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1、毕业论文,中期报告,院 系：交通科学与工程学院,指导老师：,X,X,副教授,报告人：,X,XX,某一五跨预应力混凝土连续刚构桥结构设计,CONTENTS,PART,ONE,完成工作,01,PART,TWO,后期工作,02,PART,THREE,存在困难,03,PART,ONE,完成工作,01,01,完成工作,01,总体布置及截面拟定,01,MIDAS,模型建立,02,内力计算与组合,03,01,完成工作,总体布置及截面拟定,01,完成工作,02,本桥为五跨预应力连续刚构桥，跨径,85+1603+85m,。截面变化为抛物线型；下部结构采用矩形双薄壁墩。本桥为双向六车道。采用分离式双幅桥。桥梁设计
2、荷载为公路,-1,级汽车荷载，设计时速,80km/h,，根据,公路桥涵设计通用规范（,JTG D60-2015,）,及,公路工程技术标准（,JTG B01-2014,）,相关规定，单幅桥的桥面布置为,0.75m,硬路肩（含,0.5m,路缘带及栏杆）,+33.75m,行车道,+1.5m,紧急停车道,+2m,硬路肩（含,0.5m,路缘带、,1m,人行道及栏杆），单幅桥宽,15.5m,，中央间隔带为,1m,，全桥总宽,32m,。,01,完成工作,03,本桥主梁为单箱单室截面，参照姚玲森主编,桥梁工程,、范立础主编,预应力混凝土连续梁桥,及张连振编著,大跨度桥梁设计与施工,中的相关介绍及桥例，主梁截面
3、尺寸拟定为：根部截面梁高,9m,，高跨比为,1/17.8,；跨中截面梁高,2.8m,，高跨比为,1/57,；梁高沿跨径方向按二次抛物线变化，横向采用线性变化；箱梁顶板宽,15.5m,，厚,0.3m,；悬臂部分长,3m,，悬臂端厚,15cm,，厚,40cm,；底板宽,9.5m,，底板厚由根部截面,0.9m,变化到跨中截面,0.28m,；腹板厚由根部截面,0.6m,变化到跨中截面,0.4m,。,01,完成工作,MIDAS,模型建立,01,完成工作,04,01,建立节点、单元,02,输入截面数据、材料,特性及边界条件,03,划分施工阶段,01,完成工作,内力计算与组合,01,完成工作,05,承载能力
4、极限状态基本组合,截面位置,节点号,Mmax(kNm),Mmin(kNm),Qmax(kN),Qmin(kN),左支点,I1,0,0,-1857.29,-7247.21,边跨变截面点,I3,29598.17,5823.75,-380.41,-5196.51,边跨,1/4,点,I12,-185500.91,-375353.56,19623.41,12136.77,1,号墩,0,号块左,I19,-883241.11,-1364312.96,41336.09,29192.85,1,号墩,0,号块中,I21,-967579.91,-1423006.73,33854.93,-10911.73,1,号墩,
5、0,号块右,I24,-888642.91,-1290342.99,39569.16,28326.35,次边跨,1/4,点,I31,-162810.07,-329722.73,18960.06,12582.38,次边跨,1/2,点,I39,110185.6,9310.19,1827.3,-1527.38,次边跨,3/4,点,I48,-245752.34,-439971.36,22010.89,14467.65,2,号墩,0,号块左,I55,-1016843.12,-1521068.96,43559.94,31978.16,2,号墩,0,号块中,I57,-1026488.81,-1511805.4
6、1,16568.5,-21061.05,2,号墩,0,号块右,I60,-883435.69,-1322832.8,40041.29,28069.09,中跨,1/4,点,I67,-177490.81,-335182.88,19366.87,12431.86,中跨,1/2,点,I75,105202.37,5617.39,1479.08,-1483.37,01,完成工作,正常使用极限状态短期组合,截面位置,节点号,Mmax(kNm),Mmin(kNm),Qmax(kN),Qmin(kN),左支点,I1,0,0,-2202.87,-5316.93,边跨变截面点,I3,21892.06,7493.37,
7、750.77,-3727.73,边跨,1/4,点,I12,-202402.88,-302360.01,15485.79,12490.67,1,号墩,0,号块左,I19,-916841.69,-1100518.41,33087.83,29606.46,1,号墩,0,号块中,I21,-986376.64,-1149739.72,25870.04,-4967.57,1,号墩,0,号块右,I24,-898589.61,-1039766.67,31677.49,28418.52,次边跨,1/4,点,I31,-178481.43,-267435.13,14960.49,12732.1,次边跨,1/2,点
8、I39,78526.71,18081.92,1207.96,-928.06,次边跨,3/4,点,I48,-259762.16,-357554.63,17484.28,14593.6,2,号墩,0,号块左,I55,-1035473.18,-1230440.16,34945.46,31977.57,2,号墩,0,号块中,I57,-1043014.8,-1226937.04,9488.52,-13389.77,2,号墩,0,号块右,I60,-896711.94,-1068619.71,32094.12,28208.2,中跨,1/4,点,I67,-192668.52,-272152.73,15318
9、32,12616.41,中跨,1/2,点,I75,73902.58,13461.94,894.55,-898.42,06,01,完成工作,07,正常使用极限状态长期组合,截面位置,节点号,Mmax(kNm),Mmin(kNm),Qmax(kN),Qmin(kN),左支点,I1,0,0,-2283.83,-4818.09,边跨变截面点,I3,19877.31,7875.48,-841.38,-3297.3,边跨,1/4,点,I12,-206487.82,-298704.42,15039.86,12574.87,1,号墩,0,号块左,I19,-917634.97,-1083731.95,3236
10、0.93,29616.77,1,号墩,0,号块中,I21,-988264.11,-1129519.22,23243.84,-3225.23,1,号墩,0,号块右,I24,-901339.91,-1016575.76,30865.07,28467.46,次边跨,1/4,点,I31,-182094.92,-262374.17,14412.75,12823.71,次边跨,1/2,点,I39,72292.79,18823.08,936.51,-663.66,次边跨,3/4,点,I48,-262881.54,-350168.48,16892.56,14659.86,2,号墩,0,号块左,I55,-103
11、7309.01,-1203477.16,34080.16,32008.44,2,号墩,0,号块中,I57,-1045246.2,-1202674.98,6511.92,-10301.01,2,号墩,0,号块右,I60,-899496.06,-1044628.15,31273.24,28256.6,中跨,1/4,点,I67,-196426.31,-266510.2,14761.52,12709.95,中跨,1/2,点,I75,67615.32,14430.92,619.2,-622.85,01,完成工作,08,45,上缘,376.58,1345.25,640,46,上缘,486.95,1975.
12、89,720,47,上缘,592.05,2487.90,800,48,上缘,690.42,2887.03,880,49,上缘,781.66,3188.80,1040,50,上缘,866.04,3413.44,1200,51,上缘,944.25,3578.37,1360,52,上缘,1017.14,3700.54,1520,53,上缘,1085.57,3792.61,1680,54,上缘,1150.46,3862.63,1840,55,上缘,1206.49,3916.04,2000,56,上缘,1211.04,4019.75,2000,57,上缘,1203.05,3944.56,2000,58,
13、上缘,1211.87,3957.86,2000,59,上缘,1047.82,3391.26,1840,60,上缘,976.36,3266.27,1680,61,上缘,911.70,3173.45,1520,62,上缘,843.68,3056.18,1360,63,上缘,771.61,2907.20,1200,64,上缘,694.87,2714.91,1040,65,上缘,612.91,2464.48,880,66,上缘,525.51,2141.34,800,67,上缘,432.94,1730.01,720,68,上缘,340.69,1191.50,640,69,上缘,247.84,549.56
14、560,70,上、下缘,42.85,449.28,200,164.59,745.96,480,71,上、下缘,122.43,481.88,280,94.17,645.53,400,72,上、下缘,190.96,514.19,320,33.54,560.71,320,73,下缘,225.56,528.08,400,74,下缘,229.72,236.95,440,截面号,配筋位置,nb,最少,nb,最多,nb,实配,nu,最少,nu,最多,nu,实配,目前进行到预应力钢筋配置阶段。已完成预应力钢筋估算，正在进行预应力钢筋布置。,PART,TWO,后期工作,02,02,后期工作,09,完成预应力钢筋布置,4.28-5.8,5.9-5.15,5.16-5.22,5.23-6.5,6.6-6.24,绘制相关图纸,进行下部结构设计验算,进行截面验算,撰写论文，准备毕业答辩,PART,THREE,存在困难,03,03,存在困难,10,在进行到预应力钢束时，由于对预应力钢束布置的要求与,MIDAS,相关功能的不熟悉，仅靠自己摸索来进行估算及布置，花费了大量的时间，亦未有进展。最终通过请教学长及老师，对钢束布置有了了解与大概计划，使毕业设计得以找到继续进行的方向。,感谢聆听！,院 系：交通科学与工程学院,指导老师：,X,X,副教授,报告人：,X,XX,某一五跨预应力混凝土连续刚构桥结构设计,
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