土木工程外文翻譯3

1、三江學院畢業(yè)設計(論文)外文資料翻譯院 系土木工程學院專業(yè)建筑學生姓名張融晨班級學號b08084039外文出處附件：1.外文資料翻譯譯文（約3000漢字）； 2.外文資料原文(與課題相關(guān)的1萬印刷符號左右)。指導教師評語：指導教師簽名：年月日附件：1.外文資料翻譯譯文en 1992-1-1:2004 (e)第一章 總則1.1 范圍1.1.1 歐洲法規(guī)2的范圍(1)供磷歐洲規(guī)范2 適用于建筑設計和利用純混凝土，鋼筋混凝土和預應力鋼筋混凝土建造的土木工程. 它遵守建筑結(jié)構(gòu)安全、可靠的原則及要求, 他們設計的基礎(chǔ)和檢驗在en 1990:結(jié)構(gòu)設計的基礎(chǔ)一章中提到。(2) 供磷歐洲規(guī)范2 只注重混凝土結(jié)

2、構(gòu)的抗阻性，適用性，耐用性和耐火性. 其他要求例如絕熱性和隔音性是不被考慮的。(3) 供磷歐洲規(guī)范2 是打算用來同如下內(nèi)容共同使用的:en 1990: 結(jié)構(gòu)設計的基礎(chǔ)en 1991:對結(jié)構(gòu)的作用對結(jié)構(gòu)的行動hens: 有關(guān)混凝土結(jié)構(gòu)的建筑產(chǎn)品en 1997: 土工技術(shù)設計en 1998: 當混凝土結(jié)構(gòu)被建造在地震區(qū)時的抗震結(jié)構(gòu)設計(4供磷歐洲規(guī)范2 被細分成如下部分:part 1.1: 總則和建筑規(guī)則part 1.2: 結(jié)構(gòu)的消防設計part 2: 鋼筋混凝土和預應力鋼筋混凝凝土橋part 3: 液體保留和含有 結(jié)構(gòu)1.1.2 1-1歐洲法規(guī)2部的適用范圍 (1) p部分歐洲規(guī)范21-1 列出

3、了正常骨料和輕骨料的純混凝土，鋼筋混凝土和預應力鋼筋混凝土的建筑設計的一般基礎(chǔ)，以及建筑的詳細規(guī)則(2)p以下內(nèi)容在1-1中涉及第一章: 總則section 2: 設計基礎(chǔ)section 3: 材料section 4: 耐用性和鋼筋保護層section 5: 結(jié)構(gòu)分析section 6: 極限狀態(tài)section 7: 正常使用極限狀態(tài)section 8: 加固和預應力筋腱的細節(jié)-總則section 9: 成員和特殊裁決的細節(jié)section 10: 預制混凝土成分和結(jié)構(gòu)的附加規(guī)則section 11: 輕骨料混凝土結(jié)構(gòu)section 12: 純混凝土和少量鋼筋混凝土結(jié)構(gòu) (3)p 第一章和第二章

4、提供了在en1990中提到的“結(jié)構(gòu)設計基礎(chǔ)”的附加條款(4)p 1-1這一部分沒有涉及到:- 平原加固的使用- 抗火性;- 建筑特殊類型的詳細方面（例如高樓）- 土木工程類型的詳細方面（例如高架橋，橋梁，水壩，壓力容器，海上平臺或擋水結(jié)構(gòu)） ;- 無沙混凝土和加氣混凝土結(jié)構(gòu)，以及那些有重骨料或包含性結(jié)構(gòu)鋼所建造的建筑（參考eurocode 4中的復合鋼筋混凝土結(jié)構(gòu)）1.2 引用標準(1)p 以下標準文件包含在本文中涉及的規(guī)定，關(guān)于歐洲標準的基本規(guī)定 . 至于過時的參考文獻，并沒有在隨后對這些出版物進行修正和校對。然而，建立在這個歐洲準則基礎(chǔ)上的合約雙方，他們被鼓勵去調(diào)查應用那些在下面所指出的的

5、標準文件的最近版本的可能性。因為無日期的參考文獻，最新的標準文件版本已被應用。1.2.1 常規(guī)參考標準en 1990: 結(jié)構(gòu)設計基礎(chǔ)en 1991-1-5: 對結(jié)構(gòu)的作用: 力量上的作用en 1991-1-6: 對結(jié)構(gòu)的作用 在施工中的作用1.2.2 其他參考標準en1997: 土工技術(shù)設計en 197-1: 水泥: 普通水泥的成分，規(guī)格，一致性標準en 206-1: 混凝土:規(guī)格，性能，生產(chǎn)和一致性 en 12390: 檢測硬化混凝土en 10080: 用于加固混凝土的鋼材en 10138: 預變形鋼en iso 17760: 允許用于加固的焊接過程env 13670: 混凝土結(jié)構(gòu)的施工en

6、 13791: 檢測混凝土en iso 15630 用于加固的鋼材和混凝土預應力的鋼材: 檢測方法1.3 假設(1) p 除了在en 1990中提到的一般假設外，還設計到以下假設- 建筑結(jié)構(gòu)是由有資格的，富有經(jīng)驗的專業(yè)人員所設計的- 適當監(jiān)督和質(zhì)量管理無處不在，無時無刻在進行著在工廠中,在植物中,和現(xiàn)場。- 建筑由有著適當技術(shù)和經(jīng)驗的人員所建造- 建筑材料和產(chǎn)品是根據(jù)歐洲規(guī)范或相關(guān)材料、產(chǎn)品說明書所使用的- 建筑物將會被適當維護- 建筑結(jié)構(gòu)將會與建筑綱要一致地被使用- 在env 13670 中提到的施工和工藝的要求要遵守1.4 原則和應用規(guī)則的區(qū)別(1)p 在en 1990 中的規(guī)則適用于1.

7、5 定義1.5.1 總則 一般(1) p 在en 1990中涉及的條款和定義適用于(2) 1.5.2 在標準中使用的附加條款及定義1.5.2.1預制結(jié)構(gòu) . 預制結(jié)構(gòu)的特點是結(jié)構(gòu)構(gòu)件在其他地方生產(chǎn)而不是在建筑的最終位置. 在這種結(jié)構(gòu)中，要素是為了確保所需建筑的結(jié)構(gòu)完整性1.5.2.2平原或輕輕鋼筋混凝土構(gòu)件. 結(jié)構(gòu)混凝土構(gòu)件有不加固（素混凝土）或者比在第九章中提到的最小的混料總量性少的加固1.5.2.3無粘結(jié)和外部的肌腱。用于后受力桿件的無粘結(jié)筋后張預應力成員 有通風管道，那些管道被永久地無粘結(jié)、肌腱 處于混凝土橫斷面的外部 (這可能會在強壓或有防護膜的情況下被混凝土包住).1.5.2.4 預

8、應力. 預應力過程在于通過對與混凝土構(gòu)件相關(guān)的肌腱提供應力來對混凝土結(jié)構(gòu)提供作用力. “預應力” 在全世界被使用，用來命名那些在預應力過程中的永久作用, 它們包含了對結(jié)構(gòu)中的變形和型材的內(nèi)力.其他預應力方法在喂在標準中提及 1.6 符號為了這個標準 ，以下符號適用注意: 符號基于拉丁大寫字母a 偶然作用a 橫截面積ac 混凝土橫截面積ap 一個或多個預應力鋼筋束的面積as 加固的橫截面積as,最小的加固橫截面積asw剪切鋼筋的截面積 d 心軸直徑ded 疲勞損害因素e 作用的影響ec, ec(28) 正常重量混凝土的切線彈性模量c=0應力切線正常體重的混凝土彈性模量并在28天內(nèi)ec,eff混凝

9、土的有效彈性模量 ecd 混凝土彈性模量的結(jié)構(gòu)參數(shù)ecm 混凝土的割線模量ec(t) 正常重量混凝土的切線彈性模量在c= 0在時間t的壓力和切線正常體重的混凝土彈性模量ep預變形剛的彈性模量的設計參數(shù)es 鋼筋的彈性模量的設計參數(shù)e抗彎剛度equ偽靜態(tài)平衡f 作用fd 一個行為的結(jié)構(gòu)參數(shù)fk一個動作的特征值gk典型的永久作用 混凝土截面慣性矩l 長度m 彎矩med 應用的內(nèi)部彎矩的設計參數(shù)n 軸向力ned 應用的軸向力的設計參數(shù) (張力或壓迫)p 預應力p0 在壓力之后緊接的活性結(jié)束的肌腱的內(nèi)部力量qk 典型的變量作用qfat 典型的疲勞負荷r 阻力s 內(nèi)力和瞬間s sls地區(qū)的正常使用極限狀

10、態(tài)的靜力矩t 扭矩ted 應用扭矩uls的極限狀態(tài)的設計參數(shù)v 剪力ved 應用剪力的設計參數(shù)拉丁小寫字母a 間隔a 幾何數(shù)據(jù)a 幾何數(shù)據(jù)的偏差b 橫截面的總寬，或者 實際凸緣總寬或?qū)嶋H在t或l梁翼緣寬度t，i或l梁體重的網(wǎng)頁寬度d 直徑 ; 深度d 橫截面的有效深度dg 最大量的集料粒度e 離心率fc 砼抗壓強度fcd 混凝土的抗壓強度的設計參數(shù)fck在28天的混凝土的壓鋼強度特征特點壓缸混凝土強度在28天內(nèi)fcm 混凝土的圓柱體的抗壓強度的平均值fctk 混凝土的軸向拉伸強度特征fctm混凝土軸向抗拉強度的平均值fp 預變形鋼的抗拉強度fpk 預變形鋼的典型抗拉強度fp0,10.1的證明應

11、力預應力鋼預變形剛有0,1% 的抗壓力fp0,1k特征0.1證明預應力鋼筋的應力f0,2k特性0,2證明應力鋼筋ft 加固的抗拉強度ftk 加固的典型抗壓強度fy 加固的抗屈強度fyd 加固的設計抗屈強度fyk 加固的典型抗屈強度fywd剪切鋼筋的設計產(chǎn)量h 高度h 一個橫截面的總深i 回轉(zhuǎn)半徑k 系數(shù) ;因素l (or l or l) 長度; 跨度m 質(zhì)量r 半徑1/r 一個特殊截面的曲率t 厚度t 所認為的時間t0 在裝船時的混凝土年齡u 混凝土橫截面的周長, 具有區(qū)域交流u,v,w 位移點的成分x 中性軸深度x,y,z 坐標z 杠桿臂的內(nèi)部力量希臘小寫字母 角度 ; 比率 角度;比率;

12、系數(shù) 分項系數(shù)a 分項系數(shù)一個行動的意外c 混凝土的分項系數(shù)f部分因素的行動,ff,fat 疲勞行為的分項系數(shù)c,fat部分因素的混凝土疲勞g部分因子為永久性的行動,gm 一種材料性能的分項系數(shù), 考慮到材料性能本身和設計模型的不確定性及幾何形狀誤差p和預應力有關(guān)行為的分項系數(shù)q 變量行為的分項系數(shù)s鋼筋或預變形鋼的分項系數(shù) s,fat 在疲勞荷載下的鋼筋或預變形鋼的分項系數(shù)未考慮模型不確定性行為的分項系數(shù)g 未考慮模型不確定性的永久行為的分項系數(shù)m 一種有形資產(chǎn)的分項系數(shù)，僅僅考慮了有形資產(chǎn)的不確定性 增量或再分配比例 還原因素或分配比例c混凝土的壓縮變形c1 峰值應力為fc的混凝土的壓縮變

13、形cu 混凝土的極限壓應變u 最大負載下的鋼筋或預變形鋼的張力uk 最小負載下的鋼筋或預變形鋼的典型張力 角度 長度直徑比 在tendons和它們的通風管道之間的摩擦系數(shù) 泊松比 在剪切裂開是的混凝土的強度折減系數(shù) 預變形鋼或鋼筋的粘結(jié)強度比值 混凝土的絕干密度 kg/m31000張弛損失的價值，在張力后，并且平均溫度為20c的情況下1000的小時l縱向鋼筋的配筋率w 剪切鋼筋的配筋率c在混凝土中的抗壓應力cp 來源于軸向載荷和預應力的混凝土中的抗壓應力cu 在極限壓下的混凝土中的抗壓應力 扭轉(zhuǎn)剪應力 一個鋼筋或預應力管道的直徑n 一束配筋的等效直徑(t,t0) 蠕變系數(shù), 在t 和t0之間定

14、義它，它和在28天中的彈性形變有關(guān) (,t0) 蠕變系數(shù)的終值 定義變量行為代表值的因素0 對組合價值來說1 對頻繁的價值觀來說2對半永久的價值觀來說附件：2.外文資料原文en 1992-1-1:2004 (e)14section 1 general1.1 scope1.1.1 scope of eurocode 2(1)p eurocode 2 applies to the design of buildings and civil engineering works in plain,reinforced and prestressed concrete. it complies with

15、 the principles and requirements for thesafety and serviceability of structures, the basis of their design and verification that are given inen 1990: basis of structural design.(2)p eurocode 2 is only concerned with the requirements for resistance, serviceability,durability and fire resistance of co

16、ncrete structures. other requirements, e.g. concerningthermal or sound insulation, are not considered.(3)p eurocode 2 is intended to be used in conjunction with:en 1990: basis of structural designen 1991: actions on structureshens: construction products relevant for concrete structuresenv 13670: exe

17、cution of concrete structuresen 1997: geotechnical designen 1998: design of structures for earthquake resistance, when concrete structures are built inseismic regions.(4)p eurocode 2 is subdivided into the following parts:part 1.1: general rules and rules for buildingspart 1.2: structural fire desig

18、npart 2: reinforced and prestressed concrete bridgespart 3: liquid retaining and containing structures1.1.2 scope of part 1-1 of eurocode 2(1)p part 1-1 of eurocode 2 gives a general basis for the design of structures in plain,reinforced and prestressed concrete made with normal and light weight agg

19、regates togetherwith specific rules for buildings.(2)p the following subjects are dealt with in part 1-1.section 1: generalsection 2: basis of designsection 3: materialssection 4: durability and cover to reinforcementsection 5: structural analysissection 6: ultimate limit statessection 7: serviceabi

20、lity limit statessection 8: detailing of reinforcement and prestressing tendons - generalsection 9: detailing of members and particular rulescopyright european committee for standardizationprovided by ihs under license with cenno reproduction or networking permitted without license from ihs not for

21、resale-,-,-en 1992-1-1:2004 (e)15section 10: additional rules for precast concrete elements and structuressection 11: lightweight aggregate concrete structuressection 12: plain and lightly reinforced concrete structures(3)p sections 1 and 2 provide additional clauses to those given in en 1990 “basis

22、 of structuraldesign”.(4)p this part 1-1 does not cover:- the use of plain reinforcement- resistance to fire;- particular aspects of special types of building (such as tall buildings);- particular aspects of special types of civil engineering works (such as viaducts, bridges,dams, pressure vessels,

23、offshore platforms or liquid-retaining structures);- no-fines concrete and aerated concrete components, and those made with heavyaggregate or containing structural steel sections (see eurocode 4 for composite steelconcretestructures).1.2 normative references(1)p the following normative documents con

24、tain provisions which, through references in thistext, constitutive provisions of this european standard. for dated references, subsequentamendments to or revisions of any of these publications do not apply. however, parties toagreements based on this european standard are encouraged to investigate

25、the possibility ofapplying the most recent editions of the normative documents indicated below. for undatedreferences the latest edition of the normative document referred to applies.1.2.1 general reference standardsen 1990: basis of structural designen 1991-1-5: actions on structures: thermal actio

26、nsen 1991-1-6: actions on structures: actions during execution1.2.2 other reference standardsen1997: geotechnical designen 197-1: cement: composition, specification and conformity criteria for commoncementsen 206-1: concrete: specification, performance, production and conformityen 12390: testing har

27、dened concreteen 10080: steel for the reinforcement of concreteen 10138: prestressing steelsen iso 17760: permitted welding process for reinforcementenv 13670: execution of concrete structuresen 13791: testing concreteen iso 15630 steel for the reinforcement and prestressing of concrete: test method

28、s1.3 assumptions(1)p in addition to the general assumptions of en 1990 the following assumptions apply:- structures are designed by appropriately qualified and experienced personnel.copyright european committee for standardizationprovided by ihs under license with cenno reproduction or networking pe

29、rmitted without license from ihs not for resale-,-,-en 1992-1-1:2004 (e)16- adequate supervision and quality control is provided in factories, in plants, and on site.- construction is carried out by personnel having the appropriate skill and experience.- the construction materials and products are u

30、sed as specified in this eurocode or in therelevant material or product specifications.- the structure will be adequately maintained.- the structure will be used in accordance with the design brief.- the requirements for execution and workmanship given in env 13670 are complied with.1.4 distinction

31、between principles and application rules(1)p the rules given in en 1990 apply.1.5 definitions1.5.1 general(1)p the terms and definitions given in en 1990 apply.1.5.2 additional terms and definitions used in this standard1.5.2.1 precast structures. precast structures are characterised by structural e

32、lementsmanufactured elsewhere than in the final position in the structure. in the structure,elements are connected to ensure the required structural integrity.1.5.2.2 plain or lightly reinforced concrete members. structural concrete members havingno reinforcement (plain concrete) or less reinforceme

33、nt than the minimum amountsdefined in section 9.1.5.2.3 unbonded and external tendons. unbonded tendons for post-tensioned membershaving ducts which are permanently ungrouted, and tendons external to the concretecross-section (which may be encased in concrete after stressing, or have a protectivemem

34、brane).1.5.2.4 prestress. the process of prestressing consists in applying forces to the concretestructure by stressing tendons relative to the concrete member. “prestress” is usedglobally to name all the permanent effects of the prestressing process, which compriseinternal forces in the sections an

35、d deformations of the structure. other means ofprestressing are not considered in this standard.1.6 symbolsfor the purposes of this standard, the following symbols apply.note: the notation used is based on iso 3898:1987latin upper case lettersa accidental actiona cross sectional areaac cross section

36、al area of concreteap area of a prestressing tendon or tendonscopyright european committee for standardizationprovided by ihs under license with cenno reproduction or networking permitted without license from ihs not for resale-,-,-en 1992-1-1:2004 (e)17as cross sectional area of reinforcementas,min

37、 minimum cross sectional area of reinforcementasw cross sectional area of shear reinforcementd diameter of mandrelded fatigue damage factore effect of actionec, ec(28) tangent modulus of elasticity of normal weight concrete at a stress of c = 0and at 28 daysec,eff effective modulus of elasticity of

38、concreteecd design value of modulus of elasticity of concreteecm secant modulus of elasticity of concreteec(t) tangent modulus of elasticity of normal weight concrete at a stress of c = 0 andat time tep design value of modulus of elasticity of prestressing steeles design value of modulus of elastici

39、ty of reinforcing steele bending stiffnessequ static equilibriumf actionfd design value of an actionfk characteristic value of an actiongk characteristic permanent action second moment of area of concrete sectionl lengthm bending momentmed design value of the applied internal bending momentn axial f

40、orcened design value of the applied axial force (tension or compression)p prestressing forcep0 initial force at the active end of the tendon immediately after stressingqk characteristic variable actionqfat characteristic fatigue loadr resistances internal forces and momentss first moment of areasls

41、serviceability limit statet torsional momentted design value of the applied torsional momentuls ultimate limit statev shear forceved design value of the applied shear forcelatin lower case lettersa distancea geometrical dataa deviation for geometrical datab overall width of a cross-section, or actua

42、l flange width in a t or l beambw width of the web on t, i or l beamsd diameter ; depthd effective depth of a cross-sectioncopyright european committee for standardizationprovided by ihs under license with cenno reproduction or networking permitted without license from ihs not for resale-,-,-en 1992

43、-1-1:2004 (e)18dg largest nominal maximum aggregate sizee eccentricityfc compressive strength of concretefcd design value of concrete compressive strengthfck characteristic compressive cylinder strength of concrete at 28 daysfcm mean value of concrete cylinder compressive strengthfctk characteristic

44、 axial tensile strength of concretefctm mean value of axial tensile strength of concretefp tensile strength of prestressing steelfpk characteristic tensile strength of prestressing steelfp0,1 0,1% proof-stress of prestressing steelfp0,1k characteristic 0,1% proof-stress of prestressing steelf0,2k ch

45、aracteristic 0,2% proof-stress of reinforcementft tensile strength of reinforcementftk characteristic tensile strength of reinforcementfy yield strength of reinforcementfyd design yield strength of reinforcementfyk characteristic yield strength of reinforcementfywd design yield of shear reinforcemen

46、th heighth overall depth of a cross-sectioni radius of gyrationk coefficient ; factorl (or l or l) length; spanm massr radius1/r curvature at a particular sectiont thicknesst time being consideredt0 the age of concrete at the time of loadingu perimeter of concrete cross-section, having area acu,v,w

47、components of the displacement of a pointx neutral axis depthx,y,z coordinatesz lever arm of internal forcesgreek lower case letters angle ; ratio angle ; ratio; coefficient partial factora partial factor for accidental actions ac partial factor for concretef partial factor for actions, ff,fat parti

48、al factor for fatigue actionsc,fat partial factor for fatigue of concreteg partial factor for permanent actions, gm partial factor for a material property, taking account of uncertainties in the materialproperty itself, in geometric deviation and in the design model usedcopyright european committee

49、for standardizationprovided by ihs under license with cenno reproduction or networking permitted without license from ihs not for resale-,-,-en 1992-1-1:2004 (e)19p partial factor for actions associated with prestressing, pq partial factor for variable actions, qs partial factor for reinforcing or prestressing steels,fat partial factor for reinforcing or prestressing steel under fatigue loadingfpartial