【正文】 1 摘 要 本設(shè)計(jì)主要是關(guān)于預(yù)應(yīng)力混凝土連續(xù)梁橋上部結(jié)構(gòu)的設(shè)計(jì)。預(yù)應(yīng)力混凝土連續(xù)梁橋以結(jié)構(gòu)受力性好、變形小、伸縮縫少、行車平順舒適、養(yǎng)護(hù)工程量小、抗震能力強(qiáng)等而成為最富有競爭力的主要橋型之一。 設(shè)計(jì)橋梁跨度為 30m+30m+30m+30m+30m，分為兩幅設(shè)計(jì)，單幅為單箱單室，橋面總寬 26m,雙向 4 車道 。主要采用 現(xiàn)澆混凝土 施工， 按橋梁縱坡由低到高進(jìn)行澆筑，一旦澆筑 必須按每聯(lián)連續(xù)澆筑， 不得停歇 。 本橋設(shè)計(jì)分為雙幅 14 聯(lián)，按聯(lián)施工。 設(shè)計(jì)過程如下： 首先，確定主梁主要構(gòu)造及細(xì)部尺寸，它必須與橋梁的規(guī)定和 施工保持一致，考慮到抗彎剛度和抗扭剛度影響，設(shè)計(jì)采用箱型粱。主梁的高度呈成二次拋物線變化，因?yàn)槎螔佄锞€近似于連續(xù)梁橋彎矩變化的曲線。 其次，利用橋梁博士電子軟件分析結(jié)構(gòu)的總內(nèi)力（包括恒載和活載的內(nèi)力計(jì)算），用于計(jì)算內(nèi)力組合結(jié)果也由橋梁博士電子軟件計(jì)算而得，從而估算出縱向預(yù)應(yīng)力筋的數(shù)目，然后再布置預(yù)應(yīng)力鋼絲束。 再次，計(jì)算預(yù)應(yīng)力損失及次內(nèi)力，次內(nèi)力包括先期恒載徐變次內(nèi)力、先期預(yù)應(yīng)力徐變次內(nèi)力、后期合攏預(yù)應(yīng)力索產(chǎn)生的彈性次內(nèi)力、局部溫度變化次內(nèi)力。 然后進(jìn)一步進(jìn)行截面強(qiáng)度驗(yàn)算，其中包括承載力極限狀態(tài)和 正常使用極限狀態(tài)。在正常使用極限狀態(tài)驗(yàn)算中包括計(jì)算截面的混凝土法向應(yīng)力驗(yàn)算、預(yù)應(yīng)力鋼筋中的拉應(yīng)力驗(yàn)算、截面的主應(yīng)力計(jì)算。 最后，通過手算計(jì)算出橋面板及橋墩的形式及受力情況，最終整理成本橋設(shè)計(jì)的總體信息。 關(guān)鍵詞： 預(yù)應(yīng)力混凝土連續(xù)梁； 后張法 ； 現(xiàn)澆砼 施工 2 Abstract The graduate design is mainly about the design of superstructure of longspan prestressed concrete continuous box Girder Bridge .Prestressed concrete continuous Girder Birdge bee one of main bridge types of the most full of pletion ability because of subjecting to the dint function with the structure good,having the small defomation,few of control joint,going smoothly fort,protected the amout of engineering small and having the powerfully ability of carthquake proof and so time and ability limited,the design of the substructure,transverse prestressing and vertical prestressing is not considered. The spans of the bridge are 30m+30m+30m+30m+30m m,main beam is respective designed,each suit has one box one room and four traffic ways of all,the width of the bridge surface is major girder applies cantilever hungbasket bearing,symmetric equilibrium construction. The bridge design is divided into 126 units and 48 construction section The design process is as follows:First, make sure the main girder structure of details and size, it must be with the rules and regulations of the bridge construction keeps consistent, considering the bending stiffness and wrest resistant effect stiffness, design USES a box beams. The height of the main girder is into two parabolic change, because two parabolic approximate continuous girder bridge bending moment the curve of the change. Secondly, the use of bridge structure analysis of electronic software dr total internal force (including the dead load and live load of internal force calculation), used to calculate the bination of internal force of the bridge by dr software and electronic calculation, and estimate the number of longitudinal prestressed reinforcement, and then arrangement of prestressed steel wire. Again, the loss of prestress and internal force calculation time, time constant load first internal force including creep time internal force, first prestressed creep time internal force, closed late prestressed cable effects of elastic time internal force, local temperature changes of internal force of The Times 3 And then further strength check section, including bearing capacity limit state and normal use limit state. In normal use limit state to prove the concrete method including the calculation of section to stress checking and calculating of the prestressed reinforced tensile stress, section of the principal stress calculation. Finally, the hand be calculated the bridge pier panel and form and stress distribution, and eventually finishing cost the overall information bridge design. Key words： Prestressed concrete continuous girder bridge ； Posttensioning method ； Castinsite construction construction . 4 目 錄 摘 要 .......................................................................................................................1 第 1 章 緒 論 ...............................................................................................................6 預(yù)應(yīng)力混凝土連續(xù)橋梁概述 ........................................................................6 畢業(yè)設(shè)計(jì)的目的和意義 ...............................................................................7 第 2 章 設(shè)計(jì)基本資料 .................................................................................................7 工程地質(zhì)概況 ...............................................................................................7 設(shè)計(jì)背景 .............................................................................................8 地形、地貌 .........................................................................................8 氣象 .....................................................................................................8 第 3 章 構(gòu)造布置 .........................................................................................9 現(xiàn)澆箱梁排架穩(wěn)定性驗(yàn)算 .....................................................................9 支架方案： .............................................................................................9 根據(jù) JGJ12820xx《建筑施工鋼管腳手架安全技術(shù)規(guī)范》（以下簡稱規(guī)范） 之規(guī)定，現(xiàn)計(jì)算支架穩(wěn)定承載力設(shè)計(jì)值如下： ........9 立桿、橫桿承載性能： .................................................................10 荷載分析計(jì)算 。 ...................................................................................10 碗扣件受力計(jì)算： ..........................................................................12 支架驗(yàn)算 ..........................................................................................13 底模受力計(jì)算： ................................................................................13 在端部部位： 10cm10cm縱向分配梁驗(yàn)算： ............................14 跨中等截面處按橫桿步距： h=120cm 計(jì)算。 .............................17 芯模變截面端，最不利位置按橫桿步距： h=60cm 計(jì)算。 ..........18 地基沉降量估算 ..............................................................................19 第四章 施工工藝 .....................................................................................................20 規(guī)劃區(qū)高架橋共有現(xiàn)澆箱梁 28 聯(lián)，現(xiàn)澆混凝土 36110m3，鋼絞線 1674257kg，鋼筋 7428448kg。 .................................................