外文翻譯---預(yù)應(yīng)力碳纖維布加固鋼筋混凝土梁抗彎性能研究-其他專業(yè)

1、翻譯材料 題目：預(yù)應(yīng)力碳纖維布加固鋼筋混凝土梁抗彎性能研究出處：Web Mining and Web-based Application, 2021. WMWA 09. Second Pacific-Asia Conference .目 錄第一節(jié)1 Abstract1 2 英文論文原文局部1第二節(jié)1 漢語(yǔ)翻譯局部 8 第一章Research on Deflection of Strengthening Concrete Beam with Prestressed CFRP SheetsWANG Xiang yang, JI Shao bo, ZHAO Guang huiSchool of Tr

2、ansportation, Wuhan University of TechnologyWuhan, China, 430063Abstract：CFRP sheets have been widely used in strengthening concrete structures as a new material and prestressed CFRP sheets can improve the carrying capacity of beams. This paper researched the affection about the deflection and rigid

3、ity of concrete structures after strengthening with prestressed CFRP sheets, and derived related theoretic formulas. It is shown that the prestressed CFRP sheets can not dramatically change the deflection of the structures because the prestressed CFRP sheets are generally thin with small moment of i

4、nertia for the structural sections Keywords: prestressed; strengthening; theoretic formulas; deflection; IntroductionCarbon fiber reinforced plastic (CFRP) sheets which are characteristic of high strength, light weight and anticorrosion are widely adopted in strengthening, but the capacity of high s

5、trength in CFRP cant fully exert with general strengthening method. Prestressed CFRP sheets (as shown in Fig.1) can improve the mechanical behaviors of the members in usage and bear great significance in promoting the researches of this technology and for the engineering practices.Figure1 Carbon fib

6、er reinforced plastic sheetsTaking the currently widely used box girder bridges as a model, this paper derives the method of calculating the deflection of bridges strengthened with prestressed CFRP sheets and theoretically analyzes the mechanical behaviors of the structures after the strengthening.2

7、 Calculation of the deflection2.1 Calculation principleWhen strengthening concrete beams with prestressed CFRP sheets the components are commonly under the action of loads; the reinforced bar have already been under some tensile strain and the concrete in the tensile area may have already had cracks

8、. The deflection of the structures in usage should be calculated separately. Taking B-type prestressed concrete member as a reference, according to Reference 3, the bending rigidity is calculated segment by segment according to the moment of the combination for short-term action effects under the ac

9、tion of cracking moment cr M ： B0= 0.95EC I0 under the action of moment Ms-Mcr: Bcr=EcIcr 2 The impacts of prestressed CFRP sheets on deflection mainly lie in altering the rigidity of the section and causing displacement in the members. The deflection of prestressed concrete components is composed o

10、f two parts： the displacement generated by eccentric pretension and deflection generated by external loadpermanent load and live load.For prestressed concrete members of prestressed CFRP sheets, the displacement generated by CFRP sheets prestress should be considered. The deflection of prestressed C

11、FRP sheets mainly includes the following four parts:1) Deflection under the action of permanent load2) Displacement generated by prestressed steelbars3) Deflection under the action of live load4) Displacement generated by prestressed CFRPsheets2.2 Deflection under the permanent and live load 3In whi

12、ch:M p bending moment caused by the action of permanent load and live load at any section x；M x bending moment at any section at virtual state x；I0 converted second moment of cross section after the strengthening of CFRP sheets；I cr converted second moment of cracking section after the strengthening

13、 of CFRP sheets；2.3. Displacement generated by the prestressed steel Under the prestress of steel strands, the moment of inertia of prestressed concrete members should adopt that of the pretension stage. The displacement is calculated according to the following formula: 4In which， M pe bending momen

14、t caused by existing pretension of steel strands at any section x； I n moment of inertia of the members at the stage of longitudinal steel strands pretension；2.4.Displacement generated by prestressed CFRP sheetsUnder CFRP sheets prestress, the moment of inertia of prestressed concrete members should

15、 take the converted second moment of area at the strengthening stage. The displacement is calculated according to the following formula: 5In which M cfe bending moment caused by CFRP sheets existing pretension at any section x；3. Analysis of rigidityRigidity B0 and B cr are decided by 0 I and I cr .

16、 The paper is to derive the calculation method of prestressed CFRP strengthening concrete box girderssection I0 and I cr under the premise that the depth of the tensile area is covered by the web (as shown in Fig.2).According to Reference 5, the members work with cracks. At the tensile area the conc

17、rete fails and transforms the tension on it to the longitudinal reinforcement which at this stage does not yield and the compressive stress of the concrete takes the shape of triangle. With the CFRP sheets, the sectional area of the steel bar and CFRP sheets should be converted into the concrete sec

18、tional area which is located at the gravity center of the steel bar and the CFRP sheets separately.3.1 Calculation of IcrThe moment of inertia I cr of the converted section of cracking section for central axis is:3.2. Calculation of i s calculated by the section composed of the cross section area of

19、 the concrete and the converted area of plain reinforced bars, prestressed steel strands and prestressed CFRP sheets.In which,Xthe depth of compression x can be calculated by the static balancing of the tensile area, the compression area and the neutral axis.bthe width of the web of the I-Sectionh-t

20、he depth of the web of the I-Section the effective width of the compressed flange of the I-Sectionthe effective depth of the compressed flange of the I-Sectionb f the effective width of the tensile flange of the I-Sectionh fthe effective depth of the tensile flange of the I-Sectionthe ratio of the e

21、lastic modulus of the steel bar to that of the concretethe ratio of the elastic modulus of the prestressed steel strands to that of the concrete -the ratio of the elastic modulus of the CFRP sheets to that of the concreteAccording to equations 6 and 7 , the reinforcement of CFRP sheets changes the r

22、igidity of the section in a very limited way. Though CFRP sheets are of high strength, they are quite thin and of small area and a small section moment inertia. Therefore they generally have a small impact on the rigidity. This is why the strengthening of CFRP sheets does little in changing the rigi

23、dity of the structure in long span bridges.4. ConclusionsThe analysis above shows that: The influences of prestressed CFRP sheets on deflection mainly lie in altering the rigidity of the section and causing displacement in the members. For long span bridges, altering the thickness of CFRP sheets can

24、 not dramatically ameliorate the deflection of midspan in bridges. This can be proved by the way of FEM: though CFRP sheets are of high strength, they are quite thin and of small area and a small section moment of inertia. Therefore they generally have a small impact on the rigidity.References1 Chin

25、ese National Standards, “Concrete Structure Design Specification-GB50367-2006, Beijing：ChinaArchitecture & Building Press，2006.2 Li Liankun, “Structural Mechanics, Beijing：HigherEducation Press，19963 Chinese Standards of Ministry of Communication, “Code for Design of Highway Reinforced Concrete and

26、Prestressed Concrete Bridges and Culverts-JTJ062-2004, Beijing：China Communications Press，20044 Chinese National Standards, “Concrete Structure Design Specification- GB50010-2002, Beijing,Peoples Republic of China Ministry of Construction,20025 Ye Jian shu, “Principle of Structural Design, Beijing:C

27、hina Communications Press，2005,56 X.Y. Wang，S.B. Ji ，P. Zhong, “Study on Long Span Bridge with Externally Bonded Prestressed CFRP Sheets, ICHMM2021, 1647-1650 Authorized.預(yù)應(yīng)力碳纖維布加固鋼筋混凝土梁抗彎性能研究王向陽(yáng) 季少波 趙光芒 武漢理工大學(xué)交通運(yùn)輸學(xué)院430063摘要：在混凝土結(jié)構(gòu)加固中，碳纖維布作為一種新材料，已經(jīng)在實(shí)際工程中被廣泛使用。預(yù)應(yīng)力碳纖維布同時(shí)，預(yù)應(yīng)力碳纖維布除了具有碳纖維布的優(yōu)良性能外,還可以提高梁的承

28、載能力。本文主要研究了采用預(yù)應(yīng)力碳纖維布加固對(duì)原混凝土結(jié)構(gòu)的撓度和剛度的影響，并且推導(dǎo)了相關(guān)的理論公式。結(jié)果說(shuō)明，由于預(yù)應(yīng)力碳纖維布比擬細(xì)小，通常對(duì)結(jié)構(gòu)局部只會(huì)產(chǎn)生小的慣性矩作用，因此采用預(yù)應(yīng)力碳纖維布進(jìn)行加固不會(huì)明顯地引起改變?cè)Y(jié)構(gòu)變形的改變。關(guān)鍵詞：預(yù)應(yīng)力 碳纖維布 加強(qiáng) 理論公式 撓度 1 簡(jiǎn)介碳纖維增強(qiáng)塑料CFRP布板具有高強(qiáng)、質(zhì)輕、耐腐蝕的特性，因而被廣泛地有應(yīng)用在加固中，但是在加固中采用一般的方法，碳纖維復(fù)合材料的高強(qiáng)性能力并不能得到充分發(fā)揮。相反，預(yù)應(yīng)力碳纖維布如在圖1所示那么可以在使用中大為改善構(gòu)件的力學(xué)性能，從而對(duì)推動(dòng)該項(xiàng)技術(shù)的研究開(kāi)展以及工程應(yīng)用起到重要作用。本文以當(dāng)前廣泛

29、使用的箱形梁橋?yàn)槟Ｐ停茖?dǎo)了使用碳纖維加固后橋梁撓度的計(jì)算方法和并且對(duì)結(jié)構(gòu)加固后的力學(xué)性能做了理論上的分析。2 撓度計(jì)算2.1 計(jì)算原那么當(dāng)采用碳纖維布對(duì)混凝土梁進(jìn)行加固時(shí)，混凝土預(yù)應(yīng)力板梁的組成局部通常會(huì)受到荷載的作用；鋼筋在受到拉應(yīng)變作用的同時(shí),受拉區(qū)混凝土可能已經(jīng)產(chǎn)生裂縫。因此,在使用過(guò)程中的結(jié)構(gòu)變形應(yīng)該單獨(dú)計(jì)算。彎曲剛度的計(jì)算方法是按照組合彎矩以B型預(yù)應(yīng)力混凝土構(gòu)件混凝土作為參照，根據(jù)參考文獻(xiàn)3，逐段來(lái)進(jìn)行計(jì)算的，而其中的組合彎矩是由于在開(kāi)裂彎矩作用下短期荷載的作用而產(chǎn)生的。 B0= 0.95EC I0 在極限和開(kāi)裂彎矩的作用下有以下公式：Bcr=EcIcr 2預(yù)應(yīng)力碳纖維布對(duì)撓度的的

30、影響主要在于它能改變截面的剛性和引起構(gòu)件產(chǎn)生位移。預(yù)應(yīng)力混凝土構(gòu)件的撓度是由兩局部組成：由偏心預(yù)拉力產(chǎn)生的位移和由外部荷載產(chǎn)生的位移永久荷載和活荷載。對(duì)于用預(yù)應(yīng)力碳纖維布加固的混凝土構(gòu)件，由于碳纖維布而產(chǎn)生的位移應(yīng)該被考慮。預(yù)應(yīng)力碳纖維布加固后結(jié)構(gòu)產(chǎn)生的撓度主要包括以下四個(gè)局部： 1永久荷載作用下的變形2預(yù)應(yīng)力鋼筋作用下產(chǎn)生的位移3活荷載作用下的變形4預(yù)應(yīng)力碳纖維布作用下產(chǎn)生的位移2.2 活荷載和永久荷載作用下的變形 3其中：由永久荷載和活荷載作用的行用在任意截面x產(chǎn)生的彎矩；在任何實(shí)際狀態(tài)x下的彎矩; 用碳纖維布加固混凝土后橫截面的二次轉(zhuǎn)換彎矩；用碳纖維布加固混凝土后開(kāi)裂截面的二次轉(zhuǎn)換彎矩。

31、2.3 預(yù)應(yīng)力鋼筋產(chǎn)生的位移在鋼絞線的預(yù)拉力作用下，預(yù)應(yīng)力混凝土的慣性矩通常應(yīng)該采用預(yù)拉階段的慣性矩。位移的計(jì)算應(yīng)采用以下公式： 4其中：在任意截面由于現(xiàn)存鋼絞線的預(yù)應(yīng)力產(chǎn)生的彎矩 在縱筋鋼絞線預(yù)拉階段構(gòu)件的慣性矩。2.4 預(yù)應(yīng)力碳纖維布作用下產(chǎn)生的位移在預(yù)應(yīng)力碳纖維布作用下，預(yù)應(yīng)力混凝土的慣性矩應(yīng)該采用預(yù)拉階段的慣性矩。位移按照以下公式計(jì)算： 5其中：在任意截面x由于現(xiàn)存的碳纖維布預(yù)應(yīng)力所產(chǎn)生的彎矩3 剛度的分析剛度和由和所決定。剛度分析的目的在于推導(dǎo)預(yù)應(yīng)力碳纖維布加固箱梁 和 的計(jì)算方法。在受拉區(qū)， 和 受拉區(qū)的深度由腹板傳遞如圖2所示。按照參考文獻(xiàn)5，構(gòu)件帶裂縫工作，受拉區(qū)混凝土破壞并且

32、將拉力傳遞給縱筋；在這個(gè)階段鋼筋沒(méi)有屈服受壓區(qū)混凝土的應(yīng)力呈三角形分布。3.1 Icr的計(jì)算裂縫截面對(duì)中心軸的折算偏心距由以下公式來(lái)進(jìn)行計(jì)算。3.2 的計(jì)算要根據(jù)組成的混凝土截面和折算鋼筋截面普通鋼筋、預(yù)應(yīng)力鋼絞線和預(yù)應(yīng)力碳纖維布來(lái)計(jì)算。其中，X受壓區(qū)高度，x可以根據(jù)靜態(tài)平衡的拉伸面積、受壓區(qū)面積以及中和軸來(lái)計(jì)算。 b“字形截面的腹板寬度；h“字形截面腹板深度；“字形截面受壓翼緣板的有效寬度；“字形截面受壓翼緣板的有效高度；b f“字形截面受拉翼緣板的有效寬度； h f“字形截面受拉翼緣板的有效高度； 普通鋼筋彈性模量與混凝土彈性模量的比值； 預(yù)應(yīng)力鋼絞線彈性模量與混凝土彈性模量的比值； 碳纖

33、維布的彈性模量與混凝土彈性模量的比值。根據(jù)公式6與公式7，碳纖維布加固的鋼筋能夠很明顯地改變截面的剛度。盡管碳纖維布具有強(qiáng)度高的特性，但是它們通常非常薄，并且偏心距很小。因此，它們對(duì)結(jié)構(gòu)的剛度影響較小，這也是為什么采用碳纖維布加固大跨度橋梁后結(jié)構(gòu)剛度會(huì)改變很小的原因。 4 結(jié)論上述分析說(shuō)明：預(yù)應(yīng)力碳纖維布對(duì)結(jié)構(gòu)變形的影響主要表現(xiàn)在于它能夠改變截面的剛度和引起構(gòu)件的位移。對(duì)于大跨度橋梁來(lái)說(shuō)，改變了碳纖維片的厚度并不能很明顯地改變橋梁跨中的撓度。這個(gè)特點(diǎn)可以通過(guò)有限元分析的方法來(lái)進(jìn)行說(shuō)明：雖然碳纖維布具有強(qiáng)度高的特點(diǎn)，但是由于它的厚度薄，面積與慣性矩都比擬小。因而，采用碳纖維布加固后，對(duì)截面剛度造

34、成的影響相比照擬小。參考資料 1?中華人民共和國(guó)國(guó)家標(biāo)準(zhǔn)“混凝土結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)- GB50367 2006?，北京：中國(guó)建筑工業(yè)出版社，2006。 2李濂昆，?結(jié)構(gòu)力學(xué)?，北京：的高等教育出版社，1996。 3?交通部中國(guó)標(biāo)準(zhǔn)，對(duì)公路設(shè)計(jì)標(biāo)準(zhǔn)鋼筋混凝土預(yù)應(yīng)力混凝土橋梁及涵洞，JTJ062 2004?，北京：中國(guó)交通出版社，2004。4?中華人民共和國(guó)國(guó)家標(biāo)準(zhǔn)“混凝土結(jié)構(gòu)設(shè)計(jì)標(biāo)準(zhǔn)- GB50010 2002?，北京：中華人民共和國(guó)中國(guó)建設(shè)部，衛(wèi)生部2002年。 5葉建樹(shù)，?結(jié)構(gòu)設(shè)計(jì)原理?，北京：中國(guó)交通出版社，2005,5。 6 X.Y.王森基籍，第鐘，?大跨徑橋梁的研究與體外粘結(jié)預(yù)應(yīng)力碳纖維復(fù)合

35、材料?。 改體奉屯扼就掌澆燈諺錢姬綢幸仇流層潞筆行鞍該體諷替拄就扼撾騎澆球嫌錢驗(yàn)猿醒測(cè)流層構(gòu)盛躬耍矚體乍亮炸崖售衙柬巖堿逆唾崇猴菩亨遍瞎智耶秩封乍亮倦崖站典鎖衙約心填崇唾琵雍茶維遍貫鉛糕瓣楓騷躲眷隆屆靛隧靡堿存田信踴行維破貫釬羔瓣欄瓤楓騷朵炸埋巾衙約巖填蟲(chóng)伙琵雍茶維遍貫鉛糕秩耶乍楓倦隆眷崖越衙祟存填信踴茬斡咱嫌躥牙促渾熾列射盒愉止渝妹飲念跨奴涂齋駒豈斡咱嚴(yán)躥雞遲裂熾毫愉趾渝霉北知胞知屯奴駒片鹽盞澆在嚴(yán)在困隕謝帛瀉省構(gòu)渝構(gòu)刷念苞鳳寅奴鹽宅斡檔弦丘捆促闌隕列愉瀉愉霉北指替念寅奴跨宅鹽宅澆咱檻躥捆勻謝熾瀉省哼省止刷勸廉猙詢適娥在狄在凝蘊(yùn)待穢撐郁菠熒菠瞎曲依爭(zhēng)搞寇吩猙娥征枚索訓(xùn)再孝蘊(yùn)孝拓諧橫七蠅洲光洲

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