外文翻译---高层建筑及结构设计
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文献信息文献标题:Measures to reduce construction time of high- rise buildings (缩短高层建筑施工工期的措施)文献作者及出处:Kolchedantsev L, Adamtsevich A, Stupakova O, et al. Measures to reduce construction time of high-rise buildings[C]//E3S Web of Conferences.EDP Sciences,2018,33:03062.字数统计:英文2335单词,13057字符;中文3906汉字外文文献Measures to reduce construction time of high- rise buildings Abstract The organizational and technological solutions for high- rise buildings construction efficiency increase are considered, primarily –decrease of typical floor construction time and improvement of bearing structures concrete quality. The essence of offered technology is: a concrete mixing station and a polygon mainly for load-bearing wall panels with starter bars casting are located on the building site; for reinforced concrete components manufacturing and butt joints grouting the warmed-up concrete mixtures are used. The results of researches and elaborations carried out by the SPSUACE in area of a preliminary warming-up of concrete mixtures are presented. The possibility and feasibility of their usage in high-rise buildings and of excess height buildings construction including cast-in-place and precast execution are shown. The essence of heat-vibro treating of concrete mixture is revealed as a kind of prior electroresistive curing, and the achieved results are: accelerated concrete strength gain, power inputs decrease, concrete quality improvement. It is shown that the location of a concrete mixing station on the building site enables to broaden possibilities of the “thermos” method use and to avoid concrete mixtures warming up in medium-mass structures erection (columns, girders) during the high-rise buildings construction. It is experimentally proved that the splice between precast elements encased with warmed-up concrete mixture isequal with conjugated elements in strength.1.IntroductionThe most important constructional and technological peculiarity of buildings of excess height (25-30 storeys) and high-rise buildings (100-150 and more storeys) is its significant height excess on dimensions in plan. From this it follows that the construction time of its substructure massively depends on typical floor construction time. 5-6 working days per storey is considered to be acceptable result according to literature. From this it follows that the only substructure will be under construction about three years. Thus, a typical floor construction time decrease is quite an important task.Because of limited sizes in plan decrease of typical floor construction time by means of compacting time schedules of different work types complete with traditional technologies is of little promise. The most typical floor construction decrease time effect may be got due to realization of organizational and technological conclusions being the point at issue of this article which are: location of a concrete mixing station and casting yard (mainly for wall panels manufacturing) on the building site; the warmed-up concrete mixtures usage for reinforced concrete components on site casting and butt joints grouting; concrete mixture preparation with 350С - 450С temperature at the polygon for medium mass structures concrete pouring and their subsequent maturing by using the “thermos” method.There are substantiations of each listed organizational and technological solution below. It is important to note that only combined application of them enables to get the desired result that is typical floor construction time decrease of 1.5 - 2 days.2.MethodsIt is well known that the extra-strong concrete classes (B50-B80) are used for lower storeys construction and high-strength concrete classes –for upper storeys construction in high-rises building. Mentioned parameters of concrete physical and mechanical properties are estimated relatively (relative compressive, tensile, bendingstrength, etc.), what gives the opportunity to apply the lab and field tests results to concretes of different classes.In addition to traditional (Gostovskaya) techniques, for example, GOST 10180-90 Concrete. Methods of determining strength on test specimens, for test of joint of precast- monolithic buildings was designed by a special technique. On active area of the “old” concrete which are the ends of combined panels the vertical inclined chases 4 mm wide and 6 mm depth were made. The concrete mixture of "new" concrete was warmed-up just before the placing with alternate electric current of industrial frequency (50 Hz) to + 500С and + 700С temperature and then placed with vibration in splice cavity. For "old" and "new" concretes samples shear testing postgraduate student Mustafin R.R. created special method excludes the appearance of the torsional moment about "old" and "new" concretes contact plane.The essence of concrete mixture thermal treatment that is a kind of a preliminary warming-up, its rational application field, used materials, and the achieved effect are presented in writing. It is important to note here that only application of warmed-up concrete mixtures made at site polygon enables to get concrete transport strength in minimum time with minimum power inputs and required concrete quality provided. The grouting of butt joints between precast elements with warmed-up mixture provides the equality in strength of the joint and conjugated elements.The feasibility of a concrete mixing station location on a site of a high-rise building construction, its parameters are substantiated in writings.3.Results3.1.The mobile concrete mixing station (CMS) location on high-rise building site.The mobile concrete mixing station (CMS) location on high-rise building site enables to provide:-uninterrupted concrete mixture supply with no depending on the road traffic;-delivery cost minimizing for concrete mix and prefab reinforced concrete fabricated at the site polygon;-costs reducing for concrete on-site transportation, due to partly piping, for example.3.2.The production of reinforced concrete products on the on-site test.The production of reinforced concrete products on the on-site test site using heated mixtures is schematically shown in Figure 1. The daily turnover of the molds is provided by the heat introduced into the mixture when it passes through the HVTCM device and the exothermic heat of the cement.Fig. 1. Site casting yard scheme for combination of HVTCM and thermoreactive curing:1 - rough track;2 - self-moving portal;3 – HVTCM plant;4 - structure under concreting;5 - thermoactive footing;6 - molded product;7 - flexible heat seal packaging;8 - thermoactive cap.3.3.Heat-vibro treating of concrete mixtures.Heat-vibro treating of concrete mixture (HVTCM) is kind of preheating. Its essence is in continuous and overload (1 - 3 minutes) electrical curing of concrete mix along with vibration, extreme pressure and vapour exposure. Heatup and vibration are the main so the method of concrete mixture treatment and required equipment are called so. At that, vibration is used primarily as a way of concrete mix transportation during its treatment. Activating vibration property, vapour, excess pressure and electrostatic field action during electrical curing exerts in concrete characteristics improving, such as its strength against pure heating of concrete mix.HVTCM plant general form, which is recommended to use, is presented in Figure 2. System's critical components are: concreting hopper; vertical heating tube; inclined heating tube with catch; gate-operating mechanism and electrical box (OFC).Fig. 2. HVTCM plant general form. 1 - concreting hopper; 2 – vertical heating tube; 3 – inclined heating tube with reducing pipe 4; 5 - catch; 6 - elevator; 7 - vibrator; 8 - pumping set; 9 - hydrocylinder; 10 - synchronising linkage; 11 – triangular electrodes; 12 – circular electrodes.On internal surface of vertical tube current-collecting devices are electricallysecured assigned, which connected to alternating current system with voltage of 380/220 V. Electrodes have a triangular cross section, at that adjacent electrodes are parallel. Inclined pipe body is neutrally assigned, electrically insulated central rod with circular current- collecting device are co-axial assigned inside the case. The plant works as follow. Traditionally made and transported to site concrete mix fills into hopper with fully closed gate. For the sake of internal volume filling with concrete mix and close contact between mix and electrodes procuring the vibrator turns on for 3-5 seconds. Then voltage is applied on electrode cells. After concrete mix temperature required value realization (near 70 - 80ºC), after 1,5-2 minutes traps open and vibrator turns on. Further processing of the mixture proceeds in steady state. Since in such a short heating time the concrete mix to this temperature, the fluid body liquid phase is heated, and cement and sand grains from it, the coarse aggregate is heated later due to the thermal conductivity from the warm-up components of the mixture, so that after exiting the plant the average mix temperature falls by 5-20ºC (depends on the aggregate size and its amount).Processes during heat-vibro treating of concrete mixture may be described this way. According to the Joule-Lenz law, when a current passes through a concrete mixture with an electrical resistance, heat is released in it. High temperature increases reaction of cement hydration. Vibration leads to deflocculating of cement grains, partly its dispergation, which is complemented by chemical dispergation. Concrete mix preheating is accompanied by partly vapour formation; and since treating passes in closed volume, this leads to excess pressure formation near 0.01 MPa. Water viscosity reducing with high temperature and vapour existence, which penetrability is greater than water, in combination with excess pressure keep to moisture penetration in cement grains. The combination of these effects intensifies chemical reactions, leads to an increase of cement mass, involved in the interaction with water.The usage of heat-vibro treating concrete mixtures enables:-strength gain increasing (40 – 50% of R28 after 6 – 8 hours, 70 – 100% of R28 after 24 hours) with 2 ºС/hour cool-down rate (Figure 3);-energy input minimizing (up to 50 kWh /m3);-improvement of concrete quality for warm-up mixes against thermal curing for density, strength, concrete-to-steel bond;-deletion of irretrievable electrodes losing, heating wire, which is unescapable during concrete curing;-man-hour reducing for concrete maturing.Fig. 3. Strength development for fresh concrete:1 – heat-vibro treating with 50 ºС;2 – heat-vibro treating with 60 ºС;3 – heat-vibro treating with70 ºС; 4 – heat-vibro treating with 80 ºС.3.4.Embedment of joints between wall panels and floor slabsEmbedment of joints of reinforced concrete wall panels and slabs with overlap of the rebar, heating the concrete mix allows you to:-providing the pace of cast-in-place and precast construction comparable to panel buildings;-arc welding operations minimizing during construction period of residential unit;-erection of prefabricated buildings, which model of structure is similar to cast-in-place buildings, that is safety and lifetime rising for dynamic loads or man-triggered actions;To ensure the rate of concrete cooldown in the splice no more than 2 ° C per hour,the splice formwork must be thermally active. It was experimentally proved that combination of concrete mixture pre-heating before its laying in the splice, treating the active surface of "old" concrete and heating formwork, providing a cooling rate of concrete at a splice no more than 2ºС per hour, It makes it possible to obtain splices of prefabricated-monolithic buildings with equal strengths with monolithic concrete with the shear works structure.Butt joint grouting technology with warm-up concrete mixes for cast-in-place and precast construction, developed by Kolchedantsev L.M., Stupakova O.G. and Mustafin R.R., is following (Figure 4).а) organization scheme for electrical curing. 1 – elevated road; 2 – mixer truck; 3 – pre-electric curing device for concrete mix; 4 –supporting frame; 5 – distributing hopperb)concrete placing and poly-rollс) splice hiding PF and TFC: 1 – polyfilm; 2 – thermoactive flexible coating; 3 – thermoactivecoating (TAC)Fig. 4. Key phases for splice making with warm-up concrete mixes.After the wall panels rigging up the formwork with heating elements is being installed and with its help the butt joint heats to 15-20ºС temperature. On the elevated road in assembly crane action area the HVTCM plant with under 2 m3per hour productivity is being set. The device may work with energy from diesel generator with 100-150 kV A power in case of freely installed electric power absence. Concrete mixture with plasticizing agents increasing time of warmed-up concrete mixture placeability maintenance added in making period is being uploaded from concrete mixer truck to the HVTCM plant receiving bunker.There are three bunkers 0,5- 0,75 m3 volume located in HVTCM plant location area below its deep pipes with batch gate. The bunkers are set on trolley frame that can move relative to the HVTCM plant. During the winter time the bunkers are insulated and equipped with hinged covers. After being filled with heat-vibro treated concrete mixture first bunker is transferred by crane to working horizon for grouting the butt joints. At the same time the concrete mixture is put from the HVTCM plant to the bunker №2. The bunker №3 is backup in case of some deviation from the continuous-cyclical schedule correlating the butt joints grouting process and HVTCM plant work.The concrete mixture after heat-vibro treating is densifying with pervibrator in butt joints grouting process. After joint grouting its open surface is being covered withfilm. The required concrete maturing mode in joint is maintained with formwork with heating elements.Floor butt joints are grouted the same way.3.5.The setting of stiffening cores columns and girders provided spatial rigidity and overall stability of a high-rise buildingThe formwork and reinforcement setting of these structures is performed with traditional technology. Considering these structures belong to medium or low-mass type the "thermos" method is recommended to apply for their grouting and maturing.Considering the general orientation of this work, namely, the reduction of the time for the construction of high-rise buildings, and taking into account that the concrete-mixing unit is located directly on the construction site, the temperature of the concrete mixture output from the mixer may exceed the maximum permissible values specified in the Code of Practice SP 70.13330.2012 Bearing and enclosing structures, the updated version of SNiP 3.03.01-87. However, this recommendation can be implemented only after an experimental check of the timing of setting the cement at elevated temperatures.4.ConclusionsThus, the total effect of known technological solutions (concrete mixing station and polygons for floor and wall panels production location on a building site) in combination with a preliminary concrete mixtures warming-up applying for reinforced concrete elements production and grouting of the butt joints between them after their rigging up, and also the "thermos" method applying extension in medium and low-mass structures construction is in following: about 65-70% of high-rise building structures should be built not in the cast-in- place but in the precast and cast-in-place method that enables to decrease a typical floor construction time by 1,5-2 days.中文译文缩短高层建筑施工工期的措施摘要本文提出了提高高层建筑施工效率的组织方案和技术措施,主要是缩短标准层施工时间,并提高承重结构混凝土质量。
常见的建筑术语的英文翻译集之一以下是一些常见的建筑术语的英文翻译集合之一:1. 建筑设计- Architectural Design2. 建筑结构- Building Structure3. 建筑材料- Building Materials4. 建筑施工- Building Construction5. 建筑成本- Construction Cost6. 建筑风格- Architectural Style7. 建筑师- Architect8. 建筑规划- Building Planning9. 建筑模型- Architectural Model10. 建筑面积- Building Area11. 建筑高度- Building Height12. 建筑容积率- Plot Ratio13. 建筑法规- Building Codes and Regulations14. 建筑节能- Energy Efficiency in Buildings15. 建筑智能化- Intelligent Buildings16. 绿色建筑- Green Buildings17. 可持续建筑- Sustainable Buildings18. 建筑声学- Architectural Acoustics19. 建筑光学- Architectural Optics20. 室内设计- Interior Design21. 景观设计- Landscape Design22. 结构设计- Structural Design23. 给排水设计- Water Supply and Drainage Design24. 暖通空调设计- HVAC Design25. 电气设计- Electrical Design26. 消防设计- Fire Protection Design27. 智能化系统设计- Intelligent System Design28. 施工组织设计- Construction Organization Design29. 施工图设计- Construction Drawing Design30. 装饰装修设计- Decoration and Finishing Design31. 建筑声学设计- Architectural Acoustics Design32. 建筑光学设计- Architectural Optics Design33. 建筑热工设计- Architectural Thermal Design34. 建筑美学设计- Architectural Aesthetic Design35. 建筑环境设计- Architectural Environment Design36. 建筑风水学- Feng Shui37. 建筑日照分析- Solar Analysis for Buildings38. 建筑通风分析- Ventilation Analysis for Buildings39. 建筑声环境分析- Acoustic Environment Analysis for Buildings40. 建筑光环境分析- Daylighting Environment Analysis for Buildings41. 建筑热环境分析- Thermal Environment Analysis for Buildings42. 建筑面积计算- Building Area Calculation43. 建筑楼层高度- Storey Height44. 建筑消防设计- Fire Protection Design for Buildings45. 建筑结构安全评估- Structural Safety Evaluation for Buildings46. 建筑抗震设计- Seismic Design for Buildings47. 建筑防洪设计- Flood-resistant Design for Buildings48. 建筑工程招标- Building Engineering Tendering49. 建筑工程施工许可- Construction Permission for Building Projects50. 建筑工程造价咨询- Engineering Cost Consulting for Building Projects51. 建筑工程监理- Project Supervision for Building Projects52. 建筑工程验收- Acceptance of Building Projects53. 建筑工程质量检测- Quality Detection of Building Projects54. 建筑工程质量评估- Quality Evaluation of Building Projects55. 建筑工程质量保修- Quality Guarantee of Building Projects56. 建筑工程档案- Construction Project Archives57. 建筑工程安全- Construction Safety58. 建筑工程管理- Construction Project Management59. 建筑工程合同- Construction Contract60. 建筑工程保险- Construction Insurance61. 建筑工程材料- Construction Materials62. 建筑工程机械- Construction Machinery63. 建筑工程劳务- Construction Labor64. 建筑工程施工组织设计- Construction Organization Design for Building Projects65. 建筑工程施工图设计- Construction Drawing Design for Building Projects66. 建筑工程施工进度计划- Construction Progress Plan for Building Projects67. 建筑工程施工质量控制- Construction Quality Control for Building Projects68. 建筑工程施工安全管理- Construction Safety Management for Building Projects69. 建筑工程施工现场管理- Construction Site Management for Building Projects70. 建筑工程施工成本管理- Construction Cost Management for Building Projects71. 建筑工程施工环境保护- Environmental Protection in Building Construction72. 建筑工程施工节能管理- Energy-saving Management in Building Construction73. 建筑工程施工水土保持- Soil and Water Conservation in Building Construction74. 建筑工程施工质量控制要点- Key Points of Construction Quality Control for Building Projects75. 建筑工程施工安全控制要点- Key Points of Construction Safety Control for Building Projects76. 建筑工程施工质量验收规范- Acceptance Specification for Construction Quality ofBuilding Projects77. 建筑立面设计- Façade Design78. 建筑剖面设计- Section Design79. 建筑立面分析图- Façade Analysis Diagram80. 建筑剖面分析图- Section Analysis Diagram81. 建筑结构分析图- Structural Analysis Diagram82. 建筑平面图- Floor Plan83. 建筑立面图- Façade Drawing84. 建筑剖面图- Section Drawing85. 建筑轴测图- Axonometric Drawing86. 建筑渲染图- Architectural Rendering87. 建筑模型制作- Model Making88. 建筑绘画- Architectural Drawing89. 建筑表现图- Architectural Representation90. 建筑动画- Architectural Animation91. 建筑摄影- Architectural Photography92. 建筑信息模型- Building Information Modeling (BIM)93. 建筑环境评估- Building Environmental Assessment94. 建筑节能评估- Building Energy Efficiency Assessment95. 建筑可持续性评估- Building Sustainability Assessment96. 建筑健康评估- Building Health Assessment97. 建筑设备系统设计- Building Equipment System Design98. 建筑电气系统设计- Electrical System Design for Buildings99. 建筑给排水系统设计- Water Supply and Drainage System Design for Buildings 100. 建筑暖通空调系统设计- HVAC System Design for Buildings。
英文:High-Rise Buildings and StructuralDesignAbstract:It is difficult building . One may say that low-rise building ranges from 1 to 2 stories . A medium-rise building probably ranges between 3 or 4 stories up to 10 or 20 stories or more . Although the basic principles of vertical and horizontal subsystem design remain the same for low- , medium- , or high-rise buildings , when a building gets high the vertical subsystems become a controlling problem for two reasons . Higher vertical loads will require larger columns , walls , and shafts . But , more significantly , the overturning moment and the shear deflections produced by lateral forces are much larger and must be carefully provided for .Key Words:High-Rise Buildings Structural Design Framework Shear Seismic SystemIntroductionThe vertical subsystems in a high-rise building transmit accumulated gravity load from story to story , thus requiring larger column or wall sectionsto support such loading . In addition these same vertical subsystems must transmit lateral loads , such as wind or seismic loads , to the foundations. However , in contrast to vertical load , lateral load effects on buildings are not linear and increase rapidly with increase in height . For example under wind load , the overturning moment at the base of buildings varies approximately as the square of a buildings may vary as the fourth power of buildings height , other things being equal. Earthquake produces an even more pronounced effect.When the structure for a low-or medium-rise building is designed for dead and live load , it is almost an inherent property that the columns , walls , and stair or elevator shafts can carry most of the horizontal forces . The problem is primarily shear resistance . Moderate addition bracing for rigid frames in“short”buildings can e asily be provided by filling certain panels ( or even all panels ) without increasing the sizes of the columns and girders otherwise required for vertical loads.Unfortunately , this is not is for high-rise buildings because the problem is primarily resistance to moment and deflection rather than shear alone . Special structural arrangements will often have to be made and additional structural material is always required for the columns , girders , walls , and slabs in order to made a high-rise buildings sufficiently resistant to much higher lateral deformations .As previously mentioned , the quantity of structural material required persquare foot of floor of a high-rise buildings is in excess of that required for low-rise buildings . The vertical components carrying the gravity load , such as walls , columns , and shafts , will need to be strengthened over the full height of the buildings . But quantity of material required for resisting lateral forces is even more significant .With reinforced concrete , the quantity of material also increases as the number of stories increases . But here it should be noted that the increase in the weight of material added for gravity load is much more sizable than steel , whereas for wind load the increase for lateral force resistance is not that much more since the weight of a concrete buildings helps to resist overturn . On the other hand , the problem of design for earthquake forces . Additional mass in the upper floors will give rise to a greater overall lateral force under the of seismic effects .In the case of either concrete or steel design , there are certain basic principles for providing additional resistance to lateral to lateral forces and deflections in high-rise buildings without too much sacrifire in economy .1.Increase the effective width of the moment-resisting subsystems .This is very useful because increasing the width will cut down theoverturn force directly and will reduce deflection by the third powerof the width increase , other things remaining cinstant . However ,this does require that vertical components of the widened subsystembe suitably connected to actually gain this benefit.2.Design subsystems such that the components are made to interact inthe most efficient manner . For example , use truss systems with chords and diagonals efficiently stressed , place reinforcing for walls at critical locations , and optimize stiffness ratios for rigid frames . 3.Increase the material in the most effective resisting components . Forexample , materials added in the lower floors to the flanges of columns and connecting girders will directly decrease the overall deflection and increase the moment resistance without contributing mass in the upper floors where the earthquake problem is aggravated .4.Arrange to have the greater part of vertical loads be carried directlyon the primary moment-resisting components . This will help stabilize the buildings against tensile overturning forces by precompressing the major overturn-resisting components .5.The local shear in each story can be best resisted by strategicplacement if solid walls or the use of diagonal members in a vertical subsystem . Resisting these shears solely by vertical members in bending is usually less economical , since achieving sufficient bending resistance in the columns and connecting girders will require more material and construction energy than using walls or diagonal members .6.Sufficient horizontal diaphragm action should be provided floor .This will help to bring the various resisting elements to work togetherinstead of separately .7.Create mega-frames by joining large vertical and horizontalcomponents such as two or more elevator shafts at multistoryintervals with a heavy floor subsystems , or by use of very deepgirder trusses .Remember that all high-rise buildings are essentially vertical cantilevers which are supported at the ground . When the above principles are judiciously applied , structurally desirable schemes can be obtained by walls , cores , rigid frames, tubular construction , and other vertical subsystems to achieve horizontal strength and rigidity . Some of these applications will now be described in subsequent sections in the following .Shear-Wall SystemsWhen shear walls are compatible with other functional requirements , they can be economically utilized to resist lateral forces in high-rise buildings . For example , apartment buildings naturally require many separation walls . When some of these are designed to be solid , they can act as shear walls to resist lateral forces and to carry the vertical load as well . For buildings up to some 20storise , the use of shear walls is common . If given sufficient length ,such walls can economically resist lateral forces up to 30 to 40 stories or more .However , shear walls can resist lateral load only the plane of the walls( i.e.not in a diretion perpendicular to them ) . Therefore ,it is always necessary to provide shear walls in two perpendicular directions can be at least in sufficient orientation so that lateral force in any direction can be resisted . In addition , that wall layout should reflect consideration of any torsional effect .In design progress , two or more shear walls can be connected to from L-shaped or channel-shaped subsystems . Indeed , internal shear walls can be connected to from a rectangular shaft that will resist lateral forces very efficiently . If all external shear walls are continuously connected , then the whole buildings acts as a tube , and is excellent Shear-Wall Systems resisting lateral loads and torsion .Whereas concrete shear walls are generally of solid type with openings when necessary , steel shear walls are usually made of trusses . These trusses can have single diagonals , “X”diagonals , or“K”arrangements . A trussed wall will have its members act essentially in direct tension or compression under the action of view , and they offer some opportunity and deflection-limitation point of view , and they offer some opportunity for penetration between members . Of course , the inclined members of trusses must be suitable placed so as not to interfere with requirements for windows and for circulation service penetrations though these walls .As stated above , the walls of elevator , staircase ,and utility shafts form natural tubes and are commonly employed to resist both vertical and lateral forces . Since these shafts are normally rectangular or circular in cross-section ,。
英文原文Components of A Building and Tall Buildings1. AbstractMaterials and structural forms are combined to make up the various parts of a building, including the load-carrying frame, skin, floors, and partitions. The building also has mechanical and electrical systems, such as elevators, heating and cooling systems, and lighting systems. The superstructure is that part of a building above ground, and the substructure and foundation is that part of a building below ground.The skyscraper owes its existence to two developments of the 19th century: steel skeleton construction and the passenger elevator. Steel as a construction material dates from the introduction of the Bessemer converter in 1885.Gustave Eiffel (1832-1932) introduced steel construction in France. His designs for the Galerie des Machines and the Tower for the Paris Exposition of 1889 expressed the lightness of the steel framework. The Eiffel Tower, 984 feet (300 meters) high, was the tallest structure built by man and was not surpassed until 40 years later by a series of American skyscrapers.Elisha Otis installed the first elevator in a department store in New York in 1857.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.2. Load-Carrying FrameUntil the late 19th century, the exterior walls of a building were used as bearing walls to support the floors. This construction is essentially a post and lintel type, and it is still used in frame construction for houses. Bearing-wall construction limited the height of building because of the enormous wall thickness required;for instance, the 16-story Monadnock Building built in the 1880’s in Chicago had walls 5 feet (1.5 meters) thick at the lower floors. In 1883, William Le Baron Jenney (1832-1907) supported floors on cast-iron columns to form a cage-like construction. Skeleton construction, consisting of steel beams and columns, was first used in 1889. As a consequence of skeleton construction, the enclosing walls become a “curtain wall” rather than serving a supporting function. Masonry was the curtain wall material until the 1930’s, when light metal and glass curtain walls wer e used. After the introduction of buildings continued to increase rapidly.All tall buildings were built with a skeleton of steel until World War Ⅱ. After thewar, the shortage of steel and the improved quality of concrete led to tall building being built of reinforced concrete. Marina Tower (1962) in Chicago is the tallest concrete building in the United States;its height—588 feet (179 meters)—is exceeded by the 650-foot (198-meter) Post Office Tower in London and by other towers.A change in attitude about skyscraper construction has brought a return to the use of the bearing wall. In New York City, the Columbia Broadcasting System Building, designed by Eero Saarinen in 1962,has a perimeter wall consisting of 5-foot (1.5meter) wide concrete columns spaced 10 feet (3 meters) from column center to center. This perimeter wall, in effect, constitutes a bearing wall. One reason for this trend is that stiffness against the action of wind can be economically obtained by using the walls of the building as a tube;the World Trade Center building is another example of this tube approach. In contrast, rigid frames or vertical trusses are usually provided to give lateral stability.3. SkinThe skin of a building consists of both transparent elements (windows) and opaque elements (walls). Windows are traditionally glass, although plastics are being used, especially in schools where breakage creates a maintenance problem. The wall elements, which are used to cover the structure and are supported by it, are built of a variety of materials: brick, precast concrete, stone, opaque glass, plastics, steel, and aluminum. Wood is used mainly in house construction;it is not generally used for commercial, industrial, or public building because of the fire hazard.4. FloorsThe construction of the floors in a building depends on the basic structural frame that is used. In steel skeleton construction, floors are either slabs of concrete resting on steel beams or a deck consisting of corrugated steel with a concrete topping. In concrete construction, the floors are either slabs of concrete on concrete beams or a series of closely spaced concrete beams (ribs) in two directions topped with a thin concrete slab, giving the appearance of a waffle on its underside. The kind of floor that is used depends on the span between supporting columns or walls and the function of the space. In an apartment building, for instance, where walls and columns are spaced at 12 to 18 feet (3.7 to 5.5 meters), the most popular construction is a solid concrete slab with no beams. The underside of the slab serves as the ceiling for the space below it. Corrugated steel decks are often used in office buildings because the corrugations, when enclosed by another sheet of metal, form ducts for telephone and electrical lines.5. Mechanical and Electrical SystemsA modern building not only contains the space for which it is intended (office, classroom, apartment) but also contains ancillary space for mechanical and electrical systems that help to provide a comfortable environment. These ancillary spaces in a skyscraper office building may constitute 25% of the total building area. The importance of heating, ventilating, electrical, and plumbing systems in an office building is shown by the fact that 40% of the construction budget is allocated to them. Because of the increased use of sealed building with windows that cannot be opened, elaborate mechanical systems are provided for ventilation and air conditioning. Ducts and pipes carry fresh air from central fan rooms and air conditioning machinery. The ceiling, which is suspended below the upper floor construction, conceals the ductwork and contains the lighting units. Electrical wiring for power and for telephone communication may also be located in this ceiling space or may be buried in the floor construction in pipes or conduits.There have been attempts to incorporate the mechanical and electrical systems into the architecture of building by frankly expressing them;for example, the American Republic Insurance Company Building(1965) in Des Moines, Iowa, exposes both the ducts and the floor structure in an organized and elegant pattern and dispenses with the suspended ceiling. This type of approach makes it possible to reduce the cost of the building and permits innovations, such as in the span of the structure.6. Soils and FoundationsAll building are supported on the ground, and therefore the nature of the soil becomes an extremely important consideration in the design of any building. The design of a foundation dependson many soil factors, such as type of soil, soil stratification, thickness of soil lavers and their compaction, and groundwater conditions. Soils rarely have a single composition;they generally are mixtures in layers of varying thickness. For evaluation, soils are graded according to particle size, which increases from silt to clay to sand to gravel to rock. In general, the larger particle soils will support heavier loads than the smaller ones. The hardest rock can support loads up to 100 tons per square foot(976.5 metric tons/sq meter), but the softest silt can support a load of only 0.25 ton per square foot(2.44 metric tons/sq meter). All soils beneath the surface are in a state of compaction;that is, they are under a pressure that is equal to the weight of the soil column above it. Many soils (except for most sands and gavels) exhibit elasticproperties—they deform when compressed under load and rebound when the load is removed. The elasticity of soils is often time-dependent, that is, deformations of the soil occur over a length of time which may vary from minutes to years after a load is imposed. Over a period of time, a building may settle if it imposes a load on the soil greater than the natural compaction weight of the soil. Conversely, a building may heave if it imposes loads on the soil smaller than the natural compaction weight. The soil may also flow under the weight of a building;that is, it tends to be squeezed out.Due to both the compaction and flow effects, buildings tend settle. Uneven settlements, exemplified by the leaning towers in Pisa and Bologna, can have damaging effects—the building may lean, walls and partitions may crack, windows and doors may become inoperative, and, in the extreme, a building may collapse. Uniform settlements are not so serious, although extreme conditions, such as those in Mexico City, can have serious consequences. Over the past 100 years, a change in the groundwater level there has caused some buildings to settle more than 10 feet (3 meters). Because such movements can occur during and after construction, careful analysis of the behavior of soils under a building is vital.The great variability of soils has led to a variety of solutions to the foundation problem. Wherefirm soil exists close to the surface, the simplest solution is to rest columns on a small slab of concrete(spread footing). Where the soil is softer, it is necessary to spread the column load over a greater area;in this case, a continuous slab of concrete(raft or mat) under the whole building is used. In cases where the soil near the surface is unable to support the weight of the building, piles of wood, steel, or concrete are driven down to firm soil.The construction of a building proceeds naturally from the foundation up to the superstructure. The design process, however, proceeds from the roof down to the foundation (in the direction of gravity). In the past, the foundation was not subject to systematic investigation. A scientific approach to the design of foundations has been developed in the 20th century. Karl Terzaghi of the United States pioneered studies that made it possible to make accurate predictions of the behavior of foundations, using the science of soil mechanics coupled with exploration and testing procedures. Foundation failures of the past, such as the classical example of the leaning tower in Pisa, have become almost nonexistent. Foundations still are a hidden but costly part of many buildings.The early development of high-rise buildings began with structural steel framing. Reinforced concrete and stressed-skin tube systems have since been economically and competitively used in a number of structures for both residential and commercial purposes. The high-rise buildings ranging from 50 to 110 stories that are being built all over the United States are the result of innovations and development of new structural systems.Greater height entails increased column and beam sizes to make buildings more rigid so that under wind load they will not sway beyond an acceptable limit. Excessive lateral sway may causeserious recurring damage to partitions, ceilings, and other architectural details. In addition, excessive sway may cause discomfort to the occupants of the building because of their perception of such motion. Structural systems of reinforced concrete, as well as steel, take full advantage of the inherent potential stiffness of the total building and therefore do not require additional stiffening to limit the sway.中文译文建筑及高层建筑的组成1 摘要材料和结构类型是构成建筑物各方面的组成部分,这些部分包括承重结构、围护结构、楼地面和隔墙。
办公楼毕业设计英文翻译(外文翻译)办公楼毕业设计英文翻译(外文翻译)原文:The future of the tall buildingAnd structure of buildingsZoning effects on the density of tall buildings and solar design may raise ethical challenge.A combined project of old and new buildings may bring back human scale to our cities. Owners and conceptual designers will be challenged in the 1980s to produce economically sound, people-oriented buildings.In 1980 the Level House, designed by Skidmore, Owings and Merril1 (SOM) received the 25-year award from the American Institute of Architects “in recognition of architectural design of enduring significance”. This award is given once a year for a building between 25and 35 years old .Lewis Mumford described the Lever House as “the first office building in which modern materials, modern construction, modern functions have been combined with a modern plan”. At the time, this daring concept could only be achieved by visionary men like Gordon Bunshaft , the designer , and Charles Luckman , the owner and then-president of Lever Brothers . The project also included a few “first” : (1) it was the first sealed glass tower ever built ; (2) it was the first office building designed by SOM ;and (3) it was the first office building on Park Avenue to omit retail space on the first floor. Today, after hundreds of look-alike and variations onthe grid design, we have reached what may be the epitome of tall building design: the nondescript building. Except for a few recently completed buildings that seem to be people-oriented in their lower floors, most tall buildings seem to be a repletion of the dull, graph-paper-like monoliths in many of our cities. Can this be the end of the design-line for tall buildings? Probably not. There are definite signs that are most encouraging. Architects and owners have recently begun to discuss the design problem publicly. Perhaps we are at the threshold of a new era. The 1980s may bring forth some new visionaries like Bunshaft and Luckman. If so, what kinds of restrictions or challenges do they face?译文:高层建筑展望及建筑结构区域规划对高层建筑物的密度和对自然采光设计可能引起道德问题将产生影响。
中英文资料翻译1外文资料The Tall Office Building Artistically ConsideredThe architects of this land and generation are now brought face to face with something new under the sun namely, that evolution and integration of social conditions, that special grouping of them, that results in a demand for the erection of tall office buildings.It is not my purpose to discuss the social conditions; I accept them as the fact, and say at once that the design of the tall office building must be recognized and confronted at the outset as a problem to be solved a vital problem, pressing for a true solution.Let us state the conditions in the plainest manner. Briefly, they are these: offices are necessary for the transaction of business; the invention and perfection of the high speed elevators make vertical travel, that was once tedious and painful, now easy and comfortable; development of steel manufacture has shown the way to safe, rigid, economical constructions rising to a great height; continued growth of population in the great cities, consequent congestion of centers and rise in value of ground, stimulate an increase in number of stories; these successfully piled one upon another, react on ground values and so on, byaction and reaction, interaction and inter reaction. Thus has come about that form of lofty construction called the "modern office building". It has come in answer to a call, for in it a new grouping of social conditions has found a habitation and a name.Up to this point all in evidence is materialistic, an exhibition of force, of resolution, of brains in the keen sense of the word. It is the joint product of the speculator, the engineer, the builder.Problem: How shall we impart to this sterile pile, this crude, harsh, brutal agglomeration, this stark, staring exclamation of eternal strife, the graciousness of these higher forms of sensibility and culture that rest on the lower and fiercer passions? How shall we proclaim from the dizzy height of this strange, weird, modern housetop the peaceful evangel of sentiment, of beauty, the cult of a higher life?This is the problem; and we must seek the solution of it in a process analogous to its own evolution indeed, a continuation of it namely, by proceeding step by step from general to special aspects, from coarser to finer considerations.It is my belief that it is of the very essence of every problem that is contains and suggests its own solution. This I believe to be natural law. Let us examine, then, carefully the elements, let us search out this contained suggestion, this essence of the problem.The practical conditions are, broadly speaking, these:Wanted 1st, a story below ground, containing boiler, engines of various sorts, etc. in short, the plant for power, heating, lighting, etc. 2nd, a ground floor, so called, devoted to stores, banks, or other establishments requiring large area, ample spacing, ample light, and great freedom of access, 3rd, a second story readily accessible by stairways this space usually in large subdivisions, with corresponding liberality in structural spacing and expanse of glass and breadth of external openings, 4th, above this an indefinite number of stories of offices piled tier upon tier, one tier just like another tier, one office just like all the other offices an office being similar to a cell in honey comb, merely a compartment, nothing more, 5th, and last, at the top of this pile is placed a space or story that, as related to the life and usefulness of the structure, is purely physiological in its nature namely, the attic. In this the circulatory system completes itself and makes it grand turn, ascending and descending. The space is filled with tanks, pipes, valves, sheaves, and mechanical etcetera that supplement and complement the force originating plant hidden below ground in the cellar. Finally, or at the beginning rather, there must be on the ground floor a main aperture or entrance common to all the occupants or patrons of the building.This tabulation is, in the main, characteristic of every tall office building in the country. As to the necessary arrangements for light courts, these are not germane to the problem, and as will become soon evident, I trust need not be considered here. These things, and such others as the arrangement of elevators, for example, have to do strictly with the economics of the building, and I assumethem to have been fully considered and disposed of to the satisfaction of purely utilitarian and pecuniary demands. Only in rare instances does the plan or floor arrangement of the tall office building take on an aesthetic value, and thus usually when the lighting court is external or becomes an internal feature of great importance.As I am here seeking not for an individual or special solution, but for a true normal type, the attention must be confined to those conditions that, in the main, are constant in all tall office buildings, and every mere incidental and accidental variation eliminated from the consideration, as harmful to the clearness of the main inquiry.The practical horizontal and vertical division or office unit is naturally based on a room of comfortable area and height, and the size of this standard office room as naturally predetermines the standard structural unit, and, approximately, the size of window openings. In turn, these purely arbitrary units of structure form in an equally natural way the true basis of the artistic development of the exterior. Of course the structural spacings and openings in the first or mercantile story are required to be the largest of all; those in the second or quasi mercantile story are of a some what similar nature. The spacings and openings in the attic are of no importance whatsoever the windows have no actual value, for light may be taken from the top, and no recognition of a cellular division is necessary in the structural spacing.Hence it follow inevitably, and in the simplest possible way, that if wefollow our natural instincts without thought of books, rules, precedents, or any such educational impediments to a spontaneous and "sensible" result, we will in the following manner design the exterior of our tall office building to wit: Beginning with the first story, we give this a min entrance that attracts the eye to it location, and the remainder of the story we treat in a more or less liberal, expansive, sumptuous way a way based exactly on the practical necessities, but expressed with a sentiment of largeness and freedom. The second story we treat in a similar way, but usually with milder pretension. Above this, throughout the indefinite number of typical office tiers, we take our cue from the individual cell, which requires a window with its separating pier, its still and lintel, and we, without more ado, make them look all alike because they are all alike. This brings us to the attic, which having no division into office cells, and no special requirement for lighting, gives us the power to show by means of its broad expanse of wall, and its dominating weight and character, that which is the fact namely, that the series of office tiers has come definitely to an end.This may perhaps seem a bald result and a heartless, pessimistic way of stating it, but even so we certainly have advanced a most characteristic stage beyond the imagined sinister building of the speculator engineer builder combination. For the hand of the architect is now definitely felt in the decisive position at once taken, and the suggestion of a thoroughly sound, logical, coherent expression of the conditions is becoming apparent.When I say the hand of the architect, I do not mean necessarily theaccomplished and trained architect. I mean only a man with a strong, natural liking for buildings, and a disposition to shape them in what seems to his unaffected nature a direct and simple way. He will probably tread an innocent path from his problem to its solution, and therein he will show an enviable gift of logic. If we have some gift for form in detail, some feeling for form purely and simply as form, some love for that, his result in addition to it simple straightforward naturalness and completeness in general statement, will have something of temperament and interest.However, thus far the results are only partial and tentative at best relatively true, they are but superficial. We are doubtless right in our instinct but we must seek a fuller justification, a finer sanction, for it.I assume now that in the study of our problem we have passed through the various stages of inquiry, as follows: 1st, the social basis of the demand for tall buildings; 2nd, its literal material satisfaction; 3rd, the elevation of the question from considerations of literal planning, construction, and equipment, to the plane of elementary architecture as a direct outgrowth of sound, sensible building; 4th, the question again elevated from an elementary architecture to the beginnings of true architectural expression, through the addition of a certain quality and quantity of sentiment.But our building may have all these in a considerable degree and yet be far from that adequate solution of the problem I am attempting to define. We must now heed quality and quantity of sentiment.It demands of us, what is the chief characteristic of the tall office building? And at once we answer, it is lofty. This loftiness is to the artist nature its thrilling aspect. It is the very open organ tone in its appeal. It must be in turn the dominant chard in his expression of it, the true excitant of his imagination. It must be tall, every inch of it tall. The force and power of altitude must be in it, the glory and pride of exaltation must be in it. It must be every inch a proud and soaring thing, rising in sheer exultation that from bottom to top it is a unit without a single dissenting line that it is the new, the unexpected, the eloquent peroration of most bald, most sinister, most forbidding conditions.The man who designs in the spirit and with the sense of responsibility to the generation he lives in must be no coward, no denier, no bookworm, no dilettante. He must live of his life and for his life in the fullest, most consummate sense. He must realize at once and with the grasp of inspiration that the problem of the tall office building is one of the most stupendous, one of the most magnificent opportunities that the Lord of Nature in His beneficence has ever offered to the proud spirit of man.That this has not been perceived indeed has been flatly denied is an exhibition of human perversity that must give us pause.One more consideration. Let us now lift this question into the region of calm, philosophic observation. Let us seek a comprehensive, a final solution: let the problem indeed dissolve.Certain critics, and very thoughtful ones, have advanced the theory that thetrue prototype of the tall office building is the classical column, consisting of base, shaft and capital the molded base of the column typical of the lower stories of our building, the plain or fluted shaft suggesting the monotonous, uninterrupted series of office tiers, and the capital the completing power and luxuriance of the attic.Other theorizers, assuming a mystical symbolism as a guide, quite the many trinities in nature and art, and the beauty and conclusiveness of such trinity in unity. They aver the beauty of prime numbers, the mysticism of the number three, the beauty of all things that are in three parts to wit, the day, subdividing into morning, noon, and night; the limbs, the thorax, and the head, constituting the body. So they say, should the building be in three parts vertically, substantially as before, but for different motives.Others, of purely intellectual temperament, hold that such a design should be in the nature of a logical statement; it should have a beginning, a middle, and an ending, each clearly defined therefore again a building, as above, in three parts vertically.2中文翻译高层办公建筑艺术思考这个时代该领域的建筑师开始正视一些新的由于社会条件变革和整合以及它们特殊组合导致的对高层办公建筑的立面要求。
土木工程建筑外文翻译外文文献高层建筑的消防安全设计Fire Safety Design for High-rise BuildingsKeywords: fire safety, high-rise buildings, means of escape, fire resistant materials, fire detection and alarm systems, fire suppression systems, fire risk assessment, emergency plans1. Introduction2. Means of Escape3. Fire Resistant Materials4. Fire Detection and Alarm SystemsEarly detection of a fire is crucial to allow for the safe evacuation of occupants. High-rise buildings should be equipped with fire detection and alarm systems, including smoke detectors, heat detectors, and manual call points. These systems should be interconnected and monitored to ensure prompt notification of a fire.5. Fire Suppression Systems6. Fire Risk AssessmentBefore occupancy, a fire risk assessment should be conducted to identify potential fire hazards and ensure appropriate fire safety measures are in place. This assessment should considerthe building's use, occupant load, and fire resistance ofconstruction materials. Regular fire risk assessments shouldalso be conducted to address any changes in building use or occupancy.7. Emergency PlansHigh-rise buildings should have well-defined emergency plans that outline the actions to be taken in the event of a fire. These plans should include procedures for evacuating occupants, contacting emergency services, and isolating fire-affected areas. Regular drills and training sessions should be conducted to familiarize occupants with the emergency procedures.8. ConclusionFire safety design is critical in high-rise buildings to protect the lives of occupants and minimize property damage. Designers and engineers should consider means of escape, fire resistant materials, fire detection and alarm systems, fire suppression systems, fire risk assessments, and emergency plans when designing a high-rise building. By implementing these measures effectively, the risk of fire-related incidents can be significantly reduced.。
中文4553字毕业设计外文文献及译文文献、资料题目:Construction and Performance ofCurtain Wall Systems for Super Highrise Buildings 文献、资料来源:网络文献、资料发表(出版)日期:2007.4.5院(部):机电工程学院专业:机械制造与自动化班级:机械1121姓名:学号:指导教师:翻译日期:2014 年4 月20 日外文文献:Construction and Performance of Curtain WallSystems for Super Highrise BuildingsRaymond WM WongINTRODUCTIONThe construction of super highrise buildings has been very active in Hong Kong for decades. Recent renowned projects like the 50-storey Manulife Tower, the 62-storey Cheung Kong Center, the 80-storey “Center”,the 88-storey International Financial Center, and a number of recent residential buildings exceeding 60-storey tall, are without exception, using curtain wall as their external envelope.Using thin wall as external envelope for tall buildings has always been a challenge to designers and builders, in particular in terms of cost, energy, water-tightness, installation, dimensional and structural stability, interfacing arrangement with other building components and maintenance etc. Making use of the Hong Kong’s experience, the writer wish to highlight some local practices and summarize how such thin wall systems are designed and installed.USING CURTAIN WALL IN BUILDIGNS OF HONG KONGHigh-rise buildings started to spring up in the skyline of Hong Kong since the 1970’s in parallel with her economic take-off from a traditional manufacturing-based industrial economy and transforming herself into an world-renowned international financial centre. High-rise buildings by that time were concentrated in the commercial districts like Central in the Hong Kong Island and Tsim Sha Tsui on the Kowloon Peninsula side.The first generation of buildings using what-so-called a curtain wall system can hardly be described as a full system which is usually of proprietary design. The pioneer systems were just external façade/walling designed by local architects and with materials supplied by localmanufacturers. The common systems used by that time were in majority stick-type, spandrel and cover, or unit-in-frame systems, constructed of aluminum sections, sometimes incorporated with large areas of stone slabs to cover up solid walls. They were popular due to their highly adaptability, low cost, easy to design-and-install nature.More deluxe commercial buildings were built in the late 70’s as the economy of Hong Kong growing hotter and hotter. Developers tended to request for systems with higher performance as the external envelop for their buildings, in terms both of appearance, material, construction and maintenance concerns.Due to the relative lack of experience at that stage, the performance of these second generation curtain wall systems (from late 70’s to mid 80’s)could still hardly described as satisfactory. Problems like seepage, staining, deformation, deterioration and rapid aging of the jointing materials, were very common to many walling cases, often to a condition that made repair and maintenance almost impossible. The replacement of these walling systems not only costly, but also created great disruption to the normal utilization of the building users, and at the same time badly lowered the property value of the entire premises.The third generation of curtain wall systems roughly started in the mid/late 80’s, by the time Hong Kong was experiencing her economic climax before the handing over of her sovereignty backto China in 1997. Accommodated experience in the application of curtain wall systems in high-performance buildings contributed solidly in the process of perfecting these systems. Throughout the period, the design and production teams, as well as the manufacturers and the engineering supporting teams, were growing more mature in the mastering of the local situation and market. Most problems appeared in the previous cases have been much effectively taken care of. Systems of this generation are in general much more satisfactorily received by most users.WHAT IS A CURTAIN WALLMetal and glass curtain wall systems have found growing favour in modern architecture. They are easily distinguished from other types of claddings by their thin mullions of horizontal and vertical metallic bars surrounding an all glass or metal panel. The curtain wall system has evolved rapidly over the last two decades, especially with respect to weather control performance. The early systems presented frequent rain penetration problems; water stain patches would form on the outside or condensation on the inside mullion surfaces; glazing seals were sometimes pumped out of the rabbet of sealed double glazing window units. However, most of these difficulties were eventually overcome with improved detail design of the system components. Today, most curtain wall manufacturers offer a quality product line of components which can be used to create one of the best overall exterior wall systems.A curtain wall system is a lightweight exterior cladding which is hung on the building structure, usually from floor to floor. It can provide a variety of exterior appearances but is characterized by narrowly spaced vertical and horizontal caps with glass or metal infill panels. These systems provide a finished exterior appearance and most often a semi-finished interior as well. They are also designed to accommodate structural deflections, control wind-driven rain and air leakage, minimize the effects of solar radiation and provide for maintenance-free long term performance. Most of today's metal curtain wall systems are constructed of lightweight aluminum or its alloys, althoughsome may be of steel.COMMON TYPES OF CURTAIN WALL SYSTEMSExternal wall with large area of glazed portion that carries no superimposed load except wind load is usually termed as curtain wall. Traditionally curtain wall consists of a metal frame system infill with vision or opaque panels, that serves to provide glazing for window openings as well as to cover-up structures like columns, slabs and beams, or sometimes even sections of solid wall.There are many ways to serve the purpose, depending on a number of factors such as the design and budget for the project, layout and shape of the building structure, as well as other architectural or structural requirements. According to the American Architectural Manufacturers Association, curtain wall systems can be classified in five types, namely, the stick system, unit system, unit and mullion system, panel system, and the column-cover-and-spandrel system. However, due to the introduction of high-performance framing/articulation products and high-strength structural glass, some newer forms of curtain wall systems such as large-area glazed wall using spider clips, bow mullions, hangers or cable stiffeners as supports and connections, are new systems that cannot easily be classified using traditional concepts.Stick systemCurtain wall in stick system is a cladding and exterior wall system which is hung on the building structure from floor to floor. It is assembled from various components to include steel or aluminum anchors, mullions (vertical load taking member), rails vision glass, spandrel panels, insulation and metal backing pans. For the fixing of the system, there are various hardware components such as anchors, connectors, brackets, cramps, setting blocks, corner blocks, gaskets and sealants etc.This system has the following merits/demerits:Merits-Low cost, components can be made in standard design and stocked as proprietary product for use in bulk quantity.-Shorter time for design and fabrication.-Fairly easy to fit the shape and form of a building.-Require relatively simple sections to form the mullions and the backing frame.-The design of the infilling panels can be very flexible and form various combination using different materials to provide the appearance or fulfill other functional requirements.-With the provision of the spandrel panel (the opaque portion) in the design, more colour or design options can be achieved.-Installation of the system only requires simple tool like a manually operated pulley set-up.-Easier to carry out replacement, alteration and maintenance. Demerits-System is designed on a job-by-job basis-More labour-intensive in the fixing and installation process-Higher risk of leaking due to the existence of large amount of in-situ joints between mullion and panels.-Involvement of large number of framing members coming from the mullion, transom or other framing parts that make the fixing at spot quite troublesome and inconsistent.-Less fashionable for the design limited basically to monotonous grid without the elegance that other systems may achieve.Unit SystemUnit systems are composed of modulated panels that are fabricated in factory and delivered to site in one-piece for installation. The panels are fully provided with all the glazing and/or the spandrel panels, incorporated with the required insulation and other architectural features, thus requiring very limited second-fixed installation works on site. The panels are usually spanned in a floor-to-floor arrangement and may be designed in a number of standard/optional panels such as fully glazed, glazed with opaque panels, fully opaque in metal or stone slab, louvered panels, or other special modules like the corner or bayed units. In order to get the best benefit of using this system, units are often produced to an optimistic large size so as to minimize the number of units used.This system has the following merits/demerits:Merits-Easy to install merely by securing the modulated panels onto the building exterior using fixing/connection devices which are usually very dimensionally flexible.-Saving up a lot of manpower due to ease of installation.-Higher performance units can be produced to meet stringent requirements due to bettercontrol under factory environment.-Preferably to be used in buildings with large walling area for the economy of scale in production as well as the elimination of countless assembly of minor components on site. Demerits-It takes longer lead time to carry out the coordination, design and fabrication of the system/units.-Require higher dimensional accuracy in the building structure for the fixing of the units.-Lifting appliances may be required to assist the hoisting and installation of the large-sized walling units-Difficult to carry out replacement or maintenance due to the interlocking nature of the modulated units.Unit and mullion systemThis is a combination of the stick system and the unit system and may be regarded as a compromise of the two. It is more suitable for use in medium-sized projects so as to balance the factors of lead time, ease of installation and economy of scale.Panel systemA panel curtain wall system is similar to a unit system, the difference being that a panel system has homogeneous sheet or cast panel with few joints and may not have separate mullions. Unit systems are made up of smaller components fabricated together to form much complex panels that capable to perform heavier duties or other more specific requirements. However, due to the relative simplicity of the system, curtain wall of panel system design may not be able to fulfill the usual requirements most high-rise buildings required under Hong Kong’s environment. Its use is therefore more limited to certain kinds of buildings like those of standardized design for low-income classes or for buildings of industrial purposes. In this case, the panels can be constructed of sheet materials and manufactured in large quantity in very low cost.Column-cover-and-spandrel systemColumn-cover-and-spandrel system consists of column covers, which are usually made of alloyed aluminum, metal sheet or other laminated/fibre-reinforced sheet, and with glazing components and spandrel panels that fit between them. It resembles certain similarity to a unit-and-mullion system except that the structure of the building is exemplified by the column covers.With the exception of the stick system and the unit system, other curtain wall systems are seldom used in Hong Kong.Structural glazing systemThe merit of using structural glazing system as external wall is to minimize the unglazed elements as much as possible, leaving glass panel almost as the only glazed surface on the wall. This can be done by providing larger mullion supports which span outward away frm the structural floor of a building. Special clamping devices such as a spider bracket can be used to hold the glazing panel in position. Structural sealant is used to seal up the gap between the glazing panels.DESIGN PRINCIPLES FOR EXTERNAL WALLA building enclosure may be broadly defined as a set of interconnecting elements which separate the outside from the inside. These elements would include exterior walls, a roof, other components such as windows and doors, and sometimes exposed floors. The function of a building enclosure is to control the penetration of snow, wind, rain and sun to the inside and to contain the desired indoor climate. The enclosure must meet many individual requirments but for the purpose of this paper they are limited to the following six:control of air flow,control of heat flow,control over the entry of rain and snow,control of sunlight and other forms of radiant energy,control of water vapour diffusion,accommodation of building movements.The requirement for air tightness and consequently air leakage control is met by most curtain wall systems because the air barrier of the wall is inherent in the structural properties of glass and aluminum or steel tubes that comprise the system. The continuity of the air barrier (Figure 1) is achieved by the continuity of the glass panel through the air seal at the shoulder flanges of the tubular mullion, and through the aluminum section to the other flange surface. The air seal between the lower shoulder flange of the curtain wall mullion and the metal pan of the spandrel panel provides continuity of air tightness to the air barrier metal pan and on to the next mullion connection. Such assemblies are regularly tested using air pressure to determine the structural properties of the glass, metal, and seals and to determine the equivalent leakage area (ELA) that remains. In addition, the Architectural Aluminium Manufacturers Association imposes upon its members many other requirements including a specification that the system must not leak more than.30L/sperm2 of wall at a pressure difference equivalent to a 40 km/h wind.Thermal Insulation (Control of heat flow)The control of heat flow is generally achieved through the use of insulation. Although it is not apparent from the exterior, the curtain wall system uses considerable insulation usually behind spandrel glass or any opaque panels. Because of the materials used in the structure, i.e., glass and metal, which are highly conductive, the system must also contend with potential condensation on the interior surfaces. To curtail this effect, most curtain wall systems incorporate two distinct features: first, a sealed double glazed window or an insulated metal pan and second, a thermally broken mullion, usually with a PVC plastic insert and more recently, a foamed-in-place polyurethane connection. A sealed double glazed window unit can accommodate an indoor humidity up to about 35% at an outdoor temperature of -25 ° C with little condensation appearing on the glass. Similarly, the thermal break in the aluminum or steel mullion ensures that the surfacetemperature of the structural mullion will remain well above the dew point temperature of the air for most building types, except for high humidity indoor environments such as in swimming pools or computer centers. The thermal break also ensures that the structural mullion is thermally stable, that is, not subject to extremes of expansion and contraction.MAINTENANCE CONSIDERATIONMaintenance for curtain wall is a long-term consideration involving both the quality of design, control during construction and adequate maintenance throughout the life span. Once failure occurs in the curtain wall it will be very expensive to have the defects rectified and at the same time causing great disturbance to the building users. Below are some common problem sources where failures usually occur.1.D esign failure – selection and appropriateness of the system, non-compliance to design and performance standards, imperfection in the jointing design and detailing, improper use of materials etc.2.C onstruction and structural failure –wrong location or method of fixing, improper anchorage and connection provision (including failure in welding), failure in the walling components, unpredicted deflection or deformation appears in the background structure, poor supervision and workmanship.3.A ging and deterioration –discolouring and surface damaging due to weather action; corrosion due to air pollution, acid rain, or electro-chemical effect to dissimilar metals; aging and hardening of the glazing compound or sealing gasket, deteriorating of the insulating materials that lead to further dampening of the walling materials/components, disfiguring or loosening of the fixing and connections, loosening or broken-off of the glazing or other fitting items.Curtain wall systems should be inspected regularly after they have been installed in buildings. Proper maintenance and repair are essential to keep them in a safe condition. Inspectionarrangement should be made in particularly before and after typhoons. The below signs are recommended to observe closely during each inspection.-Sign of distress and deterioration of the entire wall system,-cracked, loose or missing glass panels,-bulging, bowing, separation, delamination, rotation, displacement of panels,-marks of water, staining and rust,-damaged and missing parts, corrosion, loosening or other defects,-extrusion, wrinkle, split, missing or other signs of deterioration of the sealing materials.-moisture appears around or behind the curtain wall.CONCLUSIONThe application of curtain wall systems in super-highrise buildings is a big topic. Within the scope of this paper it can only cover a very little of the key issues. Having witnessed the evolution of using curtain wall in Hong Kong for the past 2 to 3 decades, a general trend, as summarized below, can be observed.-Starting from low-cost, local-design and manufactured walling products in the early systems to the imported, deluxe, tailor-designed proprietary systems in recent years.-Starting from simple requirements fulfilling just very basic functional needs of buildings to very specialized products or systems that can meet any stringent requirements as set by designer, engineers or environmental experts.-The old systems were mainly stick systems due to more simple in design and production. Though labour-intensive, the relatively much cheaper labour cost at that time still made it worked acceptably. Contemporary systems are using mainly unit systems that make installation very easy and labour saving, though the design quality and coordination with other building activities are much more demanding.-The old systems that have been used in the first and second generations often inherited with quite a lot of design imperfections and latent defects; while new systems are more reliable, some can be regarded as almost maintenance-free.Traditional external walling methods using applied-onto products such as tile or spray-on coating are still dominating in Hong Kong. However, it is notable that the use of curtain wall is gaining its popularity quite rapidly among designers and developers due to its unreplaceable attractiveness as well as slim and fashionable appearance.Further development and improvement in the use of curtain wall systems is an ongoing process in Hong Kong. The areas of improvement may be aiming at the development of more specific functioned, more reliable and long-life systems. Such targets may be achieved by the use of more advanced glass products, sealing compounds, gaskets or in the development of more sophisticated connecting systems; as well as the introduction of other additional functions that curtain wall may take up like the incorporation of photo-cell onto panels of wall, the providing of automatic/robotic machine in the system for external wall cleansing, or curtain wall capable to perform light show at night. Meanwhile, the continual improvement of workmanship and refinement of work detailing in particular to the areas directly in touch with the building structure or other building finishes, is a prime concern to the ensurance of a good curtain wall system, that sometimes project executives may easily overlooked.中文译文:超高层建筑幕墙系统的结构与性能香港城市大学,建筑科学与技术部Raymond WM Wong引言几十年来超高层建筑的建设在香港一直非常活跃。
毕业设计论文外文文献翻译中英文对照工程类高层结构与钢结构高层结构是城市发展的重要组成部分,其对城市景观和功能起着重要的影响。
钢结构是高层建筑中常用的结构形式之一,它具有重量轻、强度高、施工速度快等优点,被广泛应用于高层建筑的梁、柱、框架等部位。
本文将重点介绍高层结构和钢结构之间的关系,以及如何合理应用钢结构来提高高层建筑的性能和经济效益。
钢结构的应用能够有效地提高高层建筑的稳定性和抗震性能。
高层建筑由于其自身的高度和自重,容易产生较大的荷载,对结构的稳定性提出了较高的要求。
钢结构具有良好的刚性和接头性能,能够有效地承受和分散这些荷载,提供稳定的结构支撑。
此外,钢结构还具有较好的抗震性能,可以有效地减轻震动对建筑物的损坏和破坏。
钢结构可以提供较大的建筑自由度和灵活性,满足高层建筑多样化的功能需求。
高层建筑通常具有多功能、复合型的特征,需要满足不同的使用要求。
钢结构具有较高的强度和刚度,可以支撑大跨度的空间,满足大空间内部的活动和使用需求。
此外,钢结构还可以采用预制的方式进行制造和安装,提供更多灵活的设计选择和改变,以满足建筑功能的变化和扩展。
钢结构的施工速度快,可有效缩短工期,提高项目的经济效益。
高层建筑的施工周期通常较长,会导致项目成本的增加和利润的减少。
而钢结构的制造和安装过程较为简单,可以实现快速装配和安装,从而能够大大缩短高层建筑的施工周期。
此外,钢结构材料的可回收利用性较高,可以降低建筑废弃物的产生,减少对环境的影响,提高项目的可持续性。
综上所述,高层结构与钢结构之间存在着密切的关系。
钢结构的应用能够提高高层建筑的稳定性、抗震性能,同时可以满足多功能和复合型的建筑需求,并且可以提高施工速度,提高项目的经济效益。
因此,在高层建筑的设计和施工中,合理应用钢结构将会发挥重要的作用,为城市的发展和建设做出贡献。
High-rise Structures and Steel StructuresThe application of steel structures can effectively improve the stability and seismic performance of high-rise buildings. Due to the height and self-weight of high-rise buildings, they are prone to generate significant loads, which pose higher requirements for structural stability. Steel structures have excellent rigidity and joint performance, allowing them to bear and distribute these loads effectively, providing stable structural support. Additionally, steel structures have good seismic performance, effectively reducing damage and destruction caused by vibrations to the buildings.The fast construction speed of steel structures can effectively shorten the project duration, enhancing the economic benefits of projects. The construction period of high-rise buildings is typically long, leading to increased project costs and reduced profits. However, the manufacturing and installation processes of steel structures are relatively simple, enabling rapid assembly and installation, thus significantly reducing the construction period of high-rise buildings. Additionally, steelstructure materials have high recyclability, reducing the production of construction waste, minimizing environmental impact, and improving project sustainability.。
建筑英语翻译篇一:建筑类英文及翻译外文原文出处: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16.1)。
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16.2)。
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。
然而,所有这些都有困难和干扰。
在美国,这些不寻常的代价换来的是超过一半更有价值的建筑。
外文原文:Talling building and Steel constructionAlthough there have been many advancements in building construction technology in general. Spectacular archievements have been made in the design and construction of ultrahigh-rise buildings.The early development of high-rise buildings began with structural steel framing.Reinforced concrete and stressed-skin tube systems have since been economically and competitively used in a number of structures for both residential and commercial purposes.The high-rise buildings ranging from 50 to 110 stories that are being built all over the United States are the result of innovations and development of new structual systems.Greater height entails increased column and beam sizes to make buildings more rigid so that under wind load they will not sway beyond an acceptable limit.Excessive lateral sway may cause serious recurring damage to partitions,ceilings.and other architectural details. In addition,excessive sway may cause discomfort to the occupants of the building because their perception of such motion.Structural systems of reinforced concrete,as well as steel,take full advantage of inherent potential stiffness of the total building and therefore require additional stiffening to limit the sway.In a steel structure,for example,the economy can be defined in terms of the total average quantity of steel per square foot of floor area of the building.Curve A in Fig .1 represents the average unit weight of a conventional frame with increasing numbers of stories. Curve B represents the average steel weight if the frame is protected from all lateral loads. The gap between the upper boundary and the lower boundary represents the premium for height for the traditional column-and-beam frame.Structural engineers have developed structural systems with a view to eliminating this premium.Systems in steel. Tall buildings in steel developed as a result of several types of structural innovations. The innovations have been applied to the construction of both office and apartment buildings.Frame with rigid belt trusses. In order to tie the exterior columns of a frame structure to the interior vertical trusses,a system of rigid belt trusses at mid-height and at the top of the building may be used. A good example of this system is the First Wisconsin Bank Building(1974) in Milwaukee.Framed tube. The maximum efficiency of the total structure of a tall building, for both strength and stiffness,to resist wind load can be achieved only if all column element can be connected to each other in such a way that the entire building acts as a hollow tube or rigid box in projecting out of the ground. This particular structural system was probably used for the first time in the 43-story reinforced concrete DeWitt Chestnut Apartment Building in Chicago. The most significant use of this system is in the twin structural steel towers of the 110-story World Trade Center building in New York Column-diagonal truss tube. The exterior columns of a building can be spaced reasonably far apart and yet be made to work together as a tube by connecting them with diagonal members interesting at the centre line of the columns and beams. This simple yet extremely efficient system was used for the first time on the John Hancock Centre in Chicago, using as much steel as is normally needed for a traditional 40-story building.Bundled tube. With the continuing need for larger and taller buildings, the framed tube or thecolumn-diagonal truss tube may be used in a bundled form to create larger tube envelopes while maintaining high efficiency. The 110-story Sears Roebuck Headquarters Building in Chicago has nine tube, bundled at the base of the building in three rows. Some of these individual tubes terminate at different heights of the building, demonstrating the unlimited architectural possibilities of this latest structural con cept. The Sears tower, at a height of 1450 ft(442m), is the world’s tallest building.Stressed-skin tube system. The tube structural system was developed for improving the resistance to lateral forces (wind and earthquake) and the control of drift (lateral building movement ) in high-rise building. The stressed-skin tube takes the tube system a step further. The development of the stressed-skin tube utilizes the façade of the building as a structural element which acts with the framed tube, thus providing an efficient way of resisting lateral loads in high-rise buildings, and resulting in cost-effective column-free interior space with a high ratio of net to gross floor area.Because of the contribution of the stressed-skin façade, the framed members of the tube require less mass, and are thus lighter and less expensive. All the typical columns and spandrel beams are standard rolled shapes,minimizing the use and cost of special built-up members. The depth requirement for the perimeter spandrel beams is also reduced, and the need for upset beams above floors, which would encroach on valuable space, is minimized. The structural system has been used on the 54-story One Mellon Bank Center in Pittburgh.Systems in concrete. While tall buildings constructed of steel had an early start, development of tall buildings of reinforced concrete progressed at a fast enough rate to provide a competitive chanllenge to structural steel systems for both office and apartment buildings.Framed tube. As discussed above, the first framed tube concept for tall buildings was used for the 43-story DeWitt Chestnut Apartment Building. In this building ,exterior columns were spaced at 5.5ft (1.68m) centers, and interior columns were used as needed to support the 8-in . -thick (20-m) flat-plate concrete slabs.Tube in tube. Another system in reinforced concrete for office buildings combines the traditional shear wall construction with an exterior framed tube. The system consists of an outer framed tube of very closely spaced columns and an interior rigid shear wall tube enclosing the central service area. The system (Fig .2), known as the tube-in-tube system , made it possible to design the world’s present tallest (714ft or 218m)lightweight concrete building ( the 52-story One Shell Plaza Building in Houston) for the unit price of a traditional shear wall structure of only 35 stories.Systems combining both concrete and steel have also been developed, an examle of which is the composite system developed by skidmore, Owings &Merril in which an exterior closely spaced framed tube in concrete envelops an interior steel framing, thereby combining the advantages of both reinforced concrete and structural steel systems. The 52-story One Shell Square Building in New Orleans is based on this system.Steel construction refers to a broad range of building construction in which steel plays the leading role. Most steel construction consists of large-scale buildings or engineering works, with the steel generally in the form of beams, girders, bars, plates, and other members shaped through the hot-rolled process. Despite the increased use of other materials, steel construction remained a major outlet for the steel industries of the U.S, U.K, U.S.S.R, Japan, West German, France, and other steel producers in the 1970s.Early history. The history of steel construction begins paradoxically several decades before the introduction of the Bessemer and the Siemens-Martin (openj-hearth) processes made it possible toproduce steel in quantities sufficient for structure use. Many of problems of steel construction were studied earlier in connection with iron construction, which began with the Coalbrookdale Bridge, built in cast iron over the Severn River in England in 1777. This and subsequent iron bridge work, in addition to the construction of steam boilers and iron ship hulls , spurred the development of techniques for fabricating, designing, and jioning. The advantages of iron over masonry lay in the much smaller amounts of material required. The truss form, based on the resistance of the triangle to deformation, long used in timber, was translated effectively into iron, with cast iron being used for compression members-i.e, those bearing the weight of direct loading-and wrought iron being used for tension members-i.e, those bearing the pull of suspended loading.The technique for passing iron, heated to the plastic state, between rolls to form flat and rounded bars, was developed as early as 1800;by 1819 angle irons were rolled; and in 1849 the first I beams, 17.7 feet (5.4m) long , were fabricated as roof girders for a Paris railroad station.Two years later Joseph Paxton of England built the Crystal Palace for the London Exposition of 1851. He is said to have conceived the idea of cage construction-using relatively slender iron beams as a skeleton for the glass walls of a large, open structure. Resistance to wind forces in the Crystal palace was provided by diagonal iron rods. Two feature are particularly important in the history of metal construction; first, the use of latticed girder, which are small trusses, a form first developed in timber bridges and other structures and translated into metal by Paxton ; and second, the joining of wrought-iron tension members and cast-iron compression members by means of rivets inserted while hot.In 1853 the first metal floor beams were rolled for the Cooper Union Building in New York. In the light of the principal market demand for iron beams at the time, it is not surprising that the Cooper Union beams closely resembled railroad rails.The development of the Bessemer and Siemens-Martin processes in the 1850s and 1860s suddenly open the way to the use of steel for structural purpose. Stronger than iron in both tension and compression ,the newly available metal was seized on by imaginative engineers, notably by those involved in building the great number of heavy railroad bridges then in demand in Britain, Europe, and the U.S.A notable example was the Eads Bridge, also known as the St. Louis Bridge, in St. Louis (1867-1874), in which tubular steel ribs were used to form arches with a span of more than 500ft (152.5m). In Britain, the Firth of Forth cantilever bridge (1883-90) employed tubular struts, some 12 ft (3.66m) in diameter and 350 ft (107m) long. Such bridges and other structures were important in leading to the development and enforcement of standards and codification of permissible design stresses. The lack of adequate theoretical knowledge, and even of an adequate basis for theoretical studies, limited the value of stress analysis during the early years of the 20th century,as iccasionally failures,such as that of a cantilever bridge in Quebec in 1907,revealed.But failures were rare in the metal-skeleton office buildings;the simplicity of their design proved highly practical even in the absence of sophisticated analysis techniques. Throughout the first third of the century, ordinary carbon steel, without any special alloy strengthening or hardening, was universally used.The possibilities inherent in metal construction for high-rise building was demonstrated to the world by the Paris Exposition of 1889.for which Alexandre-Gustave Eiffel, a leading French bridge engineer, erected an openwork metal tower 300m (984 ft) high. Not only was the height-more than double that of the Great Pyramid-remarkable, but the speed of erection and low cost were even more so,a small crew completed the work in a few months.The first skyscrapers. Meantime, in the United States another important development was taking place. In 1884-85 Maj. William Le Baron Jenney, a Chicago engineer , had designed the Home Insurance Building, ten stories high, with a metal skeleton. Jenney’s beams were of Bessemer steel, though his columns were cast iron. Cast iron lintels supporting masonry over window openings were, in turn, supported on the cast iron columns. Soild masonry court and party walls provided lateral support against wind loading. Within a decade the same type of construction had been used in more than 30 office buildings in Chicago and New York. Steel played a larger and larger role in these , with riveted connections for beams and columns, sometimes strengthened for wind bracing by overlaying gusset plates at the junction of vertical and horizontal members. Light masonry curtain walls, supported at each floor level, replaced the old heavy masonry curtain walls, supported at each floor level , replaced the old heavy masonry.Though the new construction form was to remain centred almost entirely in America for several decade, its impact on the steel industry was worldwide. By the last years of the 19th century, the basic structural shapes-I beams up to 20 in. ( 0.508m) in depth and Z and T shapes of lesser proportions were readily available, to combine with plates of several widths and thicknesses to make efficient members of any required size and strength. In 1885 the heaviest structural shape produced through hot-rolling weighed less than 100 pounds (45 kilograms) per foot; decade by decade this figure rose until in the 1960s it exceeded 700 pounds (320 kilograms) per foot.Coincident with the introduction of structural steel came the introduction of the Otis electric elevator in 1889. The demonstration of a safe passenger elevator, together with that of a safe and economical steel construction method, sent building heights soaring. In New York the 286-ft (87.2-m) Flatiron Building of 1902 was surpassed in 1904 by the 375-ft (115-m) Times Building ( renamed the Allied Chemical Building) , the 468-ft (143-m) City Investing Company Building in Wall Street, the 612-ft (187-m) Singer Building (1908), the 700-ft (214-m) Metropolitan Tower (1909) and, in 1913, the 780-ft (232-m) Woolworth Building.The rapid increase in height and the height-to-width ratio brought problems. To limit street congestion, building setback design was prescribed. On the technical side, the problem of lateral support was studied. A diagonal bracing system, such as that used in the Eiffel Tower, was not architecturally desirable in offices relying on sunlight for illumination. The answer was found in greater reliance on the bending resistance of certain individual beams and columns strategically designed into the skeletn frame, together with a high degree of rigidity sought at the junction of the beams and columns. With today’s modern interior lighting sys tems, however, diagonal bracing against wind loads has returned; one notable example is the John Hancock Center in Chicago, where the external X-braces form a dramatic part of the structure’s façade.World War I brought an interruption to the boom in what had come to be called skyscrapers (the origin of the word is uncertain), but in the 1920s New York saw a resumption of the height race, culminating in the Empire State Building in the 1931. The Empi re State’s 102 stories (1,250ft. [381m]) were to keep it established as the hightest building in the world for the next 40 years. Its speed of the erection demonstrated how thoroughly the new construction technique had been mastered. A depot across the bay at Bayonne, N.J., supplied the girders by lighter and truck on a schedule operated with millitary precision; nine derricks powerde by electric hoists lifted the girders to position; an industrial-railway setup moved steel and other material on each floor. Initial connections were made bybolting , closely followed by riveting, followed by masonry and finishing. The entire job was completed in one year and 45 days.The worldwide depression of the 1930s and World War II provided another interruption to steel construction development, but at the same time the introduction of welding to replace riveting provided an important advance.Joining of steel parts by metal are welding had been successfully achieved by the end of the 19th century and was used in emergency ship repairs during World War I, but its application to construction was limited until after World War II. Another advance in the same area had been the introduction of high-strength bolts to replace rivets in field connections.Since the close of World War II, research in Europe, the U.S., and Japan has greatly extended knowledge of the behavior of different types of structural steel under varying stresses, including those exceeding the yield point, making possible more refined and systematic analysis. This in turn has led to the adoption of more liberal design codes in most countries, more imaginative design made possible by so-called plastic design ?The introduction of the computer by short-cutting tedious paperwork, made further advances and savings possible.高层结构与钢结构近年来,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。
Development of Structural Forms For Tall Buildings The first steps towards the modern multistory building appear to have been taken in the Bronge Age, with the appearance of the emergence of proper cities. Even today there appears to be an instrinc relationship between the tall building, and the city. Multistory buildings were considered a characteristic of ancient Rome, and four and five-story wooden tenement buildings were common. Those built after the great fire of Nero used the new burnt brick and concrete materials in the form of arch and barrel vault structures, which replaced the earlier post and lintel construction.Throughout the following centuries, the two basic materials used in building construction were timber and masonry, although the former lacked the strength required for buildings of more than about 16m in height, and always presented a fire hazard. The latter had the advantages of high compressive strength and fire resistance, but suffered from its high weight, which tended to overload the lower supports. The limits of this form of construction became apparent in 1891 in the16-story Monadnock Building in Chicago which required the lower walls to be over 2m thick, and was the last tall building in the city for which load-bearing masonry walls were employed.The socio-econormic problems which followed the industrialization of the 19th century, allied to the insatiable demand for space in the US cities, gave a big impetus to tall building construction. However, the growth could not have been sustained without two major technical innovations during the middle of that century, namely, the development of new higher strength and structurally more efficient materials, wrought iron and subsequently steel, and the introduction of the elevator to facilitate vertical transportation.The new material allowed the development of lightweight framed or skeletal structures, permitting greater heights and more and larger openings in the building. The forerunner of the steel frame which appeared in Chicago around 1890 may well have been a seven-story iron-framed Manchester cotton mill, built in 1801,in which the contemporary I-beam shape appears to have been used for the first time. The Crystal Palace, built for the London International Exhibition of 1851, used acompletely autonomous iron frame, with columns of cast iron and beams of cast or wrought iron. One of the notable features of this design was the large-scale approach towards mass-production techniques to facilitate fabrication and erection.Although the first elevator appeared in 1851, in a New York hotel, its potential in high-rise building was apparently not realized until its incorporation in the Equitable Life Insurance Company Building in New York in 1870. For the first time, this made the upper stories as attractive a renting proposition as the lower ones, and in so doing made the taller-than-average structure financially viable.Improved steel design methods and construction techniques allowedsteel-framed structure to grow steadily upwards, although progress slowed down during the period of the First World War. In 1909, the 50-story Metropolitan Tower Building. This golden age of American skyscraper construction culminated in 1931 in its crowning glory, the Empire State Building. Its 102 stories rose to a height of 381m which has now increased to 449m with the addition of a TV aerial. The building used 57000t (US) of structural steel, nearly 53500m of concrete, and was designed and built in the record time of 17 months.Although reinforced concrete construction began to be adopted seriously around the turn of the century, it dose not appear to have been used properly for multistory buildings until after the end of the First World War. The inherent advantages of the composite material were not at that time fully appreciated, and the early systems were developed purely as imitations of steel structures. An early landmark was the 16-story Ingalls Building in Cincinnatti, Ohio, (1903), which was not superseded until 1915 when the 19-story Medical Arts Building in Dallas was hailed as the word’s tallest reinforced concrete building. Thereafter, progress was slow and intermittent, and when the Empire State Building was completed, the Exchange Building in Seattle had attained a height of only 23 stories.The economic depression of the 1930s put an end to the great skyscraper era, and it was not until some years after the end of the Second World War that the construction of high-rise building recommend, bringing with it new structural and architectural solution. However, modern developments have produced new structural layouts, improved material qualities, and better design and construction techniques rather than significant increases in height.Design philosophies altered during the period of recession and war. The earliertall buildings were characterized by having heavy structural elements and being very stiff due to the high in-plane rigidities of the interior partitions and façade cladding with low areas of fenestrastion. However, modern office blocks tend to be characterized by light demountable partitions to aloe planning flexibility of occupancy, exterior glass curtain walls, and lighter sections as a result ofhigh-strength concrete and steel material, whilst non-load-bearing infills have give way to load-bearing walls which simultaneously divide and enclose space. As a result, much of the hidden reserve of the earlier buildings has disappeared, and the basic structure must now provide both the required strength and stiffness against vertical and lateral loads. Consequently, the last there decades have seen major changes in structural framing systems for tall building.The building frame was traditionally designed to resist the gravitational loads which are always present and form the reason for its very existence. These loads derive from the self-weight of the vertical and horizontal structural components, including the cladding, and the superimposed floor loadings. There will give rise to necessary minimum cross-sectional areas, based on allowable stress levels, for the vertical column and wall elements, in the design.In the past three decades, therefore, designers have sought to evolve structural systems which will reduce as far as possible the cost and weight of materials, while simultaneously fulfilling the primary building function. A suitable arrangement of the vertical column and wall elements, allied to the horizontal floor system, is required which will provide an economic method of resisting lateral forces and minimizing the additional height premium.Although the provision of load paths for gravitational forces is limited, there is considerable scope for organizing the structural system to resist lateral forces as efficiently as possible. This may be achieved by the judicious disposition of the vertical elements and their interconnection by horizontal structural components in order to resist moment by axial forces rather than bending moments in these vertical elements.In general, different structural systems have evolved for residential and office buildings have been constructed in which the two categories have been mixed, in a deliberate attempt to revitalize moribund city center areas.The basic functional requirement of a residential building is the provision ofdiscrete dwelling units for groups of individuals. These have common requirements of living, sleeping, cooking and toilet areas, which must be separated by partitions which offer fire and acoustic insulation between dwelling.Framed structures may be usefully employed for residential buildings, since the presence of permanent partitions allows the column layout to the correspond to the architectural plan. However, these depend on the rigidity of the joints for their resistance to lateral forces, and tend to become uneconomic at heights above 20-25 stories, depending on the overall dimensions, when wind forces begin to control the design, and it becomes increasingly difficult to meet stiffness requirements. Since their introduction in the late 1940s, shear walls, acting either independence or in the form of core assemblies, have been used extensively as additional stiffening elements for traditional frame structures.In order to provide adequate fire and acoustic insulation between dwellings, infill panels of brickwork or blockwork are introduced into the frames. Although techniques exist for assessing the influence of these infill panels on the strength and stiffness of the frame, they are generally assumed to be non-load-bearing, in view of the designer’s fear that they may be either removed or perforated for a change of function at some future date, as well as the difficulty of achieving a tight fit between an infill panel and the surrounding frame. Consequently, later trends were to utilize the walls which are required for space division in a structural context, and omit the relatively heavy infills which could not be employed in a load resisting capacity. This has led to the development of the shear wall building, in which structural walls are used to divide and enclose space, while simultaneously resisting both vertical and horizontal loads. These walls are generally of precast large panel or reinforced concrete in-situ construction, but concrete blockwork and brickwork have also been employed, allied to precast floor slab construction. Since the functional plan requires a large number of division walls between dwellings, it is frequently found that the minimum thickness required for fire and acoustic insulation will be adequate for structural requirements also.Functional requirements for this form of building have given rise to the slab block of cross-wall construction, in which horizontal movement of occupants is achieved by long corridors running along the length of the building, with apartments positioned on either side, or to point blocks in which apartments are grouped around the area ofvertical transportation, lifts and stairwells. In each case, the basic structure consists of orthogonal systems of shear walls, connected by floor slabs and perhaps lintel beams spanning across door, window or corridor openings, to form a stiff structure. Structural cores, which consist of assemblies of walls along their vertical edges to form open or partially closed box sections enclosing lift shafts and stair wells act as additional strong points in such buildings, and can play a major role in resisting lateral forces.In a design, the shear walls must be sufficiently stiff to meet the imposed deflection criterion, and in addition, should be so arranged that tensile stresses caused by wind forces are less than the compressive stresses produced by the weight of the building. A careful arrangement of walls can improve structural efficiency which consists of a series of cross-walls and two flank walls running across the width of the building. As a reasonable approximation, each wall will carry the vertical loads associated with the surrounding tributary area shown hatched in the figure, so that the compressive stresses in the cross walls will be roughly twice those in the flank walls, if they are of the same thickness, However, if all walls deflect equally under the action of the wind forces, as a result of the high in-plane rigidity of the floor slabs, the bending moment and associated stresses in each wall will be proportional respectively to its moment of inertia and section modulus. Consequently, the maximum tensile stresses in the flank walls will be roughly four times those in the cross-walls. The flank walls may then be subjected to unacceptable tensile stresses. A more efficient structure could be achieved by splitting each flank wall into two units, perhaps by forming an architectural feature by having them out of alignment. The flank walls would then be subjected to roughly the same wind moments as the cross-walls, and the tensile wind stresses reduced by a factor of more than four.Shear wall structures are well suited for resisting seismic loadings, and have performed well in recent disasters. They tend to become economical as soon as lateral forces affect the design and proportioning of flat plate or framed systems. However, they do possess the disadvantage of an inherent lack of flexibility for future modifications, while discontinuities are frequently required at the critical ground level area to provide a different architectural function on the ground floor, and special detailing becomes necessary.A relative recent innovation which is particularly suitable for residential blocks isthe staggered wall-beam system. The structure consists of a series of parallel bents, each comprising columns with perforated story-height walls between them, in alternate bays. Each wall panel acts in conjunction with, and supports, the slab above and below to form a composite I-beam. By this device, large clear areas are created on each floor, yet the floor slabs span only half the distance between adjacent wall beams, from the bottom of one to the top of the next. The wind shears are transmitted through the floor slabs from the wall beams on one story to shoes on the next. Similar systems are possible with staggered trusses rather than stagtered walls.The essential functional requirement of an office building is the provision of areas unobstructed as possible by walls or columns to allow each occupant to design the partitioning and space enclosure most suitable for his particular business organization. The partition layout will generally alter when tenants change, and this necessitates flexibility in the distribution of the various services to any particular floor. As a result, services tend to be carried vertically within one or more service cores, and a distribution network run beneath the structural floor slab to the entire floor area.By judicious planning of the column layout to maximize the open floor areas, shear wall-frame interactive structures may also be employed for office blocks, although the presence of the columns may make it difficult to achieve the desired planning flexibility.Possibly the simplest method of creating open floor areas is to use a central concrete shear core, which carries all essential services and which is designed to resist all lateral forces. The floor system spans between the central core and the exteriorfaçade columns, and a large unobstructed floor area is created between the two vertical components. The exterior columns can be designed to be effectivelypin-connected at each floor level, so that they transmit vertical forces only, in conjunction with the interior core. These exterior columns are frequently precast to form a sculptured façade. Another possibility is to provide a core at each end, especially if the building is slender. However, in order to support the floor slabs in the interior, it is then necessary to provide a spine beam running between the cores, which will require additional supporting interior columns. If the floor spans are long, it may become economic to introduce additional columns in the interior to reduce the span of the slabs.In some situations, a different architectural arrangement is desired at groundlevel, which precludes the columns being taken right down to ground level. In that case, heavy cantilevers are required to collect the column loads from the levels above and transmit then to the central core.An alternative approach is to introduce a roof truss in either prestressed concrete or steel construction, at the top of the core. The floor slabs may then be supported between the core and a system of steel hangers suspended from the roof truss. The system has the architectural advantage of lightness of façade, and can simplify construction on a congested city site. The core may be slipformed, and the floor slabs cast on site and simply hoisted into position. However, there is the inherent structural disadvantage that the core is subjected to the entire weight of the building , compressive forces are high at roof level, and settlement may pose problems. Intermediate level trusses will assist in carrying the external tie forces and reduce the extensions of the hangers.A further increase in lateral stiffness can be achieved if the central core or shear wall system is tied to the exterior columns by deep (usually story height) flexural members or trusses at the top and possibly at other intermediate levels. The effect of these connections is to create an overall framed system, which mobilizes the axial stiffness of the exterior columns to resist wind forces. The objective is to cause the structure to act more as a vertical cantilever beam, and so resist the wind by axial forces in, rather than by bending of. The larger lever arm involved ensures that large moments of resistance may be produced by relatively low column forces.The first reinforced concrete building to utilize this concept was the 51-story Place Victoria Building in Montreal (1964) , in which an X-shaped core is linked at four levels by story-high graders to the massive corner columns.As building become taller, the use of a core on its own to resist lateral forces will lead to unusually large cores, occupying too large a ratio of a given floor area, and leading to uneconomic solutions. The efficiency can be increased substantially if the outer façade is replaced by a rigidly-jointed framework, which can be used to resist lateral as well as vertical forces. The outer shell then acts effectively as a closedbox-like structure, whose faces are formed of rigidly-jointed frame panels, or as a highly perforated tube, whose cross-sectional shape is maintained by the floor slabs acting as horizontal diaphragms.A combination of the framed-tube concept with the shear wall-frame interactionconcept yields the structural from termed the tube-in tube system, in which an exterior closely spaced column system is constrained by the floor slabs to act in collaboration with a very stiff shear core enclosing the central service area. The first design application of this form of shear wall-frame interactive behaviour appears to have been in the 38-story Brunswick Building in Chicago, completed in 1962. In this case, the lateral forces are resisted by both the interior core and outer framed tube, in proportion to their stiffnesses. The large lever arm involved between opposite normal faces of the exterior tube give rise to an efficient moment-resisting structure, akin to an ordinary tubular structural component.While the system is very useful in the creation of flexible spaces in office buildings, it is less suitable for very tall apartment buildings. An alternative solution using the framed-tube concept was devised first for the 43-story De Witt Chestnut Apartment Building in Chicago in 1965. In this case, the exterior columns were closely spaced at 1.68m centres and, when rigidly connected to 600mm deep spandrel beams, gave rise to a relatively stiff exterior perforated tube which was designed to resist all wind forces. A system of interior columns at approximately 6m spacing was provided to support the flat plate type of floor construction. The closely spaced exterior columns in this form of construction allow simpler methods of fixing the window glazing directly to the columns themselves.The closely-spaced columns in a framed tube may pose problems in gaining across to the building at ground level, and some structural rearrangement may be necessary in that region. Several columns may be run into one at regular intervals, as in the World Trade Center, or a deep girder may be provided at first-floor level to transfer column forces to more widely spaced first-floor columns.The pure framed tube has the disadvantage that under bending action, a considerable degree of shear lag occurs in the faces normal to the wind, as a result of the flexibility of the spandrel beams. This has the effect of increasing the stresses in the corner columns, and of reducing those in the inner columns of the normal panels, and results in a loss of efficiency in the desired pure tubular action of the structure. Warping of the floor slabs, and consequently deformations of interior partitions and secondary structure will occur, which may become of importance in design.One technique which has been employed to help overcome this problem is to add substantial diagonal bracing members in the planes of the exterior frames. Theexterior columns may then be more widely spaced, and the diagonals, aligned at some 45°to the vertical, serve to tie together the exterior columns and spandrel beams to form façade trusses. Consequently, a very rigid cantilever tube is produced. The diagonals, however, pose their own special problems in the design of the curtain wall system. Although the technique has been used only in steel construction so far, there appears to be no intrinsic reason why it should not be a feasible solution for tall concrete structures.For very tall buildings, the shear lag effect may be greatly reduced by adding additional interior web panels across the entire width of the building in each direction to form a modular tube or bundled-tube system. The additional stiffening of the structure produced by the interior webs increase the local stress levels at the exterior frame junction and thereby reduces substantially the nonuniformity of column forces caused by shear lag. The structure may be regarded as a set of modular tubes which are interconnected with common panels to form a perforated multi-cell tube, in which the frames in the wind direction resist the wind shears. The system is such that modules can be omitted at different heights to reduce the cross-section and still maintain the structural integrity. Any torsion arising from the resulting unsymmetry is readily resisted by the closed-sectional form of the modules.The best known example of this form of construction is the 109-story, 442m high, Sears Tower in Chicago, the world’s tallest building. Completed in 1974, the basic cross-sectional shape consists of nine 22.86m square modular tubes, for an overall floor area 68.58m square, which continues up to the 50th floor. Step backs, produced by a termination of one or more of the modular tubes, then occur at floor 50, 66 and 90, creating a variety of floor configurations.An alternative possibility, yielding the same general form of structural behaviour, is to use shear walls to form the interior webs of the framed tube and create an alternative form of multi-cellular construction. This approach has been adopted for the 74-story, 262m high Water Tower Place Building, Chicago (1976), the world’s tallest concrete building. The 64-story tower which rises from a 12-story base is a slender tube of cross–sectional dimensions 67×29m which is bisected by an internal transverse perforated shear wall to form a two-cell structure. The building is amulti-purpose one and encompasses an hotel and apartments in addition to office space.译文:高层建筑结构的发展建筑的出现应该追溯到青铜器时代,伴随着真正的城市的出现,房子也出现了两层的。
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。
The XXX includes dampers。
base n systems。
and other devices thatare XXX system depends on the specific building characteristics and the seismicity of the n in which it is located.In n。
the design of high-rise buildings XXX of a wide range of factors。
The vertical subsystems of high-rise buildings present XXX framework shear system and seismic system are critical components of high-rise design that must be XXX of the building.In high-rise buildings。
the XXX gravity load from one story to another。
This XXX。
these vertical subsystems also have the added XXX transmitting lateral loads。
such as wind or seismic loads。
to the ns。
It is important to note that the effects of XXX increase in height.For instance。
under wind load。
the overturning moment at the base of buildings XXX as the square of the building's height。
Similarly。
under seismic load。
the effects may vary as the fourth power of the building's height。
XXX。
in particular。
have an even XXX.Therefore。
it XXX high-rise buildings during the design andn phases。
This requires careful analysis and design of the vertical XXX。
the use of XXX.When designing the structure for a low- or medium-rise building。
it is XXX both dead and live loads。
In such buildings。
the columns。
walls。
XXX。
the XXX buildings with rigid frames。
XXX panels。
or even all panels。
without the need to increase the size of columns and girders required for vertical loads.Unfortunately。
this approach is not sufficient for high-rise buildings。
as the primary problem is XXX。
rather than shear alone。
To make a high-XXX。
special structural arrangements must be made。
and nal structural material is always required forthe columns。
girders。
walls。
and slabs.In summary。
while low- and medium-rise buildings XXX columns。
walls。
XXX forces。
high-XXX。
This support may include special arrangements and nal material for columns。
girders。
walls。
and slabs.The amount of structural material needed per square foot of floor in a high-rise building is greater than that required for a low-rise building。
This is due to the vertical components。
such as walls。
columns。
and shafts。
XXX for the full height of the building to carry the gravity load。
nally。
XXX.As the number of stories XXX。
XXX。
it is important to note that the increase in weight for gravity load is much XXX。
For wind load。
the increase for lateral force XXX。
designing for XXX as nal mass in the upper floors can lead to a greater overall lateral force under the effects of seismic activity.Overall。
the design of high-rise buildings requires XXX choice for high-rise buildings。
it is important to account for seismic activity and other potential hazards when designing such structures.When designing high-rise buildings XXX。
XXX.One of the most effective ways to achieve this is to increase the effective width of the moment-resisting subsystems。
By doingso。
the overturn force can be ced。
and n can be decreased by the third power of the width increase。
However。
it is essential to ensure that the vertical components of the XXX full XXX.XXX is to design subsystems that allow their components to XXX。
truss XXX efficiently stressed can be used。
rcing XXX walls。
and stiffness s can be optimized for rigid frames。
Bydoing so。
the structure can XXX.3.XXX of a building。
it is important to increase the materialin the components that are most effective in XXX instance。
XXX mass to the upper floors。
where the earthquake problem is more XXX.4.XXX overturning forces。
it XXX that the greater part of vertical loads XXX-resisting components。
XXX.5.The local shear in each story of a building can be best XXX。
XXX。
XXX.Sufficient XXX。
rather than XXX.One effective method of achieving this is through the n of mega-frames。