土木工程毕业设计中英文翻译

1、精选优质文档-倾情为你奉上专心-专注-专业222附录：中英文翻译英文部分：LOADSLoads that act on structures are usually classified as dead loads or live loads.Dead loads are fixed inlocation and constant in magnitude throughout the life of the structure.Usually the self-weight of astructure is the most important part of the structure a

2、nd the unit weight of the material.Concrete densityvaries from about 90 to 120 pcf (14 to 19 KN/m )for lightweight concrete,and is about 145 pcf (23KN/m )for normal concrete.In calculating the dead load of structural concrete,usually a 5 pcf (1KN/m )increment is included with the weight of the concr

3、ete to account for the presence of the reinforcement.Live loads are loads such as occupancy,snow,wind,or traffic loads,or seismic forces.They may be either fully or partially in place,or not present at all.They may also change in location.Althought it is the responsibility of the engineer to calcula

4、te dead loads,live loads are usuallyspecified by local,regional,or national codes and specifications.Typical sources are the publications ofthe American National Standards Institute,the American Association of State Highway andTransportation Officials and,for wind loads,the recommendations of the AS

5、CE Task Committee on Wind Forces.Specified live the loads usually include some allowance for overload,and may include measuressuch as posting of maximum loads will not be exceeded.It is oftern important to distinguish between thespecified load,and what is termed the characteristic load,that is,the l

6、oad that actually is in effect undernormal conditions of service,which may be significantly less.In estimating the long-term deflection of a structure,for example,it is the characteristic load that is important,not the specified load.The sum of the calculated dead load and the specified live load is

7、 called the service load,becausethis is the maximum load which may reasonably be expected to act during the service resisting is a multiple of the service load.S trengthT he strength of a structure depends on the strength of the materials from which it is made.Minimummaterial strengths are specified

8、 in certain standardized ways.The properties of concrete and itscomponents,the methods of mixing,placing,and curing to obtain the required quality,and the methods fortesting,are specified by the American Concrete Insititue(ACI).Included by refrence in the same documentare standards of the American S

9、ociety for Testing Materials(ASTM)pertaining to reinforcing and prestressing steels and concrete.Strength also depends on the care with which the structure is built.Member sizes may differ fromspecified dimensions,reinforcement may be out of position,or poor placement of concrete may result invoids.

10、An important part of the job of the ergineer is to provide proper supervision ofconstruction.Slighting of this responsibility has had disastrous consequences in more than one instance. Structural SafetySafety requires that the strength of a structure be adequate for all loads that may conceivably ac

11、t onit.If strength could be predicted accurately and if loads were known with equal certainty,then safelycould be assured by providing strength just barely in excess of the requirements of the loads.But there aremany sources of uncertainty in the estimation of loads as well as in analysis,design,and

12、 construction.These uncertainties require a safety margin.In recent years engineers have come to realize that the matter of structural safety is probabilistic in nature,and the safety provisions of many current specifications reflect this view.Separate consideration is given to loads and strength.Lo

13、ad factors,larger than unity,are applied tothe calculated dead loads and estimated or specified service live loads,to obtain factorde loads that themember must just be capable of sustaining at incipient failure.Load factors pertaining to different typesof loads vary,depending on the degree of uncert

14、ainty associated with loads of various types,and with the likelihood of simultaneous occurrence of different loads.Early in the development of prestressed concrete,the goal of prestressing was the completeelimination of concrete ternsile stress at service loads.The concept was that of an entirelynew

15、,homogeneous material that woukd remain uncracked and respond elastically up to the maximumanticipated loading.This kind of design,where the limiting tensile stressing,while an alternativeapproach,in which a certain amount of tensile amount of tensile stress is permitted in the concrete at full serv

16、ice load,is called partial prestressing.There are cases in which it is necessary to avoid all risk of cracking and in which full prestressing isrequired.Such cases include tanks or reservious where leaks must be avoided,submerged structures orthose subject to a highly corrosive envionment where maxi

17、mum protection of reinforcement must beinsured,and structures subject to high frequency repetition of load where faatigue of the reinforcementmay be a consideration.However,there are many cses where substantially improved performance,reduced cost,or both maybe obtained through the use of a lesser am

18、ount of prestress.Full predtressed beams may exhibit anundesirable amount of upward camber because of the eccentric prestressing force,a displacement that isonly partially counteracted by the gravity loads producing downward deflection.This tendency isaggrabated by creep in the concrete,which magnig

19、ies the upward displacement due to the prestressforce,but has little influence on the should heavily prestressed members be overloaded and fail,they maydo so in a brittle way,rather than gradually as do beams with a smaller amount of prestress.This isimportant from the point of view of safety,becaus

20、e suddenfailure without warning is dangeroud,and givesno opportunity for corrective measures to be taken.Furthermore,experience indicates that in many casesimproved economy results from the use of a combination of unstressed bar steel and high strength prestressed steel tendons.While tensile stress

21、and possible cracking may be allowed at full service load,it is also recognizedthat such full service load may be infrequently applied.The typical,or characteristic,load acting is likelyto be the dead load plus a small fraction of the specified live load.Thus a partially predtressed beam maynot be s

22、ubject to tensile stress under the usual conditions of loading.Cracks may from occasionally,whenthe maximum load is applied,but these will close completely when that load is removed.They may be nomore objectionable in prestressed structures than in ordinary reinforced.They may be no moreobjectionabl

23、e in prestressed structures than in ordinary reinforced concrete,in which flexural cracksalways form.They may be considered a small price for the improvements in performance and economy that are obtained.It has been observed that reinforced concrete is but a special case of prestressed concrete in w

24、hichthe prestressing force is zero.The behavior of reinforced and prestressed concrete beams,as the failure load is approached,is essentially the same.The Joint European Committee on Concrete establishes threee classes of prestressed beams.Class 1:Fully prestressed,in which no tensile stress is allo

25、wed in the concrete at service load.Class 2:Partially prestressed, in which occasional temporary cracking is permitted under infrequent high loads.Class 3:Partially prestressed,in which there may be permanent cracks provided that their width is suitably limited.The choise of a suitable amount of pre

26、stress is governed by a variety of factors.These include thenature of the loading (for exmaple,highway or railroad bridged,storage,ect.),the ratio of live to deadload,the frequency of occurrence of loading may be reversed,such as in transmission poles,a highuniform prestress would result ultimate st

27、rength and in brittle failure.In such a case,partial prestressing provides the only satifactory solution.The advantages of partial prestressing are important.A smaller prestress force will berequired,permitting reduction in the number of tendons and anchorages.The necessary flexural strengthmay be p

28、rovided in such cases either by a combination of prestressed tendons and non-prestressedreinforcing bars,or by an adequate number of high-tensile tendons prestredded to level lower than theprestressing force is less,the size of the bottom flange,which is requied mainly to resist the compressionwhen

29、a beam is in the unloaded stage,can be reduced or eliminated altogether.This leads in turn tosignificant simplification and cost reduction in the construction of forms,as well as resulting in structuresthat are mor pleasing esthetically.Furthermore,by relaxing the requirement for low service load te

30、nsion inthe concrete,a significant improvement can be made in the deflection characteristics of abeam.Troublesome upward camber of the member in the unloaded stage fan be avoeded,and the prestressforce selected primarily to produce the desired deflection for a particular loading condition.The behavi

31、orof partially prestressed beamsm,should they be overloaded to failure,is apt to be superior to that of fully prestressed beams,because the improved ductility provides ample warning of distress.2KN/m2KN/m英译汉：荷 载作用在结构上的荷载通常分为恒载或活载。在结构的整个使用寿命期间，恒载的位置是固定的，大小是不变的。通常，结构的自重是恒载的最重要部分。它可以根据结构的尺寸和材料的单位重量进行精确

32、计算。混凝土的密度是变化的，对于轻质混凝土大约从 90120pcf（1419 ），对于标准混凝土大 约为 145pcf（23KN/m2）。在计算结构混凝土的恒载时，考虑到钢筋的存在，通常除了混凝土的重量以外还计入 5pcf（1 ）的增加量。荷载就是诸如居住、雪、风、车辆荷载或地震力等荷载。它们可能全部或部分地出现，或者 根本不出现。这些荷载的位置也是会变化的。计算恒载时工程师的职责，然而活载通常由当地的、地区的或国家的规范和准则所规定。标准的来源是美国国家标准学会、美国州际公路与运输工作者协会主办的刊物，对于风荷载采用美 国土木工程学会风力专题委员会的建议。规定活载通常包含某些容许的超载，并可

33、以明显的或隐含地计入动态影响。活载可以采用标明楼板或桥梁最大荷载那样的措施在某种程度上加以控制，但是也不能肯定这些荷载不会被超过。将规定荷载和所谓特征荷载区别开来往往是很重要的，也就是说，后者是正常使用情况下实际起作用的荷载，它可能很小。例如在计算结构的长期挠度时，重要的是特征荷载，而不是规定荷载。计算得到的荷载和规定活载的和称为使用荷载，因为这是在结构使用寿命期间可预料到的要作用在其上的最大荷载。使用荷载乘以一个系数就是计算荷载，即破坏荷载，它就是结构必须恰 好能承受的荷载。强度结构的强度取决于建造它的材料的强度。材料的最小强度都以一些标准的方式来规定。美国混凝土学会对混凝土的性质及其成分、

34、满足质量要求的拌和、浇筑和养生方法以及试验方法均作了规定。在同一文件中，作为参考也列入了美国材料试验协会关于普通钢筋、预应力钢筋和混凝 土的标准。强度也取决于结构施工的精心程度。构建的大小可能与规定的尺寸有所不同，钢筋的位置可能发生移动，或者由于混凝土浇筑得不好可能会造成空洞。工程师工作的重要职责是要保证应有 的施工监督。工程师的失职曾经不止一次产生了造成巨大损失的后果。结构安全度安全性要求结构的强度足以承受可以预料到的，作用在结构上的全部荷载。如果强度能够精确地预先计算出来而且荷载也可以同样确切地知道的话，则所提供的强度只要稍微超过荷载的要求就能保证安全。可是有许多因素会导致在荷载的估算以及

35、分析、设计和施工等方面的不确定性。 这些不确定因素要求具有安全储备。近些年来，工程师们已经开始认识到结构安全度这个问题在实质上就是概率统计问题，因此 许多现行规范的安全规定都反映了这一观点。荷载和强度分别加以考虑。将大于 1 的荷载系数乘以算得到的恒载和估算或规定的使用活载，可以得到构件在开始破坏时恰好能承受的计算荷载。对于不同类型的荷载，荷载系数是不相同的， 它取决于各种不同荷载和不同荷载可能同时出现的不确定程度。在预应力混凝土发展的早期，预加应力的目的是要完全消除在使用荷载作用下混凝土中的拉应力。这曾经是一种全新的匀质材料的概念，认为这种材料能够不开裂并且保持弹性工作状态，直至达到其最大的设计荷载。在全部使用荷载作用下，混凝土的极限拉应力值为零的这种设计，通常称为之全预应力设计；而另一种在全部荷载作用下容许混凝土内产生一定大小的拉应力的设 计方法，称为部分预应力设计。有些场合必须避免任何产生裂缝的危险，此时需要采用预应力。这些场合包括：不能产生渗漏的容器或水库，必须保证具有最大钢筋保护层的水下结构和在强腐蚀环境中的结构，必须考虑 钢筋疲劳问题的承受高频重复荷载的结构。但是，在许多场合中，只要施加少量的预应力就可以显著地改善结构的工作性能，降低造价，或者