高速公路连续梁桥毕业设计

本科毕业设计((64++2×1133+644)m设年级：220100级学号：20010004499姓名：专业：土木木工程指导老师：：2014年年6月第页1.3.22施工工顺序下面是施工工顺序及及所需的的天数：：1.0#块块浇筑。由由于是悬悬臂施工工，合龙龙之前00#块通通过固定定支座固固定在桥桥墩上（30天）2.等00#块强强度达到到一定要要求，进进行预应应力张拉拉（1天）3.1#块块挂篮安安装。（2天）4.1#块块安装。（8天）5.重复前前面步骤骤，直至至合龙段段前三个个施工阶阶段开始始用满堂堂支架施施工边跨跨现浇段段。（228天）6.继续施施工，至至合龙段段，进行行边跨合合龙。（8天）7.边跨顶顶、底板板束张拉拉。（22天）8.中跨合合龙。（8天）9.中跨跨顶、底底板束张张拉。（2天）10.改变变约束条条件。（2天）11.桥面面铺装。（30天）12.收缩缩徐变。（1000天）1.3.33设计计流程1.根据据经验公公式拟定定桥梁的的截面尺尺寸。2.利用用桥博软软件建立立桥梁模模型，并并确定施施工阶段段，使用用阶段阶阶段。3.利用用桥博软软件计算算内力，并并进行组组合。按按照组合合情况计计算配筋筋情况。并并确定预预应力筋筋的布置置。4.将算算好的钢钢筋画到到CADD中，并并导入桥桥梁博士士中。5.计算算由不均均温差、支支座沉降降、收缩缩徐变产产生的次次内力。6.进行行承载力力极限状状态和正正常使用用极限状状态下的的强度、应应力和变变形验算算。若验验算不合合格，修修改截面面或调整整配束直直至验算算合格为为止。7.当一一切都通通过时，绘绘制施工工图，编编写计算算书。第2章整体体设计说说明2.1设计的的基本资资料2.1.11主要要技术指指标1.荷载载标准：：荷载标准直直接反映映桥梁通通行荷载载类型和和承载力力水平。我我国的三三类桥梁梁类型相相应的荷荷载标准准为：公路荷载：：公路——Ⅰ级、公公路—Ⅱ级；铁路荷载：：铁路——A级、铁铁路—B级；城市道路荷荷载：城城—A级、城城—B级；人群荷载：：2.55~4kkN /m2此次毕设荷荷载标准准值取公公路—Ⅰ级。2.桥面面宽度::高速公路取取2（0.55m防撞撞栏杆++11..75mm车行道道+1mm/2中中间分隔隔带）==25..5m其其中，车车行道包包括：33m应急急停车带带+7..5m车车行道++1.225m左左路沿带带。3.桥面面纵坡：：桥面纵坡是是桥梁线线形设计计的重要要指标。本本次毕设设取桥跨跨线路纵纵坡为00%，即即为平坡坡。4.桥面面横坡：：公路桥梁桥桥面比较较宽，横横坡范围围为1..5~220%。此此次桥面面横坡取取2%。2.1.22所用用材料规规格1.主梁梁混凝土土：本设计跨度度为1113m，小小于2000m，因因此采用用C500级混凝凝土。2.预应应力钢束束：此次设计所所用钢绞绞线为七七股钢绞绞线，由由七股的的钢丝绕绕制而成成的钢绞绞线，用用表示。上上下缘都都用199根一束束进行锚锚固，对对应锚群群YM115-119，对对应波纹纹管直径径为。2.2截截面尺寸寸的拟定定根据公路连连续梁桥桥结构尺尺寸拟定定的经验验公式可可以依次次拟定出出截面中中支点梁梁高、中中跨跨中中梁高、腹腹板厚度度t、箱室室间距和和顶底板板厚度等等。2.2.11梁高高的拟定定1.中支点点梁高的的拟定：：其中，为中中支点梁梁高；为为中跨跨跨径。2.中跨跨跨中梁高高的拟定定：其中，为中中跨跨中中梁高；；为中跨跨跨径。在本设计，跨跨中截面面处梁高高为3mm，支座座处梁高高为7..0m。梁梁高方程程为：（坐坐标原点点为中跨跨跨中）；2.2.22腹板板总厚度度的拟定定腹板总厚度度的拟定定：其中，为桥桥面总宽宽度（单单位：mm）；为主主跨跨径径（单位位：m）。为单个腹板板厚度，是为了满足构造要求。2.2.33底板板厚度的的拟定顶底板厚度度的拟定定：顶、底板最最小厚度度不小于于箱室间间距的和和。在本设计中中墩处的的底板厚厚取800cm，跨跨中底板板厚取440cmm，在墩墩与跨中中间按11.6次次抛物线线形变化化，则底底板厚度度的变化化方程为为：（坐坐标原点点为中跨跨跨中）y＝40++0.00007753xx1.66(cm))2.2.44截面面尺寸的的最后拟拟定经过计算，基基本确定定下了截截面尺寸寸，如表表2-112-1截截面尺寸寸拟定取值范围拟定尺寸（m）4.25--7.5537（m）2.05--2.8853箱室间距（m）不大于77顶板厚度（m）不小于0..230.3底板厚度（m）支座处底板板厚度不小于0..230.8跨中底板厚厚度不小于0..230.4桥面宽度（m）/12.7552.2.55截面面尺寸图图箱梁截面尺尺寸如图图2-11、2-22所示示：图2-1跨中截截面尺寸寸图((单位：：cm))图2-2支座截截面尺寸寸图((单位：：cm))2.3主主梁的施施工分段段本设计整个个桥梁划划分成1122个单元元；从墩墩中心线线向跨中中计起：：0号块122m，6m××1+33m×11+3..5m××3+44m×44+5mm×4++1m==56..5m，中中跨和边边跨合龙龙段均是是2m，边边跨现浇浇段为66.5mm，共3554m。具体划划分见图图纸。各各梁段截截面尺寸寸如图22-3所所示：图2-3梁段截截面尺寸寸图((单位：：cm))具体尺寸如如表2-22所示：：表2-2截截面尺寸寸参数截面号X坐标((m)截面高度hh(cmm)底板厚度hh2(ccm)腹板厚度bb1(ccm)截面面积((mm^^2)10300404010.12225322.884142.97710.411310342.884345.94410.866415369.7745.748.91111.433520403.8849.151.88812.166624433.7752.154.26612.8728468.7755.656.63313.577832505.7759.35914.399936545.8863.361.38815.3111039.5582.776763.46616.1771143621.7770.965.54417.11246.5663.7775.167.62218.1111349.5689.8878.769.419.0221456.5700807019.355其中第1号号截面是是跨中截截面，而而14号截截面是支支点处的的截面。中中间2号截面面到133号截面面是中间间的截面面。各梁段重量量如表22-3所所示:表2-3悬悬臂施工工时各梁梁段重量量梁段长度（m）重量（t）梁段长度（m）重量（t）1号块3.01287号块41402号块3.51338号块41493号块3.51399号块51384号块3.514710号块51465号块412511号块51546号块413212号块5139第3章桥梁梁建模3.1桥桥梁博士士3.00的简介介桥梁博士系系统非常常的精确确，可以以与迈达达斯等工工程软件件相媲美美，大大大的节省省了计算算过程的的繁琐。唯唯一缺点点就是，桥桥梁博士士是二维维空间的的设计，不不涉及桥桥梁横向向的结构构，因此此，程序序是大大大简单化化了，但但是，相相应的设设计出来来的结果果还需进进行进一一步优化化。3.2利用桥桥梁博士士建模3.2.11输入单单元信息息桥梁博士支支持多种种截面输输入方式式，本设设计采用用第五种种方式，先先把划分分好的梁梁段左右右截面图图画在CCAD中中，根据据上述表表格数据据，画好好各个截截面，保保存为ccad220077dxxf格式式图纸，进进入输入入单元信信息选项项，右键键左截面面或者右右截面出出现如图图3--1所示示，然后后进而出出现如图图3--2的条条框，点点击浏览览，选择择之前画画好的ddxf文文件路径径，注意意准确填填写单元元编号、截截面类型型再从CCAD中中导入截截面，图3-1桥桥博中导导入caad图图3-2桥桥博中浏浏览选项项以此操作方方法可完完成对桥桥梁的截截面输入入，依次次把各个个单元的的左右截截面导入入桥梁博博士中，然然后在经经过对称称，得出出全桥单单元图，从从而完成成桥梁建建模。如如下图33-3,,3-44：图3-3桥桥边跨单单元图图3-41/22桥跨中中单元图图3.2.22输入入施工阶阶段信息息首先桥梁是是0号块浇浇筑，然然后在以以0号块为为基础浇浇筑其他他普通梁梁段，整整个桥总总体步骤骤是首先先浇筑00号块，其其次浇筑筑其他普普通梁段段，然后后是合拢拢段，最最后铺装装道砟也也就是二二期恒载载、收缩缩徐变阶阶段。浇浇筑普通通梁段分分为为期期8天的浇浇筑混凝凝土阶段段、为期期一天的的张拉预预应力钢钢筋阶段段、为期期一天的的挂篮前前移阶段段。所以以每一个个梁段需需要十天天的工期期，本桥桥梁共设设计了551个施施工阶段段，具体体的施工工工序为为：，00#块浇浇筑，等等0#块强强度达到到一定要要求，进进行预应应力张拉拉，1##块挂篮篮安装，1#块安装。重复前面步骤，直至合龙段前三个施工阶段开始用满堂支架施工边跨现浇段继续施工，至合龙段，进行边跨合龙边跨顶、底板束张拉。中跨合龙，中跨顶、底板束张拉，改变约束条件，桥面铺装，收缩徐变。二期恒载：包括铺装层和栏杆重，按30kN/m计入。图3-3第第四施工工阶段图图3.2.33输入入使用阶阶段信息息活载中汽车车荷载为为公路——Ⅰ级。汽汽车荷载载由车道道荷载和和车辆荷荷载组成成。车道荷载横横向分布布系数，按按设计车车道数布布置车辆辆荷载进进行计算算。多车车道桥梁梁的汽车车荷载应应考虑折折减，但但折减后后的效应应不得小小于两条条设计车车道的荷荷载效应应。表3-1横向折折减系数数取值横向布置设设计车道道数2345678横向折减系系数10.780.670.60.550.520.5本次毕设我我所用车车道数为为3，因此此横向折折减系数数为0..78..大跨度度桥梁要要考虑车车道荷载载纵向折折减。折折减系数数的取值值原则见见表3--2。表3-2纵向折折减系数数取值计算跨径LL0（m）纵向折减系系数计算跨径LL0（m）纵向折减系系数150＜LL0＜40000.97800≤LL0＜100000.94400≤LL0＜60000.96LO≥100000.93600≤LL0＜80000.95本次毕设计计算跨径径为1113m，因因此纵向向折减系系数为00.977.3、汽车荷荷载包括括竖向动动力作用用时，应应将竖向向静荷载载乘以动动力系数数，其中中为冲击击系数。连连续梁桥桥基频计计算：为计算冲击击力引起起的正弯弯矩和剪剪力效应应时使用用；为计计算冲击击力引起起的负弯弯矩时使使用。本本次毕设设使用，代代入各参参数计算算得。冲击系数计计算公式式见下：：代入，可计计算得，动动力系数数=1..13114、桥梁结结构在坏坏境中受受到的梯梯度温度度见下图图。如图图所示为为竖向温温度梯度度曲线，为桥面板表面的最高温度，当<400mm时，;当>400mm时，。的取值见表。表3-3竖向日日照正温温差计算算的温度度基数取取值结构类型T1（°CC)T2（°CC)混凝土铺装装256.750mm混混凝土沥沥青铺装装206.7100mmm混凝土土沥青铺铺装145.5此次毕设铺铺装层为为1000mm沥沥青混凝凝土，因因此,.因此要要输入升升温温差差，降温温温差，按按照规范范取为220度，非非线性温温度按梯梯度取值值，箱梁梁表面为为10度，1000mmm处为6..07度度，4000mmm处为1..35度度，支座座沉降为为中间两两个支座座沉降11cm。此次毕设为为高速公公路，因因此不计计人群荷荷载。最后得出桥桥梁整体体的模型型。如图图3-44图3-4全桥一一半模型型图第4章主梁梁结构内内力计算算4.1主梁恒恒载内力力计算4.1.11分段段截面的的几何特特性打开桥梁博博士中的的单元整整体信息息一栏，可可以查到到各截面面的几何何特性，如如表4--1。表4-1分段截截面的几几何特性性值截面号面积A(mm2)惯性矩Ixx(m4)中性轴至梁梁顶Y0(m)梁高(m))110.12213.51.333.0210.41114.8221.38223.2288310.86617.6111.48553.4288411.43321.8331.62663.6977512.166281.80664.0388612.834.21.96994.3377713.57742.4882.16114.6877814.39952.4992.36665.0577915.31164.9332.58995.45881016.17777.8442.79995.82771117.193.1883.02116.21771218.111111.773.26226.63771319.022129.663.46776.99881419.355136.333.54117.0其中第1号号截面是是跨中截截面，而而14号截截面是支支点处的的截面。中中间2号截面面到133号截面面是中间间的截面面。4.1.22施工时时的荷载载本设计中，最最大块的的重量小小于8000kNN，故挂挂篮重量量可取8800kkN，这这样的话话保证各各个梁段段能顺利利挂篮施施工。4.1.33所用用二期恒恒载此外，我们们还要设设置二期期恒载，根根据高速速公路相相关规范范，我们们的二期期恒载取取为300kN//m。4.1.44桥博博计算模模型最后成型的的桥梁模模型如图图4-11所示图4-1桥博中中桥模型型4.1.55恒载载计算结结果桥梁博士可可以完成成所有荷荷载的内内力计算算，这里里的恒载载包括一一期恒载载和二期期恒载，桥桥梁博士士支持内内力以ttxt文文本格式式进行输输出，然然后在eexceel里导导入其ttxt。恒载作用下下结构内内力见下下表4--1，结结构内力力图见图图4-22。表4-1恒载内内力（全全桥）单元节点号轴力（kNN）剪力Q((kN))弯矩M((kN··m）11-2.100E-1102.06EE-1111.95EE-10012-2.100E-1101.42EE+022-3.544E+001231.24EE-100-2.011E+0034.54EE+033343.75EE-100-1.444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.00EE+0005.38EE+0222.57EE+0441021030.00EE+000-3.844E+0022.54EE+0441031030.00EE+0003.84EE+0222.54EE+0441031040.00EE+000-1.722E+0022.39EE+0441041040.00EE+0001.72EE+0222.39EE+0441041050.00EE+0004.62EE+0112.11EE+0441051050.00EE+000-4.622E+0012.11EE+0441051060.00EE+0002.71EE+0221.70EE+0441061060.00EE+000-2.700E+0021.70EE+0441061070.00EE+0001.48EE+0331.16EE+0441071070.00EE+000-1.488E+0031.16EE+0441071080.00EE+0001.54EE+0331.04EE+0441081080.00EE+000-1.544E+0031.04EE+0441081090.00EE+0001.60EE+0339.12EE+0331091090.00EE+000-1.600E+0039.12EE+0331091100.00EE+0001.66EE+0336.27EE+0331101100.00EE+000-1.666E+0036.27EE+0331101110.00EE+0001.78EE+0333.27EE+0331111110.00EE+000-1.788E+0033.27EE+0331111120.00EE+0000.00EE+0000.00EE+0001121120.00EE+0000.00EE+0000.00EE+0001121130.00EE+0000.00EE+0000.00EE+000在结构自重重以及二二期恒载载的作用用下，整整个桥体体轴力几几乎为00，弯矩矩由支座座到跨中中逐渐增增大。支支座处弯弯矩最小小，为--3.554E++01kkN·mm，在跨跨中时最最大，为为-4..95EE+055kN··m，剪剪力图呈呈现关于于跨中反反对称，整体图形对称，简洁明了内力分布合理。说明了模型建立的很正确，恒载输入也很正确。图4-2恒载作作用下的的内力图图4.2活活载内力力计算结结果在桥梁博士士中只需需定义设设计活载载即可运运算出结结果。本设计的活活载只考考虑公路路一级汽汽车荷载载，桥梁梁博士软软件分析析出的一一半结构构的计算算数据如如表3--3：：结构内内力图见见图4--3、4-44、4-55、4-66。表4-2活载内内力(全桥）单元梁节点号剪力Q((kN）弯矩M((kN··m）QmaxQminMmaxMmin110.000E++000..00EE+0000.00EE+0000.00EE+000120.000E++001..02EE+0330.00EE+000-4.244E+002220.000E++001.09EE+0110.00EE+000-4.244E+00223-1..78EE+0338.26EE+0223.27EE+033-1.555E+003331.778E++03-8.266E+0023.27EE+033-1.555E+00334-1..66EE+0338.26EE+0226.27EE+033-3.100E+003441.666E++03-8.266E+0026.27EE+033-3.100E+00345-1..60EE+0338.26EE+0229.12EE+033-4.655E+003551.660E++03-8.266E+0029.12EE+033-4.655E+00356-1.554E++038.27EE+0221.04EE+044-5.433E+003661.544E+003-8.277E+0021.04EE+044-5.433E+00367-1.449E++038.27EE+0221.16EE+044-6.200E+003771.449E++03-8.277E+0021.16EE+044-6.200E+00378-2..70EE+0228.27EE+0221.70EE+044-1.011E+004882.771E++02-8.277E+0021.70EE+044-1.011E+00489-4..62EE+0118.28EE+0222.11EE+044-1.400E+004994.662E++01-8.288E+0022.11EE+044-1.400E+0049101.772E++028.28EE+0222.39EE+044-1.799E+0041010-1..72EE+022-8.288E+0022.39EE+044-1.799E+00410113.884E++028.28EE+0222.54EE+044-2.188E+0041111-3..84EE+022-8.288E+0022.54EE+044-2.188E+00411125.338E++028.28EE+0222.57EE+044-2.499E+0041212-5..38EE+022-8.288E+0022.57EE+044-2.499E+00412136.889E++028.28EE+0222.53EE+044-2.800E+0041313-6..89EE+022-8.277E+0022.53EE+044-2.800E+00413148.337E++028.27EE+0222.42EE+044-3.111E+0041414-8..37EE+022-8.277E+0022.42EE+044-3.111E+00414151.001E++038.27EE+0222.27EE+044-3.422E+0041515-1..01EE+033-8.277E+0022.27EE+044-3.422E+00415161.009E++038.27EE+0222.07EE+044-3.699E+0041616-1..09EE+033-8.277E+0022.07EE+044-3.699E+00416171.007E++039.98EE+0221.84EE+044-4.000E+0041717-1..07EE+033-9.988E+0021.84EE+044-4.000E+00417181.116E++011.16EE+0331.76EE+044-4.366E+0041818-1..20EE+011-1.166E+0031.76EE+044-4.366E+0041819-6..43EE+0111.32EE+0331.76EE+044-4.711E+00419196.443E++01-1.322E+0031.76EE+044-4.711E+0041920-9..92EE+0111.38EE+0331.77EE+044-4.855E+00420209.992E++01-1.388E+0031.77EE+044-4.855E+0042021-2..42EE+0221.60EE+0331.82EE+044-5.355E+00421212.442E++02-1.600E+0031.82EE+044-5.355E+0042122-2..64EE+0221.64EE+0331.84EE+044-5.433E+00422222.664E++02-1.644E+0031.84EE+044-5.433E+0042223-3..13EE+0221.71EE+0331.86EE+044-5.599E+0042323-4..94EE+0222.28EE+0331.86EE+044-5.599E+00423244.882E++02-2.244E+0031.82EE+044-5.388E+0042424-4..88EE+0222.24EE+0331.82EE+044-5.388E+00424254.776E++02-2.177E+0031.79EE+044-5.277E+0042525-4..92EE+0222.14EE+0331.79EE+044-5.277E+00425264.336E++02-2.044E+0031.65EE+044-4.577E+0042626-4..36EE+0222.04EE+0331.65EE+044-4.577E+00426274.226E++02-2.000E+0031.61EE+044-4.388E+0042727-4..26EE+0222.00EE+0331.61EE+044-4.388E+00427283.996E++02-1.900E+0031.49EE+044-3.822E+0042828-3..96EE+0221.90EE+0331.49EE+044-3.822E+00428293.664E++02-1.722E+0031.37EE+044-3.222E+0042929-3..64EE+0221.72EE+0331.37EE+044-3.222E+00429302.224E++02-1.600E+0031.29EE+044-2.688E+0043030-2..24EE+0221.60EE+0331.29EE+044-2.688E+00430312.008E++02-1.466E+0031.32EE+044-2.177E+0043131-2..08EE+0221.46EE+0331.32EE+044-2.177E+00431321.998E++02-1.288E+0031.37EE+044-1.666E+0043232-1..98EE+0221.28EE+0331.37EE+044-1.666E+0043233-8..09EE+022-7.511E+0021.43EE+044-1.233E+00433338.009E++027.51EE+0221.43EE+044-1.233E+0043334-8..12EE+022-6.244E+0021.50EE+044-9.644E+00334348..12EE+0226.24EE+0221.50EE+044-9.644E+0033435-8..33EE+022-4.744E+0021.58EE+044-7.444E+00335358.333E++024.74EE+0221.58EE+044-7.444E+0033536-1..19EE+033-1.711E+0021.71EE+044-5.744E+00336361.119E++031.71EE+0221.71EE+044-5.744E+0033637-1..09EE+0331.28EE+0221.99EE+044-6.499E+00337371.008E++03-1.288E+0021.99EE+044-6.499E+0033738-9..14EE+0221.29EE+0222.22EE+044-7.222E+00338389.114E++02-1.299E+0022.22EE+044-7.222E+0033839-7..29EE+0224.09EE+0222.36EE+044-8.855E+00339397.229E++02-4.099E+0022.36EE+044-8.855E+0033940-6..82EE+0224.09EE+0222.37EE+044-9.233E+00340406.882E++02-4.099E+0022.37EE+044-9.233E+0034041-6..36EE+0224.09EE+0222.38EE+044-9.600E+00341416.336E++02-4.099E+0022.38EE+044-9.600E+00341425.666E++024.09EE+0222.43EE+044-1.155E+0044242-5..66EE+022-4.099E+0022.43EE+044-1.155E+0044243-2..90EE+0224.0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