外文翻譯及外文原文(參考格式)

1、精選優(yōu)質(zhì)文檔-傾情為你奉上精選優(yōu)質(zhì)文檔-傾情為你奉上專(zhuān)心-專(zhuān)注-專(zhuān)業(yè)專(zhuān)心-專(zhuān)注-專(zhuān)業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專(zhuān)心-專(zhuān)注-專(zhuān)業(yè)外文翻譯要求： 1、外文資料與畢業(yè)設(shè)計(jì)（論文）選題密切相關(guān)，譯文準(zhǔn)確、質(zhì)量好。 2、閱讀2篇幅以上（10000字符左右）的外文資料，完成2篇不同文章的共2000漢字以上的英譯漢翻譯3、外文資料可以由指導(dǎo)教師提供，外文資料原則上應(yīng)是外國(guó)作者。嚴(yán)禁采用專(zhuān)業(yè)外語(yǔ)教材文章。4、排序：“一篇中文譯文、一篇外文原文、一篇中文譯文、一篇外文原文”。插圖內(nèi)文字及圖名也譯成中文。5、標(biāo)題與譯文格式（字體、字號(hào)、行距、頁(yè)邊距等）與論文格式要求相同。下頁(yè)附：外文翻譯與原文參考格式英文翻譯 (

2、黑體、四號(hào)、頂格)外文原文出處：(譯文前列出外文原文出處、作者、國(guó)籍，譯文后附上外文原文)ASHRAE HandbookRefrigeration.CHAPTER3 .SYSTEM Practices for ammonia 3.1 System Selection 外文翻譯的標(biāo)題與譯文中的外文翻譯的標(biāo)題與譯文中的字體、字號(hào)、行距、頁(yè)邊距等與論文格式相同。 3.10 Reciprocating Compressors 第3章 氨制冷系統(tǒng)的實(shí)施3.1 系統(tǒng)選擇 在選擇一個(gè)氨制冷系統(tǒng)設(shè)計(jì)時(shí)，須要考慮一些設(shè)計(jì)決策要素，包括是否采用（1）單級(jí)壓縮（2）帶經(jīng)濟(jì)器的壓縮（3）多級(jí)壓縮（4）直接蒸發(fā)（5）滿

3、液式（6）液體再循環(huán)（7）載冷劑。單級(jí)壓縮系統(tǒng)基本的單級(jí)壓縮系統(tǒng)由蒸發(fā)器、壓縮機(jī)、冷凝器、儲(chǔ)液器（假如用的話）和制冷劑控制裝置（膨脹閥、浮球閥等）。1997 ASHRAE手冊(cè)“原理篇”中的第一章討論了壓縮制冷循環(huán)。圖1.殼管式經(jīng)濟(jì)器的布置外文原文有PDF文件可采用PDF文件直接插入。英文原文 (黑體、四號(hào)、頂格)外文原文有PDF文件可采用PDF文件直接插入。英文翻譯2（黑體，四號(hào)，頂格）外文原文出處：（黑體，四號(hào)，頂格）. Nonlinear Models of Reinforced and Post-tensioned Concrete Beams. Lecturer, Department

4、 of Civil Engineering, University College Dublin. Received 16 Jul 2001.非線形模型鋼筋和后張法預(yù)應(yīng)力混凝土梁外文翻譯的標(biāo)題與譯文中的字體、字號(hào)、行距、頁(yè)邊距等與論文格式相同。摘要:商業(yè)有限元軟件一般包括混凝土在荷載做用下非線性反應(yīng)的專(zhuān)用數(shù)值模型。這些模型通常包括混凝土開(kāi)裂時(shí)的抗拉強(qiáng)度，混凝土受壓縮區(qū)域可塑性的運(yùn)算法則以及各種方法的詳細(xì)說(shuō)明，梁內(nèi)部配筋的分布情況。本文主要討論的就是被ANSYS軟件采用的數(shù)字模型。通過(guò)對(duì)普通鋼筋混凝土梁，后張法預(yù)應(yīng)力混凝土T型梁的荷載外文翻譯的標(biāo)題與譯文中的字體、字號(hào)、行距、頁(yè)邊距等與論文格式相

5、同。關(guān)鍵字:混凝土；后張法；有限元模型。2 測(cè)試梁 在普通混凝土梁和后張法預(yù)應(yīng)力鋼筋混凝土梁上的最終負(fù)載測(cè)試結(jié)果被用來(lái)評(píng)估是否適合用ANSYS軟件建立鋼筋混凝土模型來(lái)預(yù)測(cè)鋼筋混凝土梁。3.0米普通鋼筋混凝土梁長(zhǎng)為3.0米梁的橫截面，圖1為截面配筋圖,三根直徑為12毫米的鋼筋和兩根直徑為12毫米鋼筋被包藏在張力區(qū)域作為受壓鋼筋。直徑為6毫米，相鄰間距為125毫米箍筋作為抗剪區(qū)域的受拉鋼筋。對(duì)兩根寬為2.8m的梁分別進(jìn)行對(duì)稱(chēng)和非對(duì)稱(chēng)加載實(shí)驗(yàn)，4個(gè)加載點(diǎn)位于梁上，加載點(diǎn)與梁邊緣間的距離為0.3M，通過(guò)位移控制集中荷載的大小，直到梁破壞為止。通過(guò)梁的壓壞實(shí)驗(yàn)，根據(jù)英國(guó)標(biāo)準(zhǔn)查出的混凝土軸心抗拉強(qiáng)度和軸心

6、抗壓強(qiáng)度標(biāo)準(zhǔn)值(ft = 5.1N/mm2 ， fc = 69.0N/mm2)，與混凝土的楊氏模量 (39,200 N/mm2)等數(shù)據(jù)算出理論模型。通過(guò)拉伸試驗(yàn)保證樣品梁的非線性的塑性反應(yīng)能在理論模型上準(zhǔn)確模仿,梁的配筋應(yīng)能保證梁的整體穩(wěn)定性。 受壓鋼筋為2 根直徑為12mm, fy=460N/mm2的鋼筋箍筋為直徑6mm ,fy=250N/mm2的鋼筋(箍筋間距為125mm)受拉鋼筋為3根直徑為12mmfy=460N/mm2的鋼筋圖1：3.0米梁的橫截面詳圖9.0米預(yù)應(yīng)力混凝土梁9.0米預(yù)應(yīng)力混凝土梁的測(cè)試是在斯洛文尼亞首都盧布爾雅那的土木工程研究所完成的，詳圖示于圖2 。T型梁的翼緣寬1.

7、1米、厚0.08米，其有效腹板I型梁的翼緣寬0.29米、厚0.6米。除了普通的配筋外，在澆筑好混凝土構(gòu)件上預(yù)留75.08毫米網(wǎng)格的孔道，將預(yù)應(yīng)力筋穿入孔道后，在孔道內(nèi)灌漿使鋼筋和混凝土構(gòu)成一個(gè)整體。通過(guò)對(duì)梁進(jìn)行拉伸實(shí)驗(yàn)、鋼筋的強(qiáng)度和剛度試驗(yàn)，混凝土的有關(guān)材料性能，線性與非線性等數(shù)據(jù)確定梁的理論模型。在梁上加載集中荷載直到梁破壞，記錄下混凝土梁上的應(yīng)變片冊(cè)出撓度和應(yīng)力等數(shù)據(jù)。負(fù)載情況如圖3所示，在所有情況下，集中荷載P1和P2之間以外的區(qū)域上布置均布荷載。圖2：后張法預(yù)應(yīng)力梁的長(zhǎng)和橫截面模型圖3：荷載布置6 結(jié)論3.0米普通鋼筋混凝土梁和9.0米后張法預(yù)應(yīng)力混凝土梁，建立在ANSYS V5.5的

8、有限元模型已經(jīng)準(zhǔn)確記錄了梁非線性彎曲直到破壞的應(yīng)變反應(yīng)。梁上的裂縫表明了混凝土開(kāi)裂與配筋率有關(guān)。通過(guò)對(duì)試驗(yàn)梁的研究發(fā)現(xiàn)，控制箍筋密度和準(zhǔn)確定位內(nèi)部鋼筋是對(duì)梁加固的一種方式。因此，普通鋼筋混凝土梁的所有內(nèi)部鋼筋要按照理論模型分配，后張法預(yù)應(yīng)力梁的后張筋以及分布鋼筋也應(yīng)按照模型分配。總而言之檢測(cè)鋼筋混凝土彎曲破壞的梁可以用一個(gè)適當(dāng)?shù)睦碚撃Ｐ蛠?lái)表示。此外，當(dāng)必須用給定的荷載精確地預(yù)測(cè)鋼筋混凝土系統(tǒng)的變形時(shí)，應(yīng)引起設(shè)計(jì)師重視。英文原文2（黑體，四號(hào)，頂格）Nonlinear Models of Reinforced and Post-tensioned Concrete Beams 1、外文原文有PD

9、F文件可采用PDF文件直接插入。1、外文原文有PDF文件可采用PDF文件直接插入。2、沒(méi)有PDF文件時(shí)，外文原文排版格式與“外文摘要”格式相同。Lecturer, Department of Civil Engineering, University College DublinEarlsfort Terrace, Dublin 2, Ireland.Received 16 Jul 2001; revised 8 Sep 2001; accepted 12 Sep 2001.AbstractKeywords 2. Test case beamsResults of ultimate load

10、tests on ordinarily reinforced and post-tensioned concrete beams were used to assess the suitability of the reinforced concrete model implemented in ANSYS in predicting the ultimate response of reinforced concrete beams. 3.0m long Ordinarily Reinforced Concrete BeamsA cross section through the 3.0m

11、long beams, , illustrates the internal reinforcement. Three 12mm diameter steel bars were included in the tension zone with two 12mm steel bars as compression steel. Ten shear links, formed from 6mm mild steel bars, were provided at 125mm centres for shear reinforcement in the shear spans. Two beams

12、 were tested each of which were simply supported with a clear span of 2.8m and loaded symmetrically and monotonically, under displacement control, in four point bending, with point loads 0.3m either side of the mid-span location, to failure. Cylinder splitting and crushing tests on cored samples of

13、the beams, in accordance with the British Standards, were undertaken to identify the uni-axial tensile and compressive strengths of the concrete, (ft = 5.1N/mm2 and fc = 69.0N/mm2 respectively), and the Youngs Modulus of the concrete , (39,200 N/mm2), for inclusion in the numerical models. Tensile t

14、ests on samples of the reinforcing bars and shear links were also undertaken such that their nonlinear plastic response could be accurately simulated in the numerical models. 9.0m long Third Scale Prestressed Beams A cross section and elevation of third scale models of 30m long prestressed concrete

15、beams tested at the Slovenian National Building and Civil Engineering Institute, Ljubljana, Slovenia are shown in . The flange of the T-beam is 1.1m wide and 0.08m deep while the web is effectively an I-beam with a flange width of 0.29m and an overall depth of 0.6m. In addition to ordinary reinforci

16、ng bars, three grouted 0.6 (15.2 mmThe beam was loaded to failure while deflection and strain data, on the external concrete surfaces and on the individual cables, were monitored. The load arrangement is illustrated in and in all cases the uniformly distributed loading was applied initially with the

17、 point loads P1 and P2 being applied in subsequent increments until the ultimate load of the beam was reached.Figure 1: Cross section details for the 3.0m beamsFigure 2: Elevation and cross-section of the model post-tensioned beamFigure 3: Loading arrangement6. ConclusionsFinite element models of 3.

18、0m ordinarily reinforced concrete beams and 9.0m post-tensioned concrete beams, constructed in ANSYS V5.5 using the dedicated concrete element have accurately captured the nonlinear flexural response of these systems up to failure.The dedicated element employs a smeared crack model to allow for concrete cracking with the option of modelling the reinforcement in a distributed or discrete manner. It was found that the optimum modelling strategy, in terms of controlling mesh density and accurately locating the internal reinforcement was to model the primary reinforcing in a discrete manner