动足够的刚度。
外文翻译---高层建筑及结构设计
外文翻译---高层建筑及结构设计High-rise XXX to define。
Generally。
a low-rise building is considered to be een 1 to 2 stories。
while a medium-rise building ranges from 3 or 4 stories up to 10 or 20 stories or more。
While the basic principles of vertical and horizontal subsystem design remain the same for low-。
medium-。
or high-rise buildings。
the vertical subsystems XXX high-XXX requiring larger columns。
walls。
XXX。
XXX.The design of high-rise buildings must take into account the unique XXX by their height and the need to withstand lateral forces such as wind and earthquakes。
One important aspect of high-rise design is the framework shear system。
XXX。
braced frames。
or XXX the appropriate system depends on the specific building characteristics and the seismicity of the n in which it is located.Another key n in high-rise design is the seismic system。
土木工程外文翻译框架EE---结构特性分析
本外文文献来自《Simplified Design of Steel Structures》（《钢结构简化设计丛书第七版》）,作者James Ambrose（詹姆斯·安布罗斯）。
INVESTIGATION OF STRUCTURAL BEHA VIORInvestigating how structures behave is an important part of structural design: it provides a basis for ensuring the adequacy and safety of a design, In this section I discuss structural investigation in general. As I do throughout this book. I focus on material relevant to structural design tasks.Purpose of InvestigationMost structures exist because they are needed. Any evaluation of a structure thus must begin with an analysis of how effectively the structure meets the usage requirements.Designers must consider the following three factors:●Functionality. or the general physical relationships of the structure's form.detail. durability. fire resistance. deformation resistance. and so on.●Feasibility. including cost. availability of materials and products. andpracticality of construction.●Safety. or capacity 10 resist anticipated loads.MeansAn investigation of a fully defined structure involves the following:1.Determine the structure's physical being-materials, form, scale. orientation.location. support conditions, and internal character and detail.2.Determine the demands placed on the structure-that is. loads.3.Determine the structure's deformation limits.4.Determine the structure's load response-how it handles internal forces andstresses and significant deformations.5.Evaluate whether the structure can safely handle the required structural tasks.Investigation may take several forms. You can●Visualize graphically the structure's deformation under load.●Manipulate mathematical models.●Test the structure or a scaled model, measuring its responses to loads.When precise quantitative evaluations are required. use mathematical models based on reliable theories or directly measure physical responses. Ordinarily. mathematical modeling precedes any actual construction-even of a test model. Limit direct mea-surementto experimental studies or to verifying untested theories or design methods. Visual AidsIn this book, I emphasize graphical visualization; sketches arc invaluable learning and problem-solving aids. Three types of graphics are most useful: the free-body diagram. the exaggerated profile of a load-deformed structure. and the scaled pial.A free-body diagram combines a picture of an isolated physical clemen I with representations of all external forces. The isolated clement may be a whole structure or some part of it.For example. Figure 4.1a shows anentire structure-a beamand-eolumn rigidbent-and the external forces (representedby arrows). which include gravity. wind.and the reactive resistance of thesupports (called the reactions). Note:Such a force system holds the structurein static equilibrium.Figure 4.lb is a free-body diagramof a single beam from the bent.Operating on the beam are two forces: itsown weight and the interaction betweenthe beam ends and the columns 10 whichthe beam is all ached. These interactionsare not visible in the Ireebody diagram ofthe whole bent. so one purpose of thediagram for the beam is to illustrate theseinteractions. For example. note that the columns transmit to theendsofthe beams horizontal and vertical forces as well asrotational bending actions.Figure 4.lc shows an isolated portion ofthe beam length. illustrating the beam's internal force actions. Operating on this free body arc its own weight and the actions of the beam segments on the opposite sides of the slicing planes. since it is these actions that hold the removed portion in place in the whole beam.Figure 4.ld. a tiny segment. or particle. of the beam material is isolated, illustrating the interactions between this particle and those adjacent to it. This device helps designers visualize stress: in this case. due to its location in the beam. the particle is subjected to a combination of shear and linear compression stresses.An exaggerated profile of a load-deformed structure helps establish the qualitative nature of the relationships between force actions and shape changes. Indeed. you can infer the form deformation from the type of force or stress. and vice versa.IGURE 4.1Free-body diagrams.For example. Figure shows {he exaggerated deformation of the bent in Figure 4.1 under wind loading. Note how you can determine the nature of bending action in each member of the frame from this figure. Figure 4.2b shows the nature of deformation of individual particles under various types of stress.FIGURE 4.2 Structural deformationThe scaled plot is a graph of some mathematical relationship or real data. For example, the graph in Figure 4.3 represents the form of a damped ibration of an elastic spring. It consists of the plot of the displacements against elapsed time t. and represents the graph of the expression.FIGURE 4.3 Graphical plot of a damped cyclic motion.Although the equation is technically sufficient to describe the phenomenon, the graphillustrates many aspects of the relationship. such as the rate of decay of the displacement. the interval of the vibration. the specific position at some specific elapsed time. and so on..4.2 METHODS OF INVESTIGATION AND DESIGNTraditional structural design centered on the working stress method. a method now referred to as stress design or allowable stress design (ASD). This method. which relies on the classic theories of elastic behavior, measures a design's safety against two limits: an acceptable maximum stress (called allowable working stress) and a tolerable extent of deformation (deflection. stretch. erc.). These limits refer to a structure's response to service loads-that is. the loads caused by normal usage conditions. The strength me/hod, meanwhile, measures a design's adequacy against its absolute load limit-that is. when the structure must fail.To convincingly establish stress. strain. and failure limits, tests were performed extensively in the field (on real structures) and laboratories (on specimen prototypes. or models). Note: Real-world structural failures are studied both for research sake and to establish liability.In essence. the working stress method consists of designing a structure to work at some established percentage of its total capacity. The strength method consists of designing a structure tofail. but at a load condition well beyond what it should experience. Clearly the stress and strength methods arc different. but the difference is mostly procedural.The Stress Method (ASD)The stress method is as follows:1.Visualize and quantify the service (working) load conditions as intelligentlyas possible. You can make adjustments by determining statistically likelyload combinations (i.e , dead load plus live load plus wind load). consideringload duration. and so on.2.Establish standard stress. stability, and deformation limits for the variousstructural responses-in tension. bending, shear, buckling. deflection, and soon.3.Evaluate the structure's response.An advantage of working with the stress method is that you focus on the usage condition (real or anticipated). The principal disadvantage comes from your forced detachment from real failure conditions-most structures develop much different forms of stress and strain as they approach their failure limits.The Strength Method (LRFD)The strength method is as follows:1.Quantify the service loads. Then multiply them by an adjustmentfactor'( essentially a safety factor) to produce thejaclOred load.2.Visualize the various structural responses and quantify the structure'sultimate (maximum, failure) resistance in appropriate terms (resistance tocompression, buckling. bending. etc.). Sometimes this resistance is subjectto an adjustment factor, called theresistancefacror. When you employ loadand resistance factors. the strength method is now sometimes called foad andresistancefaaor design (LRFD) (see Section 5.9).pare the usable resistance ofthe structu re to the u ltirnatc resistancerequired (an investigation procedure), or a structure with an appropriateresistance is proposed (a design procedure).A major reason designers favor the strength method is that structural failure is relatively easy to test. What is an appropriate working condition is speculation. In any event, the strength method which was first developed for the design of reinforced con-crete structures, is now largely preferred in all professional design work.Nevertheless, the classic theories of clastic behavior still serve as a basis for visualizing how structures work. But ultimate responses usually vary from the classic responses, because of inelastic materials, secondary effects, multi mode responses, and so on. In other words, the usual procedure is to first consider a classic, elastic response, and then to observe (or speculate about) what happens as failure limits are approached.结构特性分析研究结构的特性在结构设计中是一个很重要的部分，它是保证设计安全性和适用性的基础。
抗侧向荷载的结构体系外文翻译
外文翻译一.原文：Structural Systems to resist lateral loads Commonly Used structural SystemsWith loads measured in tens of thousands kips, there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structuralsystems built up of combinations of frames, braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, many examples of fine architecture have been created with only moderate support from the structural engineer, while only fine structure, not great architecture, can be developed without the genius and the leadership of a talented architect. In any event, the best of both is needed to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal methodof the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or three dimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements thatprovide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin 110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three–dimensional frames, braced frames, or shear walls, forming a closed surface more or less cylindrical in nature, but of nearly any plan configuration. Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system, the overall moment of inertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, or by two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However, except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wallin resisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders , the webs of the framed tube) while the flexural component is associated with the axial shortening and lengthening of columns , the flanges of the framed tube). In a braced tube, the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane , the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, will be substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced , shear-stiff) tube while the outer tube is conceived as a framed , shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, the inner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat”structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat”to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero. The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and601ft (183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m),centered 90 ft (27.4m) apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shearstiffness in the long direction.4. A single outer tube is supplied, which encircles the buildingperimeter.5.The outer tube is a moment-resisting frame, but with zero shearstiffness for the center50ft (15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twinsteel-plate tubes, because the shear stiffness of the outer tube goes to zero at the base of the building.Cellular structuresA classic example of a cellular structure is the Sears Tower,Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story.At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of a bundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have thisdifferential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building, the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stress the lower height columns so as to reconcile the differential deflections of columns in close proximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.。
土木工程抗侧向荷载的结构体系中英文对照外文翻译文献
中英文对照外文翻译抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。
确实，较好的高层建筑普遍具有构思简单、表现明晰的特点。
这并不是说没有进行宏观构思的余地。
实际上，正是因为有了这种宏观的构思，新奇的高层建筑体系才得以发展，可能更重要的是：几年以前才出现的一些新概念在今天的技术中已经变得平常了。
如果忽略一些与建筑材料密切相关的概念不谈，高层建筑里最为常用的结构体系便可分为如下几类：抗弯矩框架。
支撑框架，包括偏心支撑框架。
剪力墙，包括钢板剪力墙。
筒中框架。
筒中筒结构。
核心交互结构。
框格体系或束筒体系。
特别是由于最近趋向于更复杂的建筑形式，同时也需要增加刚度以抵抗几力和地震力，大多数高层建筑都具有由框架、支撑构架、剪力墙和相关体系相结合而构成的体系。
而且，就较高的建筑物而言，大多数都是由交互式构件组成三维陈列。
将这些构件结合起来的方法正是高层建筑设计方法的本质。
其结合方式需要在考虑环境、功能和费用后再发展，以便提供促使建筑发展达到新高度的有效结构。
这并不是说富于想象力的结构设计就能够创造出伟大建筑。
正相反，有许多例优美的建筑仅得到结构工程师适当的支持就被创造出来了，然而，如果没有天赋甚厚的建筑师的创造力的指导，那么，得以发展的就只能是好的结构，并非是伟大的建筑。
无论如何，要想创造出高层建筑真正非凡的设计，两者都需要最好的。
虽然在文献中通常可以见到有关这七种体系的全面性讨论，但是在这里还值得进一步讨论。
设计方法的本质贯穿于整个讨论。
设计方法的本质贯穿于整个讨论中。
抗弯矩框架抗弯矩框架也许是低，中高度的建筑中常用的体系，它具有线性水平构件和垂直构件在接头处基本刚接之特点。
这种框架用作独立的体系，或者和其他体系结合起来使用，以便提供所需要水平荷载抵抗力。
对于较高的高层建筑，可能会发现该本系不宜作为独立体系，这是因为在侧向力的作用下难以调动足够的刚度。
剪力墙结构论文中英文资料外文翻译文献
中英文资料外文翻译文献一.英文原文A NEW STAGGERED SHEAR WALL STRUCTURE FOR HIGH-RISE BUILDINGABSTRACTShear wall structure has been widely used in tall buildings. However, there are still two obvious disadvantages in this structure: first of all, space between two shear wall could not too big and the plane layout is not flexible, so that serviceability requirements are dissatisfied for public buildings; secondly, the bigger dead weight will lead to the increase of constructional materials and seismic force which cause desigh difficulty of super-structures and foundations. In this paper, a new type tall building structure-staggered shear wall structure-is presented in order to overcome above disadvantages of traditional shear wall, which not only provide big space for architectural design but also has lighter dead weight and high capacity of resistance to horizontal load. REINFORCEMENT CONCRETE STAGGERED SHEAR WALL STRUCTURAL SYSTEM IN TALL BUILDINGS Structure Style and Features of New Type Shear Wall Structural System：In this new-type shear wall structural system,every shear wall is at staggered location on adjacent floor, as well as adjacent shear walls are staggered with each other.One end of floor slab is supported on top edge of one shear wall; the other end of floor slab is supported on bottom edge of adjacent shear wall. The edge column and beam are set beside every shear wall. The embedded column and connected beam are set on every floor. The advantage of this structural system is its big use space with small span floor slab.The shear wall arrangement can be staggered or not according to use requirement, shown in Figure 1. As a result, the width of one bay is increased from L to 2L or 3L. In addition, the dead weigh of staggered shear wall is smaller than that of traditional down-to-ground shear wall, so the material cost is reduced. The structural analysis result indicates the wall amount decreases by 25% and the dead weigh decreased by 20%comparing the new-type shear wall with traditional shear wall, while both have same lateral stiffness. Two main obvious disadvantages of traditional shear wall are overcome and the use space of shear wall structures is enlarged effectively. Besides the architectural convenience, the staggered shear wall has other advantages. Although the stiffness of every shear wall is changed along vertical direction, the sum stiffness of whole structure is even along vertical direction when adjacent shear walls are set on staggered locations. The whole structural deformation is basically bending style. Form the analysis of reference,the staggered shear wall has stronger whole stiffness, less top-storey displacement(decreasing by about 58%),and less relative storey displacement comparing with traditional coupled shear wall.Under the same horizontal load, the staggered shear wall structure could effectively cut down the internal force of coupled beam and embedded column, at the same time the structural seismic performance is improved.1 2Working Mechanism of New Type Shear Wall StructureUnder the vertical load, this structure effect is the same as ordinary frame-shear wall structure, that is, the shear wall and column act together to resist the vertical load. Because the stiffness of every span shear wall is large and the deformation is small, the bending deformation and moment of columns are very small. Under lateral load, the structure deformation is uniform, thereby it can improve the whole stiffness effectively and the higher capability resisting lateral load is obtained.The main cause is the particular arrangement method of walls, which could be explained as follows: firstly, the lateralshearing force transfer mechanism is different from traditional shear wall. The lateral shearing force on top edge of shear wall is transferred to under layer floor slab though the bottom edge of wall, then to under storey adjacent shear wall through the under storey floor slab. At last, the lateral shearing force is transferred to ground floor shear wall and foundation.By this way,the lateral shearing force transfer mechanism is special, in which every floor slab transfer the lateral shearing force of itself floor and above floor.But in traditional shear wall directly. This structure makes the best use of the peculiarity that the slab stiffness is very strong to transfer and resist lateral shear. Although the shear walls are not up bottom in sequence, the slabs which has larger stiffness participate in the work transferring and resisting lateral shear force from the top to the down,from the floor middle part to edge, and from the edge to middle part in whole structure.It corresponds to a space integer structure with large lateral stiffness connected all shear walls by slabs, which have been cut in every story and span. It has been proved in author’s paper that the whole structure will occur integer-bending deformation under lateral force action,while every storey shear walls will occur integer bending without local bending. Secondly, in every piece of staggered shear wall (shown in Figure 2),the shear wall arrangement forms four large X diagonal brace along adcb,cfed, ehgf, gjih (dashed as shown in Figure 2).Because the shear walls forming X diagonal brace have large stiffness and strength, the X diagonal brace stiffness is strong. In addition, both the edge beams and columns around the boundary form bracing ‘frame”with large lateral stiffness. Hence, the structural integer stiffness is greatly improved.Due to the above main reasons, this structure is considered to have particular advantages compared with traditional shear wall structure in improving structural lateral stiffness. It can provide larger using space, and reduce the material, earthquake action as well as dead weight.Also, it can provide larger lateral stiffness, which will benefit the structural lateral capability. In author’s paper and in this paper the example calculating results indicates that lateral stiffness of this structure are double of coupled shear wall structure ,and nearly equal to integer shear wall structure (light small than the latter).Aseismic analysis and construction measures in a buildingexampleIn order to study dynamic characteristics and aseismic performances in this structural system, the staggered shear wall will be used as all cross walls in the large bay shear wall structure without internal longitudinal walls.Example. Thereis a nine-storey reinforcement concrete building, which is large bay shear wall struvture, shown in figure3. here,walls columns, beams, and slabs are all cast-in-situ. The thickness t=240mm is used for shear walls from 1 to 3 stories, while thickness t=200mm is used for shear walls from 4 to 9 stories. Given the section of columns of width b=500mm and depth h=600mm . Given the section of beams of width b=300mm and depth h=700mm . The modulus of elasticity is assumed to be E=2.1*10E7kN/2m and G=1.05*10E7 kN /2m . The external longitudinal walls are cast-in-situ wall frame, and the cross walls are staggered shear walls , showm in Figure 3 (a) (scheme I) ,intensity 8 zones near earthquake, 2type site ground 。
土木工程文献外文翻译(中英互译版)
使用加固纤维聚合物增强混凝土梁的延性作者：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，从而体现出伪延性的性能。
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较。
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体现出更大的贡献。
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。
抗侧向荷载的结构体系 土木工程毕业论文中英文翻译
一、科技资料原文：Structural Systems to resist lateral loadsCommonly Used structural SystemsWith loads measured in tens of thousands kips, there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structural systems built up of combinations of frames, braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, many examples of fine architecture have been created with only moderate support from the structural engineer, while only fine structure, not great architecture, can be developedwithout the genius and the leadership of a talented architect. In any event, the best of both is needed to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal method of the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or three dimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements that provide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin 110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three –dimensional frames, braced frames, or shear walls, forming a closed surface more or less cylindrical in nature, but of nearly any plan configuration. Because those columns that resistlateral forces are placed as far as possible from the cancroids of the system, the overall moment of inertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, or by two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However, except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wall in resisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders (i.e, the webs of the framed tube) while the flexural component is associated with the axial shortening and lengthening of columns (i.e, the flanges of the framed tube). In abraced tube, the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane (i.e, the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, will be substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced (i.e, shear-stiff) tube while the outer tube is conceived as a framed (i.e, shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, the inner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat” structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat” to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero.The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and 601ft (183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m), centered 90 ft (27.4m)apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shear stiffness in the longdirection.4. A single outer tube is supplied, which encircles the building perimeter.5.The outer tube is a moment-resisting frame, but with zero shear stiffness for the center50ft(15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twin steel-plate tubes, because theshear stiffness of the outer tube goes to zero at the base of the building.Cellular structuresA classic example of a cellular structure is the Sears Tower, Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story. At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of a bundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have this differential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building, the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stressthe lower height columns so as to reconcile the differential deflections of columns in close proximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.二、原文翻译：抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。
文献翻译-抗侧向荷载的结构体系
Structural Systems to resist lateral loadsCommonly Used structural SystemsWith loads measured in tens of thousands kips,there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structural systems built up of combinations of frames, braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, manyexamples of fine architecture have been created with only moderate support from the structural engineer, while only fine structure, not great architecture, can be developed without the genius and the leadership of a talented architect. In any event, the best of both is needed to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal method of the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or three dimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements that provide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin 110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three –dimensional frames, braced frames, or shear walls, forming a closed surface more or less cylindrical in nature, but of nearly any plan configuration. Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system, the overall moment of inertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, or by two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However, except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wall inresisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders (i.e, the webs of the framed tube) while the flexural component is associated with the axial shortening and lengthening of columns (i.e, the flanges of the framed tube). In a braced tube, the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane (i.e, the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, will be substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced (i.e, shear-stiff) tube while the outer tube is conceived as a framed (i.e, shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, theinner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat” structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat” to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero.The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and 601ft(183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m), centered 90 ft(27.4m) apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shear stiffness inthe long direction.4. A single outer tube is supplied, which encircles the building perimeter.5.The outer tube is a moment-resisting frame, but with zero shear stiffness for thecenter50ft (15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twin steel-plate tubes,because the shear stiffness of the outer tube goes to zero at the base of the building.Cellular structuresA classic example of a cellular structure is the Sears Tower, Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story. At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of a bundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have this differential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building, the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stress the lower height columns so as to reconcile the differential deflections of columns in close proximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。
钢结构设计外文翻译参考文献
钢结构设计外文翻译参考文献(文档含中英文对照即英文原文和中文翻译)使用高级分析法的钢框架创新设计1．导言在美国，钢结构设计方法包括允许应力设计法(ASD)，塑性设计法(PD)和荷载阻力系数设计法(LRFD)。
在允许应力设计中，应力计算基于一阶弹性分析，而几何非线性影响则隐含在细部设计方程中。
在塑性设计中，结构分析中使用的是一阶塑性铰分析。
塑性设计使整个结构体系的弹性力重新分配。
尽管几何非线性和逐步高产效应并不在塑性设计之中，但它们近似细部设计方程。
在荷载和阻力系数设计中，含放大系数的一阶弹性分析或单纯的二阶弹性分析被用于几何非线性分析，而梁柱的极限强度隐藏在互动设计方程。
所有三个设计方法需要独立进行检查，包括系数K计算。
在下面，对荷载抗力系数设计法的特点进行了简要介绍。
结构系统内的内力及稳定性和它的构件是相关的，但目前美国钢结构协会（AISC）的荷载抗力系数规范把这种分开来处理的。
在目前的实际应用中，结构体系和它构件的相互影响反映在有效长度这一因素上。
这一点在社会科学研究技术备忘录第五录摘录中有描述。
尽管结构最大内力和构件最大内力是相互依存的（但不一定共存），应当承认，严格考虑这种相互依存关系，很多结构是不实际的。
与此同时，众所周知当遇到复杂框架设计中试图在柱设计时自动弥补整个结构的不稳定（例如通过调整柱的有效长度）是很困难的。
因此，社会科学研究委员会建议在实际设计中，这两方面应单独考虑单独构件的稳定性和结构的基础及结构整体稳定性。
图28.1就是这种方法的间接分析和设计方法。
在目前的美国钢结构协会荷载抗力系数规范中，分析结构体系的方法是一阶弹性分析或二阶弹性分析。
在使用一阶弹性分析时，考虑到二阶效果，一阶力矩都是由B1,B2系数放大。
在规范中，所有细部都是从结构体系中独立出来，他们通过细部内力曲线和规范给出的那些隐含二阶效应，非弹性，残余应力和挠度的相互作用设计的。
理论解答和实验性数据的拟合曲线得到了柱曲线和梁曲线，同时Kanchanalai发现的所谓“精确”塑性区解决方案的拟合曲线确定了梁柱相互作用方程。
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第十部分：科技资料翻译一、科技资料原文：Structural Systems to resist lateral loadsCommonly Used structural SystemsWith loads measured in tens of thousands kips, there is little room in the design of high-rise buildings for excessively complex thoughts. Indeed, the better high-rise buildings carry the universal traits of simplicity of thought and clarity of expression.It does not follow that there is no room for grand thoughts. Indeed, it is with such grand thoughts that the new family of high-rise buildings has evolved. Perhaps more important, the new concepts of but a few years ago have become commonplace in today’ s technology.Omitting some concepts that are related strictly to the materials of construction, the most commonly used structural systems used in high-rise buildings can be categorized as follows:1.Moment-resisting frames.2.Braced frames, including eccentrically braced frames.3.Shear walls, including steel plate shear walls.4.Tube-in-tube structures.5.Tube-in-tube structures.6.Core-interactive structures.7.Cellular or bundled-tube systems.Particularly with the recent trend toward more complex forms, but in response also to the need for increased stiffness to resist the forces from wind and earthquake, most high-rise buildings have structural systems built up of combinations of frames, braced bents, shear walls, and related systems. Further, for the taller buildings, the majorities are composed of interactive elements in three-dimensional arrays.The method of combining these elements is the very essence of the design process for high-rise buildings. These combinations need evolve in response to environmental, functional, and cost considerations so as to provide efficient structures that provoke the architectural development to new heights. This is not to say that imaginative structural design can create great architecture. To the contrary, many examples of fine architecture have been created with only moderate supportfrom the structural engineer, while only fine structure, not great architecture, can be developed without the genius and the leadership of a talented architect. In any event, the best of both is needed to formulate a truly extraordinary design of a high-rise building.While comprehensive discussions of these seven systems are generally available in the literature, further discussion is warranted here .The essence of the design process is distributed throughout the discussion.Moment-Resisting FramesPerhaps the most commonly used system in low-to medium-rise buildings, the moment-resisting frame, is characterized by linear horizontal and vertical members connected essentially rigidly at their joints. Such frames are used as a stand-alone system or in combination with other systems so as to provide the needed resistance to horizontal loads. In the taller of high-rise buildings, the system is likely to be found inappropriate for a stand-alone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces.Analysis can be accomplished by STRESS, STRUDL, or a host of other appropriate computer programs; analysis by the so-called portal method of the cantilever method has no place in today’s technology.Because of the intrinsic flexibility of the column/girder intersection, and because preliminary designs should aim to highlight weaknesses of systems, it is not unusual to use center-to-center dimensions for the frame in the preliminary analysis. Of course, in the latter phases of design, a realistic appraisal in-joint deformation is essential.Braced Frame sThe braced frame, intrinsically stiffer than the moment –resisting frame, finds also greater application to higher-rise buildings. The system is characterized by linear horizontal, vertical, and diagonal members, connected simply or rigidly at their joints. It is used commonly in conjunction with other systems for taller buildings and as a stand-alone system in low-to medium-rise buildings.While the use of structural steel in braced frames is common, concrete frames are more likely to be of the larger-scale variety.Of special interest in areas of high seismicity is the use of the eccentric braced frame.Again, analysis can be by STRESS, STRUDL, or any one of a series of two –or three dimensional analysis computer programs. And again, center-to-center dimensions are used commonly in the preliminary analysis.Shear wallsThe shear wall is yet another step forward along a progression of ever-stiffer structural systems. The system is characterized by relatively thin, generally (but not always) concrete elements that provide both structural strength and separation between building functions.In high-rise buildings, shear wall systems tend to have a relatively high aspect ratio, that is, their height tends to be large compared to their width. Lacking tension in the foundation system, any structural element is limited in its ability to resist overturning moment by the width of the system and by the gravity load supported by the element. Limited to a narrow overturning, One obvious use of the system, which does have the needed width, is in the exterior walls of building, where the requirement for windows is kept small.Structural steel shear walls, generally stiffened against buckling by a concrete overlay, have found application where shear loads are high. The system, intrinsically more economical than steel bracing, is particularly effective in carrying shear loads down through the taller floors in the areas immediately above grade. The sys tem has the further advantage of having high ductility a feature of particular importance in areas of high seismicity.The analysis of shear wall systems is made complex because of the inevitable presence of large openings through these walls. Preliminary analysis can be by truss-analogy, by the finite element method, or by making use of a proprietary computer program designed to consider the interaction, or coupling, of shear walls.Framed or Braced TubesThe concept of the framed or braced or braced tube erupted into the technology with the IBM Building in Pittsburgh, but was followed immediately with the twin 110-story towers of the World Trade Center, New York and a number of other buildings .The system is characterized by three –dimensional frames, braced frames, or shear walls, forming a closed surface more or lesscylindrical in nature, but of nearly any plan configuration. Because those columns that resist lateral forces are placed as far as possible from the cancroids of the system, the overall moment of inertia is increased and stiffness is very high.The analysis of tubular structures is done using three-dimensional concepts, or by two- dimensional analogy, where possible, whichever method is used, it must be capable of accounting for the effects of shear lag.The presence of shear lag, detected first in aircraft structures, is a serious limitation in the stiffness of framed tubes. The concept has limited recent applications of framed tubes to the shear of 60 stories. Designers have developed various techniques for reducing the effects of shear lag, most noticeably the use of belt trusses. This system finds application in buildings perhaps 40stories and higher. However, except for possible aesthetic considerations, belt trusses interfere with nearly every building function associated with the outside wall; the trusses are placed often at mechanical floors, mush to the disapproval of the designers of the mechanical systems. Nevertheless, as a cost-effective structural system, the belt truss works well and will likely find continued approval from designers. Numerous studies have sought to optimize the location of these trusses, with the optimum location very dependent on the number of trusses provided. Experience would indicate, however, that the location of these trusses is provided by the optimization of mechanical systems and by aesthetic considerations, as the economics of the structural system is not highly sensitive to belt truss location.Tube-in-Tube StructuresThe tubular framing system mobilizes every column in the exterior wall in resisting over-turning and shearing forces. The term‘tube-in-tube’is largely self-explanatory in that a second ring of columns, the ring surrounding the central service core of the building, is used as an inner framed or braced tube. The purpose of the second tube is to increase resistance to over turning and to increase lateral stiffness. The tubes need not be of the same character; that is, one tube could be framed, while the other could be braced.In considering this system, is important to understand clearly the difference between the shear and the flexural components of deflection, the terms being taken from beam analogy. In a framed tube, the shear component of deflection is associated with the bending deformation of columns and girders (i.e, the webs of the framed tube) while the flexural component is associatedwith the axial shortening and lengthening of columns (i.e, the flanges of the framed tube). In a braced tube, the shear component of deflection is associated with the axial deformation of diagonals while the flexural component of deflection is associated with the axial shortening and lengthening of columns.Following beam analogy, if plane surfaces remain plane (i.e, the floor slabs),then axial stresses in the columns of the outer tube, being farther form the neutral axis, will be substantially larger than the axial stresses in the inner tube. However, in the tube-in-tube design, when optimized, the axial stresses in the inner ring of columns may be as high, or even higher, than the axial stresses in the outer ring. This seeming anomaly is associated with differences in the shearing component of stiffness between the two systems. This is easiest to under-stand where the inner tube is conceived as a braced (i.e, shear-stiff) tube while the outer tube is conceived as a framed (i.e, shear-flexible) tube.Core Interactive StructuresCore interactive structures are a special case of a tube-in-tube wherein the two tubes are coupled together with some form of three-dimensional space frame. Indeed, the system is used often wherein the shear stiffness of the outer tube is zero. The United States Steel Building, Pittsburgh, illustrates the system very well. Here, the inner tube is a braced frame, the outer tube has no shear stiffness, and the two systems are coupled if they were considered as systems passing in a straight line from the “hat”structure. Note that the exterior columns would be improperly modeled if they were considered as systems passing in a straight line from the “hat”to the foundations; these columns are perhaps 15% stiffer as they follow the elastic curve of the braced core. Note also that the axial forces associated with the lateral forces in the inner columns change from tension to compression over the height of the tube, with the inflection point at about 5/8 of the height of the tube. The outer columns, of course, carry the same axial force under lateral load for the full height of the columns because the columns because the shear stiffness of the system is close to zero.The space structures of outrigger girders or trusses, that connect the inner tube to the outer tube, are located often at several levels in the building. The AT&T headquarters is an example of an astonishing array of interactive elements:1.The structural system is 94 ft (28.6m) wide, 196ft(59.7m) long, and 601ft (183.3m) high.2.Two inner tubes are provided, each 31ft(9.4m) by 40 ft (12.2m), centered 90 ft (27.4m)apart in the long direction of the building.3.The inner tubes are braced in the short direction, but with zero shear stiffness in the longdirection.4. A single outer tube is supplied, which encircles the building perimeter.5.The outer tube is a moment-resisting frame, but with zero shear stiffness for the center50ft(15.2m) of each of the long sides.6. A space-truss hat structure is provided at the top of the building.7. A similar space truss is located near the bottom of the building8.The entire assembly is laterally supported at the base on twin steel-plate tubes, because theshear stiffness of the outer tube goes to zero at the base of the building.Cellular structuresA classic example of a cellular structure is the Sears Tower, Chicago, a bundled tube structure of nine separate tubes. While the Sears Tower contains nine nearly identical tubes, the basic structural system has special application for buildings of irregular shape, as the several tubes need not be similar in plan shape, It is not uncommon that some of the individual tubes one of the strengths and one of the weaknesses of the system.This special weakness of this system, particularly in framed tubes, has to do with the concept of differential column shortening. The shortening of a column under load is given by the expression△=ΣfL/EFor buildings of 12 ft (3.66m) floor-to-floor distances and an average compressive stress of 15 ksi (138MPa), the shortening of a column under load is 15 (12)(12)/29,000 or 0.074in (1.9mm) per story. At 50 stories, the column will have shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell of a bundled tube system is, say, 50stories high and an adjacent cell is, say, 100stories high, those columns near the boundary between .the two systems need to have this differential deflection reconciled.Major structural work has been found to be needed at such locations. In at least one building,the Rialto Project, Melbourne, the structural engineer found it necessary to vertically pre-stress the lower height columns so as to reconcile the differential deflections of columns in close proximity with the post-tensioning of the shorter column simulating the weight to be added on to adjacent, higher columns.二、原文翻译：抗侧向荷载的结构体系常用的结构体系若已测出荷载量达数千万磅重，那么在高层建筑设计中就没有多少可以进行极其复杂的构思余地了。