土木外文翻译--抗侧向荷载的结构体系

合集下载

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.。

土木工程专业英语(第二版段兵延)第3课

上部结构是建筑物在地面上的部分 , 而下部结构以及基础是建筑物的地下部分。 super- 表示“在...上,加之”之义。superabundant 过多的, 有余的
土木工程专业英语
Development of High Buildings 高建筑物的发展
In 1889, Eiffel installed the first elevators on a grand scale in the Eiffel Tower, whose hydraulic elevators could transport 2,350 passengers to the summit every hour.
承重墙体限制了建筑物的高度，因为墙体的厚度要求很厚；比如，1891年芝加哥建成的16层高的蒙诺那克大楼，其底层的外墙厚度达到1.5m。
土木工程专业英语
Monadnock Building in Chicago
土木工程专业英语

材料和结构形式被组合在一起形成了建筑物的不同部分。包括承重的框架、外墙、楼板层、以及隔墙。
The building also has mechanical and electrical systems, such as elevators, heating and cooling systems, and lighting systems.
在程度或质量上胜过或超过 5. exterior 外部的，外面的反义词－－interior 内部的 ex－表示“由...出来, 自”之义如：ex-president 前任总统 14. conceal 隐蔽、隐瞒 conceal sth. from sb. 对某人隐瞒某事如: He concealed his real motives from me.

土木工程外文翻译外文文献英文文献欧洲对钢框架结构抗震设计的评估

题目出处/content/b35k24747458435l/英文原文：Assessment of European seismic design proceduresfor steel framed structuresA.Y. Elghazouli1 IntroductionAlthough seismic design has beneﬁted from substa ntial developments in recent years, the need to offer practical and relatively unsophisticated design procedures inevitably results in various simpliﬁcations and idealisations. These assumptions can, in some cases, have advert implications on the expected seismic performance and hence on the rationale and reliabil- ity of the design approaches. It is therefore imperative that design concepts and application rules are constantly appraised and revised in light of recent research ﬁndings and improvedunderstanding of seismic behaviour. To this end, this paper focuses on assessing the under- lying approaches and main procedures adopted in the seismic design of steel frames, with emphasis on European design provisions.In accordance with current seismic design practice, which in Europe is represented by Eurocode 8 (EC8) (2004), structures may be designed according to either non-dissipative or dissipative behaviour. The former, through which the structure is dimensioned to respond largely in the elastic range, is normally limited to areas of low seismicity or to structures of special use and importance. Otherwise, codes aim to achieve economical design by employ-ing dissipative behaviour in which considerable inelastic deformations can be accommodated under significant seismic events. In the case of irregular or complex structures, detailed non- linear dynamic analysis may be necessary. However, dissipative design of regular structures is usually performed by assigning a structural behaviour factor (i.e. force reduction or modiﬁca- tion factor) which is used to reduce the code-speciﬁed forces resulting from idealised elastic response spectra. This is carried out in conjunction with the capacity design concept which requires an appropriate determination of the capacity of the structure based on a pre-deﬁned plastic mechanism (often referred to as failure mode), coupled with the provision of sufﬁcient ductility in plastic zones and adequate over-strength factors for other regions. Although the fundamental design principles of capacity design may not be purposely dissimilar in various codes, the actual procedures can often vary due to differences in behavioural assumptions and design idealisations.This paper examines the main design approaches and behavioural aspects of typical conﬁg- urations of moment-resisting and concentrically-braced frames. Although this study focuses mainly on European guidance, the discussions also refer to US provisions (AISC 1999, 2002, 2005a,b) for comparison purposes. Where appropriate, simple analytical treatments are presented in order to illustrate salient behavioural aspects and trends, and reference is also made to recent experimental observations and ﬁndings. Amongst the various aspects examined in this paper, particular emphasis is given to capacity design veriﬁcations as well as the implications of drift-related requirements in moment frames, and to the post-buck- ling behaviour and ductility demand in braced frames, as these represent issues that warrant cautious interpretation and consideration in the design process. Accordingly, a number of necessary clariﬁcations and possible modiﬁcations to code procedures are put forward. 2 General considerations2.1 Limit states and loading criteriaThe European seismic code, EC8 (Eurocode 8 2004) has evolved over a number of years changing status recently from a pre-standard to a full European standard. The code explicitly adopts capacity design approaches, with its associated procedures in terms of failure mode control, force reduction and ductility requirements. One of the main merits of the code is that, in comparison with other seismic provisions, it succeeds to a large extent in maintaining a dire ct and unambiguous relationship between the speciﬁc design procedures and the overall capacity design concept.There are two fundamental design levels considered in EC8, namely ‘no-collapse’ and ‘damage-limitation’, which essentially refer to ultimate and serviceability limit states, respec- tively, under seismic loading. The no-collapse requirement corresponds to seismic action based on a recommended probability of exceedance of 10% in 50 years, or a return period of 475 years, whilst the values associated with the damage-limitation level relate to arecommended probability of 10% in 10 years, or return period of 95 years. Asexpected, capacity design procedures are more directly associated with the ultimate limit state, but a number of checks are included to ensure compliance with serviceability conditions.The code deﬁnes reference elastic response spectra (Se) for acceleration as a function of the period of vibration (T) and the design ground acceleration (ag) on ﬁrm ground. The elast ic spectrum depends on the soil factor (S), the damping correction factor (η) and pre-deﬁned spectral periods (TB , TC and TD) which in turn depend on the soil type and seismic source characteristics. For ultimate limit state design, inelastic ductile performance is incorporated through the use of the behaviour factor (q) which in the last version of EC8 is assumed to capture also the effect of viscous damping. Essentially, to avoid performing inelastic analysis in design, the elastic spectral acceleration s are divided by ‘q ’ (excepting some modiﬁcations for T < TB), to reduce the design forces in accordance with the structural conﬁguration and expected ductility. For regular structures (satisfying a number of code-speciﬁed criteria), a simpliﬁed equival ent static approach can be adopted, based largely on the fundamental mode of vibration.2.2 Behaviour factorsThis type of frame has special features that are not dealt with in this study, although some comments relevant to its behaviour are made within the discussions. Also, K-braced frames are not considered herein as they are not recommended for dissipative design. On the other hand, eccentrically-braced frames which can combine the advantages of moment-resisting and concentrically-braced frames in terms of high ductility and stiffness, are beyond the scope of this study. The reference behaviour factor should be considered as an upper bound even if non-linear dynamic analysis suggests higher values. For regular structures in areas of low seismicity, a ‘q ’ of 1.5–2.0 may be adopted without applying dissipative design procedures, recognizing the presence of a minimal level of inherent over-strength and ductility. In this case, the struc- ture would be classiﬁed as a low ductility class (DCL) for which g lobal elastic analysis can be utilized, and the resistance of members and connections may be evaluated according to EC3 (Eurocode 3 2005) without any additional requirements.中文翻译：欧洲对钢框架结构抗震设计的评估1介绍虽然抗震设计实质性进展受益匪浅,近年来,需要提供实用和相对简单的设计方法,不可避免地导致各种各样的简化和理想化。

外文翻译完整版

南京工程学院毕业设计外文资料翻译学生姓名：学号：班级名称：所在院系：Proceedings of the 6th Asia-Pacific Structural Engineering and Construction Conference (APSEC 2006), 5 – 6 September2006, Kuala Lumpur, Malaysia钢筋混凝土筒中筒结构高层建筑物的非线性有限元分析Abdul Kadir Marsono①I.ee Siong Wee②①马来西亚工艺大学结构与材料结构与材料系副教授②马来西亚工艺大学2004年土木工程学院研究生摘要非线性有限元分析作为一种简洁可靠的分析手段被经常用于土木结构的计算机分析技术。

在钢筋混凝土筒中筒高层建筑结构模型建立失败后，通过计算机应用程序提出了COSMOS/M。

采用三维模型方法进行研究是基于非线性材料，通过修改一个季度模型从而使得整体筒中筒高层建筑的双曲率精度大大提高。

钢筋混凝土结构的极限承载力决定了筒中筒高层建筑的混凝土开裂、压碎。

关键词非线性有限元；高层建筑；筒中筒结构1 引言筒中筒的概念在高层建筑中主要为了改善结构所能承受的横向阻力。

其基本形式包括一个中央核心筒，周边采用并列柱的框架结构，每层水平梁形成一个筒状结构。

通常这些对称的建筑物，其主要结构的变形发生在四个正交帧形成的周边筒和中央核心筒处（阿维格多鲁滕贝格和艾森伯格，1983）。

在水平荷载下的作用下，框架筒和中央核心筒像一个悬臂箱梁和二筒内的外筒。

为了得到更准确的分析结果，中央核心设计不但承担竖向重力负荷，还要抵御侧向荷载。

除楼板结构和内部筒一起作为一个单一的单位用于互动模式设计。

在本研究中被认为没有扭转效应，因此楼板是有效的连接于水平力垂直结构的建筑构件。

组合剪力墙和框架结构已被证明是一种能够加强高层建筑横向稳定的结构。

作为剪力墙剪力和弯矩的偏转，引起梁与板的轴向力偏转，周边框架和中央墙作为一个复合结构。

荷载规范英文版

荷载规范英文版篇一：建筑英语--荷载规范类I Load Code for the Design of Building Structures 建筑结构荷载规范Permanent load 永久荷载Variable load 可变荷载Accidental load 偶然荷载Representative values of a load荷载代表值Design reference period设计基准期Characteristic value \ nominal value 标准值Combination value组合值Frequent value 频预值Quasi-permanent value 准永久值Design value of a load 荷载设计值Load bination荷载组合Fundamental bination基本组合Accidental bination 偶然组合Characteristic \ nominal bination标准组合Frequent binations 频遇组合Quasi-permanent binations 准永久组合Equivalent uniform load等效均布荷载Tributary area 从属面积Dynamic coefficient 动力系数Reference snow pressure 基本雪压Reference window pressure 基本风压Terrain roughness 地面粗燥度II Code for Seismic Design of Building GB 5001-2001 建筑抗震设计规范Earthquake action 地震作用Seismic fortification intensity 抗震设防烈度Seismic fortification criteria 抗震设防标准Design parameters of ground motion 设计地震动参数Design basic acceleration of ground motion设计基本地震加速度Design characteristic period of ground motion 设计特征周期Seismic concept design of building 建筑抗震概念设计Seismic fortification measures抗震措施Details of seismic design抗震构造措施Site 场地IIICode for Design of Steel Structures GB 5001-2003钢结构设计规范Strength 强度Load-carrying capability承载能力Brittle fracture 脆断（指钢结构在拉应力状态下没有出现警示性的塑性变形而突然发生的脆性断裂）Characteristic value of strength强度标准值（钢材屈服点和抗拉强度）Design value of strength强度设计值First order elastic analysis 一阶弹性分析Second order elastic analysis 二阶弹性分析Buckling 屈曲（杆件或板件在轴心压力、弯矩、剪力单独或共同作用下突然发生与原受力状态不符的较大变形而失去稳定）Post-buckling strength of web plate 腹板屈曲后强度（腹板屈曲后尚能保持承受荷载的能力） Normalized web slenderness 通用高后比Overall stability 整体稳定Effective width有效宽度Effective width factor有效宽度系数Effective length有效长度Slenderness ratio 长细比（构件长度与截面的回转半径比）Equivalent Slenderness ratio 换算长细比Nodal bracing force支撑力Unbraced frame无支撑纯框架Frame braced with strong bracing system 强支撑框架Frame braced with weak bracing system 弱支撑框架Leaning column摇摆柱（框架内两端为铰接不能抵抗侧向荷载的柱）Panel zone of column web 柱腹板节点域Spherical steel bearing 球形钢支座Couposite rubber and steel support橡胶支座Chord member 主管Bracing member支管Gap joint 间隙节点Overlap joint 搭接节点Uniplanar joint 平面管节点Multiplanar joint 空间管节点Built-up member 组合构件Composite steel and concrete beam 钢与混泥土组合梁IVDesign Code for Strengthening Concrete StructureGB 50367-2006混泥土结构加固设计规范Strengthening of existing structures 已有结构加固Existing structure member 原构件Important structure member 重要构件General structure member 一般构件Structure member strengthening with reinforced concrete增大截面加固法Structure member strengthening with externally bonded steel frame 外粘型钢加固法Structure member strengthening with externally bonded reinforced materials复合截面加固法Structure member confined by reinforcing wire 绕丝加固法Structure member strengthening with externally applied prestressing 外加预应力加固法 Bonded rebars 植筋（用专用结构胶粘剂将带肋钢筋锚固于基材混泥土中）Structural adhesives结构胶粘剂（可承重，传力）Fiber reinforced polymer（ FRP）纤维复合材Polymer mortar聚合物砂浆Effective cross-section area 有效截面积Design working life for strengthening of existing structure or its member 加固设计使用年限V Technical Code of Cold-formed Thin-wall Steel StructuresGB 50367-2006冷弯薄壁型钢结构技术规范Element 板件（薄壁型钢杆件中相邻两纵边之间的平板部分）Stiffened elements加劲板件（两纵边均与其他板件相连接）Partially Stiffened elements 部分加劲板Unstiffened elements 非加劲板Uniformly pressed elements 均匀受压板件Non- Uniformly pressed elementsSub-elements 子板件Width-to-thickness ratio 宽厚比Effective Width-to-thickness ratio 有效宽厚比Effect of cold forming冷弯效应（因冷弯引起钢材性能改变的现象）Stressed skin action 受力蒙皮作用（与支撑构件可靠连接的压型钢板体系所具有的抵抗板自身平面内剪切变形的能力）Flare groove welds 喇叭形焊缝（连接圆角与圆角或圆角与平板间隙处的焊缝）VI Technical Specification for Application of Architectural Glass JGJ 113-2009建筑玻璃技术规范Architectural Glass 建筑玻璃Strength on centre area of glass 玻璃中部强度（荷载垂直玻璃板面，玻璃中部强度） Strength on border area of glass 玻璃边缘强度Strength on edge of glass 玻璃端面强度Single glass单片玻璃Framed glazing有框玻璃Roof glass 屋面玻璃Floor and stairway glazing地板玻璃Front\ back clearance前部\ 后部余隙Edge clearance 边缘间隙Edge cover潜入深度VIITechnical Specification for Post-installed Fastenings in Concrete StructuresJGJ 145-2004 混泥土结构后锚固技术规范Post-installed fastening 后锚固Anchor锚栓Expansion anchors膨胀型锚栓Undercut anchors 扩孔型锚栓Bonded rebars化学植筋（以化学胶粘剂-----锚固胶将钢筋固定于混泥土基材锚孔） Base material 基材Anchor group 群锚Fixture被连接件（被锚固于混泥土基材上的物件）Anchor plate 锚板Failure mode 破坏模型Anchor failure锚栓破坏Concrete cone failure 混泥土锥体破坏Combination failure 混合型破坏Concrete edge failure 混泥土边缘破坏Pryout failure 剪撬破坏Splitting failure劈裂破坏Pull-out failure 拔出破坏Pull-through failure穿出破坏Steel\ adhesive interface failure 胶筋界面破坏Adhesive\ concrete interface failure 胶混界面破坏Design working life设计使用年限VIIICode of Design on Building Fire Protection and PreventionGB 50016---2006建筑设计防火规范Fire resistance rating耐火极限Non-bustible ponent不燃烧体Difficult-bustible ponent 难燃烧体Combustible ponent 燃烧体Flash point闪点（在规定实验条件下，液体挥发的蒸汽与空气形成的混合物，遇火源能发生闪燃的最低温度）Lower explosion limit爆炸下限Boiling spill oil沸溢性油品Semi-basement半地下室Multi-storied industrial building 多层厂房（仓库）High-rise industrial building 高层厂房（仓库）High racked storage高架仓库Commercial service facilities商业服务网点Important public buildings 重要公共建筑Open flame site 明火地点Sparking site 散发火花地点Safety exit安全出口Enclosed staircase 封闭楼梯间Smoke-proof staircase防烟楼梯间Fire partment 防火分区Fire separation distance防火间距Smoke bay 防烟分区Full water spout 充实水柱（由水枪喷嘴起到射流90%的水柱水量穿过直径380mm圆孔处的一段射流长度）IX Code for Design of Concrete Structure GB 50010---2002混泥土结构设计规范Concrete structure 混泥土结构Plain concrete structure 素混泥土结构Reinforced concrete structure 钢筋混泥土结构Prestressed Concrete structure 预应力混泥土结构Pretensioned prestressed Concrete structure 先张法预应力混泥土结构Post-tensioned prestressed Concrete structure 后张法预应力混泥土结构Cast-in-situ concrete structure 现浇混泥土结构Prefabricated concrete structure装配式混泥土结构Assembled monolithic concrete structure 装配整体式混泥土结构Frame structure框架结构Shearwall structure 剪力墙结构Frame-shearwall structure 框架---剪力墙结构Deep flexural member 深度受弯构件Deep beam深梁Ordinary steel bar 普通钢筋Prestressing tendon 预应力钢筋Degree of reliability 可靠度Safety class安全等级Load effect 荷载效应Load effect bination 荷载效应组合Fundamental bination 基本组合Characteristic bination 标准组合Quasi-permanent bination准永久组合篇二：A list for English version of Chinese Codes and StandardsA list for English version of Chinese Codes and Standards英文版中国标准目录[G:\Public\Engineering\Codes and Standards]1 . GBJ 16-87 Code for design of building fire protection建筑设计防火规范Attachment A Code for design of building fire protection (Revision 97)建筑设计防火规范(97年修订版)2 . GB50160-92 Code for design of petrochemical enterprise fire protection石油化工企业防火设计规范Attachment A Code for design of petrochemical enterprise fire protection(Revision 99)石油化工企业防火设计规范(99年修订版)3 . SHJ9-89 Code for design of petrochemical enterprise for fuel gas system andFlammable gas discharge system石油化工企业燃料气系统和可燃气体排放系统设计规范SHJ9-89 has been replaced by SH3009-20014 . GB50058-92Code for design of electrical installation for explosive and fire hazardousatmospheres爆炸和火灾危险环境电力装置设计规范5 . TJ36-79 Sanitary standard for the design of industrial enterprise工业企业设计卫生标准TJ36-79 has been replaced by GBZ1-20026 . GB16297-1996 Integrated Emission Standard of Air Pollutants大气污染综合排放标准7 . GB8978-1996 Integrated Wastewater Discharge Standard污水综合排放标准8 . GB12348-90Standard for Noise at Boundary of Industrial Enterprises工业企业厂界噪声标准9 . GBJ87-85Code for Noise Control Design of Industrial Enterprises工业企业噪声控制设计规范10 . GB14554-93Emission Standard for Odor Pollutants恶臭污染物排放标准11 . GB50116-1998 Code for Design of Automatic Fire Alarm System火灾自动报警系统设计规范12 . SH3063-1999 Specification for the Design of Combustible Gas and Toxic gas Detection and Alarm for Petrochemical Enterprises石油化工企业可燃气体和有毒气体检测报警设计规范13 . GB9078-1996 Emission Standard of Air Pollutants for Industrial Kiln and Furnace工业炉窑大气污染物排放标准14 . GHZB1-1999 Environmental Quality Standard for Surface WaterGB3838-2002地表水环境质量标准15 . GB3096-93 Standard of Environmental Noise of Urban Area城市区域环境噪声标准16 . SH3024 –95 Design Specification for Environmental Protection in PetrochemicalIndustry石油化工企业环境保护设计规范17 . GB5044-85 Classification of Health Hazard Levels for Occupational Exposureto Toxic Substances职业性接触毒物危害程度分级18 . GB5749-85 Sanitary Standard for Drinking Water生活饮用水卫生标准19 . SH3047-93 Design Specification for Occupational Safety and Hygiene inPetrochemical Industry石油化工企业职业安全卫生设计规范20 . GB/T16157-The Determination of Particulates and Sampling Methods of Gaseous1996 Pollutants Emitted from Gas of Stationary Source固定污染源排气中颗粒物测定与气态污染物采样方法21 . GB11914-89 Water Quality – Determination of the Chemical Oxygen Demand(Dichromate Method )水质化学需氧量的测定重铬酸盐法22 . GB3095-ent Air Quality Standard环境空气质量标准23 . Law of the people’s Republic of China onPrevention and Control of Pollution of the Environment by Solid Wastes固体废物污染环境防治法24 . GB13223-96Emission Standard of Air Pollutants for fossil power plants火电厂大气污染排放标准25. GB150-1998 Steel pressure vessels钢制压力容器26 . GB50033-91 Standard for daylighting design of industrial enterprises27 . GB50034-92 Standard for artificial lighting design of industrial enterprises28 . GB50052-95Code for design of electric power trans29 . GB50053-94Code for design of 10kV and under Electric Substation10kV30 . GB50054-95Code for design of low-voltage Electrical distribution System31 . GB50055-93Code for design ofelectric distribution of general-purpose utilizationequipment32 . GB50056-93Code for design of electrical equipment of electroheat installations33 . GB50057-94Design code for lightning protection of buildings34 . GB50062-92Design Code for Protection Relay and Automatic Device of ElectricPower installation35 . GB50191-93Design Code for Antiseismic of Special Structures36 . SH3007-1999 Code for Design of Tank Farm in Petrochemical Storage andTransportation System37 . SH3038-2000 Code for Electric Power Design in Petrochemical Plants38 . SH3076-96 Code for Design of Building Structures of Petrochemical Enterprises39 . SH3017-1999 Architectural code of petrochemical production design40 . SH3006- for the Design of Control room and Analyzer room forPetrochemical industry41 . GB50151-92 Code of Design for Low expansion foa42 . GB50040-96 Code of Design of Dynamic Machine Foundation43 . GB/T17116.1 Pipe supports and hangerspart 1 : technical specification-199744 . GB/T17116.2 Pipe supports and hangerspart 2 : pipe attachments-199745 . GB/T17116.3 Pipe supports and hangerspart 3 : middle connection attachment and工业企业采光设计标准工业企业照明设计标准 mission and distribution system 供配电系统设计规范以下变电所设计规范低压配电设计规范通用用电设备配电设计规范电热设备电力装置设计规范建筑物防雷设计规范电力装置的继电保护和自动装置设计规范构筑物抗震设计规范石油化工储运系统罐区设计规范石油化工企业生产装置电力设计技术规范石油化工企业建筑物结构设计规范石油化工生产建筑设计规范石油化工控制室和自动分析室设计规范 m Extinguishing System 低倍数泡沫灭火系统设计规范动力机器基础设计规范管道支吊架第1部分: 技术规范管道支吊架第2部分: 管道连接部件-1997 building structure attachments管道支吊架第3部分: 中间连接件和建筑结构连接46 . JGJ94-94 Technical Code for building pile Foundation建筑桩基技术规范47 . SH3004-gn code for heating , ventilation and air conditioning inPetrochemical industry石油化工采暖通风与空气调节设计48 . GBJ19-87Design code for heating , ventilation and air conditioning采暖通风与空气调节设计规范49 . GB12358-90 Gas monitors and alarms for workplace atmosphere general technical requirements作业环境气体检测报警仪通用技术要求50 . GB50217-94 Code for Design of Cables ofElectrical Work电力工程电缆设计规范51 . GB50192-93 Code for design of river port engineering河港工程设计规范52 . GB/T13894-92 Petroleum and liquid petroleum products – Measurement of liquid level intank – Manual method石油和液体石油产品液位测量法(手工法)53 . SH0164-92 Rules for the Packing , Storage , Transportation and Inspection uponDelivery of Petroleum products石油产品包装、贮运及交货验收规则54 . SY5671-93 Petroleum and liquid petroleum Products – Flow Meters Hand OverSYL03-83 Metering Procedure石油及液体石油产品流量计交接计量规程55 . SH3097-2000 Code for the Design of Static Electricity Grounding for PetrochemicalIndustry石油化工静电接地设计规范56 . SHJ43-91 Surface Color and Identification of Equipment and piping inPetrochemical Enterprises石油化工企业设备管道表面色和标志57 . GB/T14549-93 Quality of electric energy supply Harmonics in public supply network电能质量公用电网諧波58 . SINOPECProvisions of Safety valve Settings Made by SINOPEC2001 NO.30中国石化集团公司安全阀设置规定59 . Regulation Regulation on Safety and Technical Supervision of Pressure Vesselsfor PV 压力容器安全技术监察规程60 . GBJ16-87Code for Fire Prevention of Building Design---- Partially Revised Articles and Their Notes建筑防火规范---局部修订条文及其条文说明61 . GBJ9-87 Load Code for the Design of Building Structures建筑结构荷载规范GBJ9-87 has been replaced by GB50009-200162 . JGJ106-2003 Technical code for testing of building foundation Piles建筑基桩检测技术规范63 . JGJ/T93-95 Specification for Low Strain Dynamic Testing of Piles基桩低应变动力检测规程64 . GB/T50269-97 Code for Measurement Method of Dynamic Properties of Subsoil地基动力特性测试规范65 . Fagui 00 A Summary of Laws and Regulation( 12 )规划环保劳动安全卫生消防方面的法规 ( 12 件 )66 . GB/T3840-91Technical Methods for Making Local Emission Standards of Air Pollutants制定地方大气污染物排放标准的技术方法67 . HG20660-91 Classification of Toxicity Hazard and Explosion Risk Extent of ChemicalHGJ43-91 Medium in Pressure Vessels压力容器中化学介质毒性危害和爆炸危险程度分类68 . JTJ237-99 Code for Fire-prevention Design of Oil loading/unloading Terminals装卸油品码头防火设计规范69 . Doc. JSL-65 Decree NO.JSL 65 of the Ministry of Construction ofThe people’s Republic of ChinaManagement Provision on Market of Survey and Design for construction Projects建设部第65号令建设工程勘察设计市场管理规定70 . Doc. JS2000-17Supplementary Notice for Strengthenting the Management of Permit ofEntry into Survey and Design Market建设部建设[2000]17号关于加强勘察设计市场准入管理的补充通知71 . Doc. NJZ98-513 Document of The construction mission of NanjingManagement Measures of Nanjing for permit of Entry into Project Survey and Design Market南京市建委宁建字[98]513号南京市工程勘察设计市场准入管理办法72 . Regulation for SBSteam Boiler Safety Technology Supervisory Regulations蒸汽锅炉安全技术监察规程73 . SH3022-1999 Technical specification for the coating anticorrosion of equipment and piping in petrochemical industry石油化工设备和管道涂料防腐蚀技术规范74 .The Compulsory Provision of Engineering Construction Standards Building工程建设标准强制性条文房屋建筑部分75 .The Compulsory Provision of Engineering Construction Standards Petroleum and Chemical Engineering工程建设标准强制性条文石油和化工建设工程部分76 . SHSG-050-98 Provision for Overall Design of a Large-scale Construction Project in Petrochemical Industry石油化工大型建设项目总体设计內容规定77 . SH3405-96 Series of Steel Pipe Size for Petrochemical Enterprise石油化工企业钢管尺寸系列78 . SH3406-96 Steel Pipe Flanges for Petrochemical Industry石油化工钢制管法兰79 . GB/T8163-less Steel Tubes for Liquid Service输送流体用无缝钢管80 . GB5310-1995 Seamless Steel Tubes and Pipes for High Pressure Boiler高压锅炉用无缝钢管81 . GB/T14976-94 Stainless Steel Seamless Pipes for Fluid Transport流体输送用不锈钢无缝钢管82 . GB/T12771-2000 Welded Stainless Steel Pipes for Liquid Delivery流体输送用不锈钢焊接钢管83 . GWKB2-ution Control Standard for Hazardous Wastes Incineration GB18484-2001 危险废物焚烧污染控制标准84 . GB12337-1998 Steel Spherical Tanks钢制球形储罐85 . GWPB3-sion Standard of Air Pollutants for Coal-burning Oil-burning GB13271-2001 Gas-fired Boiler锅炉大气污染物排放标准 2002-03-1286 . SHS01009-92Maintenance and Service Procedure for Shell and Tube Exchanger 管壳式换热器维护检修规程87 . SHS01018-92Maintenance and Service Procedure for Centrifugal Air Compressor离心式空气压缩机维护检修规程88 . SHS01030-92Maintenance and Service Procedure for Valves阀门维护检修规程89 . SHS03 44 –92 Maintenance and Service Procedure for High-speed Centrifugal Pump 高速离心泵维护检修规程90 . GB/T699-1999 Quality Carbon Structural Steels优质碳素结构钢91 . GB/T711-88 Hot-rolled Quality Carbon Structural Steels Plates and Wide Strips优质碳素结构钢热轧厚钢板和宽钢带92 . GB/T5468-91Measurement Method of Smoke and Dust Emission from Boilers 锅炉烟尘测试方法93 . DL/T5103-1999 Design Code for Unattended Substation of 35kV~110kV35kV~110kV 无人值班变电所设计规程94 . HG/T20586-96Technical Regulations for Lighting Design in Chemical Enterprises 化工企业照明设计技术规定95 . JB4726-on and Low- alloy Steel Forgings for Pressure Vessels压力容器用碳素钢和低合金钢锻件 2002.04.25 96 . SHSG-033-98 Basic Design ( Preliminary Design ) Definition for Petrochemical Plant石油化工装置基础设计 ( 初步设计 ) 内容规定97 . DL5000-2000 Technical Code for Designing Fossil Fuel Power Plants火力发电厂设计技术规程98 . JB4730-94 Nondestructive Testing of Pressure Vessels压力容器无损检测99 . DL408-91 Working Regulation of Power Safety电业安全工作规程 2002-05-10100 . GB4452-1996 General Technical Specification for Hydrant室外消火栓通用技术条件101 . JB4727-2000 Low-alloy steel forgings for low temperature pressure vessels低温压力容器用低合金钢锻件102 . GB252-2000 Light Diesel Fuels轻柴油103 .Hygienic Standard for Industrial Enterprise Noise工业企业噪声卫生标准It has been replaced by GBZ1-2002104 . DL/T620 Overvoltage protection and insulation coordination for AC-1997 electrical installations交流电气装置的过电压保护和绝缘配合 105 . GB50316-2000 Design code for industrial metallic piping工业金属管道设计规范106 . Regulation Regulation on Safety Management and Supervision overfor PP Pressure Pipelines压力管道安全管理与监察规定107 . GB50235-97 Code for construction and acceptance of industrial metallic piping工业金属管道工程施工及验收规范108 . GB50236-98 Cod e for construction and acceptance of field equipment ,industrial pipe welding engineering现场设备、工业管道焊接工程施工及验收规范109 . GB50150-91 Standard for hand-over test of electric equipmentelectric equipment installation engineering电气装置安装工程电气设备交接试验标准110 . GB50168-92 Code for construction and acceptance of cable levels electric equipmentinstallation engineering电气装置安装工程电缆线路施工及验收规范111 . GB50184-93 Standard for quality inspection and assessment of industrial metalpipeline engineering工业金属管道工程质量检验评定标准112 . GBJ126-89Code for construction and acceptance of industrial equipment and pipeline insulation engineering工业设备及管道绝热工程施工及验收规范113 . GBJ211-87Code for construction and acceptance of industrial furnace masoy engineering工业炉砌筑工程施工及验收规范114 . JB4708-ssment of steel pressure vessels welding technology钢制压力容器焊接工艺评定115 . JB/4709-2000 Welding specification for steel pressure vessels篇三：土木工程方面英文规范汇总下载土木工程方面英文规范汇总下载1、/dzcn/viewthread.php?tid=3612&extra=page%3D1英国规范 - 土方工程 Earthworks BS60312、/dzcn/viewthread.php?tid=4526&extra=page%3D1美国结构设计规范合集3、/dzcn/viewthread.php?tid=5982&extra=page%3D1 BS 6399 - Loading for Buildings.part1-34、/dzcn/viewthread.php?tid=3864&extra=page%3D1 BS5400 钢筋混凝土英国规范（全）挡土结构设计规范 [英6、/dzcn/viewthread.php?tid=1373&extra=page%3D1 结构混凝土规范 Structural use of concrete [BS8110]7、/dzcn/viewthread.php?tid=1989&extra=page%3D1 BS 1377 英国BS试验规范8、/dzcn/viewthread.php?tid=629&extra=page%3D1BS8004 英国规范 - 地基基础 Foundations9、/dzcn/viewthread.php?tid=3418&extra=page%3D1英国场地勘察规范最新版 BS5930:199910、/dzcn/viewthread.php?tid=4977&extra=page%3D1美国钢结构焊接规范2006版 AWS D1.1/D1.1M-200611、/dzcn/viewthread.php?tid=6002&extra=page%3D1 ASTMD 6640_01-2005 环境勘察用岩心管样品机获取的土壤的收集和处置的标准实施规程12、/dzcn/viewthread.php?tid=5774&extra=page%3D1美国安全颜色规范 ASME standard Z535.1 Safety Color Code13、/dzcn/viewthread.php?tid=3958&extra=page%3D1挡水性液体混凝土结构设计 BS800714、/dzcn/viewthread.php?tid=4492&extra=page%3D1屋顶施加载荷BS6399-3-1988 Imposed roof loads15、/dzcn/viewthread.php?tid=4312&extra=page%3D1BS2633规范公路BS规范大全目录17、/dzcn/viewthread.php?tid=4066&extra=page%3D1公路施工标准规程 Standard Specifications for Highway Construction - 2007 Edition18、/dzcn/viewthread.php?tid=2516&extra=page%3D1国际建筑物规范 International Building Code 200619、/dzcn/viewthread.php?tid=332&extra=page%3D2英国勘察规范 BS593020、/dzcn/viewthread.php?tid=3115&extra=page%3D2桥梁施工英国规范 BS 5400 Bridge Construction21、/dzcn/viewthread.php?tid=4458&extra=page%3D2澳大利亚混凝土规范AS360022、/dzcn/viewthread.php?tid=3054&extra=page%3D 25个国外铁路相关标准(英文)23、/dzcn/viewthread.php?tid=3019&extra=page%3D2欧洲的风荷载规范24、/dzcn/viewthread.php?tid=1242&extra=page%3D2加强/加筋土和回填规范 - Strengthened/reinforced soils and other fills - BS 800625、/dzcn/viewthread.php?tid=4259&extra=page%3D2可焊接的钢结构 BS4360：1990 Weldable structural steels26、/dzcn/viewthread.php?tid=3852&extra=page%3D2砌体结构规程 Specification for Masoy Structures - ACI 5301文）钢设计 - 英国标准规范BS5950指南28、/dzcn/viewthread.php?tid=2476&extra=page%3D2 ASCE 标准-房屋及其他建筑物最小设计负荷29、/dzcn/viewthread.php?tid=2301&extra=page%3D2美国桩基规范30、/dzcn/viewthread.php?tid=3401&extra=page%3D2 2100个美国材料规范 ASTM Standards31、/dzcn/viewthread.php?tid=3828&extra=page%3D2建筑专业标准规范大全32、/dzcn/viewthread.php?tid=4001&extra=page%3D2中国桩基规范（英文版）33、/dzcn/viewthread.php?tid=4257&extra=page%3D3 BS-EN 方面关于钢结构的标准规范34、/dzcn/viewthread.php?tid=1423&extra=page%3D3建筑结构钢的使用规范 - The Use of Structural Steel in Building BS 449-235、/dzcn/viewthread.php?tid=4118&extra=page%3D3结构混凝土建筑规范要求及注释 ACI-318-9936、/dzcn/viewthread.php?tid=1372&extra=page%3D3低层房屋结构设计规范 Structural Design for Low-rise building [BS 8103]37、/dzcn/viewthread.php?tid=1366&extra=page%3D3地面锚固规范 - Ground Anchorages BS80816399 Loading for Buildings Part 1 Dead and imposed loads 建筑静荷载和施加荷载39、/dzcn/viewthread.php?tid=3132&extra=page%3D3欧洲岩土设计规范（第1部分基本原则）Eurocode 7 Geotechnical Design40、/dzcn/viewthread.php?tid=3917&extra=page%3D3混凝土材料和施工方法&混凝土试验方法和实用标准CSA A23.1-04 & A23.2-0441、/dzcn/viewthread.php?tid=3898&extra=page%3D3土方与爆破工程GBJ 201-83 Earthworks and Explosion Works42、/dzcn/viewthread.php?tid=3682&extra=page%3D3钢结构极限状态设计[加拿大规范]Steel Structures(Canada)43、/dzcn/viewthread.php?tid=3799&extra=page%3D3[解决]求加国CSA A23.3-94 (R2000) Design of Concrete Structures44、/dzcn/viewthread.php?tid=3603&extra=page%3D3BS6164-1990英国隧道工程施工规范45、/dzcn/viewthread.php?tid=343&extra=page%3D3物探规范EM1110-1-180246、/dzcn/viewthread.php?tid=2774&extra=page%3D3[英] 香港2004桩基规范 FoundationCode2004_HK47、/dzcn/viewthread.php?tid=2058&extra=page%3D3 BS 4190 - 螺钉螺母螺帽 - Bolts, Screws and Nuts 48、/dzcn/viewthread.php?tid=1948加固/加筋土和其它回填土 BS 8006 - Strengthened/reinforced soils and other fills。

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。

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Company number：【WTUT-WT88Y-W8BBGB-BWYTT-19998】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 hasthe 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 tooptimize 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, 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 twosystems. 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 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 thedifferential 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.。

土木工程专业英语常用词汇

Part IV：Commonly Used Professional Terms of Civil Engineeringdevelopment organization 建设单位design organization 设计单位construction organization 施工单位reinforced concrete 钢筋混凝土pile 桩steel structure 钢结构aluminium alloy 铝合金masonry 砌体（工程）reinforced ~ 配筋砌体load-bearing ~ 承重砌体unreinforced ~非配筋砌体permissible stress (allowable stress) 容许应力plywood 胶合板retaining wall 挡土墙finish 装修finishing material装修材料ventilation 通风natural ~ 自然通风mechanical ~ 机械通风diaphragm wall (continuous concrete wall) 地下连续墙villa 别墅moment of inertia 惯性矩torque 扭矩stress 应力normal ~ 法向应力shear ~ 剪应力strain 应变age hardening 时效硬化air-conditioning system空调系统(air) void ration（土）空隙比albery壁厨，壁龛a l mery壁厨，贮藏室anchorage length锚固长度antiseismic joint 防震缝architectural appearance 建筑外观architectural area 建筑面积architectural design 建筑设计fiashing 泛水workability (placeability) 和易性safety glass安全玻璃tempered glass (reinforced glass) 钢化玻璃foamed glass泡沫玻璃asphalt沥青felt (malthoid) 油毡riveted connection 铆接welding焊接screwed connection 螺栓连接oakum 麻刀，麻丝tee三通管tap存水弯esthetics美学formwork 模板（工程）shoring 支撑batching 配料slipform construction (slipforming) 滑模施工lfit-slab construction 升板法施工mass concrete 大体积混凝土terrazzo水磨石construction joint 施工缝honeycomb蜂窝，空洞，麻面piled foundation桩基deep foundation 深基础shallow foundation浅基础foundation depth基础埋深pad foundation独立基础strip foundation 条形基础raft foundation筏基box foundation箱形基础BSMT=basement 地下室lift 电梯electric elevatorlift well电梯井escalator 自动扶梯Poisson’s ratio 泊松比μYoung’s modulus , modulus of elasticity 杨氏模量，弹性模量Esafety coefficient 安全系数fatigue failure 疲劳破坏bearing capacity of foundations 地基承载力bearing capacity of a pile 单桩承载力two-way-reinforcement 双向配筋reinforced concrete two-way slabs钢筋混凝土双向板single way slab单向板window blind 窗帘sun blindwind load 风荷载curing 养护watertight concrete 防水混凝土white cement白水泥separating of concrete混凝土离折segregation of concretemortar 砂浆~ joint 灰缝pilaster 壁柱fire rating耐火等级fire brick 耐火砖standard brick标准砖terra cotta 琉璃瓦mosaic 马赛克ceramic mosaic陶瓷锦砖，马赛克，ceramic mosaic tileceramic tile 瓷砖rubble wall毛石墙marble 大理石,大理岩granite 花岗石,花岗岩ready-mixed concrete 商品混凝土，预拌混凝土real estate房地产reinforcement bar 钢筋veinforcement meal, reinforcing bar, reinforcing steel reinforcement cover混凝土保护层reinforcement mat 钢筋网, reinforcing mesh reinforcing ratio 配筋率reinforcement percentagereinforcing work钢筋工程residential building居住建筑rigid foundation刚性基础roof 屋顶，屋盖，屋面; roof board 屋面板; roof garden屋顶花园roof live load 屋面活荷载rustic terrazzo粗面水磨石，水刷石sand cushion砂垫层saw-tooth skylight锯齿形天窗scaffold 脚手架sill窗台silty soil粉质土single door单扇门double door双扇门single reinforcemen单筋tsliding door推拉门sliding window水平推拉窗staircase楼梯间stair rail(ing) 楼梯栏杆，楼梯扶手stair step楼梯踏步stair string (er)楼梯梁stair clearance 楼梯净空高度stair headroom steel forms钢模板store room贮藏室structural drawings结构图soft substratum软弱下卧层sun louver 遮阳板supporting block 支座supporting layer持力层tensile reinforcement 受拉钢筋tensile steel, tension reinforcementterrace roof 平屋顶thermal insulation隔热through ventilation穿堂风timber structure 木结构wood structuretoilet 盥洗间，浴室，厕所，便池tracing paper描图纸lawn 草坪treatment of elevation立面处理drawing board 绘图板triaxial compression test 三轴压缩试验tubular steel scaffolding钢管脚手架uniformly distributed load均布荷载unnotched bar 光面钢; threadbar螺纹钢筋urinal 小便池，小便斗，小便槽valley天沟ventilating skylight 通风天窗waterproof barrier 防水层aquatardTerzaghi bearing capacity theory太沙基承载力理论Terzaghi consolidation theory 太沙基固结理论foundation treatment 地基处理foundation pressure 基底压力span 跨度specific gravity比重quicklime生石灰,氧化钙hydrated lime 熟石灰,消石灰hydration 水化作用plaster of Paris熟石膏portland cement 波特兰水泥,硅酸盐水泥,普通水泥portland blastfurnace slag cement矿渣水泥portland fly-ash cement粉煤灰(硅酸盐)水泥portland-pozzolana cement火山灰质硅酸盐水泥gas-foaming admixture发泡剂retarding admixture缓凝剂water-reducing agent减水剂air-entrained agent 加气剂slump坍落度water-cement ratio水灰比w/carchitectural lighting 建筑采光,建筑照明architectural perspective建筑透视图architectural section 建筑剖面图architectural specifications建筑规范architectural working drawing 建筑施工图architecture sketch建筑草图arc welding 电弧焊stress concentration 应力集中multi storied building 多层建筑settlement of foundation 地基沉降tensile strength抗拉强度compressive strength抗压强度bending strength抗弯强度construction material 建筑材料building material continuous beam连续梁tower crane 塔式起重机,塔吊SPT=standard penetration test 标准贯入度试验wall between two windows窗间墙stability稳定性stress-strain curve应力-应变曲线stress-strain diagram应力-应变图damp-proof coating防潮层osmosis渗透osmotic co-efficient渗透系数osmotic pressure渗透压力finite element method 有限单无法finite-difference method有限差分法finite slice method 条分法deformation 变形displacement位移allowable bearing capacity 容许承载力total and differential settlement 总沉降量和沉降差Mohr’s circle of stress 摩尔应力圆snow laod雪(荷)载bent reinforcement bar 弯起钢筋bent steel 弯起钢筋bent-up bar 弯起钢筋bid 投标，标书bid call招标bid opening开标bidding sheet 标价单bid price 出价，投标价格binding reinforcement 绑扎钢筋blocking course檐口墙，女儿墙parapet (wall) bloodwood 红木redwoodbrick lintel 砖砌过梁brick masonry structure 砖石结构BRKT =bracket 牛腿building height 建筑高度building industrialization建筑工业化building-in fitting 预埋件building law 建筑法building line 建筑红线building module 建筑模数building orientation 建筑物朝向building permits for construction建筑施工执照building equipment 建筑设备building physics建筑物理building rubble 建筑垃圾building storm sewer 房屋雨水管built –in cupboard 壁厨cable structure 悬索结构cable-supported construction悬索结构canopy雨篷cast-in-place concrete 现浇混凝土cast-in-situ concrete 现浇混凝土caterpillar crane 履带式起重机cavity brick空心砖cavity wall空心墙ceiling 顶棚，吊顶，天花板cement floor水泥地面cement mortar水泥砂浆center-to-center中心距(中到中间距)chain-pull switch拉线开关cromatics色彩学city planning城市规划civil architecture民用建筑civil building民用建筑civil engineering土木工程clay brick粘土砖clerestory天窗clerestory windows高侧窗closet 盥洗室，厕所，卫生间coated glass 玻璃幕墙glass curtain wall collapsible loess 湿陷性黄土slumping loess collar tie beam 圈梁combination beam 组合梁combination construction 混合结构shear wall 剪力墙shear strength 抗剪强度transom （门上的）亮子bar 棒，条，杆件，（粗）钢筋beam 梁framework 框架truss桁架statically determinate ~ 静定桁架statically indeterminate ~ 超静定桁架elasticity弹性plasticity塑性stiffness刚度fiexibility挠度bending moment弯矩~ diagram 弯矩图~ envelope弯矩包络线influence line 影响线aggregate 骨料coarse ~ 粗骨料fine ~ 细骨料admixture外加剂concrete mixer混凝土搅拌机paint 油漆density密度viscosity粘度，粘滞性geology地质earth pressure 土压力active ~ 主动土压力coarse sand 粗砂; medium sand中砂; fine sand细砂artificial daylight人工采光artificial illumination人工照明art of architecture建筑艺术seismatic design 抗震设计back view 背立面balcony阳台balustrade 栏杆，扶手bamboo scaffolding竹脚手架band iron扁铁，扁钢bar cutter钢筋切断机bar list钢筋表bar spacing钢筋间距base board踢脚板basic module基本模数BC=building code建筑法规beam-and-column construction梁柱结构（框架结构）beam-and-girder construction主次梁梁格结构beam-and-slab construction梁板结构beam with one overhanging end 悬臂梁cantilever beam, overhanging beambeam with simply supported ends 简支梁simple beam, simple-supported beam, simply supported beam beam with fixed ends 固端梁bending stiffness弯曲刚度bending strength抗弯强度bending stress弯曲应力bend bar 弯起钢筋，弯筋commemorative architecture 纪念性建筑commercial buildings商业建筑物,商业房屋compacted fill 压实填土,夯实填土compacted soil压实土compaction by layers分层填土夯实compaction by rolling 碾压compaction by vibration振动压实compartmentation隔断completion acceptance竣工验收completion date 竣工日期compression bar 受压钢筋compression steel受压钢筋concealed work 隐蔽工程conductor 水落管construction administration 施工管理constructional drawing 施工图,构造图construction and installation work 建筑安装工程construction company 建筑公司construction economics建筑经济construction industry建筑(工)业construction in process 在建工程construction management plan 施工组织设计construction period施工工期construction site 施工现场creep 徐变,蠕变cross wall横墙dark room暗室design development phase 技术设计阶段design scheme设计方案detail drawing 详图,大样图,细部图development area 开发区digestion tank 化粪池septic tank, sewage tank distributed load分布荷载distributing bars 分布钢筋distribution reinforcement分布钢筋BL=dead load 恒载,自重dogleg stair 双折楼梯half turndomestic building居住房屋,住宅door window落地窗dormitory宿舍downspout 雨水管,落水管drain spout, fall pipe, leader pipe, rain conductor, rain leader, rain-water leaderdrip line 滴水线dunny厕所,盥洗室earthquake intensity地震烈度earthquake load 地震荷载earthquake resistant design抗震设计earthwork土石方工程earthwork quantity土方工程量eave 屋檐effective depth 有效高度,有效深度,有效厚度enameled tile 琉璃瓦,釉面砖engineering geological prospecting工程地质勘探expanded joint 伸缩缝,温度缝shrinkage joint, temperature jointfactory building厂房figured glass 图案玻璃,压花玻璃patterned glass fixed window固定窗flat skylight平天窗flexible foundation 柔性基础floor load楼面荷载floor plan楼屋平面图floor-to-ceiling height楼面至顶棚高度,室内净高floor-to-floor height楼面至楼面高度story height层高farmed steel 型钢shape(d) steelfoundation beam 基础梁foundation bed 基础垫层gable 出墙~ wallgalvanized iron 镀锌铁皮,白铁皮general arrangement drawing总体布置图,总平面图general layout 总平面图,总体布置glass fiber reinforced plastics玻璃纤维增强塑料,玻璃钢glued board 胶合板gravel 砾石; ~ cobble 卵石pebble gravel, pebble stoneground engineering地基工程ground floor plan底层平面图groundwater surface 地下水位phreatic (water ) surfacegutter明沟,天沟rain-gutter檐沟,天沟hair 麻刀hempmixed sand 混合砂mechanics of materials 材料力学theoretical mechanics 理论力学elastic mechanics弹性力学structural mechanics结构力学architectural mechanics建筑力学fracture mechanics断裂力学soil mechanics土力学rock mechanics岩石力学fluid mechanics流体力学abrasive floor防滑地板accelerated cement 快凝水泥accelerator促凝剂，速凝剂acceptance of hidden subsurface work 隐蔽工程验收acceptance of tender得标acceptance of work subelements分项工程验收access eye 清扫孔，检查孔access hole 检修孔access plate 检修孔盖板accordion shades 折叠式活动隔断，屏风acid 酸alkali碱acoustical insulation 隔声red cray 红粘土adamic earthadhesive bitumen primer冷底子油administration of the construction contract 施工合同管理aerial ledder消防梯non-bearing wall 非承重墙non-load bearing wall norm for detailed estimates 预算定额norm for preliminary estimates 概算定额norm for estimating labor requirements劳动定额norm for estimating material requirements材料定额open ditch 明沟open trenchoutside finish 外装修partion 隔壁, ~ screen 隔断pea shingle 豆砾石，绿豆砂pipeline gas 管道煤气plastic hinge 塑性铰plinth (wall)勒脚pointing (joints)勾缝pointing masonry勾缝砌体,清水墙porch 门廊,走廊pore water 孔隙水post-tensioning method后张法precast concrete lintel 预制混凝土过梁precast reinforced concrete building预制钢筋混凝土房屋monolithic reinforced concrete building整体式钢筋混凝土房屋prestressed concrete 预应力混凝土pretensioning method先张法protecting cap 安全帽protective cap, safety helmet protecting net 安全网public building公共建筑public comfort station 公共厕所public conveniencepump concrete 泵送混凝土pumping concrete halfpace landing楼梯平台landing platform, stair landing, stair platformhallway门厅,过道hemp thread麻丝high-rise hotel高层旅馆,高层饭店hip 屋脊线hoop reinforcement环筋,箍筋hull core structure筒体结构inside finish内装修jalousie window 百叶窗, louver windowjunior beam 次梁secondary beam, secondary girdermain beam 主梁primary beam, primary girder kick strip 踢脚step踏步L & CM=lime and cement mortar石灰水泥砂浆lintol (门窗)过梁lintellongitudinal bar纵向钢筋low-rise building低层建筑LR = living room 起居室,客厅sitting room, parlo(u)rmastic 玛碲脂,树脂,嵌缝料membrane curing薄膜养护metallic tape钢卷尺metal window钢窗mid-span moment跨中弯矩mix(ing) proportion 配合比,混合比mix(ing) ratio mopboard踢脚板mosquito screen 纱窗, screen window。

土木工程外文翻译----抗侧向荷载的结构体系

Structural Systems to resist lateral loads 抗侧向荷载的结构体系资料来源：Popular Science设计题目：综合工业厂房设计（四）学生姓名：学院名称：土木建筑工程学院专业名称：土木工程（建筑工程方向）班级名称：建筑工程班学号：指导教师：教师职称：完成时间：2012 年 4 月30 日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 clari ty 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 commonp lace 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, inc luding 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 form s, 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 toenvironmental, 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 t heir 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 m ethod 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 forwar d 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 resistoverturning 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 th e 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, orby two- dimensional analogy, where possible, whi chever 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. Nevert heless, 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 tru ss 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 surround ing 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 t ube could be framed, while the other could be braced.In considering this system, is important to understand clearly the differencebetween 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 fram ed 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 pl ane 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 op timized, 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 ve ry 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 linefrom the “hat” structure. Note that the exterior columns would be improper ly 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 later al 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), ce ntered 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 stiffnessin the 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 forthe 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 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, abundled 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 is15 (12)(12)/29,000 or 0.074in (1.9mm) per story. A t 50 stories, the column willhave shortened to 3.7 in. (94mm) less than its unstressed length. Where one cell ofa 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。

土木外文翻译---高层建筑与钢结构

毕业设计外文资料翻译原文题目：Talling building and Steel construction译文题目：高层建筑与钢结构院系名称：土木建筑学院专业班级：土木工程0806班学生姓名：学号：指导教师：教师职称：副教授附件： 1.外文资料翻译译文；2.外文原文。

附件1：外文资料翻译译文高层建筑与钢结构摘要：近年来，尽管一般的建筑结构设计取得了很大的进步，但是取得显著成绩的还要属超高层建筑结构设计。

最初的高层建筑设计是从钢结构的设计开始的。

钢筋混凝土和受力外包钢筒系统运用起来是比较经济的系统，被有效地运用于大批的民用建筑和商业建筑中。

50层到100层的建筑被定义为超高层建筑。

而这种建筑在美国得到广泛的应用是由于新的结构系统的发展和创新。

关键词：高层建筑，结构设计，钢结构，发展创新，结构体系这样的高度需要增大柱和梁的尺寸，这样以来可以使建筑物更加坚固以至于在允许的限度范围内承受风荷载而不产生弯曲和倾斜。

过分的倾斜会导致建筑的隔离构件、顶棚以及其他建筑细部产生循环破坏。

除此之外，过大的摇动也会使建筑的使用者们因感觉到这样的的晃动而产生不舒服的感觉。

无论是钢筋混凝土结构系统还是钢结构系统都充分利用了整个建筑的刚度潜力，因此不能指望利用多余的刚度来限制侧向位移。

在钢结构系统设计中，经济预算是根据每平方英寸地板面积上的钢材的数量确定的。

钢结构中的体系：钢结构的高层建筑的发展是几种结构体系创新的结果。

这些创新的结构已经被广泛地应用于办公大楼和公寓建筑中。

刚性带式桁架的框架结构：为了联系框架结构的外柱和内部带式桁架，可以在建筑物的中间和顶部设置刚性带式桁架。

1974年在米望基建造的威斯康森银行大楼就是一个很好的例子。

框架筒结构：如果所有的构件都用某种方式互相联系在一起，整个建筑就像是从地面发射出的一个空心筒体或是一个刚性盒子一样。

这个时候此高层建筑的整个结构抵抗风荷载的所有强度和刚度将达到最大的效率。

这种特殊的结构体系首次被芝加哥的43层钢筋混凝土的德威特红棕色的公寓大楼所采用。

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。

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。

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。

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。

建筑类英文翻译

建筑类英文翻译-CAL-FENGHAI.-(YICAI)-Company One1英语翻译1外文原文出处：Geotechnical, Geological, and Earthquake Engineering, 1, Volume 10, Seismic Risk Assessment and Retrofitting, Pages 329-342补充垂直支撑对建筑物抗震加固摘要：大量的钢筋混凝土建筑物在整个世界地震活跃地区有共同的缺陷。

弱柱，在一个或多个事故中，由于横向变形而失去垂直承载力。

这篇文章提出一个策略关于补充安装垂直支撑来防止房子的倒塌。

这个策略是使用在一个风险的角度上来研究最近实际可行的性能。

混凝土柱、动力失稳的影响、多样循环冗余的影响降低了建筑系统和组件的强度。

比如用建筑物来说明这个策略的可行性。

1、背景的介绍：建筑受地震震动，有可能达到一定程度上的动力失稳，因为从理论上说侧面上有无限的位移。

许多建筑物，然而，在较低的震动强度下就失去竖向荷载的支撑，这就是横向力不稳定的原因(见图。

提出了这策略的目的是为了确定建筑物很可能马上在竖向荷载作用下而倒塌，通过补充一些垂直支撑来提高建筑物的安全。

维护竖向荷载支撑的能力，来改变水平力稳定临界失稳的机理，重视可能出现微小的侧向位移(见图。

在过去的经验表明，世界各地的地震最容易受到破坏的是一些无筋的混凝土框架结构建筑物。

这经常是由于一些无关紧要的漏洞，引起的全部或一大块地方发生破坏，比如整根梁、柱子和板。

去填实上表面来抑制框架的内力，易受影响的底层去吸收大部分的内力和冲力。

这有几种过去被用过的方法可供选择来实施:1、加密上层结构，可以拆卸和更换一些硬度不够强的材料。

2、加密上层结构，可以隔离一些安装接头上的裂缝，从而阻止对框架结构的影响。

3、底楼，或者地板，可以增加结构新墙。

这些措施(项目1、2和3)能有效降低自重，这韧性能满足于一层或多层。

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。

外文翻译---静力弹塑性分析法在侧向荷载分布方式下的评估研究

静力弹塑性分析法在侧向荷载分布方式下的评估研究Armagan KORKMAZ1, Ali SARI21访问学者,土木工程学院, 得克萨斯大学, 奥斯汀, TX 78712, PH: 512-232-9216;armagan@2博士, 土木工程学院, 得克萨斯大学, 奥斯汀, TX 78712, PH: 512-232-9216;ali_sari@摘要：这项研究的目的是通过弹塑性分析法和非线性时程分析法来评估框架结构的性能或多种荷载形式及自然周期的多样性。

弹塑性分析法的荷载分布状态有三角形、IBC（k=2），和矩形。

在这个研究中四种典型的钢筋混凝土框架结构被采用，它们分别有四种不同的自然周期。

非线性时程分析法是计算地震的最好方法，但美国的FEMA-273容量震谱法和ATC-40位移系数法推荐使用静力弹塑性分析法。

这篇论文将比较分别利用静力弹塑性分析法与非线性时程分析法分析所得到的结果。

为了评估弹塑性分析法在三种不同荷载形式和四种自然周期下的结果，非线性时程分析法也被执行来对照。

在不同地震下分布在全球的50个站点纪录了地面运动情况被用来做分析，通过比较静力弹塑性分析法和非线性时程分析法的结果来选择这种典型框架结构在特殊自然周期下最佳的荷载分布方式。

关键词：静力弹塑性分析、非线性时程分析、荷载形式、抗弯矩框架前言一般的抗震设计中仅仅只有安全和碰撞是在地震设计规范中明确要求避免的，抗震设计一般基于结构在地震中的性能表现。

这样在低的地震水平下就要求考虑结构的非弹性行为。

FEMA-273和ATC-40采用静力弹塑性分析法而不是非线性时程分析，因为前者在抗震计算中能得到更精确度结果。

在抗震计算的目的是：（a）、在经常发生的小震情况下避免非结构破坏；（b）、在偶尔发生的中震情况下避免结构破坏和最小限度的非结构破坏；（c）、在罕遇大震下不倒塌或产生严重破坏。

结构设计要明确的在这三种情况下进行。

这项研究的目的是通过弹塑性分析法和非线性时程分析法来评估框架结构的性能或多种荷载形式及自然周期的多样性。

1、下载文档前请自行甄别文档内容的完整性，平台不提供额外的编辑、内容补充、找答案等附加服务。
2、"仅部分预览"的文档,不可在线预览部分如存在完整性等问题,可反馈申请退款(可完整预览的文档不适用该条件!)。
3、如文档侵犯您的权益，请联系客服反馈,我们会尽快为您处理(人工客服工作时间：9:00-18:30)。

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。

土木外文翻译--抗侧向荷载的结构体系

抗侧向荷载的结构体系外文翻译

土木工程专业英语(第二版 段兵延)第3课

土木工程 外文翻译 外文文献 英文文献 欧洲对钢框架结构抗震设计的评估

外文翻译完整版

荷载规范英文版

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

抗侧向荷载的结构体系外文翻译

土木工程专业英语常用词汇

土木工程外文翻译----抗侧向荷载的结构体系

最新土木工程抗侧向荷载的结构体系中英文翻译

土木外文翻译---高层建筑与钢结构

抗侧向荷载的结构体系(中文)

外文翻译---高层建筑及结构设计

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

建筑类英文翻译

土木工程文献外文翻译(中英互译版)

抗侧向荷载的结构体系 土木工程毕业论文中英文翻译

文献翻译-抗侧向荷载的结构体系

外文翻译---静力弹塑性分析法在侧向荷载分布方式下的评估研究

土木工程专业英语(第二版段兵延)第3课

土木工程外文翻译外文文献英文文献欧洲对钢框架结构抗震设计的评估

抗侧向荷载的结构体系土木工程毕业论文中英文翻译