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2011建筑学专业毕业设计外文翻译二78568602

2011建筑学专业毕业设计外文翻译二78568602

2011建筑学专业毕业设计外文翻译二78568602 毕业设计英文资料翻译 Translation of the English Documents for Graduation Design课题名称院 (系)专业姓名学号起讫日期指导教师2011 年 02 月 20 日原文:DOCTORAL FORUMNATIONAL JOURNAL FOR PUBLISHING AND MENTORING DOCTORAL STUDENT RESEARCHVOLUME 7, NUMBER 1, 2010Green buildingsPriscilla D. JohnsonPhD Student in Educational LeadershipWhitlowe R. Green College of EducationPrairie View A&M UniversityPrairie View, TexasWilliam Allan Kritsonis, PhDProfessor and Faculty MentorPhD Program in Educational LeadershipWhitlowe R. Green College of EducationPrairie View A&M UniversityMember of the Texas A&M University SystemPrairie View, TexasHall of Honor (2008)William H. Parker Leadership Academy, Graduate School Prairie View A&M UniversityMember of the Texas A&M University System Prairie View, TexasVisiting Lecturer (2005)Oxford Round TableUniversity of OxfordOxford, EnglandDistinguished Alumnus (2004)College of Education and Professional Studies Central Washington UniversityEllensberg, WashingtonAbstract: Green building refers to do its best to maximize conservation of resources (energy,land, water, and wood)，protecting the environment and reduce pollution in its life cycle. Providepeople with healthy, appropriate and efficient use of space, and nature in harmony symbiosisbuildings. I described more details of green building design’ notion, green building’ design, as well as the significance of the concept of green building and improve the effectiveness analysis of the external effects of green building measures, Key words: green buildings; protect the ecology; signification ; analysing the effects1 What is a green buildingGreen building refers to building life cycle, the maximum conservation of resources (energy, land, water and materials),protecting the environment and reduce pollution, provide people with health, application and efficient use of space, and nature harmony of the building. The so-called green building "green" does not mean a general sense of three-dimensional green, roof garden, but represents a concept or symbol, refers to building environmentally friendly, makefull use of natural resources, environment and basic ecological damage to the environment without balance of a building under construction, but also known as sustainable building, eco-building, back into the wild construction, energy saving construction.Green building interior layout is very reasonable, to minimize the use of synthetic materials, full use of the sun, saving energy for the residents Chuangzao almost-natural feeling.People, architecture and the natural environment for the harmonious development goals, in the use of natural and artificial means to create good conditions and healthy living environment, as much as possible tocontrol and reduce the use and destruction of the natural environment,to fully reflect the nature obtain and return balance.2, the meaning of green buildingThe basic connotation of green building can be summarized as: to reduce the load on the environment architecture, which save energy and resources; provide a safe, healthy, comfortable living space with good; affinity with the natural environment, so that people and building a harmonious coexistence with the environment and sustainable development.3 Development of the significance of green building rating systemEstablish green building rating system is a revolution in the fieldof architecture and the Enlightenment, its far more than energy savings.It is innovative in many ways and organic synthesis, thereby building in harmony with nature, full utilization of resources and energy, create healthy, comfortable and beautiful living space. It's revolutionary for the field of architecture from the technical, social and economic angles.3.1 Technical SignificanceGreen building study of early technical problems of individual-based, technology is isolated and one-sided, not formed an organic whole, the integration of design and economic study of consciousness is far fromthe only strategy of economic analysis phase of the subsidiary's knowledge . However, individual technical research results of early modern green building techniques for the multi-dimensional developmentand systems integration will lay a solid foundation. Since the ninetiesof the 20th century, with the understanding of green building graduallydeepen and mature, people give up way too utopian thinking He alone environmental consciousness and moral constraints and spontaneous green behavior, turned to explore more workable environmental philosophy, environmental and capital combined into the future world the newdirection of development of environmental protection, green building has entered a result of ecological ethics from the practice of promoting ecological research to deepen the new stage. Green Building Technology takes on the natural sciences, social sciences, humanities, computer science, information science and other subjects the trend of integration of research results, making green building design into the multi-dimensional stage of development strategy study. The deepening of green building technology strategy anddevelopment in materials, equipment, morphology, etc variousadvanced fields, in technology development, technology and other design elements of the integration is also starting from the past the simple addition, more attention to the periphery of the retaining structureitself design technology and architecture to combine the overall system change, gradually becoming green building systems. Green building rating system was established green building technologies gradually improve and systematize the inevitable result, it is the organic integration ofgreen building technology, a platform built to green building technology, information technology, computer technology and many other subjects can be a unified platform in their respective roles, the establishment of a comprehensive evaluation system for designers, planners, engineers andmanagers a more than ever, a more simple, Guizhangmingque green building assessment tools and design guidelines.3.2 The social significance.Green building rating system reflects the social significance of the main advocates of the new way of life, heightened awareness and public participation in the continuation of local culture are two aspects.To promote a healthy lifestyle. Green building rating system, the social significance of the primary advocate a healthy lifestyle, whichis based on the design and construction of green buildings as a community education process. The principles of green building rating system is the effective use of resources and ecological rules to follow, based on the health of building space to create and maintain sustainable development. The concept of the past to correct people's misconceptions about consumer lifestyles, that can not blindly pursue material luxury, but should keep the environment under the premise of sustainable use of modest comfort to pursue life. From the fundamental terms, construction is to meet human needs built up of material goods as people's Wenhuayishi Name and lifestyle is not sustainable when, the value of green building itself will be reduced, but only had a real social need When the requirements of sustainable development and way of life that matches the green building to achieve the best results.Enhanced awareness of public participation. Green Building Rating system is not a monopoly for the design staff of professional tools, but for planners, designers, engineers, managers, developers, propertyowners, jointly owned by the public and other assessment tools. It broke the previous professional development of the monopoly to encourage the participation of the public and other public officers. Through public participation, the introduction of architects and other building users, the construction of dialogue participants, making the original design process dominated by the architect becomes more open. Proved the involvement of various views and a good help to create a dynamic culture, embody social justice community.3.3 The economic significance.Green building rating system, the economic significance can bedivided into macro and micro levels. At the macro level, the green building rating system from the system life-cycle perspective, the green building design integrated into the economic issues involved in the production from the building materials, design, construction, operation, resource use, waste disposal, recycling of demolition until the natural resources the whole process. Economic considerations of green buildingis no longer limited to the design process itself, while the policy extended to the design of the narrow role to play to support the policy level, including the establishment of "green labeling" system, improving the construction environmental audit and management system, increase and construction-related energy consumption, pollutant emissions and other acts of tax efforts, improve the legal system of environmental protection, from the increase in government construction projects on the sustainability of economic support and raise the cost tothe construction of polluting the environment acts as the costs for green buildings design and construction to create a favorable external environment. This goal is not entirely the responsibility of government agencies, as the architects involved in design work as a sound system of responsibility for recommendations obligations, because only the most from the practice of the need is real and urgent. The related policy issues in green building design strategies, building a system to solve the economic problems facing the important aspects. At the micro level, the current from the economic point of Design Strategy is more fully consider the economic operation of the project, and specific technical strategies accordingly adjusted.3.4 Ethical Significance.Green building rating system, the theoretical basis of the conceptof sustainable development, therefore, whether the evaluation system of each country how much difference in structure, they all have one thingin common: reduce the burden of ecological environment, improve construction quality of the environment for future generations to remain the development of there is room. This radically change the long-sought human blindly to the natural attitude, reflecting people's understanding of the relationship between man and nature by the opposition to the uniform change. According to the current global energy reserves and resources distribution, the Earth's natural environment is also far from the edge of exhaustion, enough people enjoy the luxury of contemporary material life. But now we have to consume a resource, it means thatfuture generations will be less of a living space. More importantly, if we consume the natural environment more than it can limit self-renewal, then the future of the younger generation is facing the planet's ecosystems can not recover the risk into a real crisis. Therefore we can say, the development of green buildings and their corresponding evaluation system, for more contemporary people is the responsibility and obligations. For more the interests of future generations and advantages. 4 green building designGreen building design include the following:Saving energy: full use of solar energy, using energy-efficient building envelope and heating and air conditioning, reducing heating and air conditioning use. Set according to the principle of natural ventilation cooling system that allows efficient use of building to the dominant wind direction in summer. Adapted to local climatic conditions, building use form and general layout of the plane.Resource conservation: in the building design, construction and selection of construction materials, are considered fair use and disposal of resources. To reduce the use of resources, strive to make the use of renewable resources. Conserve water resources, including water conservation and greening.Return to Nature: Green Building exterior to emphasize integration with the surrounding environment, harmony, movement complement each other so that the protection of natural ecological environment.5 Effect of green building5.1 Effect of the composition of green buildingEffect of green building, including internal effects and external effects, direct benefits and direct costs as the internal effect, known as the indirect benefits and indirect costs of external effects, according to engineering economics point of view: the internal effects can be financial evaluation, external effects should be economic evaluation, economic evaluation is based on the so-called rational allocation of scarce resources and socio-economic principles of sustainable development, from the perspective of the overall national economy, study projects spending of social resources and contributions to the community to evaluate the project's economic and reasonable and external effects generally include Industry Effects, environmental and ecological effects, technology diffusion effect, the external effectwill cause the private costs (internal costs or indirect costs) and social costs inconsistent, leading to the actual price is different from the best price. From the perspective of sustainable development, green building assessment effects of the main indicators of external effects. Since beginning the development of green building, unity of quantitative indicators system is still not established, I believe that the following aspects should be analyzed: (1) strictly control the construction industry, size, limit the number of employees. Extensive growth model epitomized by the struggle over the construction project, the construction process using human wave tactics, once the state limit the scale of construction, will form the "adequate", which will not reducethe degree of mechanization, labor, the low level. (2) more investments in technology, upgrade technology, establish and perfect the mechanism for scientific and technical equipment. Focus on the development and application of building technology, combined with the project, the characteristics of future construction, a planned way scientific and technological research and development of new machinery, new processes, new materials, and actively introduce, absorb and assimilate the advanced scientific and technological achievements of science and technology to improve the level of mechanization. (3) in urban planning, survey and design through the "green building" ideas. Family housing and urban construction or alteration must remain in the room, from lighting, ventilation, drainage and so control the damage to the environment. (4) construction work, reduced resource consumption, the production process in construction, energy saving measures should be adopted to prevent the excessive consumption of land resources, water resources, power resources.5.2 External effects of the challenges to building the economyUnder the control of the government's intervention, to a certain extent on the efficient allocation of resources to strengthen the implementation of energy conservation mandatory standards for construction supervision. To further improve the building energy monitoring system, and strengthen the mandatory building energy efficiency standards in order to carry out the implementation of the project as the main content of the whole process of monitoring,particularly for large public buildings to enhance the building energy regulation, reflected in the project cost on the part of the Waibu costs into internal costs, making the "non-green building" project's internal costs, internal efficiency and reduce the external costs of green building, the external efficiency increase, so that effective economic resources to the rational flow of greenbuilding.6 to improve the external effects of green building measuresEnterprise architecture in the new economy to obtain a competitive advantage, improve the external effects only continually tap the ways and means to improve the external efficiency, reduce external costs, the basic ideas and principles: (1) Construction of natural resources in the life cycle and minimize energy consumption; (2) reducing building life cycle emissions; (3) protect the ecological (natural) environment; (4) to form a healthy, comfortable and safe indoor space; (5) the quality of construction, functionality, performance and environmental unity.Summarydescribed above, the meaning of green building design and analysisof its effectiveness and improve the external effects of green building measures. But how does the future design of green buildings need a degree in practice we try to figure out, I believe that green building will become the future construction of a trend.译文:博士生论坛国家期刊出版和指导博士生研究第7卷，第1号，2010绿色建筑Priscilla D. Johnson博士生教育领导Whitlowe R.绿色教育学院普雷里维尤A,M大学普雷里维尤，德州William Allan Kritsonis博士——教授和教师导师博士课程教育领导Whitlowe R.绿色教育学院普雷里维尤A,M大学会员德克萨斯州A,M大学普雷里维尤，德州荣誉殿堂(2008)威廉H. Parker的领导学院，研究生院普雷里维尤A,M大学会员德克萨斯州A,M大学普雷里维尤，德州客座讲师(2005年)牛津圆桌会议牛津大学英国牛津杰出校友(2004)教育学院及专业课程中央华盛顿大学埃伦斯堡，华盛顿摘要:绿色建筑是指尽力最大限度地节约资源(能源、土地、水、木)、保护环境,减少污染在它的生命周期。

建筑设计中英文对照外文翻译文献

建筑设计中英文对照外文翻译文献

建筑设计中英文对照外文翻译文献On the other hand, there is a significant amount ofliterature in the field of architecture design that is writtenin foreign languages. While it may not be as readily accessible for non-native speakers, there are many benefits to exploring literature in other languages. For example, architects who are fluent in multiple languages can have a broader understanding of different cultural approaches to architecture. By reading literature in foreign languages, architects can gain insights into design concepts and practices that may not be covered in English-language sources. This can lead to a more diverse and innovative approach to design.However, one challenge with accessing literature in foreign languages is the accuracy of translations. Architecture is a technical field with specific terminology, and it is important to ensure that translations accurately convey the intended meaning. In some cases, the translation of technical terms and concepts may not accurately convey their full meaning, which can lead to misunderstandings or confusion. Architects who rely on translated literature should be cautious and ensure they verify the accuracy of the translations with experts in the field.Despite these challenges, it is essential for architects to explore literature in multiple languages to stay informed and to gain a global perspective on architecture design. By consideringboth English and foreign language translated literature, architects can access a wider range of resources and insights. Additionally, architects should consider collaborating with colleagues who are fluent in different languages to ensure accurate translation and interpretation of foreign language sources.In conclusion, architecture design is a field that benefits from accessing literature in multiple languages. English provides a wealth of resources and is the global language of academia. However, architects who can access and read literature in foreign languages can gain new perspectives and insights into different cultural approaches to design. While caution should be taken to verify the accuracy of translations, architects should explore literature in multiple languages to broaden their understanding and enhance their creative problem-solving skills.。

建筑设计外文翻译文献

建筑设计外文翻译文献

建筑设计外文翻译文献(文档含中英文对照即英文原文和中文翻译)外文：Structural Design of Reinforced Concrete Sloping Roof Abstract: This paper point out common mistakes and problems in actual engineering design according immediately poured reinforced concrete sloping roof especially common residential structure.It brings out layout and design concept use folded plate and arch shell structure in order to reduction or elimination beam and column Layout to reduce costs and expand use function for user of garret . The paper also discussed the need to open the roof holes, windows, and with other design with complex forms . The corresponding simple approximate calculation method and the structure treatment also described in this paper.Keywords : sloping roof;folded plate; along plane load;vertical plane load1. IntroductionIn recent years, reinforced concrete slope of the roof has been very common seen, the correct method of it’s design need establish urgently It’s target is to abolish or reduce the roof beams and columns, to obtain big room and make the roof plate "clean ". This not only benefits tructure specialty itself but also to the design of the building professionals to develop new field, and ultimately to allow users, property developers benefited,and so it has far-reaching significance.In the common practice engineering practice, a designer in the calculation of the mechanical model often referred sloping roof as vertical sloping roof under the projection plane Beam, or take level ridge, ramps ridge contour as a framework and increase unnecessary beam and tilt column . In fact ,the stress is similar between General square planar housing, double slope, multi-slope roof and arch, shell.Ping and oblique ridge are folded plate like “A”, whether layout beams and columns, its ridge line of the deformation pattern is different from the framework fundamentally. All these method will make the difference between calculation results and real internal structure force. During the construction process, housing backbone, plate bias department template has complex shapes, multi-angle bars overlap, installation and casting is very difficult. These projects are common in construction and is a typical superfluous. Some scholars use the elastic shell theory to analyze folded plate roof、internal force and deformation, reveals the vertical loads law of surrounding the base is neither level rise nor the vertical displacement which to some extent reflects the humps and shell’s features .But assume that boundary conditions which is very different from general engineering actual situation and covered the eaves of a vertical cross-settlement and bottom edge under the fundamental characteristics of rally, so it is not for general engineering design .2. Outlines of MethodsFor most frequently span, the way to cancel the backbone of housing, didn’t add axillary often. But in the periphery under the eaves to the framework need established grid-beam or beams over windows. For long rectangular planar multi-room, multi-column, building professionals in a horizontal layout of the partition wall between each pair of columns and the direction set deep into the same thickness width have possession of a gathering of the rafah beam profiles . Pull beam above has a two-slope roof plate affixed sloping beams expect smaller span. For residential,if it has no needs according construction professional, we will be able to achieve within the household no ceiling beams exposed, see figure 1. Similar lattice theory, this approach emphasizes the use of axial force component effe ct, But is different with the truss because it’s load distribution along the bar not only single but also along the axis of the plate. Generally each plate has force characteristics of folded plate, for bear gravity at the roof, wind, earthquake loads, caused the plate along with the internal force components, each plate is equivalent to strengthen the thin flange beams .Among vertical bearing , it is thin-walled beams anti-edge horizontal component to balance Wang thrust formed by arch shell effect. When plates bear the the vertical component load, each plate is equivalent to a solid edge embedded multilateral bearing plates .The design feature of this method is establish and perfect the sloping roof of the arch, folded plate system Consciously, at top of the roof, using a minimal level of rafah balance beam ramp at the level of thrust.It’s calculation methods can be divided into hand algorithm and computer paper, this paper focus on the hand algorithm.Hand algorithm take the single-slope plate of sloping roof plate as slider , through approximate overall analysis, Simplified boundary conditions of determine plate,solving load effect along level and vertical plane, Internal forces of various linear superposition under the condition of assumption of normal straight, testing stability and integrated reinforcement. The method pursuit of operational, use general engineer familiar calculation steps to address more complex issues.This method is suitable for the framework structure, little modifications also apply to masonrystructure or Frame-wall structure. General arch structure have good anti-seismic performance, if designed properly, the sloping roof will also do so. In this paper the pseudo-static is used to analysis earthquake effects.3. Analysis and Design for Along Plane Effect of LoadsFirst regard to cross profile of figure 1,we analysis equal width rectangular parts of long trapezoidal panels 1、2. as for approximate calculation,it is take plane loads along plane as a constant just like four rectangular plate can be simplified to one-way slab,we take along to long unit width narrow structure as analysis object ,take hinged arch model shown in figure 2.图2a图3a图2b图3b图2c图3cIn Figure 2 the right supports vertical linkage representatives roof beams supporting role, ramps connecting rod on behalf of the board itself thin beam reaction effect which is virtual and approximate equivalent. We would like to calculate two anti-bearing.Because the total pressure of physical project through two plate roof beams and transfer to the ends column, So Anti two numerical difference can be seen as two plates bear along with the plane load and roof beams bear the vertical load pressure. Two Anti power link expressions in Various conditions were given as follows, because the model take units width,so the results is line averageload distribution except it has Focus quality in house.They are bouth represent by N , English leftover subscript s, b, represent the plane along the roof panels and vertical role in the roof beam, g, w, e,represent gravity, air pressure and the level of earthquake separately. d, c, represent distribution of concentrated load or effect separately, In the formula h is thicness of every plate,g is gravitation acceleration, a is roof for the horizontal seismic acceleration value formula, Wk represent the standard value Pressure.m with number footnotesrepresent every numbered ramp the quality distribution per unit area ,m with english footnotes represent quality of per location.as to two symmetrical slopes, the formula can be more concise.Figure 2a represent situation of vertical gravity load ,these formulas as follows:()()'''111100110cos cos 38cos cos cos cos L AL L m L AL N l h l h l m ωαβμααββ-=++ ()()()()'10000000101'100000cos cos 2cos cos 8sin cos 8sin cos cos 8sin cos cos cos l l l l l h m m s h N l l h h l h l μαβωααηαβωμβββαββααβ++-=--++()()()()101101110100001012111cos 2cos cos 2L L L L L L L m LL L L mLL L L L L L N h B hL hL LIμξβαβ⎡⎤⎛⎫⎛⎫⎛⎫--+-+--+⎢⎥ ⎪ ⎪ ⎪⎝⎭⎝⎭⎝⎭⎣⎦=++()()()()()001001110011200101021000110111121cos sin 2sin 2sin cos cos A L h L m LL L L mL L m a L L L L h h L m l m N L L L Ah L L k B h L h L δδββββαβ⎛⎫⎛⎫⎡⎤⎛⎫-+-+--+ ⎪ ⎪ ⎪⎢⎥+⎝⎭⎝⎭⎝⎭⎣⎦=+---++Figure 2b represent situation of bear wind load, these formulas as follows:()()222211122111cos cos cos 8cos cos cos cos wkL h L L S li N a L h h b ωαωββαβα-=++ ()()()()22222001111222212110cos cos cos 11cos cos cos cos sin 5cos sin cos cos sin cos k K L h l w L w w h w h m L N l l AL h L a h L αωαβαβλαβααββββαββ⎡⎤-⎡⎤+⎢⎥=+++-+⎢⎥++⎢⎥⎣⎦⎣⎦Figure 2c represent situation of role of level earthquake, these formulas as follows:()()2222210011022001sin cos sin cos 3sin cos cos cos cos cos a a L h l L L N L h l hl αμβαωαβωβδαβαβδβ+=--+ ()()()()222221011120322222102101sin cos sin cos sin sin sin 3cos 2ln cos 5ln cos cos cos cos a l h m l m L m m m N n s l l l g h l h l δβααβαββββαβαβαβ++=++++ ()()()0010011012110121000111sin cos 2cos 2cos cos cos a a L L m L L L n L L L L L nh L N L l h l h l ββαβαβ⎡⎤⎛⎫⎛⎫-+-+⎢⎥ ⎪ ⎪⎝⎭⎝⎭⎢⎥=+⎢⎥+⎢⎥⎢⎥⎣⎦ ()00000201sin 2cos a a L m L L L h L l θβα⎡⎤⎛⎫-+-⎢⎥ ⎪⎝⎭⎣⎦+()()()2000010121001sin sin cos sin cos sin cos cos 2sin cos a e L m L L L h L m m N l l h βααβαββαβββ⎡⎤⎛⎫-+-⎢⎥ ⎪+⎝⎭⎣⎦=-+ ()()()001001001221111221001sin 1sin cos 2cos 2cos cos cos sin a a L L L L L L m L L L L L h L h l L h l h ωαββαβαββ⎡⎤⎛⎫⎛⎫-+-+⎢⎥ ⎪ ⎪⎝⎭⎝⎭⎢⎥-+⎢⎥+⎢⎥⎢⎥⎣⎦ When vertical seismic calculation required by Seismic Design ParametersIt’s calculate formula generally similar as formula 1 to 4 which only need take gravity g asvertical seismic acceleration a. Above formulas apply to right bearings in figure 2 and also to left when exchange data of two plate.As end triangle of Multi-slope roof ,for simplify and approximate calculation need, we assume two lines distribution load only produced by roof board of several load, effect.now II-II cross-section from figure is took to analysis Long trapezoidal plate two’s end triangle, assuming the structure symmetry approximately, take half of structure to establish model (figure 3). Because linked with the end triangular plate-3 plane has great lateral stiffness ,therefore assume the model leftist stronghold along the central component around which can not be shifted direction. Central Plate vertical stiffness small, in general gravity load of roughly symmetric midpoint only next movement happened possible, Therefore, the model used parallel two-link connection. Wind loading, and the general role of the earthquake in two slope was roughly antisymmetric,so plate model in the central use fixed hinge bearings which allow rotation and transtlateral force to plate 3near the plate beam. Under plate two triangular area is eaves of vertical beams and plates itself along with plane load distribution is functionshown in Figure 1 take the variable x as an argument,assume the distance from position of section II to end part is x 0s so the slope level length is y 0=x 0L 2/L 3,formula 11 to 14 is the value of Vertical triangle of gravity along the x direction arbitrary location of the two load distribution ,where h 3 is Slitting vertical thickness of plate 3.()22001cos 212cos e a a mkxL h x N L sh v l x ββ⎡⎤=-⎢⎥+-⎢⎥⎣⎦ ()211121001sin cos 212cos m kvL h x N l xh x L V βββ⎡⎤=+⎢⎥+-⎢⎥⎣⎦ ()22000002221100max 1123cos L La h L L L L N VL h h l a V L L αγβ⎡⎤⎛⎫=---⎢⎥ ⎪+-⎢⎥⎝⎭⎣⎦ ()22201000112222201001ln 23cos a L L h l L L L n V s xl h v h L x x l L ββ⎡⎤⎛⎫=+-⎢⎥ ⎪+-⎢⎥⎝⎭⎣⎦ As wind load and earthquake effect, sketch could use approximate figure 3b 、3c and use method of structural mechanics to solve But the process is cumbersome and reasonable extent is limited .the wind and earthquake effect is not important compare with the load effect. Moreover,the triangle area is small As approximate calculation, such direct-use rectangular plate slope calculation is more convenient and not obvious waste. The method of solve two load distribution of plate three is same as the solution of Long trapezoidal plate area just make the change of x and y、L2 and L3 in figure 1.The actual profile is part III-III shown in figure 1A B C图4a图4b BDFigure 4 is vertical launch plan and bear load portfolio value of roof ramp shown in Figure 1 to analysis inclined plate and the internal forces of the anti-bearing column . in the figure hypotenuse is oblique roof equal to strengthen frame, Similar wind ramp truss rod and the next edge portfolio, could form the dark truss system ,while long rectangular plate can be seen as part of thin-walled beams, which could also be seen as truss. Therefore, we called roof boarding the plane formed a "thin-walled beam-truss" system, in concrete theory, between the truss and the b eam have no natural divide . it’s no need hand count accurate internal forces and bearing force to such a joint system, Because on the one hand span more, big bending stiffness structure sensitive to the bearing uneven subsidence and have to stay safe reserves; on the other hand it has high cross-section, by increasing reinforced to increase capacity on the cost impact is not significant. Specific algorithm is: Single-ramp calculate by simple cradle, Multi-Span ramp’s bending moment, shear, and supporting anti-edge use the calculate value by the possible maximum numerical control methods, Moment is calculate by simple cradle two sides of supports middle Shear, negative moment and support force calculate according to bearing this continuous, two-hinged, about two span take the largest one. Pin-Pin bearing shear force that is supported by the inter-simple calculate according to simple cradle. But in this method the location of the various internal force’s safety level is uneven expansion, appropriate adjustmen t should be made is late calculation. No mater f the triangular or rectangular part of plate, Thin-plane bending rebar can get by method of moment right boards from the bottom point for the moment distance whichassigned to the eaves or roof. The author believe it has no necessary control number of reinforcement according to smallest beams reinforced rate. On the rim of triangle equivalent to ramp strut can shear entirety. when consider the end is weak can properly reinforced its roof beam below the reinforcement. If shear required stirrup in the rectangular part of thin-walled, should superposition to the beam, generally it’s no need to intentionally imaginary abdominal strengthening reinforcement at rod position.4. Calculation and Design of Pull Beam and Roof BeamsBy column in figure 1 marked calculated value of supporting force and their level of vertical component, horizontal component of the total force multiplied by the cosine of angle. Take column A as example, the first footnotes in R A2 is column number, the first footnotes represent the force generated by the panel two. Their horizontal component balanced by triangle three under the eaves of beams. horizontal component of intermediate support reaction is balanced by the two-level pull beam in deep direction. Then pull beam and above the sloping beams constitutes steel Arch. Because of the existence of antisymmetric load, bilateral role in the anti-power-level components may be inconsistent and pull beam should take the average lag. consider the support impact of uneven settlement, the level pull beam design should take bigger value.Roof beams general under four internal forces: First of the above is levels Rally, The second is axial force generated when oblique roofing in the flange plate plane bending. The third is the vertical load to bear as the roof slab edge beams under bending moment, shear ,like board supported by multi-faceted, Actual force is smaller than bear calculated by one-way plate N b,Fourth is the effect of lateral framework of internal forces .it should linear superposition ,Composite Reinforced, in the situation of weight Load, span and the small dip, checking computations should be took for tension beams cracking, appropriate intensify the section, with fine steel, including the side beams of steel beams rafah terminal should take two meander anchorage,just like letter L With ng as 10d long bends, meander 135 degrees angle and put pull beam intersection with the vertical reinforcement column touting the Meander overcast horn.This paper take model in figure 1 as example, ignore tigers window , 4 sloping roof are 35 o angle, the length of roof slab dimensions are shown in figure 4. Plate unit area quality is 350kg/m2,Overhaul live load is 0.50 kN/m2, Pressure standard of windward side is 0.21 kN/m2, Leeward face is -0.45 kN/m2, Design value of roof horizontal seismic acceleration is 0.1g, Calculate the bearing capacity limit by standardizing, Considered separately with and without seismic load effect of the combination basic design value,we use combination of without earthquake force through compare，Load calculation and analysis results of every position shown in table 1:5. Analysis and Design for Roof of the Vertical Loads Under Sloping RoofSlabs as a Multilateral Support PlateFolded plate structure has character of “unified of borad and frame”: General intersection of each pair of ramps are for mutual support, both sides of the transition line’ plate can be counted dogleg small rotation and transmission, distribution Moment.Under load control which is the role of gravity the two sloping geometry load roughly symmetrical occasions, there is no corner at symmetry capital turning point, Approximate seen as the plate embedded solid edge.if take out a distance by plate of eaves, plate of inside ridge also formation to negative moment,and long roof slabs in the plate sloping beams department and neighbor plate linked together, these all can be approximated as embedded-plate edge to process.For antisymmetric load like horizontal seismic load,the Ping roof should be treated as shear,but it is not control load usually. Plate final design moment value is the status of various unfavorable combination of linear superposition, from the cross-sectional direction plate reinforced by the columns, Reference, balance the require of concrete deep beams of tectonic, upper plate for Moment of negative reinforcement should be reinforced at all or an entire cross-leader, as they also serve as a deep beam distribution lumbartendons or stirrup. plate in the bottom vertical with reinforcement eaves, Negative reinforcementin accordance with their respective calcualte requirements,and it is different after superpositionstirrups requirementBoth sides of "stirrup" in this situation cann’t linked at awnings edge follow shape “U”, can bebent to shape "L" follow upper and down direction,legnth of packs could equal to thickness ofplate.It should enhenced at the node of ramp at the intersection appropriately. It recommended thatuse swagger tectonic shown as in Figure 5 considing simple structure without axillary at thesituation of Cloudy angle without pull. To ensure all reinforced Installing accuracy, Few of therhombus with the supports and rebar stirrups could be added to formed positioning Skeleton atstrengthening reinforced department in the figure, Let two later installed sloping steel plate tie toits lashing,designers should use a three-dimensional geometric method to accurately calculate thediamond stirrups limb edge length and Forming a swagger construction plans6. Calculating and processing of open window and hole in sloping roofAssume the plate in figure 6 has a big hole whose wideth is b ,height is h 0 ,assuming that tungcenter along with the plane bending moment, shear, respectively are M and V through overall calculation, use vierendeel calculation method get about middle cave:1XO MM T τ= 2NR MM T τ=3113312h V V h h =+ 0XO NR M M M V h --= Where I 1、I 2 、I respectively represent upp er and down plate limb’s Section moment of inertia anddouble limbs section moment of inertia.while Edge Moment by hole is:1113I M V b M α=+ 2212I M V b M μ=+not very big by the hole, close to the neutral axis in most cases overall, under the no-hole design of the reinforced the opening hole after the plane can meet the demands by calculation,under the no-hole design of the reinforced the opening hole after the plane can meet the demands by calculation.General tiger win dow’s form prominent roof Facade which a hole had opened up and the other faces a concrete slab closed.when analysis of vertical slab roof slab surface loads ,compare with without windows and roof slabs hole window sheet increased load. profiles of window’s folded plate form make it reduce the bending stiffness compare with without hole roof board, But with the profile hole edge which parallel to the vertical plate is a partial increase in bending stiffness. In the absence of the vertical plate window subordinate legislation should have upturns beam to increase stiffness of the surrounding caves near.in this way i can temporarily ignore the plate stiffness variation acording to the actual load, size and boundary conditions by entities plate to calculate psitive and negative moment and further processing nodes.it should point out that theRoof ramp layout hole edge ideal location is near the plate-bending line, especially in the open side of the window because it was cut down byvertical transmission line of the moment. If the roof slab roof beams department no outward roof then the actual plate-bending force on the line near the roof beam reversed also true, Because of this architects should strive for when determine oosition of tiger position take appropriate care.When pin tung far away from line-bending window wall and roofing in the intersection must bear folded plate and transmission moment, but compare with plate without hole its capacity is weaken surely,and it’s node turn into weak parts. To fill thy judgment and calculation errorstwo panels can be double reinforcement. When the hole is less than line-bending scope should increase negative reinforcement around to keep overall security plate bearing capacity. To ensure steel plate in place accuratly,also should use positioning stirrups and longitudinal reinforcement constitute skeleton similar as figure 5. Hoop end within vertical bars should be strengthen steel and end cave corner should be harvested more than one anchor length to make sure that bottom of the cave 4 tensile stress concentration.7. Stabilize Roof SlopeIn China's V-shaped folded plate structure design norms,the method prevent both sides of theflanges at local instability is limit its generous ratio,This requirement come from the use of isotropic plate buckling theory analysis. In research the flanges outside instability in critical state, the boundary conditions of winglets suppose as freedom outside, fixed interior, pre - and post-hinged on both sides,the situation plates subjected to the bending stress to solve width and height ratio corresponding with the critical pressure compressive stress. When the grade of concreteIs C30,the limit of width and height(b/t)ratio is 47, take 35 as stress non-normative value. Concrete elastic modulus and strength levels is not a linear relationship if use high-strength concrete other study should be taken. In the actual slope roof only a long row to the middle plate bearing plate outside may receive pressure. And here is just the pouringplate affixed roof sloping beams and horizontal pull beam cast together.Have no possible of rollover and foreign rising displacement. norms limited of folded plate span is 21m. roof below and the vertical column spacing generally much smaller it. And the board which into one with roof beams changed boundary conditions of plate, anti-great instability role also very big. For other locations ramp vertical compression edge May also set up the appropriate plate edge beams all these method will receive beyond the norms of redundant safety. Taking into account the plate shear plane, while the vertical direction of the load caused the exit plane effects, Therefore, the grasp of security of caution should cautious. This paper proposed ramp thickness not less than to the short span of 1 / 35 which also conform to design experience of generally confined SLABS, Concrete should graded between C25 and C35 while Steel should I or class II.puter Calculation Method of Local Sloping Roof Structure andOverall ICC of Overall StructureAny calculate software with inclined plate shell modules and the modules bar structural finite element can calculation of competent sloping roof. Shell element of each node have 3 membrane freedom and three panels freedom and can analysis the plane board and internal forces Of out-of-plane effects. However, the current prevalence of certain spatial structure finite element computer program which although have shell model but some are not inclined plate, some not right at the same plane, the stress state and foreign integrated reinforcement are not perfect. Withstructures becoming more diverse, complex and ramp space problems often encountered. Such software should expand its pre - and post-processing functions for conversion of shell element stiffness matrix and loading vector in the direction of freedom and further analysis of ramp space, the space of concrete against stress integrated reinforcement. In a fundamental sense manual method and the finite element method are interchangeable but the result may be very different. As long as layout roof component as this concept,then use the software to calculate can fast, precise, to achieve this goal of this paper.From the eaves to the roof elevation areas, the whole roof of anti-lateral stiffness lower than mutation, quality small than lower,this could not easy to simulate in calculation of whole housing. At the top construction of the seismic as higher-mode response which is also whiplash effect, the earthquake-lateral force may be abnormal and have effect on under layers. Therefore, in the partial hand count roof occasions when take ICC analysis to the overall structure, it proposed roof layer use model of tilt rod ramp support to reduce effect on the overall results distortion.If use software with function of space ramp handling and sloping roof modeling with shell element,all will be wrapped from top to bottom. Top results can be directly used and the distortion of the overall impact would cease to exist.10. Conclusion1）Concrete ramps, side beams in different directions superposition of internal forces, reinforced and ramp stability, the hole limits all to be do in-depth study related this research. Similar typical problems are top floor of structural transformation layer and box-type base box side wall all their research results can be used to adopt.It’s a important method do observation on project; finite element analysis ICC will be more economical, practical and popular. Currently existing completed sloping roof no matter the subjective designers use what kind of assumptions and analysis and whether reinforcement is reasonable as long as the overall structure of the objective reality, create a space folded plate and the arch system that their current work state can be used to summarize and draw upon.2）This structure forms make a new world of design concept of use the top floor and impact on people's living habits.The economic, social benefits it taked will gradually revealed,however it need interaction of architectural and structural professionals and People’s awareness andinformation and even real estate management policies and other support aspects.This method is hard for structure professional,some specific details have no norms to follow at present. This is the challenges sructure staff faced and also the happy exist.references[1]Francis D.K.Ching A Visual Dictionary of Architecture, International Thomson Publishing Inc. 1997.[2]Jiang Fengqing :internal forces of Simply supported two-way pack square plate, Civil Engineering Journal,1982(2)[3]Lai Mingyuan.Zhang Guxin:Deflection and internal forces of Simple peripheral portfolio folded plate roof, Civil Engineering Journal,1992(2)[4] ]Lai Mingyuan: Deflection and internal forces of Simple flattened four folded plate roof slope, Civil Engineering Journal, 1995(1)[5]Li Kaixi.Cui Jia:Local Stability About Yan Beam, Building Structures ,1996(1) [6]user manuals and technical conditions of Multi-storey high-rise building and the space finite element structural analysis and design software SATWE, PKPM CAD department of China Building Research Academy[7]Chen Xinghui.Lin Yuankun: Several calculation problems in the design of V-folded plate roof , Scientific publishing house,1985[8]current building structure norms, China Construction Industry Press,2002译文：钢筋混凝土坡屋顶的结构设计简介：本文对于现浇钢筋混凝土坡屋顶，尤其是常见的住宅结构，指出实际工程中常见的设计错误及问题。

(完整版)建筑学本科外文翻译毕业设计论文

(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。

2011-12-2东大毕业设计优秀外文译文---副本

2011-12-2东大毕业设计优秀外文译文---副本

2011-12-2东大毕业设计优秀外文译文---副本东南大学成贤学院毕业设计（论文）译文建筑与艺术系环境艺术设计专业学生姓名学号 05107205起讫日期 2011.4 --- 2011.5设计地点指导教师环境艺术环境艺术是一个新的，多学科的课题，涉及艺术，城市设计，建筑，园林，雕塑，工业设计，壁画和旅游等与植物，水，石，金属及照明应用，由于环境艺术设计的特定的文化和历史的地方特色，创造出一个更加丰富多彩，多种多样的艺术生活空间。

在中国环境艺术的出现有其特殊的内涵。

中国环境艺术不仅局限在环境设计在建筑整体感上的概念，并且与“环境艺术”在西方的定义有所不同。

一般来说，中国环境艺术蕴涵强烈的生活气息，并强调实际应用。

现代环境艺术的概念在中国最早出现在80年代中期。

因此，环境艺术部门分别设立一所大学的艺术和建筑相当多，一些城市也开始附着在市政设计和价值观上开始重视环境艺术的地位。

经过多次讨论后，人们开始为环境艺术不断提高价值。

只有这样，我们生活的环境才能得到保护，改善或与公众的广泛参与和创建。

著名建筑师陈志华教授认为，环境艺术不应该只是局限在极少数隆重场合这一限制，而应充满我们日常生活的每一个角落。

环境艺潢等等。

尽管叫法很多，但其内涵相同，都是指围绕建筑所进行的设计和装饰活动。

要说有区别的话，那就是室内装修和室外装修的区别。

由此我们可以看出，室内设计的叫法也很不妥，其限定性概念显然是将室外装饰设计排斥在外，致使围绕建筑外立面和小环境的装饰设计，出现建筑、室内、园林、景观等各设计施工行业竟相插足的现象。

另一方面，环境艺术设计就其狭义（围绕建筑的室内外设计）上讲，叫法也算贴切。

但其广义的概念和范围就不得了了，环境艺术几乎涵盖了地球表面的所有地面环境和与美化装饰有关的所有设计领域。

环境科学针对全球关注的环境问题和热点，以及我们所面临的重大环境问题，重点开展水-土环境、大气环境（室内空气）、噪声及电磁污染等控制技术和对策研究，同时开展环境信息系统、城市环境规划管理等研究。

建筑学外文翻译

建筑学外文翻译

建筑学外文翻译沈阳工业大学本科生外文翻译中文书名: 泛光灯文化建筑外文书名:Omni Culture学院: 建筑工程学院专业班级: 建筑学0702 学生姓名: 侯文锋指导教师: 徐博2011年 04月15日外文翻译原文Opera House,OLSOSnohetta/kjetil traedal thorsen,craig dykersThe Opera House, which is the largest cultural building to be raised in Norway since Nidarosdomen, shall be an important symbol of what modern Norway represents as a nation, and express the role opera and ballet shall have in society.The construction of the new Opera House is the largest singleculture-political initative in contemporary Norway. The base area of the Opera House is the same as the total area covered by four international standard football fields. The building has 1,100 rooms grouped in a number of sections.Front of Opera HouseThe public areas are located in the building`s western section, with access from the area nearby the city`s central train station. These include the main foyer, a large performance auditorium with 1,350 seatsand a small auditorium with 400seats.The large auditorium is designed in `classical` from with a horseshoe type plan and a high ceiling height, providing natural acoustics and good sight lines to the stage. Inaddition to the main stage there is also an under stage complete with elevator, side stages, back stages and a back side stage that can be used as a choir rehearsal room accessible to the public. The small auditorium considerable flexibility, not only for the stage arrangements but also for the seating areas and acoustics. The foyer arrangements but also for the seating areas and acoustics. The foyer is a grand, open room with a variety of lighting conditions and views to the surroundings. This space is characterized by it`s simple use of materials and minimal details. a tall undulating wall formed the separation between foyer and auditoriums. Between reality and fiction. In addition the foyer will contain rest areas, a coatroom, cafe, bars and a restaurant.Rear of Opera HouseThese are the production areas of the building. Here one can findall the workshops, storage areas, rehearsal rooms, changing rooms, offices, and every facility necessary to produce an opera or ballet. Here the building has 4 floors and a basement. The production areas are flexible and robust, able to accept changes over time. The architecture and the use of materials are functionally appropriate, the exteriorfaçade is composed of metal panels.Roof gardenThe roofscape describes the building`s monumental character. The horizontal and sloping plane of the roof provides the opera with an unusually dramatic expression, quite different from the surrounding buildings Its openness and accessibility willallow for a wide range of visitors to traverse its many terraces. The roofscape will be open to the public, it`s clad in white stone, and it`s details will provide a holistic and symbolic character to the building while also allowing for a variety of experiences as one moves past it.Valencia Opera HouseSantiago Calatrava S.A. / Santiago CalatravaThe people of Valencia have traditionally shared a deep love of music. The region is sometimes known as the `Land of 1,000 Bands` since every village and town has its musical association. In fact Volencia, called the `City of Music`, has two, which are respected throughout the world. The project of creating the Valencia Opera House is therefore highly significant-because of the role that music plays in the life of the region, and because of the role that the building plays in the physical evolution of the city.The Valencia Opera House was the first major element in the City of Arts and Sciences, and when it is completed, in 2006, it will be the last. It was the first, because my involvement with this great development began in 1991, when I won a competition to design astructure where the Opera House now stands. It will be the last, becausethe original commission was not for a cultural building but for a telecommunications tower. It was in 1996 that the Valencian government altered the programfor the City of Arts and Sciences. That was when a magical transformation took place on the original site, as the planned telecommunications towe was changed into a proposed opera house.So the plan for the entire sequence of buildings, strung from westto east along the dry bed of the Turia River, began from this one site and has returned to it. The Planetrarium / IMAX Therater (Hemispheric Theater) was completed in 1996 ; the Principe Felipe Science Museum in 2000. Now, in 2006, we come back to the westernmost part of the project area, to celebrate the first concert in the Valencia Opera House.Looking back, I feel as if the deeper meaning of the Valencia Opera House may be bound up with this project history, with its themes of trans-formation and recurrence. As a grand urban intervention, intened to link two areas that had been separated geographically, socially and economically, the City of Arts and Sciences both changes Valencia and returns it to a condition of wholeness. The means we have used -engineering and construction- have been technical, as symbolized perhaps by the telecommunications tower. But the place at which we arrive is artisitic : the Opera House.As a native of Valencia, who was formed by this city and who is attached to it deeply, I feel both proud and humble to have played arole in this process of change and reunion. It is very moving to me that this story should culminate as it does, not with a burst of microwavesbeing emitted from a tower, but with our citizens gathering together in a new puclic space, to be surrounded with the music they love.汉语译文奥斯陆歌剧院,斯诺赫塔事务所 / 谢蒂尔.索森, 克雷格戴克斯奥斯陆歌剧院,这是挪威的最大的文化建筑,是作为挪威国家的现代化的一个重要标志和代表,展现了歌剧和芭蕾舞对社会的作用。

建筑学毕业设计英文翻译

建筑学毕业设计英文翻译

建筑学毕业设计英文翻译Graduation Design of ArchitectureIntroductionThe key focus of the graduation design project is urban renewal, and the project site is located in a rundown area of the city center. The overall goal of the project is to provide a comprehensive plan for the urban renewal of this area, which is currently occupied by old and deteriorating buildings, and to create a vibrant and sustainable neighborhood.Research BackgroundUrban renewal is an ongoing challenge for many cities around the world, with a significant proportion of city centers struggling with abandoned and aging buildings. This not only results in negative visual impacts but also poses potential safety and health risks to residents. Furthermore, such areas are often perceived as unsafe, deterring investors from establishing businesses in the neighborhood. Thus, urban renewal projects are perceived not only as social projects but also as an economic tool to attract enterprises and create jobs.Design ApproachIn addressing the urban renewal challenge, the graduation design project adopts a multidisciplinary approach, which combines architecture, sustainability, and urban planning principles. The core idea is to revitalize the area and provide a multifunctional and harmonious living and working environment for residents and businesses.Design ProposalThe proposed urban renewal comprises three major components: revitalization of buildings, improvement of public spaces, and promotion of sustainable strategies.Revitalization of BuildingsThe renovation of old and deteriorating buildings and the conversion of redundant buildings into new commercial, cultural, and residential spaces is one of the main objectives of the project. These buildings will be transformed into modern, energy-efficient, and trendy spaces. The overall aim is to bring a fresh and exciting look to the area, which will enhance the liveability and attractiveness of the neighborhood.Improvement of Public SpacesPublic spaces are vital in creating a sense of community, socializing, and promoting physical activity. The project will include the creation of new parks, squares, and green spaces, which are designed to provide a balanced mix of recreational and functional spaces. This approach will encourage social interaction and physical activity while providing a safe environment for children to play.Promotion of Sustainable StrategiesSustainability is a critical aspect of the project. The proposals will include the use of renewable energy sources, the implementation of rainwater harvesting systems, green roofs, and the recycling of waste materials. These strategies are expected to contribute to the reduction of the neighborhood's carbon footprint, increasing the ecological value of the urban environment, and promoting social responsibility.ConclusionThe proposed urban renewal design for the project site addresses the challenges of a deteriorating urban center while ensuring social, economic, and environmental sustainability. This design proposal provides a comprehensive and holistic solution to urban renewal, creating a vibrant, functional, and sustainable neighborhood.。

建筑设计毕业论文中英文资料外文翻译文献

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。

建筑工程技术专业毕业作业范文

建筑工程技术专业毕业作业范文

建筑工程技术专业毕业作业范文（中英文实用版）Title: Example of Graduation Project for Architectural Engineering Technology MajorThe graduation project is an essential part of the Architectural Engineering Technology program.It serves as a platform for students to demonstrate their understanding and application of the knowledge and skills acquired throughout their studies.This example of a graduation project provides a comprehensive guide for students to develop their own projects.毕业设计是建筑工程技术专业学生展示自己对这个专业知识和技能掌握及运用的重要环节。

本文将提供一份建筑工程技术专业毕业设计的范例，供学生参考。

In this example, a student has chosen to focus on the design and implementation of a sustainable building.The project begins with a thorough analysis of the site, taking into consideration factors such as climate, topography, and surrounding environment.This analysis helps to inform the design decisions for the building, ensuring that it is well-suited to its location.在这个范例中，学生选择以设计并实施一个可持续建筑作为毕业设计主题。

建筑学毕业设计外文翻译

建筑学毕业设计外文翻译

本科生毕业设计外文资料翻译专业建筑学班级092班姓名XXX指导教师XXX所在学院XXX附件 1.外文资料翻译译文；2.外文原文学校建筑规划设计漫谈在校园内的功能和各种需求亦趋向于多元化，在规划、设计中必须要找出一种合适的方法来适应、符合现在及未来的世界潮流需要。

1、学校的功能和秩序学校特别是高等学校的功能相对来说是比较复杂的，在规划设计中要充分考虑到学校中的功能分区和教学的秩序，才能做到有合理的设计和良好的规划。

教学区是校园的核心，是校园建设中的最关键的部分。

学校中的一切其它功能均是围绕其进行的。

教学区的布局主要有组团式与网络式两种主要设计方法。

组团式便于院系相对独立地组织教学活动与进行管理，更能适应建校周期较长而分期施工的现实。

“院落”是是中国传统的建筑布局形式，由建筑所围成的庭院形成社交性的公共空间，也有利于学校中的交流。

网络式的发展规划有利于不同的科系在今后的发展中专业更新与规模调整，并可灵活调节教学用房的使用性质，因此被现代的新型校园规划布局所偏爱，它利于目前国内的大学院校、院系合并和学科调整的教学改革大趋势。

学生宿舍生活区是大学校园内又一个重要的组成部分，无论改革后学生生活区社会化管理落实的力度有多大，还是由于扩招形式的“不是数着床板招生”的局面到何种程度，在目前的实际情况下，新建的大学校园仍然需要规划好学生生活区的建设。

当然要充分考虑到如何便于社会化的管理，有利于形成独立的管理系统，为以后的发展留有可能性。

2、学校的交通组织高等学校交通组织中，首要的是要体现以人为本的思想。

根据教师、学生的心理及行为方式研究各种道路组织、形态和层次，创造一个满足校园使用者的物质和精神上要求的校园环境。

现代校园要求建筑物之间能联络方便、尽量通畅、便捷。

为此，各类建筑物的设计，多采用集中式的布局，建筑群体也多以成团的方式组合，尽量减少楼间的距离几交通路线。

各个相对独立的区域之间，也尽量打通分割界限，室内外都设有方便的连廊和通道，使建筑群体在整体上能联络通畅，达到提高和保证交通、交流、传递、沟通之最佳的效率。

建筑类毕业设计之--外文翻译

建筑类毕业设计之--外文翻译

译文标题东西方的会合原文标题WEST MEETS WAET作者MIES VAN DER ROHE 译名密斯·凡·德·罗国籍德国原文出处密斯·凡·德·罗导读系列日本人安藤忠雄的建筑是当代建筑神话的绝佳范例。

他的建筑和平而静谧：它们是敏感的，同时又保持着朴素的、自然的要素。

然而，恰恰又是这朴素给虚空之美赋予了生命。

只有借助超乎寻常的专注，以及与古典主义密切相联的深思熟虑的专业训练，才能创造出这样的虚空之美。

“材料、结构与设计”是一条引人实现上述美学含义的途径——在心有灵犀的宁静气氛中，这种美学含义仿佛是卓有成效，然而又出乎意料的呼唤，使得无论建筑的使用这还是旁观者，都会稍作停留并发现内在的和平，进而被吸引到世界的本质的和谐当中。

感觉自己是宇宙的一部分，是开敞空间与自由的一部分，这种东方建筑的显著特色，已经深深地融入了现代主义的核心。

关注人类思想和行为的东方文化引导我们进入冥想世界。

日本的禅宗不仅以强调朴素和自然而闻名，还以专注于沉思和日常生活的感受而著称。

有充分的理由表明，在安藤忠雄的建筑方案中蕴含的创造激情同样源于类似的精神观，并表露出一种非比寻常的敏感。

我们在密斯的作品中已经遇到了这种现象。

凭借这样的精神观，建筑就能触及到人性的根本——全部人性——并创造出一种超凡脱俗的高贵和美丽的感觉。

对于短暂的、难以存在的方式，安藤忠雄的基本观点同样与东方的思想保持一致，就如他寻觅一种几乎是抽象的，或者说至少是解放的然而又是动态的设计一般。

不过不管建筑的组织方式再怎么变化或开放，他创造的空间所特有的形式上的和美学上的协调，都反反复复提醒我们那句禅宗格言：“万物生一，一生万物”。

亭的意义无言的建筑——“无”中生“有”亭——即现代拉丁语中“papilio”，意为愉悦的帐篷——是独立的建筑物，它朝多个方向敞开，并成为约定俗成的与自然景观或园林相关的事物。

植被，蜿蜒的流水以及与之相称的围墙，是来自周围环境的美学要素，它们更衬托出亭的美。

建筑学毕业设计的外文文献及译文

建筑学毕业设计的外文文献及译文

建筑学毕业设计的外文文献及译文文献、资料题目：《Advanced Encryption Standard》文献、资料发表（出版）日期:2004.10.25系（部）：建筑工程系生：陆总LYY外文文献：Modern ArchitectureModern architecture, not to be confused with Contemporary architecture1, is a term given to a number of building styles with similar characteristics, primarily the simplification of form and the elimination of ornament. While the style was conceived early in the 20th century and heavily promoted by a few architects, architectural educators and exhibits, very few Modern buildings were built in the first half of the century. For three decades after the Second World War, however, it became the dominant architectural style for institutional and corporate building.1. OriginsSome historians see the evolution of Modern architecture as a social matter, closely tied to the project of Modernity and hence to the Enlightenment, a result of social and political revolutions.Others see Modern architecture as primarily driven by technological and engineering developments, and it is true that the availability of new building materials such as iron, steel, concrete and glass drove the invention of new building techniques as part of the Industrial Revolution. In 1796, Shrewsbury mill owner Charles Bage first used his "fireproof design, which relied on cast iron and brick with flag stone floors. Such construction greatly strengthened the structure of mills, which enabled them to accommodate much bigger machines. Due to poor knowledge of iron's properties as a construction material, a number of early mills collapsed. It was not until the early 1830s that Eaton Hodgkinson introduced the section beam, leading to widespread use of iron construction, this kind of austere industrial architecture utterly transformed the landscape of northern Britain, leading to the description, πDark satanic millsπof places like Manchester and parts of West Yorkshire. The Crystal Palace by Joseph Paxton at the Great Exhibition of 1851 was an early example of iron and glass construction; possibly the best example is the development of the tall steel skyscraper in Chicago around 1890 by William Le Baron Jenney and Louis Sullivan∙ Early structures to employ concrete as the chief means of architectural expression (rather than for purely utilitarian structure) include Frank Lloyd Wright,s Unity Temple, built in 1906 near Chicago, and Rudolf Steiner,s Second Goetheanum, built from1926 near Basel, Switzerland.Other historians regard Modernism as a matter of taste, a reaction against eclecticism and the lavish stylistic excesses of Victorian Era and Edwardian Art Nouveau.Whatever the cause, around 1900 a number of architects around the world began developing new architectural solutions to integrate traditional precedents (Gothic, for instance) with new technological possibilities- The work of Louis Sullivan and Frank Lloyd Wright in Chicago, Victor Horta in Brussels, Antoni Gaudi in Barcelona, Otto Wagner in Vienna and Charles Rennie Mackintosh in Glasgow, among many others, can be seen as a common struggle between old and new.2. Modernism as Dominant StyleBy the 1920s the most important figures in Modern architecture had established their reputations. The big three are commonly recognized as Le Corbusier in France, and Ludwig Mies van der Rohe and Walter Gropius in Germany. Mies van der Rohe and Gropius were both directors of the Bauhaus, one of a number of European schools and associations concerned with reconciling craft tradition and industrial technology.Frank Lloyd Wright r s career parallels and influences the work of the European modernists, particularly via the Wasmuth Portfolio, but he refused to be categorized with them. Wright was a major influence on both Gropius and van der Rohe, however, as well as on the whole of organic architecture.In 1932 came the important MOMA exhibition, the International Exhibition of Modem Architecture, curated by Philip Johnson. Johnson and collaborator Henry-Russell Hitchcock drew together many distinct threads and trends, identified them as stylistically similar and having a common purpose, and consolidated them into the International Style.This was an important turning point. With World War II the important figures of the Bauhaus fled to the United States, to Chicago, to the Harvard Graduate School of Design, and to Black Mountain College. While Modern architectural design never became a dominant style in single-dwelling residential buildings, in institutional and commercial architecture Modernism became the pre-eminent, and in the schools (for leaders of the profession) the only acceptable, design solution from about 1932 to about 1984.Architects who worked in the international style wanted to break with architectural tradition and design simple, unornamented buildings. The most commonly used materials are glass for the facade, steel for exterior support, and concrete for the floors and interior supports; floor plans were functional and logical. The style became most evident in the design of skyscrapers. Perhaps its most famous manifestations include the United Nations headquarters (Le Corbusier, Oscar Niemeyer, Sir Howard Robertson), the Seagram Building (Ludwig Mies van der Rohe), and Lever House (Skidmore, Owings, and Merrill), all in New York. A prominent residential example is the Lovell House (Richard Neutra) in Los Angeles.Detractors of the international style claim that its stark, uncompromisingly rectangular geometry is dehumanising. Le Corbusier once described buildings as πmachines for living,∖but people are not machines and it was suggested that they do not want to live in machines- Even Philip Johnson admitted he was πbored with the box∕,Since the early 1980s many architects have deliberately sought to move away from rectilinear designs, towards more eclectic styles. During the middle of the century, some architects began experimenting in organic forms that they felt were more human and accessible. Mid-century modernism, or organic modernism, was very popular, due to its democratic and playful nature. Alvar Aalto and Eero Saarinen were two of the most prolific architects and designers in this movement, which has influenced contemporary modernism.Although there is debate as to when and why the decline of the modern movement occurred, criticism of Modern architecture began in the 1960s on the grounds that it was universal, sterile, elitist and lacked meaning. Its approach had become ossified in a πstyleπthat threatened to degenerate into a set of mannerisms. Siegfried Giedion in the 1961 introduction to his evolving text, Space, Time and Architecture (first written in 1941), could begin ,,At the moment a certain confusion exists in contemporary architecture, as in painting; a kind of pause, even a kind of exhaustion/1At the Metropolitan Museum of Art, a 1961 symposium discussed the question πModern Architecture: Death or Metamorphosis?11In New York, the coup d r etat appeared to materialize in controversy around the Pan Am Building that loomed over Grand Central Station, taking advantage of the modernist real estate concept of πair rights,∖[l] In criticism by Ada Louise Huxtable and Douglas Haskell it was seen to ,,severπthe Park Avenue streetscape and πtarnishπthe reputations of its consortium of architects: Walter Gropius, Pietro Belluschi and thebuilders Emery Roth & Sons. The rise of postmodernism was attributed to disenchantment with Modern architecture. By the 1980s, postmodern architecture appeared triumphant over modernism, including the temple of the Light of the World, a futuristic design for its time Guadalajara Jalisco La Luz del Mundo Sede International; however, postmodern aesthetics lacked traction and by the mid-1990s, a neo-modern (or hypermodern) architecture had once again established international pre-eminence. As part of this revival, much of the criticism of the modernists has been revisited, refuted, and re-evaluated; and a modernistic idiom once again dominates in institutional and commercial contemporary practice, but must now compete with the revival of traditional architectural design in commercial and institutional architecture; residential design continues to be dominated by a traditional aesthetic.中文译文:现代建筑现代建筑，不被混淆与‘当代建筑’，是一个词给了一些建筑风格有类似的特点，主要的简化形式,消除装饰等.虽然风格的设想早在20世纪,并大量造就了一些建筑师、建筑教育家和展品，很少有现代的建筑物，建于20世纪上半叶.第二次大战后的三十年，但最终却成为主导建筑风格的机构和公司建设.1起源一些历史学家认为进化的现代建筑作为一个社会问题，息息相关的工程中的现代性, 从而影响了启蒙运动，导致社会和政治革命.另一些人认为现代建筑主要是靠技术和工程学的发展，那就是获得新的建筑材料，如钢铁，混凝土和玻璃驱车发明新的建筑技术，它作为工业革命的一部分.1796年，Shrewsbury查尔斯bage首先用他的‘火’的设计，后者则依靠铸铁及砖与石材地板.这些建设大大加强了结构，使它们能够容纳更大的机器.由于作为建筑材料特性知识缺乏,一些早期建筑失败.直到1830年初，伊顿Hodgkinson预计推出了型钢梁，导致广泛使用钢架建设，工业结构完全改变了这种窘迫的面貌,英国北部领导的描述，〃黑暗魔鬼作坊〃的地方如曼彻斯特和西约克郡.水晶宫由约瑟夫paxton的重大展览，1851年,是一个早期的例子, 钢铁及玻璃施工；可能是一个最好的例子，就是1890年由William乐男爵延长和路易沙利文在芝加哥附近发展的高层钢结构摩天楼.早期结构采用混凝土作为行政手段的建筑表达（而非纯粹功利结构），包括建于1906年在芝加哥附近，劳埃德赖特的统一宫，建于1926 年瑞士巴塞尔附近的鲁道夫斯坦纳的第二哥特堂,.但无论原因为何，约有1900多位建筑师，在世界各地开始制定新的建筑方法,将传统的先例（比如哥特式）与新的技术相结合的可能性.路易沙利文和赖特在芝加哥工作,维克多奥尔塔在布鲁塞尔，安东尼高迪在巴塞罗那，奥托瓦格纳和查尔斯景mackintosh格拉斯哥在维也纳，其中之一可以看作是一个新与旧的共同斗争.2现代主义风格由1920年代的最重要人物，在现代建筑里确立了自己的名声.三个是公认的柯布西耶在法国，密斯范德尔德罗和瓦尔特格罗皮乌斯在德国.密斯范德尔德罗和格罗皮乌斯为董事的包豪斯，其中欧洲有不少学校和有关团体学习调和工艺和传统工业技术.赖特的建筑生涯中，也影响了欧洲建筑的现代艺术,特别是通过瓦斯穆特组合但他拒绝被归类与他们.赖特与格罗皮乌斯和Van der德罗对整个有机体系有重大的影响.在1932年来到的重要moma展览,是现代建筑艺术的国际展览，艺术家菲利普约翰逊. 约翰逊和合作者亨利-罗素阁纠集许多鲜明的线索和趋势，内容相似,有一个共同的目的, 巩固了他们融入国际化风格这是一个重要的转折点.在二战的时间包豪斯的代表人物逃到美国，芝加哥，到哈佛大学设计黑山书院.当现代建筑设计从未成为主导风格单一的住宅楼，在成为现代卓越的体制和商业建筑，是学校（专业领导）的唯一可接受的，设计解决方案，从约1932年至约1984 年.那些从事国际风格的建筑师想要打破传统建筑和简单的没有装饰的建筑物。

毕业设计外文资料翻译——翻译译文

毕业设计外文资料翻译——翻译译文

毕业设计外文资料翻译（二）外文出处：Jules Houde 《Sustainable development slowed down by bad construction practices and natural and technological disasters》2、外文资料翻译译文混凝土结构的耐久性即使是工程师认为的最耐久和最合理的混凝土材料，在一定的条件下，混凝土也会由于开裂、钢筋锈蚀、化学侵蚀等一系列不利因素的影响而易受伤害。

近年来报道了各种关于混凝土结构耐久性不合格的例子。

尤其令人震惊的是混凝土的结构过早恶化的迹象越来越多。

每年为了维护混凝土的耐久性，其成本不断增加。

根据最近在国内和国际中的调查揭示，这些成本在八十年代间翻了一番，并将会在九十年代变成三倍。

越来越多的混凝土结构耐久性不合格的案例使从事混凝土行业的商家措手不及。

混凝土结构不仅代表了社会的巨大投资，也代表了如果耐久性问题不及时解决可能遇到的成本，更代表着，混凝土作为主要建筑材料，其耐久性问题可能导致的全球不公平竞争以及行业信誉等等问题。

因此，国际混凝土行业受到了强烈要求制定和实施合理的措施以解决当前耐久性问题的双重的挑战，即：找到有效措施来解决现有结构剩余寿命过早恶化的威胁。

纳入新的结构知识、经验和新的研究结果，以便监测结构耐久性，从而确保未来混凝土结构所需的服务性能。

所有参与规划、设计和施工过程的人，应该具有获得对可能恶化的过程和决定性影响参数的最低理解的可能性。

这种基本知识能力是要在正确的时间做出正确的决定，以确保混凝土结构耐久性要求的前提。

加固保护混凝土中的钢筋受到碱性的钝化层(pH值大于12.5)保护而阻止了锈蚀。

这种钝化层阻碍钢溶解。

因此，即使所有其它条件都满足(主要是氧气和水分)，钢筋受到锈蚀也都是不可能的。

混凝土的碳化作用或是氯离子的活动可以降低局部面积或更大面积的pH值。

当加固层的pH值低于9或是氯化物含量超过一个临界值时，钝化层和防腐保护层就会失效，钢筋受腐蚀是可能的。

建筑学外文文献

建筑学外文文献

Introduction of a Panelized Brick Veneer Wall System and ItsBuilding Science EvaluationJianhai Liang1and Ali M. Memari21 Project Engineer, Thornton Tomasetti, 51 Madison Ave., Floor 17, New York, NY 10010.2 Professor, Dept. of Architectural Engineering, Pennsylvania State Univ., 104 Engineering Unit A, UniversityPark, PA 16802.(Accepted 17 June 2010; published online 15 February 2011) Introduction topThe use of steel stud backup wall for brick veneer systems has been on the rise during the previous three decades. The reasons for the increased popularity of steel stud backup wall systems include reduced weight, cost savings, and shorter construction time. However, there are some problems with the brick veneer over steel stud (BV/SS) backup wall system. Unlike concrete masonry unit (CMU) backup walls, light-gauge steel studs used in backup systems are very flexible. Therefore, they can have a large deflection under a strong wind load leading to the cracking of the brick veneer (BV). Wind-driven rain can potentially penetrate the cracked BV and corrode the metal ties and steel studs (SS). Because, in most systems, ties are the only connections between the BV and the steel stud backup (SSB), corroded ties can lead to a hazardous failure of the BV under high wind load or other out-of-plane loading situations. Conventional BV over both CMU backup walls and SSB systems may also have potential problems during earthquakes. In both systems, gaps under the shelf angles serve as horizontal movement joints and are supposed to prevent the BV from participating in the in-plane seismic load resistance. However, during recent earthquakes, some walls failed or cracked as a result of in-plane seismic forces. One major reason for this poor performance is attributable to the closure of the gaps as a result of the differential movement of the BV and the backup. This movement joint, acting as an isolation mechanism, can malfunction, and as a result, BV walls may crack or fail because of the in-plane seismic forces.These failures, together with a slow rate of construction caused by the extra time needed to lay bricks and erect scaffolding at the job site, are considered the shortcomings of a conventional BV/SS system. To improve these issues, the concept of a prefabricated and panelized BV with a steel framework backup wall system was developed at the Pennsylvania State University. For brevity, the system will be referred to as a panelized brick veneer over steel stud (PBVSS) backup wall system in this paper. The pilot research program consisted of the design and development of the system that included the consideration of the building science-related issues, a three-dimensional (3D)finite-element modeling and analysis, a full-scale simulated wind-loading test, and a full-scale seismic racking test to evaluate the performance of the proposed PBVSS design. Details of the entire research program were described in Liang (200632); this paper discusses the building science-related research results after introducing the design features of the proposed PBVSS system.Literature Review of Major Issues with Conventional System and Overview of Panelized Systems top Anchored BV over backup wall systems can be designed more efficiently than single-wythe masonry barrier walls to keep wind-driven rainwater out of the building and to allow the placement of insulation boards inside the wall cavity (Drysdale and Suter 199115). The BV with backup wall systems mainly serve three functions in buildings: structural functions, screen functions, and comfort functions (Drysdale and Suter 199115; Kroger 200529; Straube and Burnett 200546). To provide these functions, the following components are included in most designs of BV with backup wall systems [Brick Industry Association (BIA) 19998; Devalapura et al. 199613; Drysdale and Hamid 200814; Drysdale and Sutter 199115; Grimm 199322; Hatzinikolas et al. 198525; KPFF Consulting Engineers 199828; The Masonry Standards Joint Committee (MSJC) 200235]: veneer, backup wall and frame, sheathing, ties, air cavity, shelf angle, movement joints, thermal insulation, vapor retarder, air barrier, flashing, and weep holes.The failure of unreinforced masonry (URM) buildings and of some BV walls in earthquakes and tornados withlife-safety hazards; as well as problems related to rainwater penetration, corrosion of masonry ties and anchor bolts, visible cracking of the brick veneer, and bowing of the wall; have been reported [Brock 19969; Cowie 199012; Earthquake Engineering Research Institute (EERI) 199016, 199517, 200118; Hagel et al. 200723; Hamid et al. 198524; Jalil et al. 199326; LaBelle 200430; McGinley and Ernest 200438; Peterson and Shelton 200942; Schulatz et al. 199945]. One of the primary reasons for the poor performance of BV wall systems is that they are generally considered as “nonstructural” walls that are not designed to participate in resisting gravity and lateral loads, whereas in reality, they participate to some degree unless property isolated. A misunderstanding of the structural function and the importance of the load-bearing role of BV walls has led to the failure of these systems. According to Schindler (200444), inadequate attention to the nonstructural intent of the construction details for isolation purposes has been a common source of problems. Moreover, a simple serviceability problem such as water leakage through a BV wall can lead to the corrosion of ties and anchor bolts and result in a life-safety hazard during high wind or even during a moderate earthquake situation.Current earthquake design details for anchored BV walls call for horizontal movement joints under shelf angles to accommodate interstory lateral drifts. The small gap under the shelf angle is provided to accommodate the differential vertical deformation attributable to temperature, creep, and moisture between the clay BV and the structural frame. If constructed properly, this gap can also function as a horizontal isolation joint allowing story drifts without restraining the BV walls. However, in some existing buildings, this movement joint was poorly constructed, and a recent study (Memari et al. 2002a39, b40) has described the potential damage during earthquakes because of the absence of the gap or because of the closure of the gap by mortar.A design assumption for out-of-plane wind-loading on BV/SS is that the BV will crack because the SSB wall is more flexible than the BV (Chen and Trestain 200410). When ties are corroded, the out-of-plane resistance of the BV under high wind loads or earthquake events will likely be jeopardized with potential fallout consequences. On the basis of Grimm’s literature review (199221), the recommendation by some designers is to use a heavy concrete masonry backup wall to avoid the problems associated with a conventional BV/SS system. However, such a design will lose the advantages that lightweight SSB walls can offer. Therefore, to take advantage of the weight savings of BV/SS wall systems in seismic regions, an innovative design of BV wall systems should address the potential problems under both high wind and seismic loading conditions.BV problems are not limited to performance-related issues under environmental and other loading conditions. One can still see masons on scaffolding several stories high laying bricks one-by-one. Reports of scaffolding failures attributable to various causes including excessive brick weight and scaffolding connection failures that result in casualties are not scarce (Gonchar 200120). The construction method for BV also has room for improvement.The built-on-site character of brickwork makes its construction highly dependent on the weather and its quality control relatively difficult. One solution to such problems is to panelize and prefabricate the brick wall construction (Tawresey 200448). Concrete wall panels with embedded thin bricks and precast concrete cladding with a face that looks like a brick wall have been commercially prefabricated (Anderson 19966). Although some wall manufacturers can cast concrete panels with a variety of face shell textures including bricklike patterns, many owners and architects would still like to use real exterior clay BV walls because of their aesthetically pleasing appearance. Lindow and Jasinski (200333) described a panelized BV wall system for which the backup wall, insulation, and shelf angle were assembled as a panel at the factory, and the BV wythe was constructed at the job site. Moreover, it is possible to develop a prefabricated clay BV without a backup wall system by using vertical steel reinforcement (Palmer 199941) or by employing posttensioning (Laursen and Ingham 200031). Louis (199934) described many of the issues that should be considered in the development of prefabricated brick wall panels including veneer wall panels. Although in panelized BV walls the brick still has to be laid one-by-one, the process can always be done on the ground in the controlled environment of a fabrication plant. Workers will not have to lay bricks at a high elevation. The manufacturing process is not influenced by harsh weather like rain, snow, or extremely low temperature. Continuous production is guaranteed, and the total erection time can be decreased by up to 75% (Lindow and Jasinski 200333).The panelization of walls also makes it possible to adopt better seismic isolation connections. Conventional BV are supposed to be isolated from the seismic movements of the main frame through horizontal movement joints under the shelf angles. However, the movement joints may be closed by differential movements or construction error causing the BV to be involved during in-plane seismic force resistance. To reduce the potential for such problems in conventional systems, perhaps the design professional should require a close inspection of all horizontal movement joints as part of the approval process. For panelized BV with backup walls, a special seismic isolation mechanism can be included in the connections between the wall panels and the main structural frame. The connections may also be used to isolate the panels from in-plane wind load transferred from the rest of the building and from movements of the main structural frame.Some other advantages of panelized BV systems include the omission of scaffolding or swing stage, better brickwork quality, uniformity, and less site space required for construction (Palmer 199941). Issues with the performance of the panelized products currently available, as well as limitations on the usage of the panels, have also been discussed by Louis (199934). Some of the problems are typical for all precast members; others are just for the BV panels. The major issues discussed include the relative difficulty of transportation, the limit on the minimum size of a project, the design of the joints between panels, and the limited research and design guidelines currently available.Conceptual Design of the Proposed PBVSS topGiven the background of the potential deficiencies of conventional BV/SS wall systems, it is desirable to minimize both the BV cracking possibility and the crack width under high wind loads and to have an in-plane seismic isolation of the BV wall from the primary structural system. One can add to this the desirability of avoiding the use of scaffolding and its related potential hazards. To address these issues, a PBVSS system was recently developed at the Pennsylvania State University by prefabricating the wall system as a panel. Regarding the cracking of BV under high wind loads, itshould be noted that, according to the commentary in Building Code Requirements for Masonry Structures (MSJC 200235), the design of BV wall systems asserts and supposes the following guidelines and assumptions: (1) the veneer may crack in flexure under service load; (2) the deflection of the backup should be limited to control crack width in the veneer and to provide veneer stability; and (3) water penetration through the BV is expected and the wall system should be designed, detailed, and constructed to prevent water penetration into the building. The proposed PBVSS is expected to better control the number and width of cracks compared to conventional BV/SS walls so that a desirable performance of the BV walls can be achieved. Cracks may still form in the BV component, but the overall performance will be improved in terms of moisture penetration.The panelized BV wall system is enhanced by means of a structural steel framework that will support the weight of the BV and SSB wall during transportation and erection. Fig. 1 shows the detail of a vertical section of the entire wall panel as installed. The structural steel frame consists of a lower beam, an upper beam, and two vertical load carrying members. The lower member, which performs the function of a conventional shelf angle, consists of a channel and an angle bolted together at three points—at the two ends of the member and at midspan. However, whereas shelf angles in conventional designs support only the BV, the lower member supports both the BV and the SSB wall. The angle supports the BV; the channel sitting on the floor slab supports the SS. The upper member consists of a channel and a steel plate bolted together, where the channel is positioned under the floor above (i.e., the bottom of the slab or the spandrel beam of the floor above) separated by movement joints. The steel plate attached to the channel needs to be extended all the way to near the top of the slab to provide the out-of-plane support for the BV. The two vertical members are constructed of steel channels sitting between the top and bottom channels and are designed for the gravity loads of the wall panel when lifted by a crane. The vertical channels are orientated so that the webs of the channels will face the interior of the panel. Fig. 2 shows several photos of the PBVSS mock-up taken during construction.Fig 1.Elevation of the PBVSSView first occurrence of Fig. 1 in article.Fig 2.PBVSS mock-up during constructionView first occurrence of Fig. 2 in article.Typically, 18 gauge studs at 400–600 mm center-to-center spacing (more often at 400 mm) are used for the SSB in conventional walls (BIA 19998; Suter et al. 199047). To increase the flexural out-of-plane stiffness, heavier gauge SS (e.g., 12 gauge) framing or structural steel channels can also be used (McGinley 200037). For the proposed PBVSS system, because a larger out-of-plane stiffness was desired, 12 gauge studs were used in the SSB frame. The more commonly used stud spacing of 400 mm was chosen for the PBVSS so that only the gauge of the studs were different from the conventional BV/SS. The studs could normally be connected to the BV with various types of ties such asV-Tie ties, Z-Tie ties, corrugated metal ties, or ladder shape ties (Drysdale and Hamid 200814). Choi and LeFave (200411) have recently evaluated the behavior of corrugated metal ties. For the proposed PBVSS system, a new tie system, Stud Shear Connector ties, was used in the experiments so that its performance could be evaluated. According to the manufacturer (FERO Corporation 200919), “The Stud Shear Connector was developed to transfer shear between the brick veneer and the backup wall. With the use of this shear resisting connector, composite load carrying action is achieved between the brick veneer and backup wall, resulting in a wall system with a changed and improved load resistance capacity.” Therefore, the light-gauge Stud Shear Connector ties (shown in Fig. 3) were attached to the webs of the studs to more effectively engage them in an out-of-plane lateral load resistance.Fig 3.Schematic use of Stud Shear Connector tieView first occurrence of Fig. 3 in article.To prevent the lateral buckling of the studs and to further increase the out-of-plane stiffness of the studs, in the proposed design shown here, two 12 gauge SS back-to-back were used at the center. Typical vertical spacing between ties is 400 mm. Research (Kelly et al. 199027) has shown that ties at the top will have larger forces than the forces on other ties if they are uniformly spaced in the vertical direction. Therefore, a smaller tie spacing (200 mm) was used at the top in the proposed PBVSS design. The actual spacing to be used varies with the actual height of the panel and construction details. Both the heavy gauge SS and the Stud Shear Connector ties, if used in conventional BV/SS wall systems, can enhance the out-of-plane performance of the walls. However, because of the use of a structural steel support framework and the resulting two-way bending of the walls, the beneficial effects of the heavy gauge SS and the Stud Shear Connector ties are more pronounced in the PBVSS system. A detailed discussion of the individual and the combined effects of these aspects can be found in Liang (200632).The in-plane performance of conventional BV/SS wall systems can be complicated because the backup wall is supported directly by the floor slab, and the brick veneer is supported by a shelf angle. For cases in which the horizontal movement joint under the shelf angle was closed by mortar or by the vertical thermal and moisture expansion of the brickwork, the BV can actually experience in-plane vertical compression and can crack or even fail (Hamid et al. 198524; Memari et al. 2002a39, b40). Therefore, instead of solely relying on the horizontal joints, in the proposed PBVSS system, a seismic isolation system was used to allow an in-plane movement of the panel with respect to the main structure system. The connection of the proposed prefabricated panel to the structure can be made through bearing and lateral (i.e., tieback) connections as a swaying system or through slotted-hole connections for a rocking response to the lateral interstory drift, as is common in precast concrete panels (McCann 199536). The former is the conventional type of connection used in the United States and is the type shown in Fig. 1. The bearing connection consists of placing the bottom channel over the floor slab through threaded rods embedded in the slab. Once the threaded rods are through the predrilled holes in the channel, nuts are used to fasten the channel to the floor. The lateral (i.e., tieback) connection consists of a rod attached to the floor system at three points as shown in Fig. 1.The threaded rods can restrain the out-of-plane movement of the panels. For in-plane movements, however, the rods will bend and allow the wall panel to move with the supporting slab. These lateral connections can be used on the vertical members of the support steel frame or on the top channel as construction details allow. A more detailed discussion of the in-plane loading performance of the PBVSS system was presented in Liang (200632).Building Science-Related Design top Enclosure design considers the following four main functions: support, control, finish, and distribution. The support function has been discussed in the structural design of the system, and the finish and distribution functions will not be covered in this paper. In the design of the proposed PBVSS, three control functions; heat flow control, water vapor diffusion control, and air leakage control; have been considered. As shown in Fig. 1, the space between steel studs is filled with a fiberglass batt insulation. However, if only a batt insulation is used, there can still be excessive heat transfer through the uninsulated steel members, which can bypass the insulation. This will decrease the thermal insulation efficiency of the walls and increase the potential for condensation. To avoid these problems, two layers of 25 mm thick Thermax insulation boards should be placed on the exterior face of the studs to provide thermal insulation. Two layers of 25 mm thick Thermax boards should be used instead of one layer of 50 mm thick board to minimize the potential deficiency in the event that a single thick insulation board is damaged during construction. In addition to the thermal insulation functions of the Thermax boards, the aluminum foil surface of the core foam will face the air cavity to reduce radiative heat transfer. This surface can also serve as a vapor retarder and a drainage surface for water. Moreover, if properly attached, the aluminum foil surface can also prevent air leakage through the panels. However, to minimize air leakage through the system, a layer of an air barrier such as Tyvek housewrap should be installed.The two layers of Thermax insulation boards and the Tyvek housewrap, together, should be held against the stud space by the insulation board supports of the same Stud Shear Connector ties shown in Fig. 3. The housewrap should be overlapped at the joints, which should be taped. In addition to the insulation boards, a 10 mm thick gypsum board should be attached to the interior face of the studs as interior sheathing. The gypsum boards should be attached to the interior surface on-site after the panels are installed. A 12 mm thick plywood board should be attached to the exterior face of the studs as exterior sheathing. These sheathings not only provide stiff surfaces for the application of insulations and paints, but they can also provide lateral support to the studs to help them resist in-plane loading and buckling. Finally, although the system is designed to allow minimum water leakage, in the event that there is still a small amount of water leaking through the exterior layers, the exterior sheathing can serve as temporary water storage so that water cannot get into the building interior.Thermal and Hygrothermal Analysis topIn BV/SS walls, because of the thermal bridging, the thermal efficiency of steel stud frames with insulation installed only in the stud cavities is 41–66% [American Society of Heating, Refrigerating and Air Conditioning Engineers (ASHRAE) 20044]. To meet the code required thermal resistance value (R-value), exterior insulation must be used (Bombino 19997). Theoretically, having all the insulation on the exterior side of the stud cavity is the most efficient for both thermal insulation and condensation concerns. However, this will increase the thickness of the wall and will also cost more because an exterior rigid insulation is more expensive than the fiberglass batt insulation normally used in a stud cavity. Accordingly, combined cavity insulation and exterior insulation are suggested for use in the proposed PBVSS system. Another advantage of using exterior insulation in addition to the fiberglass batt insulation is that, byincreasing the thermal resistance at the stud locations, the exterior insulation can also moderate the thermal bridging effect. Therefore, the actual thermal resistance of the system will be increased by more than the nominal R-value of the exterior insulation material when adding exterior insulation in addition to using fiberglass batt insulation.A thermal analysis was carried out on the PBVSS system with four different SS configurations as follows:Case 1: All seven studs were 18 gauge studs;Case 2: All seven studs were 12 gauge studs;Case 3: All studs were 12 gauge studs with double back-to-back studs at the center; andCase 4: Double back-to-back 12 gauge studs were at the center, rolled steel channel sections (MC8×16) were on the ends, and the remaining vertical members were 12 gauge single steel studs.Case 4 represents the proposed PBVSS system. The spacing between SS in all four cases was assumed to be400 mm. For this comparison study, only the thermal resistance of the panels themselves was considered as is normally used by design professionals; the performance of the joints between adjacent panels was not considered because only one panel was used for the study. The results were checked with the code requirement for the thermal resistance of the wall. Because of the thermal bridging effect of the steel frame, the thermal analysis of the wall section was more complicated than that for a normal wall construction. On the basis of previous research results, the modified zone method is the most accurate method, and the discrepancy between the analytical results and the test results was within 2% (ASHRAE 20055). Therefore, the modified zone method introduced by the ASHRAE Handbook with some minor adjustments was used. In the adjusted method, the convective heat transfer of the airflow in the air cavity was not considered and therefore may slightly overestimate the thermal resistance of the systems.For brevity in this paper, only the results of the calculations for Case 4, which represents that of the proposed PBVSS system, are shown in Table 1. In addition, the overall thermal resistances of all four configurations are summarized in Table 2. The thermal insulation shown in Table 1 for the stud space was back-calculated by subtracting the thermal resistance of the interior sheathing, the exterior sheathing, and the rigid board insulation from the effective thermal resistance of the combined section. The summary in Table 2 shows that both the thickness and the width of the flange affected the thermal resistance of the walls. The width of the flange seemed to have the larger effect, which is consistent with the results of research done by others (Bombino 19997). The difference in the thermal resistance between the system with the least steel (i.e., Case 1) and the one with the most steel (i.e., Case 4) was about0.55 K·m2/W. The results also showed that because of the existence of thick thermal insulation boards, the effect of thermal bridging was largely mitigated. More importantly, the results showed that the thermal resistance of all four systems exceeded the code required value, which is either R19 or R21 (3.35 or 3.70 K·m2/W), depending on the location. When considering these results, however, two issues should be noted: (1) the convective heat exchange in the air cavity was omitted, and (2) the local conductance between metal components (e.g., between the bottom channel and vertical members) was also omitted. If better thermal performance is desired for a certain project, extra thermal insulation should be added to block the heat exchange between the metal components. For example, thermal insulation can be inserted between the bottom steel angle and the bottom steel channel.For vapor diffusion, the largest concern is condensation. Figs. 4,5 show the partial pressure attributable to the water vapor of the wall in extreme winter and summer conditions, respectively. In the analysis, the indoor temperature and the relative humidity were assumed to be 20°C and 30%, respectively. The outdoor temperature was assumed to be 52.22°C in summer and -20°C in winter, which corresponds to the extreme summer and winter temperatures in central Pennsylvania considering the solar effect. The outdoor relative humidity was assumed to be 80%. In the figures, Ps is the saturated water vapor pressure of a layer in the walls corresponding to the temperature at that layer; Pc is the calculated water vapor pressure at that layer by using the water vapor resistance of the materials; and Pa is the adjusted water vapor pressure calculated for saturation.Fig 4.Water vapor pressure under extreme winter conditionView first occurrence of Fig. 4 in article.Fig 5.Water vapor pressure under extreme summer conditionView first occurrence of Fig. 5 in article.The analysis showed that if the vapor resistance of the aluminum foils of the Thermax board was assumed to be the manufacturer’s recommend ation, condensation will not be a problem for either winter or summer. However, it was not the design intention to limit the board insulation to a single product. Also, damage to the aluminum foil during manufacturing and joint sealing can affect the vapor resistance of the aluminum foils. Therefore, to be conservative, the contribution of the aluminum foil to the vapor resistance of the wall assembly was ignored in this example. Fig. 4 shows that in winter, the partial pressure because the water vapor at any location of the wall was lower than the saturation pressure at the same location, which indicates that no condensation attributable to vapor diffusion would occur. Also in winter, the condensation attributable to air leakage can be 2 to 6 times the condensation attributable to vapor diffusion. The condensation attributable to air leakage is also likely to occur before condensation attributable to vapor diffusion takes place (Bombino 19997). Therefore, vapor diffusion was not a concern for brick veneer with steel stud walls in winter.For extreme summer conditions, Fig. 5 shows that the water vapor pressure on the plywood sheathing can reach the saturation pressure, which indicates that condensation can occur. If a vapor retarder is used on the exterior side of the interior sheathing, and there is air conditioning inside, moisture carried by the warm infiltrating air can condense on the exterior surface of the cold interior sheathing. To decrease the amount of condensation and the potential water accumulation for the proposed PBVSS system, the vapor retarder on the exterior side of the interior sheathing was removed, and a material with a relatively high vapor resistance (i.e., the surface of the Thermax insulation board) was used on the exterior face of the thermal insulation.In the proposed PBVSS system, to prevent condensation in the stud cavity because of excessive air leakage, the perimeter of the stud cavity and the joints were sealed to make the system as airtight as possible. The combination of cavity insulation and exterior rigid insulation was chosen to keep the temperature on the interior surface of the exterior sheathing above the dew point of the exfiltrating air in most weather conditions. Fig. 6 shows the temperature gradients for the PBVSS system under extreme winter conditions together with dew temperature of the exfiltration air for typical indoor relative humidity with three levels of relative humidity -30, 40, and 50%. The temperature gradient of the PBVSS system under extreme summer condition is also shown here. However, only the extreme winter condition is used for the discussion; the summer condition is shown just for reference.。

建筑学专业毕业设计外文翻译---建筑物防雷设计

建筑学专业毕业设计外文翻译---建筑物防雷设计

Building anti-radar designThe widespread usage of electricity promoted to defend the development of thunder product and be a high pressure power grid to provide motive and illuminate for the thousand 10000, thunder and lightning also a great deal of bane high pressure lose to change to give or get an electric shock an equipments.The high pressure line installs Gao, be apart from long, cross geography complications, is strike by lightning easily medium.The protection scope shortage of the lightning rod with protect up to thousand power lines, so avoid thunder line as to protect high pressure line of new connect a Shan machine to emerge with the tide of the times.After the high pressure line acquire a protection, the hair linked with high pressure line, go together with electricity equipments to be still conduct electricity to press damage, people discover this is because"respond thunder" is play tricks.(Respond the thunder is to respond the metals conductor of neighborhood because of keeping shot thunder to turn on electricity in, respond the thunder can pass 2 kinds to differently respond way incursion conductor, one is an electrostatic induction:When the electric charge in thunder cloud accumulates to gather, neighborhood of the conductor will also respond up the contrary electric charge and be a thunder to turn on electricity, the electric charge in thunder cloud quickly releases, and the conductor Central plains come to is tie up by thunder cloud electric field of the static electricity will also follow conductor fluxion to look for to release passage, will become electricity pulse in the electric circuit. The widespread usage of electricity promoted to defend the development of thunder product and be a high pressure power grid to provide motive and illuminate for the thousand 10000, thunder and lightning also a great deal of bane high pressure lose to change to give or get an electric shock an equipments.First, the building anti-radar classifies the anti-radar building category which pointed out explicitly to the standard, may apply mechanically directly. In the standard to some buildings only pointed out that is bigger than estimate thunder stroke number of times XX/every year, but belongs to two kinds or three kind of anti-radar buildings. Regarding these stipulations, only depends on the direct-viewing feeling and the experience in the design, cannot determine explicitly its building respective anti-radar category, causes to make two kinds anti-radar to make three kinds by mistake, should make three kinds anti-radar, but has not done, the result is to the building which completes creates certain hidden danger. This has the necessity according to the local annual mean thunderstorm day and the building locus geography, the geological soil, the meteorological environment and so on conducts the detailed research and makes the corresponding computation, determines the anti-radar rank.For example: Under Jinan area Td=26.3 K=2 environment according to formula: N=0.024k · Td1.3 · Ae in the formula: N- building estimate thunder stroke number of times (/year) The K- correction factor (according to newly built building locus's geography, environment decides) Td- annual mean thunderstorm day Ae- and the building truncation receives the same thunder stroke number of times equivalent area (km2)Calculates the length 100 meters, the width 25 meters, above two (H≥9 rice) theprovincial level work building must make two kind of anti-radar. If through the computation, this kind of building actual does not make three kinds anti-radar or does not do is possible. From this sees, carries on the overall evaluation to some peculiar circumstance's building and makes the corresponding computation is very essential. the two, anti-radar electric inductions and the thunder electric waves invade the against long jab thunder the measure, the general layout personnel are very explicit. But, along with the technical development, electronic installation's popularization, the anti-radar electric induction and the thunder electric wave invasion must be clear in the design, and consummates gradually forms an anti-radar network. when the 1. thunder and lightning induces - the thunder discharge, has the electrostatic induction and the electromagnetic induction on the nearby conductor, it possibly causes between the metal part to produce the spark. Therefore is protected in building's metal earth, is the anti-radar electric induction key measure. First, completes the equipotential joint. To one, two kind of anti-radar buildings in parallel or overlapping placing metal pipeline, when its clear distance is smaller than 100mm, should use Jin Shuxian to bridge, is prevents the potential difference which the electromagnetic induction creates to be able the small gap breakdown, but produces the electric spark, every other ≤30m completes the earth. the 2. thunder electric wave invasion - as a result of the thunder and lightning to the air line either the metal pipeline's function, the thunder electric wave possibly along these pipeline invasion room, endangers the personal safety or damages the equipment. Therefore, completes the terminal the anti-radar protection, completes the equalizing ring and against flank attack thunder is the anti-radar electric wave invasion key measure. First, two kind of anti-radar construction low pressure coil in entire line uses buries straight said that is built on stilts the line introduces when the indoors many in a 15m section should trade the electric cable (metal armoring electric cable to bury straight, protective covering electric cable puts on steel pipe) the buyer, and is being built on stilts with the electric cable trades meets place completes the lightning protection protection. Two kind of anti-radar constructions work as the air line direct introduction, besides in the residence place addition arrester, and completes the buyer installment iron stock the earth, approaches on building's two telephone pole's iron stock also to complete the earth, and the impact earth resistance ≤30Ω, all weak electricity coil in's protection should with the strong electricity coil. The anti-radar building must complete the equalizing ring and against flank attack thunder protection. Equalizing ring from three starts, between link vertical range ≤12m, all downleads, building's metal structure and the hardware reliably connects with the link, the equalizing ring may use in the structure grid's steel bar (steel bar to link up ring circuit). A kind anti-radar constructs above 30m, two kinds anti-radar construct above 45m, three kinds anti-radar construct above 60m, must complete against flank attack thunder protection, makes one week level along the building outer wall to evade the mine belt, between the belt and the belt the vertical range ≤6m, in the outer wall all metal parapet, the windows and doors with evade the mine belt to connect reliably, evade the mine belt to connect reliably again with the downlead. The vertical placing's metal pipeline and the metal peak and the bottom end and the antimine device reliable connection, the goal lies inthe equipotential, because and the both sides connection causes it to form the parallel with the downlead, causes the thunder electric current news fast to enter. three, anti-radar electric currents after downlead and when grounding has the high electric potential completes against long jab thunder, the thunder electric wave invasion and the thunder and lightning to the hardware or electrical line counter-attack measure induces, is not a complete anti-radar design. Because, in the building mostly uses together the grounding at present, when thunder long jab in this building antimine device, the supposition flows through approaches the low pressure electric installation place grounding the thunder electric current is 20KA, when impact earth resistance =1Ω, in the grounding the electric potential elevates is 20KV, but the general indoor low pressure installment bears the striking potential most to be high is 8KV. Its result causes the low pressure electric installation insulation to be weak place is possibly penetrated creates the short circuit, has the fire, to damage the equipment, this is very dangerous. Therefore, gives the enough value in the design, realizes omni-directionally, the multi-level anti-radar networks to the anti-radar building, causes the thunder and lightning the influence to reduce to the building is smallest.when building for high-pressured coil, high-pressured, the low pressure side each on supposes the arrester, with protects by the high-pressured coil in thunder and lightning and the operation (circuit breaker movement, throws cuts big electric motor and condenser bank and so on) the overvoltage. The electronic installation are many and the important construction, installs the overvoltage protection again in the low pressure power distribution branch, does for the reserve protection, mainly uses in further suppressing after the pretage protection limit on the surplus overvoltage and the power line the overvoltage which produces by the induction or the coupling.when building for low pressure coil, installs the overvoltage protector in the power source total coil in place. four, about meet dodges to meet dodges - the direct truncation the lightning rod which is struck by lightning, to evade the mine belt (line), the lightning protection network, as well as serves as the metal roofing which and the steel work meets dodges and so on. In many buildings, the roofing for on person roofing, is high to the artistic request, according to the conventional procedure, clearly spreads the lightning protection network with the garden steel to do meets dodges is artistic on the influence, this standard to two kind of anti-radar buildings in two, three, eight, nine section of building pointed out that with in the reinforced concrete roofing, Liang, column's steel bar achievement meets suitably dodges, in the practical application, may use in the roofing parapet wall the capping steel bar to do meets dodges, is higher than the roofing each kind of iron stock to with the capping steel bar reliable welding (when construction must pay attention to coordination), the capping steel bar with makes in downlead's column four corner postsThe muscle completes the reliable electrical connection. This procedure must have the concretes fragment which regularly to the thunder stroke the possibility creates or withdraw carries on the service. five, earth body - bury in the soil or the concrete foundation does drifts with the conductor about earth body the . In the practical application, the big project uses in the foundation the steel bar to make the earth body generally, and uses the union earth body, the earth resistance value to request slightly ≤1Ω. But in some have thebasement, in half basement construction, at the construction uses the waterproofing material to construct the ledger wall to make waterproof processing. At present, uses the waterproofing material has the very good insulating property, therefore, makes the earthed pole directly to this kind of building using the foundation steel bar, had the possibility not to be able to satisfy the project docking earth resistance request, must direct from the column muscle downlead place, one week made in the closed artificial earth body and the foundation along the building slope protection outside the steel bar and uses, like this could achieve the satisfactory earth resistance value.The intelligence mansion is generally and all a type of building, should build up comprehensive connect a ground of system, connect a ground of electric resistance to be no bigger than o ne Ω .Design in the building crest from avoid thunder to take, lightning rod or mixture constitute of connect a Shan machine, make use of steel pillar or sign the reinforcing bar in the pillar as to defend thunder to lead to log out, and and the foundation reinforcing bar of building, beam reinforcing bar, the metals frame conjunction gets up, become to shut to match good farad cage and construct inside the Shu toward the metals piping should each time all press of the 3 F and turn beam wreath connect with each other, all press wreath should with defend thunder device ad hoc lead to log out connect with each other.When building is more than 30 meters high, in response to 30 meters and the railing on above part of outside walls, the metals doors and windows wait a bigger metal direct or through metals doors and windows cover up an iron with defend thunder device a conjunction.The intelligence is various exchanges inside the mansion, the direct current equipments is numerous, the circuit maneuvers interleave, should exchanges work in the building ground, safe protection ground, direct current work ground, defend thunder to connect ground and the cage good conjunction of the building farad, become an etc. electric potential body, avoid connecting the existence potential difference of the of a ground of line, respond to conduct electricity reason of press the creation by cancellation.建筑物防雷设计当人们知道，雷电是一种电力的现象后，向崇拜的雷电与恐惧感逐渐消失，并开始与品味，科学来自新观察自然现象，这魔术，希望使使用或控制雷电活动，以造福人类.超过二百年以来几乎富兰克林为首的小康就技术开始挑战对雷电，他发明的避雷针可能被视为向在最早现阶段维护雷声大的产品和产品名称，今天这几乎由全体人民已知道.事实上，富兰克林发明避雷针是认为金属避雷针的角度谈谈对电力的功能，可合成电荷在积雨云，使积雨云和电场的地球一样低的水平，不能突破的空气中，避免罢工，因此，闪电发生时，当时的避雷针，必须要求尖利.但是事后研究阐述证明：闪电控制棒是发生不可避免的打雷的，因为它可以证明雷声大，是因为建筑物较高，是矗立在签署的避雷针改变了大气电场，使积雨云的一定范围内始终把对电力对闪电棒，也就是说，避雷针只是比它周围其他物体更容易连接山雷电，避雷针是罢工的闪电，但是它可以对其他物体加以保护，这是捍卫建筑物的一种方式，避雷针防雷更加深刻的研究表示，连接避雷针山的功能，几乎有一些建筑物不是很高，但没有形状，可说是避雷针不一定是雷声大，技术的境界，将会知道一起像现在这种类型的防雷装置。

土木工程建筑工程毕业设计外文翻译

土木工程建筑工程毕业设计外文翻译

大连交通大学2011届本科生毕业设计（论文）外文翻译Seismic Collapse Safety of Reinforced Concrete Buildings:I. Assessment of Ductile Moment FramesCurt B. Haselton1, Abbie B. Liel2, Gregory G. Deierlein3, Brian S. Dean4, Jason H. Chou5Ground motions used for the nonlinear dynamic analyses are recordings from large magnitude earthquakes (magnitude 6.5 to 7.6) recorded at moderate fault rupturedistances (10 to 45 km). The 39 ground motion record pairs (each with two orthogonal horizontal components) and their selection criteria are documented in Haselton and Deierlein (2007). This ground motion set is an expanded version of the far-field ground motion set utilized in the FEMA P-695 (FEMA 2009).Ground motion records are selected and scaled without considering the distinctive spectral shape of rare (extreme) ground motions, due to difficulties in selecting and scaling a different set of records for a large set of buildings having a wide range of first- mode periods. To account for the important impact of spectral shape on collapse assessment, shown by Baker and Cornell (2006), the collapse predictions made using the general set of ground motions are modified using a method proposed by Haselton et al. (2009). The expected spectral shape of rare (large) California ground motions isaccounted for through a statistical parameter referred to as epsilon (ε), which is a measure of the difference between the spectral acceleration of a recorded ground motion and the median value predicted by ground motion prediction equation. A target value of ε=1.5 is used to approximately represent the expected spectral shape of severe ground motions that can lead to collapse of code-conforming buildings (Appendix B of FEMA P-695 2009; Haselton et al. 2010).Page 1 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译STRUCTURAL ANALYSIS MODEL AND COLLAPSE ASSESSMENT METHODOLOGYA two-dimensional three-bay nonlinear analysis frame model is created for each archetype RC SMF using the OpenSees structural analysis platform (OpenSees 2009), as illustrated in Figure 1. Three bays are assumed to be the minimum number necessary to reflect the differences between interior and exterior columns and joints, and their impact on frame behavior. Strength and stiffness of the gravity system are not represented in the model, but the destabilizing P-Δ effectsare accounted for by applying gravity loads on a leaning column in the analysis model. Previous research by the authors has shown that neglecting the strength and stiffness of the gravity system in RC SMF systems is slightly conservative, underestimating the median collapse capacity by approximately 10% (Haselton et al. 2008a). It is also assumed that the damage to the slab-column connections of the gravity system will not result in a vertical collapse of the slab; test data for slab-column connections with modern detailing are still needed to verify this assumption. The foundation rotation stiffness is calculated from typical grade beam design and soil stiffness properties. Rayleigh damping corresponding to 5% of critical damping in the first and third modes is applied.Element modeling consists of lumped plasticity beam-column elements and finite joint shear panel springs. Lumped plasticity elements were used in lieu of fiber-type element models, since only the former are able to capture the strain softening associated with rebar buckling and spalling phenomena that are critical for simulating structural collapse in RC frame structures. The beam-columns are modeled using a nonlinear hinge model with degrading strength and stiffness, developed by Ibarra et al. (2005). As illustrated in Figure 2, the Ibarra et al. model captures the important modes of monotonicPage 2 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译and cyclic deterioration that precipitate sidesway collapse. Key parameters of the modelinclude the plastic rotation capacity, θcap,pl, the post-capping rotation capacity, θpc, theratio of maximum to yield moment, Mc / My, and an energy-based degradation parameter,. Based on calibration to test data for RC columns and beams with ductile detailing andlow to moderate axial load, the typical mode parameter values are θcap,pl between 0.035 to0.085 radians, depending on the level of axial load in the beam-column, θpc equal to 0.10radians, Mc / My between 1.17 and 1.21, and between 85 and 130 (Haselton et al. 2007,2008b). The post-capping deformation capacity, θpc, of 0.10 is a conservative value used dueto lack of data; this value would likely be much larger if additional data were availablewith specimens tested to larger levels of deformation.The collapse capacities of the archetype building designs are evaluated using aperformance-based methodology, key features of which are briefly summarized as follows:1. Select ground motions for nonlinear dynamic analysis. In this study, 39 pairs offar-field ground motions are used. Issues related to record selection and scaling have been discussed previously.2. Utilize incremental dynamic analysis (IDA) to organize nonlinear dynamiccollapse analyses of the archetype models subjected to the recorded ground motions (Vamvatsikos and Cornell 2002). Using the IDA approach, each horizontal component of ground motion is individually applied to the two-dimensional frame model.In this study, ground motion records are amplitude scaled according to thespectral acceleration at the first mode period, Sa(T1). The ground motions are increasingly scaled until collapse occurs. In this paper, collapse is defined as the Page 3 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译point of dynamic instability, where the lateral story drifts of the building increase without bounds (often referred to as sidesway collapse). This occurs when the IDA curve becomes flat. Vertical collapse mechanisms, which are not directly simulated in the structural model, are not considered in this assessment. The companion paper (Liel et al. 2010) provides explanation for how these additional collapse modes but could be accounted for.Figure 3a presents sample results from incremental dynamic analysis for a four-story space frame building (ID1008). For this structure, the median collapse capacity (in terms of Sa(0.94s)) is 1.59g for the set of 39 ground motion pairs.3. Construct a collapse fragility function based on the IDA results, which represents the probability of collapse as a function of ground motion intensity. To approximately account for three-dimensional ground motion effects (i.e. themaximum ground motion component), the lower collapse capacity (in terms of Sa(T1)) from each pair of motions is recorded as the building collapse capacity. From the resulting collapse data, the median collapse capacity and dispersion, due to record-to-record variability, are then computed.Figure 3b presents such collapse fragility curves for the four-story building usedpreviously in Figure 3a. The square markers show the empirical cumulative distribution function of the collapse data from Figure 3a (i.e. each point represents the collapse capacity for a single earthquake record), and the solid line shows the lognormal distribution fit to the empirical data. The fitted median collapse capacity (in terms of Sa(0.94s)) is 1.59g and the fitted logarithmic standardPage 4 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译deviation, representing the so-called record-to-record (RTR) variability (LN,RTR), is 0.38.4. Increase the dispersion in the collapse fragility to account for structural modeling uncertainties.Figure 3b shows this adjusted collapse capacity distribution by the dashed line. Liel et al. (2009) and Haselton and Deierlein (2007) have shown how introducing this additional dispersion in the collapse fragility can approximately account for the effects of uncertainties in the structural modeling parameters, but this approximation is only suitable for collapse probabilities in the lower tail of the fragility curve (Liel et al. 2009). Based on uncertainties in the nonlinearcomponent models (e.g., the capping rotation and post-peak softening slope shown in Figure 2), the modeling uncertainty is calculated as σLN,modeling = 0.5 (Haselton and Deierlein 2007). When combined with the record-to-record uncertainty of LN,RTR = 0.38, the resulting total dispersion is LN,total = 0.63, shown by the dashed curve labeled RTR+Model.5. Adjust (increase) the median of the collapse fragility curve to account for the ground motion spectral shape effect.Figure 3b shows this adjusted collapse capacity distribution by the dotted line. For this example, the median collapse intensity is increased from 1.59g to 2.22g (by a factor of 1.4). As described by Haselton et al. (2010) and FEMA P-695 (FEMA 2009, Appendix B), this so-called ε adjustment is based on the large ductility of the RC SMF structures and associated period shift that occurs before collapse, combined with a target value of ε = 1.5 for rare ground motions in thePage 5 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译high seismic regions of California. Buildings with lower deformation capacity, as well as sit es and hazard levels with lower expected values of ε, would have a smalleradjustment.6. Compute the collapse risk metrics of interest.For the example in Figure 3b, the collapse margin ratio is 2.6, the conditional collapse probability (P(C|Sa2/50)) is 7%, and the mean annual frequency ofcollapse (λcol) is 1.7x10-4 collapses/year.COLLAPSE RISK FOR RC SMF BUILDINGS DESIGNED ACCORDING TO ASCE 7-02Collapse analysis results for the 30 building archetypes are summarized in Table 1. Pertinent data includes the fundamental period of each archetype structural model, static overstrength from pushover analysis, collapse risk predictions, and maximum story and roof drifts at the onset of collapse. The resulting collapse risks are described by the following three measures, as listed in Table 1 and plotted in Figure 4: Collapse Margin: The collapse margin is the ratio between the median collapse capacity and the 2% in 50 year ground motion level. This metric is similar in concept to a simple factor of safety. Overall, the collapse margins for the 30 RC SMF buildings range from 1.7 to 3.4, with an average value of 2.3.Conditional Collapse Probability: The probability of collapse for the 2% in 50 year level of ground motion intensity, denoted P(C|Sa2/50), can be read directly from the fragility curve. This is a convenient metric to gauge the collapse safety relative to the extreme ground motion intensity that is used as the basis of design in building codes . Overall, the RC SMF buildings have an average P(C|Sa2/50) of 11%, with a range from 3% to 20%.Page 6 of 7大连交通大学2011届本科生毕业设计（论文）外文翻译Mean Annual Frequency of Collapse: The mean annual frequency of collapse (λcol) is obtained by integrating the collapse fragility with the site-specific hazard curve. Using the hazard curve from the Los Angeles site, the RC SMF buildings have an average λcol of 3.1x10-4 collapses/year, with a range from 0.7x10-4 to7.0x10-4 collapses/year. This range translates to a probability of collapse in 50 years of 0.4% to 3.4%.While there are no clear standards that define the maximum acceptable collapse risk for buildings, there is some consensus that calculated values for the RC SMF archetypes are in a reasonable range. For example, the FEMA P-695 (FEMA 2009) Methodology to determine seismic response factors for new building systems, is based on a maximum collapse risk of 10% to 20%, conditioned on the maximum considered earthquakeintensity. Additionally, the ASCE/SEI 7 building code has recently adopted new “risk consistent” seismic design maps, which have an implied collapse risk of 1% in 50 years (Luco et al. 2007), and which were developed based on an assumed collapse probability of 10%, conditioned on the maximum considered earthquake intensity. Finally, it is important to remember that the collapse risks reported herein were calculated from archetype designs that conform to current building code provisions. So, to the extent that the evolution of building codes reflects societal values, the calculated collapse risks have legitimacy implicit in the natural progression of building codes and standards.Page 7 of 7钢筋混凝土建筑的抗震安全设计大连交通大学2011届本科生毕业设计（论文）外文翻译I.延性框架的分析Curt B. Haselton1, Abbie B. Liel2, Gregory G. Deierlein3, Brian S. Dean4, Jason H. Chou5应用于非线性动态分析的地面运动是中等深度(10 到45 千米)断层错动引起的震级为6.5至7.6的大地震。

建筑工程毕业设计外文翻译英文原文

建筑工程毕业设计外文翻译英文原文

建筑工程毕业设计外文翻译英文原文The effects of surface preparation on the fracture behavior ofECC/concrete repair systemToshiro Kamada a,*, Victor C. Li ba Department of Civil Engineering, Gifu University, Yanagido, Gifu 501-1193, Japanb Advanced Civil Engineering Materials Research Laboratory, Department of Civil and Environmental Engineering,University of Michigan, Ann Arbor, Michigan, MI 48109-2125, USAReceived 7 July 1999; accepted 15 May 2000AbstractThis paper presents the influence of surface preparation on thekink-crack trapping mechanism of engineered cementitious composite (ECC)/concrete repair system. In general,surfacepreparation of the substrate concrete is considered essential to achieve a durable repair. In thisexperiment, the ``smooth sur face’’ system showed more desirable behavior in the crack pattern and the crack widths than the ``rough surface’’ system. This demonstrates that the smooth surface system is preferable to the rough surface system, from the view point of obtaining durable repair structure. The special phenomenon of kink-crack trapping which prevents the typical failuremodes of delamination or spalling in repaired systems is best revealed when the substrate concrete is prepared to have a smooth surface prior to repair. This is in contrast to the standard approach when the substrate concrete is deliberately roughened to create better bonding to the new concrete. Ó 2000 Elsevier Science Ltd. All rights reserved.Keywords: ECC repair system; Kink-crack trapping mechanism; Surface preparation; Durable repair1. IntroductionEngineered cementitious composites (ECCs) [1,2] are high performance fiber-reinforced cement based composite materials designed with micromechanical principles. Micromechanicalparameters associated with fiber, matrix and interface are combined to satisfy a pair of criteria, the first crack stress criterion and steady state cracking criterion [3] to achieve the strain hardening behavior. Micromechanics allows optimization of the composite for high performance while minimizing the amount of reinforcing fibers (generally less than 2-3%). ECC has a tensile strain capacity of up to 6% and exhibits pseudo-strain hardening behavior accompanied by multiple cracking. It also has high ultimate tensile strength (5-10 MPa), modulus of rupture (8-25 MPa), fracture toughness (25-30 kJ/m2) and compressive strength (up to 80 MPa) and strain (0.6%). A typical tensile stress-strain curve is shown in Fig. 1. ECC has its uniqueness not only insuperior mechanical properties in tension or in relatively small amount ofchopped fiber usage but also in micromechanical methodology in material design.The use of ECC for concrete repair was proposed by Li et al. [4], and Lim and Li [5]. In theseexperiments, specimens representative of an actual repair system - bonded overlay of a concrete pavement above a joint, were used. It was shown that the common failure phenomenona ofspalling or delamination in repaired concrete systems were eliminated. Instead, microcracksemanated from the tips of defects on the ECC/concrete interface, kinked into and subsequently were arrested in the ECC material (see Fig. 2, [5]). The tendency for the interface crack to kink into the ECC material depends on the competing driving force for crack extension at differentorientations, and on the competing crack extension resistance along the interface and into the ECC material. A low initial toughness of ECC combined with a high Mode II loading configuration tends to favor kinking. However, if the toughness of ECC remains low after crack kinking, this crack will propagate unstably to the surface, forming a surface spall. This is the typically observed phenomenon associated with brittle concrete and even fiber-reinforced concrete (FRC). In the case of ECC, the kinked crack is trapped or arrested in the ECC material, dueto the rapidly rising toughness of the ECC material. Conceptually, the ECC behaves like a material with strong R-curve behavior, with lowinitial toughness similar to that of cement (0.01 kJ/m2) and high plateau toughness (25-30 kJ/m2). After kinked crack arrest,additional load can drive further crackextension into the interface, followed by subsequent kinking and arrest.Details of the energetics of kink-crack trapping mechanism can befound in [5]. It was pointed out that this kink-crack trapping mechanism could serve as a means for enhancing repaired concrete system durability.In standard concrete repair, surface preparation of the substrate concrete is considered critical in achieving a durable repair [6]. Inthe study of Lim and Li [5], the ECC is cast onto a diamond saw cut surface of the concrete. Hence, the concrete surface is smooth and is expected as a result to produce a low toughness interface. Higherinterface roughness has been associated with higher interface toughnessin bi-material systems [7].In this paper, this particular aspect of the influence of surface preparation on the kink-crack trapping phenomenon is investigated. Specifically, the base concrete surfaces were prepared by threedifferent methods. The first surface was obtained as cut surface byusing a diamond saw (smooth surface), similar to that used in theprevious study [5]. The second one was obtained by applying a lubricanton the smooth surface of the concrete to decrease the bond between thebase concrete and the repair material. This surface was applied only in one test case to examine the effect of weak bond of interface on the fracture behavior of the repaired specimen. The third surface was prepared with a portable scarifier to produce a roughened surface (rough surface) from a diamond saw-cut surface.Regarding the repair materials, the water/cement ratio of ECC was varied to control its toughness and strength. Thus, two different mixtures of ECC were used for the comparison of fracture behavior in both smooth and rough surface case. Concrete and steel fiber-reinforced concrete (SFRC) were also used as control repair materials instead of ECC.2. Experimental procedure2.1. Specimens and test methodsThe specimens in this experiment were designed to induce a defect in the form of aninterfacial crack between the repair material and the base concrete, as well as a joint in thesubstrate. Fig. 3 shows the dimensions of the designed specimen and the loading configuration, and these were the same as those of the previous experiment [5]. This loading condition can provide a stable interface crack propagation condition, when the crack propagates along the interface [8].In this experiment, concrete, SFRC and ECC (with two different W/C ratios) were used as therepair materials. Table 1 illustrates the combinations of the repair material and the surface condition of test specimens. The numbers of specimens are also shown in Table 1. Only in the concrete overlay specimens, a special case where lubricant was smeared on the concrete smooth surface was used.The mix proportions of materials are shown in Table 2. Ordinary mixture proportions wereadopted in concrete and SFRC as controls for comparisons with ECC overlay specimens. The steel fiber for SFRC was ``I.S fiber’’, straight with indented surfaceand rectangular cross-section (0.5* 0.5 mm2), 30 mm in length. An investigation using a steel fiber with hooked ends had already been performed in the previous study [5]. Polyethylene fiber (Trade name Spectra 900) with 19 mm length and 0.038 mm diameter was used for ECC. The elastic modulus, the tensile strength and the fiber density of Spectra 900 were 120 GPa, 2700 MPa and 0.98 g/cm3, respectively. Two different ECCs were used with different water/cement ratios. The mechanical properties of the base concrete and the repair materials are shown in Table 3. The tensile strain capacity of the ECC materials are not measured, but are estimated to be in excess of 3% based on test results of similar materials [2].An MTS machine was used for loading. Load and load point displacement were recorded. The loading rate in this experiment was0.005 mm/s. After the final failure of specimens, interface crack (extension) lengths were measured at both (left and right) sides of a specimen as the distance from a initial notch tip to a propagated crack tip along the interface between the base concrete and the repair material.2.2. Specimen preparationMost of the specimen preparation procedures followed those of the previous work [5]. The base concrete was prepared by cutting a concrete block (see Fig. 4(a)) into four pieces (see Fig. 4(b)) using a diamond saw. Two out of the four pieces were usedfor one smooth surface repairspecimen. In order to make a rough surface, a cut surface was roughened uniformly with ascarifier for 30 s. To prepare a repair specimen in the form of an overlay system, a repair material was cast against either the smooth surface or the rough surface of the base concrete blocks (see Fig. 5). Special attention was paid both to maintain cleanliness and to provide adequate moisture on the base concrete surface just before the casting. In two of the concrete overlay specimens, lubricant was sprayed on the smooth surface just before concrete casting. The initial notch and joint were made by applying a smooth tape on the base concrete before casting the repair materials(see Fig. 4(c)).The specimens were cured for 4 weeks in water. Eventually, the base concrete was cured for a total of 8 weeks, and repair materials were cured for 4 weeks in water. The specimens were dried for 24 h before testing.3. Results and discussion3.1. Comparison of the ECC overlay system with the control systemsFig. 6 shows the representative load-deflection curves in each test case. The overall peak load and deflection at peak load are recorded in Table 4. In the ECC overlay system, the deflections at peak load, which reflect the system ductility, are considerably larger than those of both theconcrete overlay (about one order of magnitude higher) and the SFRC overlay system (over five times). These results show good agreement with the previous results [5]. Moreover, it is clear fromFig. 6 that the energy absorption capacity in the ECC overlay system is much enhanced when it is compared with the other systems. This significant improvement in ductility and in energyabsorption capacity of the ECC overlay system is expected to enhance the durability of repaired structures by resisting brittle failure. The ECC overlay system failed without spalling ordelamination of the interface, whereas, both the concrete and SFRC overlay systems failed by spalling in these experiments (Fig. 7).3.2. Influence of surface preparationBoth in the concrete overlay system and the SFRC overlay system, the peak load and thedeflection at peak load do not show significant differences between smooth surface specimen and rough surface specimen (Table 4). Thetypical failure mode for both overlay systems (for smooth surface) is shown in Fig. 7. In the concrete overlay specimen with lubricant on the interface, delamination between repair concrete and substrate occurred first, followed by a kinked crack which propagates unstably to the surface of the repair concrete. On the other hand, in the concrete overlay system without lubricant, the initial interface crack kinked out from the interface into the repair concrete with a sudden load drop, without any interface delamination. The fractured halves of the specimens separated completely in both smooth surface specimens and rough surfacespecimens. In the SFRC overlay system, the initial interface crack also kinked out into the SFRC and the load decreased gradually in both surface conditions of specimen. In all these repairsystems, a single kink-crack always leads to final failure, and the influence of surface preparation is not reflected in the experimental data. Instead, only the fracture behavior of the repair material (concrete versus SFRC) are revealed in the test data. These specimen failures are characterized bya single kinked crack with immediate softening following elastic response.。

建筑专业毕业设计外文资料翻译

建筑专业毕业设计外文资料翻译

Title:The Poetics of City and Nature：T oward a New Aesthetic for Urban DesignJournal Issue：Places, 6（1)Author:Spirn，Anne WhistonPublication Date:10-01—1989Publication Info：Places，College of Environmental Design, UC BerkeleyCitation:Spirn,AnneWhiston.(1989).ThePoeticsofCityandNature：T owardaNewAestheticforUrban Design。

Places，6（1)，82。

Keywords:places，placemaking,architecture,environment，landscape，urbandesign，publicrealm,planning, design，aesthetic, poetics，Anne Whiston SpirnThe city has been compared to a poem, a sculpture, a machine. But the city is more than a text，and more than an artistic or technological. It is a place where natural forces pulse and millions of people live—thinking,feeling，dreaming,doing。

An aesthetic of urban design must therefore be rooted in the normal processes of nature and of living.I want to describe the dimensions of such an aesthetic。

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毕业设计外文好翻译Translation of the English Documents for Graduation Design课题名称院（系）专业姓名学号起讫日期指导教师2011 年 12 月 25 日原文：Abstract: Green building refers to do its best to maximize conservation of resources (energy, land, water, and wood)，protecting the environment and reduce pollution in its life cycle. Provide people with healthy, appropriate and efficient use of space, and nature in harmony symbiosis buildings. I described more details of green building design’notion, green building’design, as well as the significance of the concept of green building and improve the effectiveness analysis of the external effects of green building measures,Key words: green buildings; protect the ecology; signification ; analysing the effects1 What is a green buildingGreen building refers to building life cycle, the maximum conservation of resources (energy, land, water and materials), protecting the environment and reduce pollution, provide people with health, application and efficient use of space, and nature harmony of the building. The so-called green building "green" does not mean a general sense of three-dimensional green, roof garden, but represents a concept or symbol, refers to building environmentally friendly, make full use of natural resources, environment and basic ecological damage to the environment without balance of a building under construction, but also known as sustainable building, eco-building, back into the wild construction, energy saving construction.Green building interior layout is very reasonable, to minimize the use of synthetic materials, full use of the sun, saving energy for the residents Chuangzao almost-natural feeling.People, architecture and the natural environment for the harmonious development goals, in the use of natural and artificial means to create good conditions and healthy living environment, as much as possible to control and reduce the use and destruction of the natural environment, to fully reflect the nature obtain and return balance.2, the meaning of green buildingThe basic connotation of green building can be summarized as: to reduce the load on the environment architecture, which save energy and resources; provide a safe, healthy, comfortable living space with good; affinity with the natural environment, so that people and building a harmonious coexistence with the environment and sustainable development.3 Development of the significance of green building rating systemEstablish green building rating system is a revolution in the field of architecture and the Enlightenment, its far more than energy savings. It is innovative in many ways and organic synthesis, thereby building in harmony with nature, full utilization of resources and energy, create healthy, comfortable and beautiful living space. It's revolutionary for the field of architecture from the technical, social and economic angles.3.1 Technical SignificanceGreen building study of early technical problems of individual-based, technology is isolated and one-sided, not formed an organic whole, the integration of design and economic study of consciousness is far from the only strategy of economic analysis phase of the subsidiary'sknowledge . However, individual technical research results of early modern green building techniques for the multi-dimensional development and systems integration will lay a solid foundation. Since the nineties of the 20th century, with the understanding of green building gradually deepen and mature, people give up way too utopian thinking He alone environmental consciousness and moral constraints and spontaneous green behavior, turned to explore more workable environmental philosophy, environmental and capital combined into the future world the new direction of development of environmental protection, green building has entered a result of ecological ethics from the practice of promoting ecological research to deepen the new stage. Green Building Technology takes on the natural sciences, social sciences, humanities, computer science, information science and other subjects the trend of integration of research results, making green building design into the multi-dimensional stage of development strategy study. The deepening of green building technology strategy and development in materials, equipment, morphology, etc various advanced fields, in technology development, technology and other design elements of the integration is also starting from the past the simple addition, more attention to the periphery of the retaining structure itself design technology and architecture to combine the overall system change, gradually becoming green building systems. Green building rating system was established green building technologies gradually improve and systematize the inevitable result, it is the organic integration of green building technology, a platform built to green building technology, information technology, computer technology and many other subjects can be a unified platform in their respective roles, the establishment of a comprehensive evaluation system for designers, planners, engineers and managers a more than ever, a more simple, Guizhangmingque green building assessment tools and design guidelines.3.2 The social significance.Green building rating system reflects the social significance of the main advocates of the new way of life, heightened awareness and public participation in the continuation of local culture are two aspects.To promote a healthy lifestyle. Green building rating system, the social significance of the primary advocate a healthy lifestyle, which is based on the design and construction of green buildings as a community education process. The principles of green building rating system is the effective use of resources and ecological rules to follow, based on the health of building space to create and maintain sustainable development. The concept of the past to correct people's misconceptions about consumer lifestyles, that can not blindly pursue material luxury, but should keep the environment under the premise of sustainable use of modest comfort to pursue life. From the fundamental terms, construction is to meet human needs built up of material goods as people's Wenhuayishi Name and lifestyle is not sustainable when, the value of green building itself will be reduced, but only had a real social need When the requirements of sustainable development and way of life that matches the green building to achieve the best results.Enhanced awareness of public participation. Green Building Rating system is not a monopoly for the design staff of professional tools, but for planners, designers, engineers, managers, developers, property owners, jointly owned by the public and other assessment tools. It broke the previous professional development of the monopoly to encourage theparticipation of the public and other public officers. Through public participation, the introduction of architects and other building users, the construction of dialogue participants, making the original design process dominated by the architect becomes more open. Proved the involvement of various views and a good help to create a dynamic culture, embody social justice community.3.3 The economic significance.Green building rating system, the economic significance can be divided into macro and micro levels. At the macro level, the green building rating system from the system life-cycle perspective, the green building design integrated into the economic issues involved in the production from the building materials, design, construction, operation, resource use, waste disposal, recycling of demolition until the natural resources the whole process. Economic considerations of green building is no longer limited to the design process itself, while the policy extended to the design of the narrow role to play to support the policy level, including the establishment of "green labeling" system, improving the construction environmental audit and management system, increase and construction-related energy consumption, pollutant emissions and other acts of tax efforts, improve the legal system of environmental protection, from the increase in government construction projects on the sustainability of economic support and raise the cost to the construction of polluting the environment acts as the costs for green buildings design and construction to create a favorable external environment. This goal is not entirely the responsibility of government agencies, as the architects involved in design work as a sound system of responsibility for recommendations obligations, because only the most from the practice of the need is real and urgent. The related policy issues in green building design strategies, building a system to solve the economic problems facing the important aspects. At the micro level, the current from the economic point of Design Strategy is more fully consider the economic operation of the project, and specific technical strategies accordingly adjusted.3.4 Ethical Significance.Green building rating system, the theoretical basis of the concept of sustainable development, therefore, whether the evaluation system of each country how much difference in structure, they all have one thing in common: reduce the burden of ecological environment, improve construction quality of the environment for future generations to remain the development of there is room. This radically change the long-sought human blindly to the natural attitude, reflecting people's understanding of the relationship between man and nature by the opposition to the uniform change. According to the current global energy reserves and resources distribution, the Earth's natural environment is also far from the edge of exhaustion, enough people enjoy the luxury of contemporary material life. But now we have to consume a resource, it means that future generations will be less of a living space. More importantly, if we consume the natural environment more than it can limit self-renewal, then the future of the younger generation is facing the planet's ecosystems can not recover the risk into a real crisis. Therefore we can say, the development of green buildings and their corresponding evaluation system, for more contemporary people is the responsibility and obligations. For more the interests of future generations and advantages. 4 green building designGreen building design include the following:Saving energy: full use of solar energy, using energy-efficient building envelope and heatingand air conditioning, reducing heating and air conditioning use. Set according to the principle of natural ventilation cooling system that allows efficient use of building to the dominant wind direction in summer. Adapted to local climatic conditions, building use form and general layout of the plane.Resource conservation: in the building design, construction and selection of construction materials, are considered fair use and disposal of resources. To reduce the use of resources, strive to make the use of renewable resources. Conserve water resources, including water conservation and greening.Return to Nature: Green Building exterior to emphasize integration with the surrounding environment, harmony, movement complement each other so that the protection of natural ecological environment.5 Effect of green building5.1 Effect of the composition of green buildingEffect of green building, including internal effects and external effects, direct benefits and direct costs as the internal effect, known as the indirect benefits and indirect costs of external effects, according to engineering economics point of view: the internal effects can be financial evaluation, external effects should be economic evaluation, economic evaluation is based on the so-called rational allocation of scarce resources and socio-economic principles of sustainable development, from the perspective of the overall national economy, study projects spending of social resources and contributions to the community to evaluate the project's economic and reasonable and external effects generally include Industry Effects, environmental and ecological effects, technology diffusion effect, the external effect will cause the private costs (internal costs or indirect costs) and social costs inconsistent, leading to the actual price is different from the best price. From the perspective of sustainable development, green building assessment effects of the main indicators of external effects.Since beginning the development of green building, unity of quantitative indicators system is still not established, I believe that the following aspects should be analyzed: (1) strictly control the construction industry, size, limit the number of employees. Extensive growth model epitomized by the struggle over the construction project, the construction process using human wave tactics, once the state limit the scale of construction, will form the "adequate", which will not reduce the degree of mechanization, labor, the low level. (2) more investments in technology, upgrade technology, establish and perfect the mechanism for scientific and technical equipment. Focus on the development and application of building technology, combined with the project, the characteristics of future construction, a planned way scientific and technological research and development of new machinery, new processes, new materials, and actively introduce, absorb and assimilate the advanced scientific and technological achievements of science and technology to improve the level of mechanization.(3) in urban planning, survey and design through the "green building" ideas. Family housing and urban construction or alteration must remain in the room, from lighting, ventilation, drainage and so control the damage to the environment. (4) construction work, reduced resource consumption, the production process in construction, energy saving measures should be adopted to prevent the excessive consumption of land resources, water resources,power resources.5.2 External effects of the challenges to building the economyUnder the control of the government's intervention, to a certain extent on the efficient allocation of resources to strengthen the implementation of energy conservation mandatory standards for construction supervision. To further improve the building energy monitoring system, and strengthen the mandatory building energy efficiency standards in order to carry out the implementation of the project as the main content of the whole process of monitoring, particularly for large public buildings to enhance the building energy regulation, reflected in the project cost on the part of the Waibu costs into internal costs, making the "non-green building" project's internal costs, internal efficiency and reduce the external costs of green building, the external efficiency increase, so that effective economic resources to the rational flow of green building.6 to improve the external effects of green building measuresEnterprise architecture in the new economy to obtain a competitive advantage, improve the external effects only continually tap the ways and means to improve the external efficiency, reduce external costs, the basic ideas and principles: (1) Construction of natural resources in the life cycle and minimize energy consumption; (2) reducing building life cycle emissions; (3) protect the ecological (natural) environment; (4) to form a healthy, comfortable and safe indoor space; (5) the quality of construction, functionality, performance and environmental unity.Summarydescribed above, the meaning of green building design and analysis of its effectiveness and improve the external effects of green building measures. But how does the future design of green buildings need a degree in practice we try to figure out, I believe that green building will become the future construction of a trend.译文：摘要:绿色建筑是指尽力最大限度地节约资源(能源、土地、水、木)、保护环境,减少污染在它的生命周期。

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