橋梁專業(yè)中期答辯

1、畢業(yè)論文中期報告n院 系：交通科學(xué)與工程學(xué)院n指導(dǎo)老師：X X 副教授n報告人：X XX某一五跨預(yù)應(yīng)力混凝土連續(xù)剛構(gòu)橋結(jié)構(gòu)設(shè)計CONTENTSPART ONE 完成工作01PART TWO 后期工作02PART THREE 存在困難03PART ONE 完成工作0101 完成工作01總體布置及截面擬定01MIDAS模型建立02內(nèi)力計算與組合0301 完成工作總體布置及截面擬定01 完成工作02本橋為五跨預(yù)應(yīng)力連續(xù)剛構(gòu)橋，跨徑85+1603+85m。截面變化為拋物線型；下部結(jié)構(gòu)采用矩形雙薄壁墩。本橋為雙向六車道。采用分離式雙幅橋。橋梁設(shè)計荷載為公路-1級汽車荷載，設(shè)計時速80km/h，根據(jù)公路橋

2、涵設(shè)計通用規(guī)范（JTG D60-2015）及公路工程技術(shù)標(biāo)準(zhǔn)（JTG B01-2014）相關(guān)規(guī)定，單幅橋的橋面布置為0.75m硬路肩（含0.5m路緣帶及欄桿）+33.75m行車道+1.5m緊急停車道+2m硬路肩（含0.5m路緣帶、1m人行道及欄桿），單幅橋?qū)?5.5m，中央間隔帶為1m，全橋總寬32m。01 完成工作03本橋主梁為單箱單室截面，參照姚玲森主編橋梁工程、范立礎(chǔ)主編預(yù)應(yīng)力混凝土連續(xù)梁橋及張連振編著大跨度橋梁設(shè)計與施工中的相關(guān)介紹及橋例，主梁截面尺寸擬定為：根部截面梁高9m，高跨比為1/17.8；跨中截面梁高2.8m，高跨比為1/57；梁高沿跨徑方向按二次拋物線變化，橫向采用線性變化

3、；箱梁頂板寬15.5m，厚0.3m；懸臂部分長3m，懸臂端厚15cm，厚40cm；底板寬9.5m，底板厚由根部截面0.9m變化到跨中截面0.28m；腹板厚由根部截面0.6m變化到跨中截面0.4m。01 完成工作MIDAS模型建立01 完成工作0401建立節(jié)點、單元02輸入截面數(shù)據(jù)、材料特性及邊界條件03劃分施工階段01 完成工作內(nèi)力計算與組合01 完成工作05承載能力極限狀態(tài)基本組合截面位置節(jié)點號Mmax(kNm)Mmin(kNm)Qmax(kN)Qmin(kN)左支點I100-1857.29-7247.21邊跨變截面點I329598.175823.75-380.41-5196.51邊跨1/4

4、點I12-185500.91-375353.5619623.4112136.771號墩0號塊左I19-883241.11-1364312.9641336.0929192.851號墩0號塊中I21-967579.91-1423006.7333854.93-10911.731號墩0號塊右I24-888642.91-1290342.9939569.1628326.35次邊跨1/4點I31-162810.07-329722.7318960.0612582.38次邊跨1/2點I39110185.69310.191827.3-1527.38次邊跨3/4點I48-245752.34-439971.36220

5、10.8914467.652號墩0號塊左I55-1016843.12-1521068.9643559.9431978.162號墩0號塊中I57-1026488.81-1511805.4116568.5-21061.052號墩0號塊右I60-883435.69-1322832.840041.2928069.09中跨1/4點I67-177490.81-335182.8819366.8712431.86中跨1/2點I75105202.375617.391479.08-1483.3701 完成工作正常使用極限狀態(tài)短期組合截面位置節(jié)點號Mmax(kNm)Mmin(kNm)Qmax(kN)Qmin(kN)

6、左支點I100-2202.87-5316.93邊跨變截面點I321892.067493.37-750.77-3727.73邊跨1/4點I12-202402.88-302360.0115485.7912490.671號墩0號塊左I19-916841.69-1100518.4133087.8329606.461號墩0號塊中I21-986376.64-1149739.7225870.04-4967.571號墩0號塊右I24-898589.61-1039766.6731677.4928418.52次邊跨1/4點I31-178481.43-267435.1314960.4912732.1次邊跨1/2點I

7、3978526.7118081.921207.96-928.06次邊跨3/4點I48-259762.16-357554.6317484.2814593.62號墩0號塊左I55-1035473.18-1230440.1634945.4631977.572號墩0號塊中I57-1043014.8-1226937.049488.52-13389.772號墩0號塊右I60-896711.94-1068619.7132094.1228208.2中跨1/4點I67-192668.52-272152.7315318.3212616.41中跨1/2點I7573902.5813461.94894.55-898.4

8、20601 完成工作07正常使用極限狀態(tài)長期組合截面位置節(jié)點號Mmax(kNm)Mmin(kNm)Qmax(kN)Qmin(kN)左支點I100-2283.83-4818.09邊跨變截面點I319877.317875.48-841.38-3297.3邊跨1/4點I12-206487.82-298704.4215039.8612574.871號墩0號塊左I19-917634.97-1083731.9532360.9329616.771號墩0號塊中I21-988264.11-1129519.2223243.84-3225.231號墩0號塊右I24-901339.91-1016575.7630865

9、.0728467.46次邊跨1/4點I31-182094.92-262374.1714412.7512823.71次邊跨1/2點I3972292.7918823.08936.51-663.66次邊跨3/4點I48-262881.54-350168.4816892.5614659.862號墩0號塊左I55-1037309.01-1203477.1634080.1632008.442號墩0號塊中I57-1045246.2-1202674.986511.92-10301.012號墩0號塊右I60-899496.06-1044628.1531273.2428256.6中跨1/4點I67-196426.

10、31-266510.214761.5212709.95中跨1/2點I7567615.3214430.92619.2-622.8501 完成工作0845上緣376.581345.2564046上緣486.951975.8972047上緣592.052487.9080048上緣690.422887.0388049上緣781.663188.80104050上緣866.043413.44120051上緣944.253578.37136052上緣1017.143700.54152053上緣1085.573792.61168054上緣1150.463862.63184055上緣1206.493916.04

11、200056上緣1211.044019.75200057上緣1203.053944.56200058上緣1211.873957.86200059上緣1047.823391.26184060上緣976.363266.27168061上緣911.703173.45152062上緣843.683056.18136063上緣771.612907.20120064上緣694.872714.91104065上緣612.912464.4888066上緣525.512141.3480067上緣432.941730.0172068上緣340.691191.5064069上緣247.84549.5656070上、

12、下緣42.85449.28200164.59745.9648071上、下緣122.43481.8828094.17645.5340072上、下緣190.96514.1932033.54560.7132073下緣225.56528.0840074下緣229.72236.95440截面號配筋位置nb最少nb最多nb實配nu最少nu最多nu實配目前進(jìn)行到預(yù)應(yīng)力鋼筋配置階段。已完成預(yù)應(yīng)力鋼筋估算，正在進(jìn)行預(yù)應(yīng)力鋼筋布置。PART TWO 后期工作0202 后期工作09完成預(yù)應(yīng)力鋼筋布置4.28-5.85.9-5.155.16-5.225.23-6.56.6-6.24繪制相關(guān)圖紙進(jìn)行下部結(jié)構(gòu)設(shè)計驗算進(jìn)行截面驗算撰寫論文，準(zhǔn)備畢業(yè)答辯PART THRE