桥梁工程专业拱桥毕业设计

第一章概述基本资料1、自然概况：桥址处谷地较为平缓，呈不对称的V型，桥址区地形欺负，河谷切割高差较大，沉积物较厚，基础较好。2、建桥理由：新建3、河流及水文状况：由于为河谷，常年无水，桥下没有通航要求。4、当地建筑材料情况：当地有沙、石料供应，水泥、钢材运距较短。设计规范1、《公路桥涵设计通用规范》(JTJ021—89)2、《公路钢筋混凝土及预应力混凝土桥设计》(JTJ023—85)3、《公路工程抗震设计规范》(JTJ004—89)4、《公路桥涵钢结构及木结构设计规范》(JTJ011—89)5、《公路砖石及混凝土桥涵设计规范》(JTJ022—85)6、《公路桥涵地基与基础设计规范》(JTJ024—85)技术标准1、跨径：64m+105m+64m2、设计荷载：汽一超203、验算荷载：挂一1204、桥面净宽：净-0.25+11.25+1.5+11.25+0.25，桥梁全宽24.5m5、本桥在起点桩号处的设计标高：470.506、桥面坡度：纵坡+2%横坡双向1.5%四主要材料构件及其数据主拱圈为40号钢筋混凝土箱肋拱y=26kn/m3拱上立柱和桥面简支梁采用30号钢筋混凝土y=25kn/m3五施工要点1、主桥施工时采用缆索吊装施工，单箱肋预制成拱后现浇混凝土。两边的引桥采用预制装配2、两端的桥台均采用U型桥台，由于覆盖层较薄，其基础采用明挖扩大基础。两拱座采用整体式，钢筋混凝土结构，引桥部分采用扩大基础。3、开挖基础时，要按实际尺寸开挖，为保证基础与岩层的紧密结合，基础采用不立模现浇。第二章方案比较桥梁方案设计是整个桥梁设计中的重要一环，一座桥梁设计的优劣关键在于其方案的好坏。对一定的建桥条件，可以做出基本满足要求的多种不同的设计方案，只有通过技术、经济等方面的综合比较才能科学地得出最优设计。根据桥址地形，地质，水文条件和技术标准的要求，拟定出不同体系，不同材料且各具特色可能实现的五个桥梁方案：预应力混凝土简支梁桥、三跨变截面连续梁桥、等跨等截面连续梁桥、上承式钢筋混凝土拱桥、中承式钢筋混凝土拱桥，从总体布局，环境协调，技术先进性，施工可能景观要求，技术经济等多方面考虑后，选出以下三个方案：第一方案：预应力混凝土简支梁桥（1）孔径布置。桥跨布置为25m+6*30m+25m，全长230m，由于无通航要求，是一种简单最经济的常用桥型。（2）主跨结构构造。两边孔采用标准跨径为25m的装配式预应力混凝土简支T梁，与中跨跨径不等。桥全宽24.5m,梁高2.0m，每片T梁间现浇混凝土。（3）主墩基础。东西桥台均为整体圬工重力式U型桥台。桥墩皆为扩大基础，柱直径为2.0m，清除较厚的沉积物后，柱深入土中0.5m后再建基础。（4）施工方案。由于预制工艺技术较成熟，采用先张法进行预制施工，采用自行式吊车架梁的方法吊装，操作简单易行。第二方案：预应力混凝土连续梁（1）孔径布置。孔径布置为5*46m，全长230m。尽管受桥面标高及桥面纵坡的限制，但由于该桥址处为谷地，无通航要求，是一种较经济较协调的常用桥型。采用等跨等截面箱形截面，使得构造简单且不显笨重。（2）主跨结构构造。主梁采用分离式单箱室截面，箱高2.5m，两箱悬臂之间的距离为7.0m，每个箱截面宽度为11.66m。（3）主墩基础。东西桥台均为整体式圬工重力式U型桥台。0#和4#桥墩为扩大基础（分离式），柱直径为2.0m。2#和3#桥墩为桩柱式墩，钻孔灌注桩桩径为150mm，桩长度为12m。（4）施工方案。采用支架现浇组合成整体箱。第三方案：上承式钢筋混凝土箱肋拱（1）孔径布置。本方案由两侧简支板梁和中间主桥结构组成，孔径布置为4*16m（简支空心板）+105m+4*16（简支空心板），全长233m。因地处谷地，无通航要求，可充分利用地形，是一种美观较经济的常用方案。（2）主跨结构构造。主桥采用钢筋混凝土箱形肋拱，矢跨比f/l=1/5，拱轴系数m=1.756,为等截面悬链线无铰拱。考虑到桥面宽有24.5m，故采用分离式双肋主拱圈。每个主拱圈的横截面由双箱单室组成，宽度为2.4m，箱高2.0m，肋间距为6.4m。主拱圈上立柱为0.8*0.8m，间距为6.7m。两侧边跨为简支空心板，主梁高度为70cm。同主跨结构相同，也采用分离构造。（3）主墩基础。东西桥台均为整体式圬工重力式U型桥台。拱座为钢筋混凝土制作（分离式）。简支板桥的墩为扩大基础，柱直径为1.2*1.2m，也采用分离式。（4）施工方案。主跨的箱形主拱采用无支架门柱式缆索吊装，纵向分为五段进行预制吊装，成拱后现浇10cm厚混凝土。边跨采用预制施工。各方案技术经济比较列表如下：

序号\方匕\案较\类项'别目、第一方案第一方案第三方案预应力混凝土简支梁25m+6*30m+25m预应力混凝土连续梁5*46m主桥:钢筋混凝土拱桥105m引桥:预应力空心板梁2*（4*16m）1桥高（m）2桥长（m）243.5243.5245.53最大纵坡（％）2.02.02.04工艺技术要求技术先进，工艺要求严格，可工厂化预制，所需设备少，占用场地少，制作简单技术较先进，工艺要求较严格，所需设备较少，占用场地较少已有成熟的工艺技术经验。需用大量的吊装设备。占用施工场地大，需用劳动力多5使用效果属于静定结构，设有伸缩缝，行车条件稍差属于超静定结构，受力较好。桥面连续，无伸缩缝，行车条件好，养护也容易拱的承载能力大，养护麻烦，外形美观6造价及用材混凝土及钢材用料最省混凝土及钢材用量排第二混凝土用量最多，钢筋用量较少推荐桥型方案通过以上技术，使用效果，造价美观等方面的比较，选定第三种方案为设计方案，其原因如下：1、桥址地形好，基础良好，能承受拱脚较大推力2、与环境较协调，外形美观3、尽管造价及用材最多，但相差较少4、三种方案施工方法都较常规，施工难度较小，就施工程序而言，拱桥方案简明易行总的来说三个方案都符合了安全，功能，美观的要求。实际中选择工期短，造价低的混凝土简支梁方案，但为了符合毕业设计要求，本人选择第三个方案为最终设计方^＜。第三章结构设计（一）电算部分通过SSAP软件反复验算，拟定最优拱轴系数m=1.756，拟定计算跨径为102m，计算矢高20.4m，整个主桥部分分为两副桥同时进行施工。得到拱轴系数后，可以根据方程〉=虬_］）*Oh役-1）确定主拱圈的拱轴系数，然后划分节点和，拱桥分桥面系单元、非桥面系单元。其中桥面系划分28个单元，非桥面系划分70个单元：拱圈部分先是划分48个单元，立柱与拱圈相交点同时作为一个节点，可以删除与交点很近的节点号。拱圈之要划分48个单元，是因为现在所有的拱桥设计手册上拱圈都是被分为48个单元。以桥面最左端为起点，x轴向右为正，输入的绝对坐标，y轴桥面系向上为正，向下为负，输入的是相对与桥面中心线的相对坐标，通过方程计算出拱圈每个节点的坐标，输入即可。其中的截面信息共有三个：桥面系单元截面特性、立柱截面特性和拱圈截面特性，再输入每种截面所用材料。施工阶段通过模拟缆索吊装，缆索被作为又一种非桥面系单元，在拱圈合拢后拆除。运营阶段中，输入其荷载信息，组合方式，温度变化等。最后即可利用GQJS软件计算结构内力，电算具体数据如下：***********结构荷载信息***********1110110100000001101111:输出项控制信息:计算起始阶段号15:计算终止阶段号4:结构形式信息:施工方法信息:结构材料类型信息98:杆件元总数4:支承杆件元总数86:节点总数28:桥面杆件元总数:截面几何类型总数:结构材料类型总数:受力阶段总数:内力及应力组合组数0:预应力工作束总数2:工作束力学类型数0:计算预应力及收缩徐变信息1:活载自动加载计算内力及位移信息0:需计算活载位移（挠度）的节点数1:活载横向分配系数沿跨径变化点数0:斜张桥斜拉索数0:计算剪应力方法1:计算单位制控制信息0.0500:支座摩阻系数1.0000:影响线加载步长0.0000:影响线加载起点

105.0000:影响线加载终点***单元信息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**************输出计算结果********************************施工过程加载阶段**************************单元自重荷载(NP=4)******************阶段内力*********单元号结点号轴力(kN)剪力(kN)弯矩(kN.m)43308608.775-109.561685692-312.05796.68444318440.392-34.58996.44644328276.802-238.045-275.88345328279.892-74.232-275.31345338187.717-193.633-486.96946338189.743-65.558-487.58646348126.927-149.614-605.52847348128.24930.022-604.86047357983.780-172.478-789.93848357985.58231.302-790.47048367848.768-171.206-970.32249367849.991100.545-970.12249377733.017-86.222-955.10850377732.328134.473-955.11850387593.482-101.954-909.61751387593.195121.478-909.82851397477.712-89.119-869.92852397476.300170.463-869.58352407351.125-77.886-739.47653407350.008149.967-739.63753417269.040-23.877-617.54754417267.021172.956-617.54454427175.361-38.636-460.94855427173.196180.427-461.00255437089.504-30.173-289.09456437088.201139.267-288.79456447051.44739.925-193.42557447050.754106.612-193.72357457010.782-4.650-133.23858457007.652209.498-133855-2.10098.64659466936.626175.88098.51659476873.783-35.716254.240

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