土木工程(抗震)外文翻譯----歐洲對(duì)鋼框架結(jié)構(gòu)抗震設(shè)計(jì)的評(píng)估

1、<p><b>　　本科生畢業(yè)設(shè)計(jì)</b></p><p><b>　　外文翻譯</b></p><p><b>　　題 目</b></p><p>　　出 處http://www.springerlink.com/ </p><p>　　content/

2、b35k24747458435l/ </p><p>　　姓　　名　　　 　　　　　</p><p>　　學(xué)　　號(hào)　　 00000000 　　　</p><p>　　學(xué) 　院　　　 XX學(xué)院　　　　　 </p><p>　　?！　I(yè)　　　 XX工程　　　　　 </p><p>　　指導(dǎo)教

3、師　　 　 　　 </p><p>　　2011年　X月　X日</p><p><b>　　英文原文：</b></p><p>　　Assessment of European seismic design procedures</p><p>　　for steel framed structures&

4、lt;/p><p>　　A.Y. Elghazouli</p><p>　　1 Introduction </p><p>　　Although seismic design has bene?ted from substantial developments in recent years, the need to offer practical and relati

5、vely unsophisticated design procedures inevitably results in various simpli?cations and idealisations. These assumptions can, in some cases, have advert implications on the expected seismic performance and hence on the r

6、ationale and reliabil- ity of the design approaches. It is therefore imperative that design concepts and application rules are constantly appraised and revise</p><p>　　In accordance with current seismic desi

7、gn practice, which in Europe is represented by Eurocode 8 (EC8) (2004), structures may be designed according to either non-dissipative or dissipative behaviour. The former, through which the structure is dimensioned to r

8、espond largely in the elastic range, is normally limited to areas of low seismicity or to structures of special use and importance. Otherwise, codes aim to achieve economical design by employ- ing dissipative behaviour

9、in which considerable</p><p>　　usually performed by assigning a structural behaviour factor (i.e. force reduction or modi?ca- tion factor) which is used to reduce the code-speci?ed forces resulting from idea

10、lised elastic response spectra. This is carried out in conjunction with the capacity design concept which requires an appropriate determination of the capacity of the structure based on a pre-de?ned plastic mechanism (of

11、ten referred to as failure mode), coupled with the provision of suf?cient ductility in plastic zones an</p><p>　　This paper examines the main design approaches and behavioural aspects of typical con?g- urat

12、ions of moment-resisting and concentrically-braced frames. Although this study focuses mainly on European guidance, the discussions also refer to US provisions (AISC 1999, 2002, 2005a,b) for comparison purpos

13、es. Where appropriate, simple analytical treatments are presented in order to illustrate salient behavioural aspects and trends, and reference is also made to recent experimental observa</p><p>　　2.1 Limit

14、states and loading criteria </p><p>　　The European seismic code, EC8 (Eurocode 8 2004) has evolved over a number of years changing status recently from a pre-standard to a full European standard. The code ex

15、plicitly adopts capacity design approaches, with its associated procedures in terms of failure mode control, force reduction and ductility requirements. One of the main merits of the code is that, in comparison with oth

16、er seismic provisions, it succeeds to a large extent in maintaining a direct and unambiguous relationship betw</p><p>　　There are two fundamental design levels considered in EC8, namely ‘no-collapse’ and ‘d

17、amage-limitation’, which essentially refer to ultimate and serviceability limit states, respec- tively, under seismic loading. The no-collapse requirement corresponds to seismic action based on a recommended probability

18、of exceedance of 10% in 50 years, or a return period of 475 years, whilst the values associated with the damage-limitation level relate to arecommended probability of 10% in 10 year</p><p>　　The

19、 code de?nes reference elastic response spectra (Se) for acceleration as a function of the period of vibration (T) and the design ground acceleration (ag) on ?rm ground. The elastic spectrum depends on the soil factor (S

20、), the damping correction factor (η) and pre-de?ned spectral periods (TB , TC and TD) which in turn depend on the soil type and seismic source characteristics. For ultimate limit state design, inelastic ductile performa

21、nce is incorporated through the use of the behaviour fact</p><p>　　2.2 Behaviour factors </p><p>　　This type of frame has special features that are not dealt with in this study, although some co

22、mments relevant to its behaviour are made within the discussions. Also, K-braced frames are not considered herein as they are not recommended for dissipative design. On the other hand, eccentrically-braced frames which

23、can combine the advantages of moment-resisting and concentrically-braced frames in terms of high ductility and stiffness, are beyond the scope of this study. The reference behaviour fac</p><p><b>　　中文翻

24、譯：</b></p><p>　　歐洲對(duì)鋼框架結(jié)構(gòu)抗震設(shè)計(jì)的評(píng)估</p><p><b>　　1介紹</b></p><p>　　雖然抗震設(shè)計(jì)實(shí)質(zhì)性進(jìn)展受益匪淺,近年來,需要提供實(shí)用和相對(duì)簡(jiǎn)單的設(shè)計(jì)方法,不可避免地導(dǎo)致各種各樣的簡(jiǎn)化和理想化。這些假設(shè),某些情況下,有廣告影響預(yù)期的抗震性能,因此在合理性和可靠性設(shè)計(jì)的方法下。有必要的設(shè)

25、計(jì)概念和應(yīng)用不斷評(píng)估和修改規(guī)則是根據(jù)最近的研究和對(duì)地震的行為改進(jìn)的理解。為此,本文在評(píng)估潛在的方法和主要流程采用鋼結(jié)構(gòu)工程的抗震設(shè)計(jì)中,用強(qiáng)調(diào)歐洲設(shè)計(jì)規(guī)定,制定本規(guī)定。</p><p>　　按照現(xiàn)行的抗震設(shè)計(jì)實(shí)踐,這在歐洲被表示Eurocode 8(EC8)(2004),結(jié)構(gòu)也可以設(shè)計(jì)出系統(tǒng)根據(jù)或耗散行為。這位前,藉此結(jié)構(gòu)尺寸進(jìn)行回應(yīng)主要集中在彈性范圍內(nèi),通常是有限的地區(qū)地震活動(dòng)或結(jié)構(gòu)的低特殊用途與重要性。否則,

26、編碼的目的是要實(shí)現(xiàn)節(jié)約型設(shè)計(jì)被耗散行為在相當(dāng)大的彈性變形能得到滿足在重大的地震事件。在案件的不規(guī)則或復(fù)雜的結(jié)構(gòu),詳細(xì)的非-線性動(dòng)態(tài)的分析可能是必要的。然而,常規(guī)結(jié)構(gòu)設(shè)計(jì)的系統(tǒng)具有耗散通過指定一個(gè)經(jīng)常表演結(jié)構(gòu)行為因素(例如力量還原或修改因素),用它來減少所造成的指定代碼，正如有彈性響應(yīng)譜。這是進(jìn)行結(jié)合的能力設(shè)計(jì)概念,需要采用一種適宜的容量的確定基于一個(gè)預(yù)先定義的結(jié)構(gòu)塑料機(jī)械(通常稱為失效模式),伴隨著提供充分的在塑性區(qū)和足夠的延性等因素為

27、其它地區(qū)。雖然基本設(shè)計(jì)原則的能力設(shè)計(jì)可能不是故意在各種不同實(shí)際的程序代碼,可以在常隨因?yàn)椴煌男袨榧僭O(shè)理想化和理想化設(shè)計(jì)。</p><p>　　摘要本文檢視主要設(shè)計(jì)方法和行為方面的抗力矩典型配置和中心支撐幀。雖然這項(xiàng)研究主要在歐洲的指導(dǎo)下,我們的討論也涉及到規(guī)定(以1999年,2002年,2003 2005a,b作比較)。在適當(dāng)?shù)牡胤?簡(jiǎn)單的解析治療，為了說明了引人注目的行為方面和發(fā)展趨勢(shì)參考。最近的實(shí)驗(yàn)觀測(cè)也做

28、了各種努力和成果。重點(diǎn)是給設(shè)計(jì)驗(yàn)證作為相關(guān)要求的含義,時(shí)刻幀后屈曲行為和延性需求的支撐框架,因?yàn)檫@些代表問題,謹(jǐn)慎的解釋和考慮的設(shè)計(jì)過程。因此,一定數(shù)量的必要的澄清和可能的修改代碼程序提出了2種通常的考慮。</p><p>　　2.1極限狀態(tài)和加載的標(biāo)準(zhǔn)</p><p>　　歐洲的抗震規(guī)范,EC8(Eurocode 8 2004年)已經(jīng)進(jìn)化數(shù)年，最近從一個(gè)準(zhǔn)標(biāo)準(zhǔn)地位改變了歐洲標(biāo)準(zhǔn)。代碼明確

29、采用能力設(shè)計(jì)方法,及相應(yīng)程序方面的失效方式控制力的減少和延性需求。其中最主要的優(yōu)點(diǎn)是相比于其它地震規(guī)定,它的成功在很大程度上在維持直接和明確的關(guān)系設(shè)計(jì)的具體程序和整體能力設(shè)計(jì)的概念。</p><p>　　有兩個(gè)基本的設(shè)計(jì)水平,即考慮無倒塌'和損害降低,實(shí)質(zhì)上是指最終和極限狀態(tài),分別,地震作用下。無倒塌技術(shù)對(duì)應(yīng)的地震作用的要求推薦的概率的基礎(chǔ)上對(duì)10%在未來的50年里, 或重現(xiàn)期公元前475年的價(jià)值觀,而與

30、之關(guān)聯(lián)的損害降低水平相關(guān)的概率是贊揚(yáng)10%在10年內(nèi),或重現(xiàn)期95年了。正如人們所預(yù)料的那樣,能力設(shè)計(jì)的程序都被更直接地聯(lián)系在一起的極限狀態(tài),但都包含了大量的檢查,以確保符合適用性條件。這個(gè)時(shí)期的振動(dòng)(T)和設(shè)計(jì)地面加速度(ag)在堅(jiān)固的地面上。彈性頻譜取決于土壤因子(S),阻尼校正因子(η)和預(yù)案光譜周期(肺結(jié)核,血中總膽固醇及TD)依次取決于土壤類型和地震的來源特征。最終的極限狀態(tài)設(shè)計(jì),為球墨鑄鐵性能無彈性拌勻通過使用此行為因子(q

31、),在過去的版本的EC8是假定捕獲作用阻尼。從本質(zhì)上說,為了避免表演無彈性分析在設(shè)計(jì)、彈性譜加速度被“問”(除某些修改為T < TB)、降低設(shè)計(jì)力量依照結(jié)構(gòu)配置和預(yù)期的延性。常規(guī)結(jié)構(gòu)(滿足一定數(shù)量的指定代碼準(zhǔn)則),一個(gè)簡(jiǎn)化的等效靜態(tài)方法可采用主要基于的基本模式振動(dòng)。</p><p><b>　　2.2行為因素</b></p><p>　　在這項(xiàng)研究中,雖然有些評(píng)

32、論有關(guān)它的行為是在討論。同時(shí),k形幀的,沒有考慮到在內(nèi),因?yàn)樗鼈兪遣煌扑]使用對(duì)耗散的設(shè)計(jì)。另一方面,特別支撐幀,抗力矩可以結(jié)合的優(yōu)點(diǎn)和同心支撐幀在條款高延性和剛度的都超出了本研究的范圍。參考行為因素應(yīng)該被視為一個(gè)上界即使非線性的動(dòng)態(tài)分析提出更高的價(jià)值。常規(guī)結(jié)構(gòu)領(lǐng)域的,低地震活動(dòng)性的方式,也可采用無申請(qǐng)1.5 - 2.0設(shè)計(jì)程序,認(rèn)識(shí)到耗散一個(gè)最低水平的存在固有的超負(fù)荷和延性。在這種情況下,構(gòu)成的-真正的會(huì)被視作是延展性差(DCL),在全