建筑学专业高层写字楼的空间效率及历史与地理毕业论文外文文献翻译及原文
建筑外文文献及翻译
建筑外文文献及翻译外文原文Study on Human Resource Allocation in Multi-Project Based on the Priority and the Cost of ProjectsLin Jingjing , Zhou GuohuaSchoolofEconomics and management, Southwest Jiao tong University ,610031 ,ChinaAbstract----This paper put forward the a ffecting factors of project’s priority. which is introduced into a multi-objective optimization model for human resource allocation in multi-project environment . The objectives of the model were the minimum cost loss due to the delay of the time limit of the projects and the minimum delay of the project with the highest priority .Then a Genetic Algorithm to solve the model was introduced. Finally, a numerical example was used to testify the feasibility of the model and the algorithm.Index Terms—Genetic Algorithm, Human Resource Allocation, Multi-project’s project’s priority .1.INTRODUCTIONMore and more enterprises are facing the challenge of multi-project management, which has been the focus among researches on project management. In multi-project environment ,the share are competition of resources such as capital , time and human resources often occur .Therefore , it’s critical to schedule projects in order tosatisfy the different resource demands and to shorten the projects’ duration time with resources constrained ,as in [1].For many enterprises ,the human resources are the most precious asset .So enterprises should reasonably and effectively allocateeach resource , especially the human resource ,in order to shorten the time and cost of projects and to increase the benefits .Some literatures have discussed the resource allocation problem in multi-project environment with resources constrained. Reference [1] designed an iterative algorithm and proposed a mathematical model of the resource-constrained multi-project scheduling .Based on work breakdown structure (WBS) and Dantzig-Wolfe decomposition method ,a feasible multi-project planning method was illustrated , as in [2] . References [3,4] discussed the resource-constrained project scheduling based on Branch Delimitation method .Reference [5] put forward the framework of human resource allocation in multi-project in Long-term ,medium-term and short-term as well as research and development(R&D) environment .Based on GPSS language, simulation model of resou rces allocation was built to get the project’s duration time and resources distribution, as in [6]. Reference [7] solved the engineering project’s resources optimization problem using Genetic Algorithms. These literatures reasonably optimized resources allocation in multi-project, but all had the same prerequisite thatthe project’s importance is the same to each other .This paper will analyze the effects of project’s priority on human resource allocation ,which is to be introduced into a mathematical model ;finally ,a Genetic Algorithm is used to solve the model. 2.EFFECTS OF PROJECTS PRIORITY ON HUMAN RESOUCE ALLOCATION AND THEAFFECTING FACTORS OF PROJECT’S PRIORITYResource sharing is one of the main characteristics of multi-project management .The allocation of shared resources relates to the efficiency and rationality of the use of resources .Whenresource conflict occurs ,the resource demand of the project with highest priority should be satisfied first. Only after that, can the projects with lower priority be considered.Based on the idea of project classification management ,this paper classifies the affecting factors of project’s priority into three categories ,as the proj ect’s benefits ,the complexity of project management and technology , and the strategic influence on the enterprise’s future development . The priority weight of the project is the function of the above three categories, as shown in (1).W=f(I,c,s…) (1)Wh ere w refers to project’s priority weight; I refers to the benefits of the project; c refers to the complexity of the project, including the technology and management; s refers to the influenceof the project on enterprise .The bigger the values of the three categories, the higher the priority is.3.HUMAN RESOURCE ALLOCATION MODEL IN MULTI-PROJECT ENVIRONMENT3.1Problem DescriptionAccording to the constraint theory, the enterprise should strictly differentiate the bottleneck resources and the non-bottleneck resources to solve the constraint problem of bottleneck resources .This paper will stress on the limited critical human resources being allocated to multi-project with definite duration times and priority.To simplify the problem, we suppose that that three exist several parallel projects and a shared resources storehouse, and the enterprise’s operation only involves one kind of c ritical human resources. The supply of the critical human resource islimited, which cannot be obtained by hiring or any other ways during a certain period .when resource conflict among parallel projects occurs, we may allocate the human resource to multi-project according to project’s priorities .The allocation of non-critical independent human resources is not considered in this paper, which supposes that the independent resources that each project needs can be satisfied.Engineering projects usually need massive critical skilled humanresources in some critical chain ,which cannot be substituted by the other kind of human resources .When the critical chains of projects at the same time during some period, there occur resource conflict and competition .The paper also supposes that the corresponding network planning of various projects have already been established ,and the peaks of each project’s resources demand have been optimized .The delay of the critical chain will affect the whole project’s duration t ime .3.2 Model HypothesesThe following hypotheses help us to establish a mathematical model:(1)The number of mutually independent projects involved inresource allocation problem in multi-project is N. Eachproject is indicated with Q i ,while i=1,2, … N.(2)The priority weights of multi-project have beendetermined ,which are respectively w 1,w 2…w n .(3)The total number of the critical human resources is R ,withr k standing for each person ,while k=1,2, …,R(4)Δki = others toprojectQ rcer humanresou i k 01(5)Resources capturing by several projects begins on time. tEi isthe expected duration time of project I that needs the critical resources to finish some task after time t ,on the premise that the human resources demand can be satisfied .tAi is the real duration time of project I that needs the critical resource to finish some task after time t .(6)According to the contract ,if the delay of the project happensthe daily cost loss due to the delay is △c i for projectI .According to the projec t’s importance ,the delay of aproject will not only cause the cost loss ,but will also damage the prestige and status of the enterprise .(while the latent cost is difficult to quantify ,it isn’t considered in this article temporarily.)(7)From the hypothesis (5) ,we can know that after time t ,thetime-gap between the real and expected duration time of project I that needs the critical resources to finish some task is △t i,( △t i=t A i-t E i). For there exists resources competition, the time –gap is necessarily a positive number.(8)According to hypotheses (6) and (7), the total cost loss ofproject I is C i (C i= △t i* △C i ).(9)The duration time of activities can be expressed by theworkload of activities divided by the quantity of resources ,which can be indicated with following expression of t A i =ηi/R i*,.In the expression , ηi refers to the workload of projects I during some period ,which is supposed to be fixed and pre-determined by the project managers on project planningphase ; R i * refers to the number of the critical human resourcesbeing allocated to projects I actually, with the equation R i * =∑=R k ki 1δexisting. Due to the resource competition theresource demands of projects with higherPriorities may be guarantee, while those projects with lower priorities may not be fully guaranteed. In this situation, the decrease of the resource supply will lead to the increase of the duration time of activities and the project, while theworkload is fixed.3.3 Optimization ModelBased on the above hypotheses, the resource allocation modelin multi-project environment can be established .Here, the optimization model is :F i =min Z i = min ∑∑==Ni i N i Ci 11ω =min i i N i i N i c t ??∑∑==11ω (2) =min ∑∑==N i i N i 11ω )E i R i ki i t - ??∑=1δη i c ? 2F =min Z 2=min ()i t ?=min )E i R i ki i t -∑=1δη (3)。
毕业论文外文翻译-高层建筑结构
毕业论文外文翻译-高层建筑结构High-Rise Building StructureAbstract:High-rise buildings have become common in modern cities across the world. Structural considerations play a crucial role in the planning and design of these buildings. The structural system of a high-rise building must be able to support its own weight as well as any additional loads imposed by occupancy and natural forces such as wind and earthquakes. This paper provides an overview of the structural systems commonly used in high-rise buildings, including reinforced concrete, steel, and hybrid systems. It also discusses the advantages and disadvantages of each system and the factors that affect their selection based on the specific requirements of a building.Introduction:In modern cities, high-rise buildings have become an increasingly popular option for meeting the growing need for office and residential space. High-rise buildings have several advantages, including the efficient use of land, the ability to accommodate large numbers of people, and the provision of spectacular views. To achieve these benefits, it is important to develop a safe and efficient structural system for high-rise buildings.Structural Considerations for High-Rise Buildings:Structural considerations are critical for high-rise buildings. Such structures must be able to support their own weight, as well as resist loads imposed by occupancy and natural forces such as wind and earthquakes. The structural system must also be able to maintain stability throughout the building's lifespan, while providing adequate safety for its occupants.Common Structural Systems for High-Rise Buildings:Reinforced Concrete System:One of the most commonly used structural systems for high-rise buildings is reinforced concrete. This system is desirable because of its strength, durability, and fire resistance. Concrete is also easily moldable, which allows for various shapes and sizes to be used in the building design.Steel System:The steel structural system is another popular choice for high-rise buildings. Steel structures have a high strength-to-weight ratio, which makes them a good choice for taller and lighter buildings. They are also easily adaptable and have high ductility, making them more resistant to earthquake damage.Hybrid System:Hybrid structural systems, which combine the advantages of reinforced concrete and steel, have become increasingly popular in recent years. These systems include concrete encased steel frames, concrete-filled steel tubes, and steel reinforced concrete.Factors Affecting Selection:The selection of a structural system for a high-rise building depends on several factors, including the building height, location, climate, design requirements, and budget. For example, in areas with high wind loads, a steel or hybrid system may be preferable due to its high strength and ductility. In areas with high seismic activity, a reinforced concrete system may be more appropriate because of its superior resistance to earthquake damage.Advantages and Disadvantages of Structural Systems:Each structural system has its advantages and disadvantages. The reinforced concrete system is strong, durable, and fire resistant, but is also heavy and requires a longer construction period. The steel system is adaptable and has a high strength-to-weight ratio, but is also susceptible to corrosion and may require regular maintenance. The hybrid system combines the benefits of both systems but may be more expensive than either system alone.Conclusion:Structural considerations are critical for the planning and design of high-rise buildings. Reinforced concrete, steel, and hybrid systems are the most commonly used structural systems for high-rise buildings. The selection of a system depends on several factors, including the building height, location, climate, design requirements, and budget. Each system has its advantages and disadvantages, and careful consideration of these factors is necessary to develop a safe and efficient structural system for high-rise buildings.。
(完整版)建筑学本科外文翻译毕业设计论文
本科毕业设计外文翻译题目：德黑兰城市发展学院: 城市建设学院专业: 建筑学学号:学生姓名:指导教师:日期: 二零一一年六月First Chapter：Development of the city of TehranAli MadanipourTehran :the making of a metropolis，First Chapter：Development New York John Wiley，1998，page five to page eleven。
第一章：德黑兰市的发展阿里.马丹妮普尔德黑兰：一个大都市的建造，第一章：德黑兰市的发展，阿1998，第五页到第十一页。
德黑兰市的发展全市已长成了一定的规模性和复杂性，以这样的程度，空间管理需要另外的手段来处理城市组织和不断发展的复杂性，并为城市总体规划做准备。
第二次世界大战后，在盟军占领国家的期间，有一个时期的民主化，在冷战时开始的政治紧张局势之后，它们互相斗争对石油的控制权。
这个时期已经结束于1953年，结果是由政变产生了伊朗王，那个后来担任了25年的行政君主的人。
随着高出生率和农村向城市迁移，德黑兰和其他大城市增长加剧甚至比以前更快地。
到1956年，德黑兰的人口上升到150万，到了1966至300万， 1976至450万，其规模也从1934年46平方公里到1976年的250平方公里。
从石油行业的收入增长创造的盈余资源，需要流通和经济的吸收。
50年代中期，特别是在工业化的驱动下德黑兰许多大城市有了新工作。
20世纪60年代的土地改革释放了大量来自农业的农村人口，这是不能吸收的指数人口增长。
这种新的劳动力被吸引到城市：到新的产业，到似乎始终蓬勃发展建筑界，去服务不断增长公共部门和官僚机构。
德黑兰的角色是国家的行政，经济，文化中心，它坚定而巩固地通往外面的世界。
德黑兰战后的城市扩张，是在管制、私营部门的推动，投机性的发展下进行的。
房屋一直供不应求，并有大量可用的富余劳动力和资本，因此在德黑兰建筑行业蓬勃发展，土地和财产的价格不断上涨。
高层建筑施工外文文献翻译
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。
高层建筑论文中英文资料外文翻译文献
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。
建筑设计毕业论文中英文资料外文翻译文献
毕业论文中英文资料外文翻译文献Architecture StructureWe have and the architects must deal with the spatial aspect of activity, physical, and symbolic needs in such a way that overall performance integrity is assured. Hence, he or she well wants to think of evolving a building environment as a total system of interacting and space forming subsystems. Is represents a complex challenge, and to meet it the architect will need a hierarchic design process that provides at least three levels of feedback thinking: schematic, preliminary, and final.Such a hierarchy is necessary if he or she is to avoid being confused , at conceptual stages of design thinking ,by the myriad detail issues that can distract attention from more basic consideration s .In fact , we can say that an architect’s ability to distinguish the more basic form the more detailed issues is essential to his success as a designer .The object of the schematic feed back level is to generate and evaluate overall site-plan, activity-interaction, and building-configuration options .To do so the architect must be able to focus on the interaction of the basic attributes of the site context, the spatial organization, and the symbolism as determinants of physical form. This means that ,in schematic terms ,the architect may first conceive and model a building design as an organizational abstraction of essential performance-space in teractions.Then he or she may explore the overall space-form implications of the abstraction. As an actual building configuration option begins to emerge, it will be modified to include consideration for basic site conditions.At the schematic stage, it would also be helpful if the designer could visualize his or her options for achieving overall structural integrity and consider the constructive feasibility and economic of his or her scheme .But this will require that the architect and/or a consultant be able to conceptualize total-system structural options in terms of elemental detail .Such overall thinking can be easily fed back to improve the space-form scheme.At the preliminary level, the architect’s emphasis will shift to the elaboration of his or her more promising schematic design options .Here the architect’s structural needs will shift toapproximate design of specific subsystem options. At this stage the total structural scheme is developed to a middle level of specificity by focusing on identification and design of major subsystems to the extent that their key geometric, component, and interactive properties are established .Basic subsystem interaction and design conflicts can thus be identified and resolved in the context of total-system objectives. Consultants can play a significant part in this effort; these preliminary-level decisions may also result in feedback that calls for refinement or even major change in schematic concepts.When the designer and the client are satisfied with the feasibility of a design proposal at the preliminary level, it means that the basic problems of overall design are solved and details are not likely to produce major change .The focus shifts again ,and the design process moves into the final level .At this stage the emphasis will be on the detailed development of all subsystem specifics . Here the role of specialists from various fields, including structural engineering, is much larger, since all detail of the preliminary design must be worked out. Decisions made at this level may produce feedback into Level II that will result in changes. However, if Levels I and II are handled with insight, the relationship between the overall decisions, made at the schematic and preliminary levels, and the specifics of the final level should be such that gross redesign is not in question, Rather, the entire process should be one of moving in an evolutionary fashion from creation and refinement (or modification) of the more general properties of a total-system design concept, to the fleshing out of requisite elements and details.To summarize: At Level I, the architect must first establish, in conceptual terms, the overall space-form feasibility of basic schematic options. At this stage, collaboration with specialists can be helpful, but only if in the form of overall thinking. At Level II, the architect must be able to identify the major subsystem requirements implied by the scheme and substantial their interactive feasibility by approximating key component properties .That is, the properties of major subsystems need be worked out only in sufficient depth to very the inherent compatibility of their basic form-related and behavioral interaction . This will mean a somewhat more specific form of collaboration with specialists then that in level I .At level III ,the architect and the specific form of collaboration with specialists then that providing for all of the elemental design specifics required to produce biddable construction documents .Of course this success comes from the development of the Structural Material.1.Reinforced ConcretePlain concrete is formed from a hardened mixture of cement ,water ,fine aggregate, coarse aggregate (crushed stone or gravel),air, and often other admixtures. The plastic mix is placed and consolidated in the formwork, then cured to facilitate the acceleration of the chemical hydration reaction lf the cement/water mix, resulting in hardened concrete. The finished product has high compressive strength, and low resistance to tension, such that its tensile strength is approximately one tenth lf its compressive strength. Consequently, tensile and shear reinforcement in the tensile regions of sections has to be provided to compensate for the weak tension regions in the reinforced concrete element.It is this deviation in the composition of a reinforces concrete section from the homogeneity of standard wood or steel sections that requires a modified approach to the basic principles of structural design. The two components of the heterogeneous reinforced concrete section are to be so arranged and proportioned that optimal use is made of the materials involved. This is possible because concrete can easily be given any desired shape by placing and compacting the wet mixture of the constituent ingredients are properly proportioned, the finished product becomes strong, durable, and, in combination with the reinforcing bars, adaptable for use as main members of any structural system.The techniques necessary for placing concrete depend on the type of member to be cast: that is, whether it is a column, a bean, a wall, a slab, a foundation. a mass columns, or an extension of previously placed and hardened concrete. For beams, columns, and walls, the forms should be well oiled after cleaning them, and the reinforcement should be cleared of rust and other harmful materials. In foundations, the earth should be compacted and thoroughly moistened to about 6 in. in depth to avoid absorption of the moisture present in the wet concrete. Concrete should always be placed in horizontal layers which are compacted by means of high frequency power-driven vibrators of either the immersion or external type, as the case requires, unless it is placed by pumping. It must be kept in mind, however, that over vibration can be harmful since it could cause segregation of the aggregate and bleeding of the concrete.Hydration of the cement takes place in the presence of moisture at temperatures above 50°F. It is necessary to maintain such a condition in order that the chemical hydration reaction can take place. If drying is too rapid, surface cracking takes place. This would result in reduction of concrete strength due to cracking as well as the failure to attain full chemical hydration.It is clear that a large number of parameters have to be dealt with in proportioning a reinforced concrete element, such as geometrical width, depth, area of reinforcement, steel strain, concrete strain, steel stress, and so on. Consequently, trial and adjustment is necessary in the choice ofconcrete sections, with assumptions based on conditions at site, availability of the constituent materials, particular demands of the owners, architectural and headroom requirements, the applicable codes, and environmental reinforced concrete is often a site-constructed composite, in contrast to the standard mill-fabricated beam and column sections in steel structures.A trial section has to be chosen for each critical location in a structural system. The trial section has to be analyzed to determine if its nominal resisting strength is adequate to carry the applied factored load. Since more than one trial is often necessary to arrive at the required section, the first design input step generates into a series of trial-and-adjustment analyses.The trial-and –adjustment procedures for the choice of a concrete section lead to the convergence of analysis and design. Hence every design is an analysis once a trial section is chosen. The availability of handbooks, charts, and personal computers and programs supports this approach as a more efficient, compact, and speedy instructional method compared with the traditional approach of treating the analysis of reinforced concrete separately from pure design.2. EarthworkBecause earthmoving methods and costs change more quickly than those in any other branch of civil engineering, this is a field where there are real opportunities for the enthusiast. In 1935 most of the methods now in use for carrying and excavating earth with rubber-tyred equipment did not exist. Most earth was moved by narrow rail track, now relatively rare, and the main methods of excavation, with face shovel, backacter, or dragline or grab, though they are still widely used are only a few of the many current methods. To keep his knowledge of earthmoving equipment up to date an engineer must therefore spend tine studying modern machines. Generally the only reliable up-to-date information on excavators, loaders and transport is obtainable from the makers.Earthworks or earthmoving means cutting into ground where its surface is too high ( cuts ), and dumping the earth in other places where the surface is too low ( fills). Toreduce earthwork costs, the volume of the fills should be equal to the volume of the cuts and wherever possible the cuts should be placednear to fills of equal volume so as to reduce transport and double handlingof the fill. This work of earthwork design falls on the engineer who lays out the road since it is the layout of the earthwork more than anything else which decides its cheapness. From the available maps ahd levels, the engineering must try to reach as many decisions as possible in the drawing office by drawing cross sections of the earthwork. On the site when further information becomes available he can make changes in jis sections and layout,but the drawing lffice work will not have been lost. It will have helped him to reach the best solution in the shortest time.The cheapest way of moving earth is to take it directly out of the cut and drop it as fill with the same machine. This is not always possible, but when it canbe done it is ideal, being both quick and cheap. Draglines, bulldozers and face shovels an do this. The largest radius is obtained with thedragline,and the largest tonnage of earth is moved by the bulldozer, though only over short distances.The disadvantages of the dragline are that it must dig below itself, it cannot dig with force into compacted material, it cannot dig on steep slopws, and its dumping and digging are not accurate.Face shovels are between bulldozers and draglines, having a larger radius of action than bulldozers but less than draglines. They are anle to dig into a vertical cliff face in a way which would be dangerous tor a bulldozer operator and impossible for a dragline. Each piece of equipment should be level of their tracks and for deep digs in compact material a backacter is most useful, but its dumping radius is considerably less than that of the same escavator fitted with a face shovel.Rubber-tyred bowl scrapers are indispensable for fairly level digging where the distance of transport is too much tor a dragline or face shovel. They can dig the material deeply ( but only below themselves ) to a fairly flat surface, carry it hundreds of meters if need be, then drop it and level it roughly during the dumping. For hard digging it is often found economical to keep a pusher tractor ( wheeled or tracked ) on the digging site, to push each scraper as it returns to dig. As soon as the scraper is full,the pusher tractor returns to the beginning of the dig to heop to help the nest scraper.Bowl scrapers are often extremely powerful machines;many makers build scrapers of 8 cubic meters struck capacity, which carry 10 m ³ heaped. The largest self-propelled scrapers are of 19 m ³struck capacity ( 25 m ³ heaped )and they are driven by a tractor engine of 430 horse-powers.Dumpers are probably the commonest rubber-tyred transport since they can also conveniently be used for carrying concrete or other building materials. Dumpers have the earth container over the front axle on large rubber-tyred wheels, and the container tips forwards on most types, though in articulated dumpers the direction of tip can be widely varied. The smallest dumpers have a capacity of about 0.5 m ³, and the largest standard types are of about 4.5 m ³. Special types include the self-loading dumper of up to 4 m ³ and the articulated type of about 0.5 m ³. The distinction between dumpers and dump trucks must be remembered .dumpers tip forwards and the driver sits behind the load. Dump trucks are heavy, strengthened tipping lorries, the driver travels in front lf the load and the load is dumped behind him, so they are sometimes called rear-dump trucks.3.Safety of StructuresThe principal scope of specifications is to provide general principles and computational methods in order to verify safety of structures. The “ safety factor ”, which according to modern trends is independent of the nature and combination of the materials used, can usually be defined as the ratio between the conditions. This ratio is also proportional to the inverse of the probability ( risk ) of failure of the structure.Failure has to be considered not only as overall collapse of the structure but also asunserviceability or, according to a more precise. Common definition. As the reaching of a “ limit state ” which causes the construction not to accomplish the task it was designed for. Ther e are two categories of limit state :(1)Ultimate limit sate, which corresponds to the highest value of the load-bearing capacity. Examples include local buckling or global instability of the structure; failure of some sections and subsequent transformation of the structure into a mechanism; failure by fatigue; elastic or plastic deformation or creep that cause a substantial change of the geometry of the structure; and sensitivity of the structure to alternating loads, to fire and to explosions.(2)Service limit states, which are functions of the use and durability of the structure. Examples include excessive deformations and displacements without instability; early or excessive cracks; large vibrations; and corrosion.Computational methods used to verify structures with respect to the different safety conditions can be separated into:(1)Deterministic methods, in which the main parameters are considered as nonrandom parameters.(2)Probabilistic methods, in which the main parameters are considered as random parameters.Alternatively, with respect to the different use of factors of safety, computational methods can be separated into:(1)Allowable stress method, in which the stresses computed under maximum loads are compared with the strength of the material reduced by given safety factors.(2)Limit states method, in which the structure may be proportioned on the basis of its maximum strength. This strength, as determined by rational analysis, shall not be less than that required to support a factored load equal to the sum of the factored live load and dead load ( ultimate state ).The stresses corresponding to working ( service ) conditions with unfactored live and dead loads are compared with prescribed values ( service limit state ) . From the four possible combinations of the first two and second two methods, we can obtain some useful computational methods. Generally, two combinations prevail:(1)deterministic methods, which make use of allowable stresses.(2)Probabilistic methods, which make use of limit states.The main advantage of probabilistic approaches is that, at least in theory, it is possible to scientifically take into account all random factors of safety, which are then combined to define the safety factor. probabilistic approaches depend upon :(1) Random distribution of strength of materials with respect to the conditions of fabrication and erection ( scatter of the values of mechanical properties through out the structure );(2) Uncertainty of the geometry of the cross-section sand of the structure ( faults andimperfections due to fabrication and erection of the structure );(3) Uncertainty of the predicted live loads and dead loads acting on the structure;(4)Uncertainty related to the approximation of the computational method used ( deviation of the actual stresses from computed stresses ).Furthermore, probabilistic theories mean that the allowable risk can be based on several factors, such as :(1) Importance of the construction and gravity of the damage by its failure;(2)Number of human lives which can be threatened by this failure;(3)Possibility and/or likelihood of repairing the structure;(4) Predicted life of the structure.All these factors are related to economic and social considerations such as：(1) Initial cost of the construction;(2) Amortization funds for the duration of the construction;(3) Cost of physical and material damage due to the failure of the construction;(4) Adverse impact on society;(5) Moral and psychological views.The definition of all these parameters, for a given safety factor, allows construction at the optimum cost. However, the difficulty of carrying out a complete probabilistic analysis has to be taken into account. For such an analysis the laws of the distribution of the live load and its induced stresses, of the scatter of mechanical properties of materials, and of the geometry of the cross-sections and the structure have to be known. Furthermore, it is difficult to interpret the interaction between the law of distribution of strength and that of stresses because both depend upon the nature of the material, on the cross-sections and upon the load acting on the structure. These practical difficulties can be overcome in two ways. The first is to apply different safety factors to the material and to the loads, without necessarily adopting the probabilistic criterion. The second is an approximate probabilistic method which introduces some simplifying assumptions ( semi-probabilistic methods ) .文献翻译建筑师必须从一种全局的角度出发去处理建筑设计中应该考虑到的实用活动，物质及象征性的需求。
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）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。
土木工程高层建筑中英文对照外文翻译文献
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。
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毕业设计（论文）外文文献翻译文献、资料中文题目： 1.高层写字楼的空间效率2.历史与地理文献、资料英文题目：文献、资料来源：文献、资料发表（出版）日期：院（部）：专业：建筑学班级：姓名：学号：指导教师：翻译日期： 2017.02.14（2013届）毕业设计文献翻译题目：嘉兴市新城街道资产经营管理有限公司综合楼工程建筑设计方案嘉兴学院外文文献翻译译文1一、外文原文SPACE EFFICIENCY IN HIGH-RISE OFFICE BUILDINGS Writer: Ayşin SEV and Aydan ÖZGENAbstract:High-rise office buildings, which are developed as a response to population growth, rapid urbanization and economic cycles, are indispensable for a metropolitan city development. This statement holds true for today; however, the relationship between cost and benefit is more complex in today’s global marketplace. The space efficiency, as well as the shape and geometry of the high-rise building need to satisfy the value and cost of the development equation. Space efficiency, which is determined by the size of the floor slab, dimension of the structural elements and rationalized core, goes along with the financial benefit.Keywords:high-rise office building; space efficiency ; floor slab; gross floor area ;net floor area; structural system, core configuration.By the end of 1990s, at more than 30 stories, net to gross floor area ratios of 70-75% were common in office buildings (Table 2) (Davis Langdon and Everest, 1997). However, Yeang (1995) stated in his book “The Skyscraper: Bioclimatic ally Considered” that net-to-gross floor area should not be less than 75%, while 80% to 85% is considered appropriate. Wherever the tall building is being constructed, achieving suitable space efficiency is not easy, since it is adversely affected by heightas core and structural elements expand to satisfy the requirements of vertical circulation and resistance to lateral loads. Space efficiency can be increased by the lease span, which is defined as the distance between the core and exterior wall. Factors affecting the design of high-rise buildings vary from country to country, such as local climate, zoning regulations, cultural conditions, technological opportunities, and etc. For instance, in Germany, where building codes dictate shallow floor slabs of 8.0 m, efficiencies of 60-70% are common, whereas London’s Canary Wharf Tower, can achieve a net to-gross ratio in excess of 80% with floor slabs of 2500 m2, and 11.0 m lease span. In this respect, when the high-rise office buildings of Turkey are investigated, conceivable space efficiency is not achieved when compared with the examples from the world. As Watts and et al. (2007) stated in their article that “fat is happy”, the highest office buildings of Turkey are happy,however, they are not so successful in respect to space efficiency. Therefore this research tends to compare and reveal the similarities and differences between the tallest office buildings at abroad and in Turkey in terms of space efficiency.DESIGN CONSIDERATIONS FOR HIGH-RISE OFFICE BUILDINGS The study is based on the ten tallest office buildings in the world and in Turkey individually, which are registered by Council on Tall Buildings and Urban Habitat (CTBUH, 2008) in November 2008 and also recorded in (2008) and (2008), as shown in Table1. All of the sample buildings are landmarks of their cities, and also are designed by internationally expertise design consultants, reflecting high quality practices in respect of efficient planning. The relevant building data are provided from the clients, architects, engineers, quantity surveyors, as well as journals, books, magazines and Internet sources. The research is based on the architectural and structural design criteria affecting the space efficiency, such as floor slab size and layout, core integrity, gross and net floor areas, leasing depth, floor-to-floor and floor-to-ceiling height, and structural system.The sample buildings from the world are located in seven major cities, which are Taipei, Kuala Lumpur, Shanghai, Chicago, Hong Kong, Guangzhou and Shenzhen. The height ranges of these buildings are between 367 m and 509 m, and the numbersof stories change from 69 to 114. The Empire State Building in New York, which is currently the ninth tallest office building of the world, is omitted, since it is constructed 78 years ago. The paper tends to take contemporary examples into consideration due to the rapid changes in tall building design and construction technologies.The list of the tallest buildings of Turkey in (2008) and (2008) comprise a large number of residential towers, of which have been omitted from the list mentioned in this paper. Nine of ten selected examples of office buildings are located in İstanbul, whilethe remaining example, Mertim, is located in Mersin. Mertim, originally designed as an office building, is currently utilized as a hotel. The heights of these buildings vary between 122 m and 181 m, while the numbers of storeys change between 22 to 52,as shown in Table 1.Architectural and structural requirements are the basic decision making parameters in the design of high-rise office buildings, and dictate the floor slab size and shape, leasing depth, structural frame, floor-to-floor height, vertical transportation and core layout. The related findings of the selected buildings from the world and Turkey are presented and discussed below.Floor Slab Size and ShapeAn office building’s floor slab size an d shape, on which decisions are made according to the functional requirements, client’s specific needs and various constraints, have great impact on the space efficiency and the building’s external character. Although there are no universal formulas for responding to the client’s needs or to local influences and constraints such as climate, codes or constructional conditions, the fundamental design considerations are identical almost in office buildings (Kohn and Katz, 2002; Strelitz, 2005). The first aim is to achieve the maximum space efficiency and in order to accomplish this task, initially the floor slab shape and total floor area of the building need to be designed.The space efficiency of a high-rise office building can be achieved by maximizing the Gross Floor Area (GFA) and Net (usable) Floor Area (NFA) as permitted on the local site by the codes and regulations, and in order to enable the developer and owner to get maximum returns from the high cost of land, the floors must have sufficient functional space (Kim and Elnimeiri, 2004). In the initial stages of the design, the designer ascertains the extent of GFA and NFA in the proposed concept design, and these figures are used as the bases for core configuration and structural system. By the final decision, the NFA is sealed with the exact core area and the vertical structural elements. Net-to-gross floor area of a typical floor slab is of crucial economic interest to the developer, since it designates the space efficiency of the floors, at the same time as the more efficient the typical floor slab is, the more usable area the developer gets and the more income is derived from the building.According to Yeang (1995; 2000), floor slab efficiency of a typical high-rise office building should generally not be less than 75%, unless the site is too small or。