【正文】 年 月 日 審 批 人： 年 月 日 西南交通大學(xué)本科畢業(yè)設(shè)計(jì) （論文） 第 VI 頁(yè) 摘 要 本設(shè)計(jì)所設(shè)計(jì)的是 高速鐵路 預(yù)應(yīng)力混凝土連續(xù)梁橋 ，為 雙 線鐵路橋梁，主要設(shè)計(jì)橋梁的上部結(jié)構(gòu)，設(shè)計(jì)荷載采用 ZK活 載。 本設(shè)計(jì)采用預(yù)應(yīng)力混凝土連續(xù)梁橋，其孔徑布置為 60+108+60m，全長(zhǎng)為228m。 主梁采用變高度變截面的單箱單室箱型截面 ， 主梁的高度變化曲線采用二次拋物線。橋面寬度為 12m，中支座梁高 9m，中跨跨中梁高 5m。主梁采用對(duì)稱(chēng)懸臂施工法，邊跨現(xiàn)澆段采用 滿(mǎn)堂支架施工。 本設(shè)計(jì)使用 midas 軟件分析 ，考慮施工過(guò)程體系轉(zhuǎn)換和混凝土收縮徐變因素進(jìn)行恒載內(nèi)力計(jì)算。計(jì)算各控制截面內(nèi)力影響線，并按最不利情況進(jìn)行加載，求得活載內(nèi)力包絡(luò)圖。定義基礎(chǔ)沉降組，按最不利組合求得基礎(chǔ)沉降引起的最不利內(nèi)力。依據(jù)規(guī)范選取截面梯度溫差模式，并計(jì)算溫差引起的結(jié)構(gòu)內(nèi)力。分別按主力組合和主力附加力進(jìn)行荷載組合，并得到結(jié)構(gòu)組合內(nèi)力包絡(luò)圖。根據(jù)各控制截面內(nèi)力進(jìn)行了估束和配筋計(jì)算，并繪制了梁體鋼束布置圖。最后，對(duì)各控制截面進(jìn)行了強(qiáng)度、抗裂性、應(yīng)力和變形驗(yàn)算，各項(xiàng)檢算均滿(mǎn)足規(guī)范對(duì)全預(yù)應(yīng)力結(jié)構(gòu)的要求 。 關(guān)鍵詞 ：連續(xù)梁；懸臂施工；內(nèi)力計(jì)算；驗(yàn)算； midas 西南交通大學(xué)本科畢業(yè)設(shè)計(jì) （論文） 第 VII頁(yè) Abstract This design is a prestressed concrete continuous beam bridge . It is a double line railway . This design mainly designed the superstructure of the bridge. The load for design is the “ ZK” live load. It adopt a prestressed concrete continuous beam bridge with three spans of 60+108+60m ， Its total span is 228m . First , the size of girder is determined； highly variable for the variable beam crosssection singleBox Single girder . And the box girder’s shape likes a secondparabolic curve .The bridge deck is 12m in width , the depth of beam at middle bridge seat is 9m ,and the depth of beam at midspan is 5m .Balanced cantilever construction method is used in constructing main girder, and the castinsitu segment is constructed by full scaffold construction method. Then the Midas program is used to calculate the internal force caused by dead load of the first stage considering the construction stage ， after imposing the second stage dead load on the plete system . The internal force of the stage is calculated . The internal force influence lines of the control section is calculated ， then the live load is imposed according to the most adverse circumstances to get the Force Envelope .The program is used to determine the most adverse circumstances and calculate the internal force after defining the settlement groups of the temperature load is imposed consider the shrinkage and creep of the concrete . Then bination of load effects is made acoording to the Main force bination and the Main force plus additional force bination .According to the internal force of control sections the number of perstressing steel stands is estimated and the perstressing steel stands are arranged in the bridge . Finally a check is made of the bearing capacity the ability to resist crack and the sterss of the control section ， all the requirements can be met . Keywords: Continuous beam。 balanced cantilever construction。 Internal force calculation。 Checking putation。 Midas 西南交通大學(xué)本科畢業(yè)設(shè)計(jì) （論文） 第 VIII頁(yè) 西南交通大學(xué)本科畢業(yè)設(shè)計(jì) （論文） 第 IX 頁(yè) 目 錄 第 1 章 緒論 .............................................................................................................................. 1 設(shè)計(jì)概述 ........................................................................................................................................................ 1 預(yù)應(yīng)力混凝土連續(xù)梁橋概述 .............................................................................................................. 1 平衡懸臂施工法特點(diǎn) ........................................................................................................................... 1 預(yù)應(yīng)力混凝土連續(xù)梁的特點(diǎn) .............................................................................................................. 1 畢業(yè)設(shè)計(jì)的目的和意義 ............................................................................................................................... 2 畢業(yè)設(shè)計(jì)的目的 ................................................................................................................................. 2 畢業(yè)設(shè)計(jì)的意義 ................................................................................................................................. 2 畢業(yè)設(shè)計(jì)的主要內(nèi)容 .................................................................................................................................. 2 第 2 章 橋跨總體布置和結(jié)構(gòu)主要尺寸 ......................................................................................... 4 設(shè)計(jì)概述 ........................................................................................................................................................ 4 截面尺寸擬定 ............................................................................................................................................... 4 主梁梁高 ............................................................................................................................................... 4 頂板和底板厚度 ................................................................................................................................... 5 腹板厚度 ............................................................................................................................................... 5 橫隔板 ................................................................................................................................................... 5 承托 (梗腋 )............................................................................................................................................ 6 箱梁底緣曲線方程 ....................................................................................................................................... 6 構(gòu)造特點(diǎn) ........................................................................................................................................................ 6 零號(hào)塊 .................................................................................................................................................... 6 掛籃 ........................................................................................................................................................ 6 合攏段 ............................