预应力混凝土先简支后连续 t 梁结构毕业设计

'预应力混凝土先简支后连续T梁结构毕业设计1设计基本资料1.1概况湘西沪溪大桥为预应力混凝土先简支后连续T梁结构；其下无不良地质构造且地面起伏较平缓；设计时遵循施工过程进行，共分为六个施工阶段，预应力钢筋的布置按照承载能力极限状态下的最大、最小弯矩构成的包络图进行；设计时必须遵照“安全、适用、经济、美观”的基本原则进行设计，同时应充分考虑建造技术的先进性以及环境保护和可持续发展的要求。纵断面设计需满足两个要求，一是满足设计水位的要求，二是满足两线交通控规的要求；横断面设计应满足规划红线宽度要求，行车道数和宽度与前段岳麓大道基本保持一致，满足远期交通量增长需要，尽量降低工程造价。1.2主要技术标准（1）设计跨径：40m；（2）设计荷载：公路—Ⅱ级；（3）桥面宽度：0.5m+3.75x2m+0.5m；（4）设计纵坡为0.8%,桥梁横坡：1.0%1.3主要材料（1）混凝土：预制T梁、预制主梁及横隔梁、湿接缝、封锚端、墩顶现浇连续段、桥面现浇层均采用C50混凝土，桩基采用C25混凝土；其余构件采用C30混凝土；（2）水泥应采用高品质强度等级为62.5,52.5和42.5的硅酸盐水泥，同一座桥的板梁应采用同一品质的水泥，质量应符合GB175—1999标准；（3）粗骨料应采用连续级配，碎石宜采用锤击式破碎生产。碎石最大粒径不宜超过20mm，以防止混凝土浇筑困难，或振捣不密实。83 （4）预应力钢材：预应力钢筋要采用《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）中规定的低松弛钢绞线（1×7标准型），抗拉强度标准值fpk=1860MPa，抗拉强度设计值fpd=1260MPa，公称直径15.2mm，公称面积140mm2，弹性模量E=1.95×105MPa。（5）钢材：普通钢筋采用R235、HRB335钢筋其标准应符合GB13013-1991和GB1499-1998的规定。凡钢筋直径≥12mm者，均应采用HRB335热轧带肋钢；凡钢筋直径＜12mm者，采用R235钢，钢板应符合GB700-88规定的Q235钢板。（6）锚具：预制T梁正弯矩钢束采用M15—9型系列锚具及其配件，预应力管道采用圆形金属波纹管；预制梁在墩顶处的负弯矩钢束采用BM15—4型扁锚及其配件，管道采用扁形金属波纹管。（7）支座：支座采用CQZ-11系列盆式支座，各技术指标应符合相关标准；桥梁支座根据设置部位的不同，边墩顶支座型号为FCQZ-11-1.5MN，中中间墩顶支座型号为FCQZ-11-3.0MN。梁底预埋钢板上的连接螺栓按厂家说明设置。支座安装操作及相关技术要求严格按照支座厂家要求进行。锚筋与钢板焊接标准应符合规范要求。（8）伸缩缝：EF80型型钢伸缩装置。（9）其它：砂、石、水的质量要求应符合《公路桥梁施工技术规范》JTJ041-2000的有关规定。1.4施工方式采用先简支后连续的施工方法，全桥施工过程可分为以下6个阶段。第一施工阶段，为主梁预制阶段，待混凝土达到设计强度90%后张拉正弯矩区预应力钢束，并压注水泥浆，再将各跨预制主梁安装就位，形成由临时支座支承的简支梁状态。第二施工过阶段，设支座梁段,浇筑墩顶现浇连续段及横向连接第三施工阶段，先浇筑第一、二跨与第三、四两跨之间的连续接头混凝土，达到设计强度后，张拉负弯矩预应力钢束并压注水泥浆。第四施工阶段，浇筑第二、三跨间连续段接头混凝土，达到设计强度后张拉负弯矩预应力钢束并压注水泥浆。第五施工阶段，拆除全部临时支座，主梁支承在永久支座上，完成体系转换，最终形成四跨连续梁的空间结构。设支座梁段,安装永久支座，形成连续体系。83 第六施工阶段，进行防撞护栏及桥面铺装施工,浇筑100mm混凝土铺装层及100mm沥青混凝土铺装层。待桥面铺装层混凝土达到设计强度后拆除临时支座。1.5设计要点施工中严格遵循一下规范,并从严控制。《公路桥涵施工技术规范》(JTJ041-2000）《公路工程质量检验评定标准》《公路工程技术标准》（JTGB01-2003）《公路桥涵设计通用规范》（JTGD60-2004）《公路沥青路面设计规范》（JTGD50-2006）《预应力混凝土用钢绞线》（GB／T5224-2003）《公路桥梁盆式支座》（JTT391-2009）83 2毛截面几何特性计算2.1基本资料2.1.1桥梁跨径及横截面布置桥型布置：4×40m等截面连续梁桥,横截面图如图2-1；桥面净空：净8.5m+2×0.5m防撞护栏设计荷载公路—Ⅱ级图2.1跨中横断面(mm)计算跨径：40m（墩中心距）2.1.2材料规格主梁：采用50号混凝土，容重为25kN/m3，弹性模量取3.45×107kPa；桥面铺装：采用厚度为10cm的防水混凝土再加10cm厚沥青混凝土桥面铺装83 ，防水混凝土容重为25kN/m3，沥青混凝土容重为24kN/m3；防撞护栏：采用30号混凝土，容重为25kN/m3；横隔板：横隔梁的刚度直接影响到设计桥梁的整体特性，为了减小对主梁设计起主要控制作用的跨中弯矩，在跨中设置一道中横隔梁。本设计在桥跨中心、四分点、支点处各设置一道横隔板且采用同样大小的横隔板，横隔梁厚度为15cm，端横隔梁底部与梁底齐平，其余横隔梁的底部与马蹄的斜坡低端齐平（即距梁底30cm高度）。采用50号混凝土，容重为25kN/m3，弹性模量取3.45×107kPa。2.2结构计算简图在进行桥梁结构计算时首先应将结构离散，所谓结构离散即根据桥梁结构和施工方案划分单元，并对单元和节点进行编号。单元划分的一般原则如下：(1)对于所关心截面设定单元分界线，即编制节点号(2)构件的起点和终点以及变截面的起点和终点编制节点号；(3)不同构件的交点或同一构件的折点处编制节点号；(4)施工分界线设定单元分界线，即编制节点号；(5)当施工分界线的两侧位移不同时，应设置两个不同的节点，利用主从约束关系考虑该节点处的连接方式；(6)边界或支承处应设置节点；(7)不同号单元的同号节点的坐标可以不同，节点不重合系统形成刚臂；对桥面单元的划分不宜太长或太短，应根据施工荷载的设定并考虑活载的计算精度统筹兼顾。因为活载的计算是根据桥面单元的划分，记录桥面节点处位移影响线，进而得到各单元的内力影响线经动态规划加载计算其最值效应。按照以上原则并考虑此次设计的桥梁的结构和施工的方法，将全桥划分为104个单元，具体为4´0.5+18´2+8´0.5+18´2+8´0.5+18´2+8´0.5+18´2+4´0.5，其中支座节点在第一、二施工阶段的时候为1、26、28、52、54、105节点，在第三施工阶段的时候为1、27、53、105节点。2.3毛截面几何特性计算2.3.1截面图示图2.2、2.3为此次设计中的边、中梁截面图示，并将其尺寸标注如下:83 图2.2边梁及中梁跨中横截面（mm）图2.3边梁及中梁梁端横截面（mm）83 2.3.2毛截面的几何特性该几何特性可以通过CAD、MADIS计算得出，经比较二者得出的结果相差不大，此次设计由MADIS得出的几何特性见表2-1：表2-1毛截面几何特性截面位置截面积A()截面惯矩I（）中性轴至梁低的距离(m）预制中梁跨中1.33801.04511.3763支点2.00251.20231.3956预制边梁跨中1.37401.08261.4034支点2.03851.23871.4135成桥中梁跨中1.71801.48951.6469支点2.38251.66681.5877成桥边梁跨中1.79401.54461.6835支点2.45851.73041.61622.3.3检验截面效率指标ρ对于中梁跨中截面：上核心距（）为：；下核心距（）为：；截面效率指标（）为：>0.5；对于边跨跨中截面:上核心距（）为：；下核心距（）为：83 ；截面效率指标（）为：>0.5；表明以上初拟的跨中截面是合理的。3内力计算及组合3.1荷载3.1.1结构恒载作用结构自重作用效应是分阶段形成的，主要包括：预制T梁一期结构自重作用荷载集度（），成桥后T梁一期结构自重作用荷载集度增量（），二期荷载集度（）。本设计将空间桥跨结构简化为平面结构进行计算，即只对由单片T梁构成的四跨简支转连续梁桥进行结构分析，在汽车荷载作用效应计算时考虑荷载横向分布系数，结构自重作用空间效应按每片梁均分计算。结构自重作用荷载集度计算。(1)预制T梁一期结构自重作用荷载集（）：(2)预制T梁中梁一期结构自重作用荷载集度：(3)成桥后T梁一期结构自重作用荷载集度增量（）一期成桥边梁增量；一期成桥中梁增量(4)二期结构自重作用荷载集度（）为桥面铺装与护栏自重集度之和根据桥面铺装材料与布置，且护栏采用每延米0.27混凝土计算，混凝土重度按25KN/83 计算。桥横向由4片梁组成则每篇梁承担全部二期永久作用效应的1/4。计算如下：3.1.2支座不均匀沉降支座不均匀沉降应根据各墩位处地质情况以及基础的布置形式和支座反力大小按《基础工程》以及有关规范的规定来计算,这里假定桥墩相对桥台下沉10mm。在荷载组合中，此项荷载作为SQ2，SQ2中还可包括温度等荷载效应，应根据设计要求来取用。3.1.3活载汽车荷载：公路—Ⅱ级车道荷载（由均布荷载qk和集中荷载pk组成），qk=7.875kN/m，pk=251.67kN；本设计为二车道，折减系数取1。3.2内力计算本桥为先简支后连续的连续梁桥，施工过程中包含了结构体系的装换，所以结构自重内力计算过程必须首先将各施工阶段产生的阶段内力计算出来，然后进行内力叠加。第一施工阶段，为主梁预制阶段，待混凝土达到设计强度90%后张拉正弯矩区预应力钢束，并压注水泥浆，再将各跨预制主梁安装就位，形成由临时支座支承的简支梁状态。第二施工过阶段，设支座梁段,浇筑墩顶现浇连续段及横向连接第三施工阶段，先浇筑第一、二跨与第三、四两跨之间的连续接头混凝土，达到设计强度后，张拉负弯矩预应力钢束并压注水泥浆。第四施工阶段，浇筑第二、三跨间连续段接头混凝土，达到设计强度后张拉负弯矩预应力钢束并压注水泥浆。第五施工阶段，拆除全部临时支座，主梁支承在永久支座上，完成体系转换，最终形成四跨连续梁的空间结构。设支座梁段,安装永久支座，形成连续体系。第六施工阶段，进行防撞护栏及桥面铺装施工,浇筑100mm混凝土铺装层及100mm沥青混凝土铺装层。待桥面铺装层混凝土达到设计强度后拆除临时支座。由以上内容结合MADIS软件进行一期恒载内力计算结果如下表3-1示：表3-1边梁一期恒载内力表单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)1恒荷载-1.19-706.3602恒荷载-1.15-681.19346.8983 3恒荷载-2.94-656.02681.24恒荷载-1.81-631.591003.045恒荷载1.85-608.591313.036恒荷载-0.95-530.292448.297恒荷载-0.61-462.853441.438恒荷载-0.36-395.414299.699恒荷载-0.19-327.965023.0510恒荷载-0.09-260.525611.5311恒荷载-0.04-193.086065.1312恒荷载-0.01-125.636383.84续表3-1单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)13恒荷载0-58.196567.6614恒荷载09.256616.5915恒荷载-0.0276.76530.6416恒荷载-0.05144.146309.817恒荷载-0.11211.585954.0818恒荷载-0.32279.035463.4619恒荷载-1.01346.234838.220恒荷载-0.85413.324078.6121恒荷载-0.59480.29318522恒荷载1.74546.062158.6423恒荷载-3.19624.96991.9824恒荷载-1.15648.85673.625恒荷载-1.2673.6342.9926恒荷载00027恒荷载00028恒荷载-1.18-689.1029恒荷载-1.14-664.35338.3630恒荷载-3.2-639.59664.3531恒荷载2.17-615.71978.132恒荷载-0.58-536.812126.2533恒荷载-0.83-471.033134.134恒荷载-0.99-404.064009.235恒荷载-0.31-336.984750.2836恒荷载-0.11-269.775357.0437恒荷载-0.05-202.335829.1438恒荷载-0.02-134.896166.3639恒荷载0-67.446368.6940恒荷载006436.1341恒荷载-0.0267.446368.6942恒荷载-0.05134.896166.3643恒荷载-0.11202.335829.1444恒荷载-0.31269.775357.0445恒荷载-0.99336.984750.2846恒荷载-0.83404.074009.247恒荷载-0.58471.033134.148恒荷载1.71536.812126.2583 49恒荷载-3.14615.71978.150恒荷载-1.14639.6664.3551恒荷载-1.18664.35338.3652恒荷载000由上述所列表格数据在EXCEL中得到图3.1；图3.2图3.1边梁一期恒载弯矩图图3.2边梁一期恒载剪力图结合MADIS软件进行二期恒载内力计算结果如下表3-2示：结合MADIS软件进行二期恒载内力计算结果如下表3-2示表3-2边梁二期恒载内力表单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)1恒荷载-1.17-715.5702恒荷载-1.13-690.09351.423恒荷载-2.94-664.61690.094恒荷载-1.8-639.861016.155恒荷载1.92-616.541330.196恒荷载-0.94-536.992480.117恒荷载-0.6-468.293485.398恒荷载-0.35-399.594353.279恒荷载-0.19-330.895083.7683 10恒荷载-0.09-262.195676.8411恒荷载-0.04-193.496132.5212恒荷载-0.01-124.796450.813恒荷载0-56.096631.6914恒荷载012.616675.1715恒荷载-0.0281.316581.2516恒荷载-0.05150.016349.9317恒荷载-0.11218.715981.2118恒荷载-0.31287.415475.119恒荷载-1.01356.114831.58续表3-2单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)20恒荷载-0.83424.814050.6621恒荷载-0.54493.513132.3422恒荷载1.9562.212076.6323恒荷载-3.19644.03874.7524恒荷载-1.11668.65546.6525恒荷载-1.16694.13205.9626恒荷载0719.61-147.4827恒荷载0-738.18-513.6528恒荷载-1.13-712.7-150.9329恒荷载-1.09-687.22199.0530恒荷载-3.2-661.73536.2931恒荷载2.37-637.12860.9332恒荷载-0.53-555.32048.9833恒荷载-0.81-486.63090.8734恒荷载-0.99-417.93995.3635恒荷载-0.31-349.24762.4636恒荷载-0.11-280.55392.1537恒荷载-0.05-211.85884.4438恒荷载-0.01-143.16239.3439恒荷载0-74.46456.8340恒荷载0-5.76536.9241恒荷载-0.02636479.6242恒荷载-0.05131.76284.9143恒荷载-0.11200.45952.8144恒荷载-0.31269.15483.345恒荷载-0.99337.84876.3946恒荷载-0.82406.54132.0947恒荷载-0.56475.23250.3848恒荷载1.78543.92231.2749恒荷载-3.14625.731066.0150恒荷载-1.12650.34747.0751恒荷载-1.16675.82415.5252恒荷载0701.3171.24图3.3边梁二期恒载弯矩由上述所列表格数据在EXCEL中得到边梁二期恒载弯矩图3.3；边梁二期恒载剪力图3.4边梁二期恒载弯矩图83 图3.4边梁二期恒载剪力结合MADIS软件进行中梁一期恒载内力计算结果如下表3-3示：表3-3中梁一期恒载内力表单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)1恒荷载-1.18-688.5202恒荷载-1.14-663.8338.083恒荷载-1.48-639.09663.84恒荷载-0.26-615.1977.295恒荷载3.84-592.531279.146恒荷载-0.95-516.052384.127恒荷载-0.61-450.413350.588恒荷载-0.36-384.764185.759恒荷载-0.19-319.124889.6310恒荷载-0.09-253.485462.2311恒荷载-0.04-187.835903.5412恒荷载-0.01-122.196213.5613恒荷载0-56.556392.314恒荷载09.16439.7515恒荷载-0.0274.746355.9116恒荷载-0.05140.386140.7917恒荷载-0.11206.035794.3818恒荷载-0.34271.675316.6819恒荷载-1.15337.034707.9820恒荷载-0.87402.253968.6521恒荷载-0.63467.333099.0822恒荷载4.06531.152100.5823恒荷载-1.31608.14965.6583 24恒荷载-1.15631.53655.825恒荷载-1.19655.8333.9726恒荷载00027恒荷载00028恒荷载-1.17-670.97029恒荷载-1.13-646.7329.4230恒荷载-1.28-622.44646.731恒荷载4.74-599.02952续表3-3单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)32恒荷载-0.62-522.072068.7433恒荷载-0.86-458.233049.0434恒荷载-1.12-393.153900.4335恒荷载-0.33-327.934621.5636恒荷载-0.11-262.575212.0737恒荷载-0.05-196.935671.5738恒荷载-0.02-131.295999.7939恒荷载0-65.646196.7240恒荷载006262.3641恒荷载-0.0265.646196.7242恒荷载-0.05131.295999.7943恒荷载-0.11196.935671.5744恒荷载-0.33262.575212.0745恒荷载-1.12327.934621.5646恒荷载-0.86393.153900.4347恒荷载-0.62458.233049.0448恒荷载3.99522.062068.7449恒荷载-1.29599.0495250恒荷载-1.13622.44646.751恒荷载-1.17646.7329.4252恒荷载000由上述所列表格数据在EXCEL中得到中梁一期恒载弯矩图3.5；中梁一期恒载剪力图3.6图3.5中梁一期恒载弯矩图图3.6中梁一期恒载剪力图83 结合MADIS软件进行中梁二期恒载内力计算结果如下表3-4示：表3-4中梁二期恒载内力表单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)1恒荷载-0.73-918.9602恒荷载-0.7-886.86451.463恒荷载-1.02-854.76886.874恒荷载0.68-823.391306.345恒荷载6.31-793.431710.56恒荷载-0.6-687.423187.767恒荷载-0.4-592.244467.428恒荷载-0.25-497.065556.739恒荷载-0.14-401.886455.6710恒荷载-0.08-306.77164.2611恒荷载-0.04-211.527682.4812恒荷载-0.01-116.348010.3513恒荷载0-21.168147.8514恒荷载074.02809515恒荷载0169.27851.7816恒荷载-0.01264.387418.2117恒荷载-0.02359.566794.2718恒荷载-0.09454.745979.9719恒荷载-0.31549.914975.3220恒荷载-0.29645.13780.321恒荷载-0.22740.282394.9322恒荷载7.58835.42819.1923恒荷载-0.6943.77-955.6624恒荷载-0.47975-1435.2825恒荷载-0.51007.1-1930.826恒荷载01039.2-2442.3827恒荷载0-1023.55-297028恒荷载-0.56-991.45-2466.2529恒荷载-0.53-959.35-1978.5530恒荷载-0.66-927.25-1506.931恒荷载8.12-895.98-1051.1632恒荷载-0.25-787.71628.1933恒荷载-0.37-692.532108.4234恒荷载-0.44-597.343398.2935恒荷载-0.13-502.174497.8136恒荷载-0.04-406.995406.9683 37恒荷载-0.02-311.816125.7538恒荷载0-216.636654.1939恒荷载0-121.456992.2640恒荷载0-26.277139.9741恒荷载-0.0168.917097.3342恒荷载-0.03164.096864.3243恒荷载-0.07259.276440.9544恒荷载-0.19354.455827.2245恒荷载-0.59449.635023.14续表3-4单元荷载轴向(kN)剪力-z(kN)弯矩-y(kN·m)46恒荷载-0.48544.814028.6947恒荷载-0.34639.992843.8848恒荷载6.44735.141468.7149恒荷载-0.78843.48-105.5750恒荷载-0.63874.71-535.0451恒荷载-0.66906.81-980.4352恒荷载0938.92-1441.86由上述所列表格数据在EXCEL中得到边中梁二期恒载弯矩图3.7；中梁二期恒载剪力图3.8图3.7中梁二期恒载弯矩图图3.8中梁二期恒载剪力图83 3.3汽车荷载作用效应计算3.3.1冲击系数和车道折减系数(1)汽车冲击系数按照下法计算此方法仅适用于连续梁根据《桥规》4.3.2中的规定，适用于连续梁的结构基频如下公式3-1,公式3-2：(3-1)(3-2)其中：为结构跨中处的单位长度质量，跨中截面惯性矩为；为混凝土弹性模量为由于冲击系数(适用于1.5Hz2。故可以采用偏心压力法计算荷载的横向分布系数和荷载横向分布影响线。(1)按照刚性横隔梁法计算横向影响线竖标值η11=1/4+12.96/28.8=0.7η14=1/4-12.36/28.8=-0.2ηq1=0.7167ηq2=0.5167ηq3=0.3389ηq4=0.1389则可以计算荷载横向分布系数mcq如下：二车道：故一号梁的荷载横向分布系数取0.8889。(2)同理可计算二号梁的荷载横向分布系数：η21=1/4+3.6×1.2/28.8=0.4；η24=1/4-1.2×3.6/28.8=0.1；ηq1=0.4059ηq2=0.3345ηq3=0.2829ηq4=0.2115二车道：mcq=1/2Sηq=0.6174。故取一号梁的荷载横向分布系数0.8889。3.3.3汽车荷载效应内力计算(1)计算原理：主梁汽车荷载效应横向分布系数确定后，将汽车荷载效应乘以相应的横向分布系数后，在主梁内力影响线上最不利布载，可求得主梁最大汽车荷载效应内力，计算公式为：。查表可以得出各个截面的弯矩影响线、剪力影响线、根据最不利荷载布置原则，在各个截面的内力影响线上按照《桥规》规定的不再要求布载，可求得汽车在各个截面的最大弯矩、最小弯矩、最大剪力、最小剪力。再考虑车道荷载折减系数和横向分布系数后，可得到荷载效应内力。(2)跨中截面的汽车荷载效应内力计算根据《桥规》，公路—Ⅱ级的均布荷载标准值qk和集中荷载标准值83 qk为：=10.5×0.75=7.875KN/mpk为：=320×0.75=240KN现将根据以上原理运用于MADIS中所得数据即表3-5表3-5边梁活载单元最大剪力-z(kN)最大弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)149.970-533.130250.01233.1-522.58-22.59续表3-5单元最大剪力-z(kN)最大弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)350.12459.02-512.11-45.18450.32677.75-501.72-67.77550.59889.29-491.4-90.36669.191663.71-450.97-180.73794.862323.93-411.91-271.098121.542871.2-374.3-361.459149.143307.25-338.19-451.8210177.563634.27-303.65-542.1811206.723854.95-270.72-632.5412236.513972.45-239.46-722.9113266.843990.4-209.89-813.2714297.63912.96-182.07-903.6315328.673744.72-156.02-99416359.943490.82-131.78-1084.3617391.33156.85-109.37-1174.7218422.612748.95-88.83-1265.0919453.742273.73-70.16-1355.4520484.581743.45-53.39-145121514.981260.83-38.53-1646.822544.78851.53-25.58-1960.523573.9505.19-14.54-2373.3524581.06464.61-13.23-2521.5925588.17464.68-13.16-2728.4526595.23467.21-13.11-2941.332765.54472.01-595.15-3162.412865.56443.94-587.16-3026.942965.62418.88-579.12-2896.943065.73427.04-571.02-2772.563165.88504.57-562.86-2653.973266.99846.77-529.79-2241.223373.681241.36-496.04-1933.473493.921675.07-461.93-1726.6235116.232152.61-427.71-1633.3236140.482553.79-393.61-1540.0637166.522873.16-359.88-1446.838194.23106.58-326.75-1353.5439223.343251.17-294.41-1260.2840253.783305.35-263.09-1167.0183 41285.323268.8-232.97-1149.5642317.763142.49-204.23-1200.3243350.92928.65-177.04-1251.0744384.522630.82-151.58-1301.8245418.392253.77-127.98-1352.5846452.271819.7-106.39-1419.4747485.91434.49-93.15-1601.0348519.011093.74-91.32-1884.2849551.35814.96-90.28-2267.44续表3-5单元最大剪力-z(kN)最大弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)50559.29831.79-90.14-2377.6551567.17851.57-90.04-2493.2552574.99874.14-89.98-2614.1由上述所列表格数据在EXCEL中得到图3.9图3.9边梁活载弯矩包络图表3-6中梁活载单元最大剪力-z(kN)最大弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)134.80-370.250234.82161.88-362.92-15.73334.9318.76-355.64-31.46435.04470.65-348.42-47.2535.23617.55-341.23-62.93648.131155.26-313.15-125.86765.981613.6-286.01-188.79884.531993.46-259.87-251.719103.712296.02-234.79-314.6410123.472522.83-210.79-377.5711143.742675.76-187.91-440.512164.442757.02-166.19-503.4383 13185.522769.16-145.66-566.3614206.892715.05-126.34-629.2915228.472597.94-108.25-692.2116250.22421.38-91.42-755.1417271.972189.3-75.87-818.0718293.711905.99-61.62-88119315.331576.02-48.67-943.9320336.741208.36-37.04-1010.8921357.84874.62-26.74-1148.2322378.51591.39-17.77-1366.98续表3-6单元最大剪力-z(kN)最大弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)23398.73351.5-10.12-1654.2724403.7324.77-9.25-1759.2425408.64324.85-9.2-1903.0126413.54326.64-9.17-2050.932745.69330.01-413.52-2204.592845.71310.43-407.97-2110.362945.75292.95-402.38-2019.923045.83297.46-396.75-1933.383145.93351.24-391.07-1850.863246.7588.4-368.11-1563.443351.25861.59-344.68-1348.663465.31161.66-320.99-1203.713580.791492.69-297.22-1138.13697.641771.15-273.54-1072.9737115.731992.85-250.11-1007.8338134.962154.91-227.09-942.739155.212255.32-204.63-877.5640176.352292.96-182.87-812.4341198.272267.63-161.94-800.1242220.812179.99-141.97-835.4643243.832031.62-123.09-870.844267.191824.98-105.4-906.1445290.711563.4-89.02-941.4846314.231263.11-74.03-988.8647337.58996.94-65.02-111648360.56761.46-63.75-1313.5849383.03570.56-63.03-1580.2550388.54582.39-62.94-1656.951394.02596.24-62.86-1737.2952399.45612.04-62.82-1821.31由上述所列表格数据在EXCEL中得到图3.10图3.10中梁活载弯矩包络图83 3.4综合考虑温度和基础沉降作用后的内力组合3.4.1温度应力计算（1）系统升温系统升温考虑从初始温度为0℃整体升温至10℃的温度荷载。在Midas前处理模式下选择荷载，温度荷载，系统温度。然后以此选择荷载工况名称为温度荷载，荷载组名称为系统温度荷载。降温按照规范考虑升温的-0.5倍，故降温5℃。由于结构水平方向为静定，故整体升降温不产生内力。（2）温差应力计算按《通规》4.3.10条规定，桥面采用10cm厚沥青混凝土。温差基数用直线插入法确定如下（以跨中为例，计算时去成桥后的情况）A=H-100(mm)=100(mm)，由《通规》表4.3.10-3查的混凝土铺装竖向温差计算温度基数：=14℃，=5.5℃，=0：图3.11温度梯度应力作用表如表3-7表3-7温度梯度应力作用表单元荷载剪力-z(kN)弯矩-y(kN·m)1温度梯度-7.78083 2温度梯度-7.783.893温度梯度-7.787.784温度梯度-7.7811.685温度梯度-7.7815.576温度梯度-7.7831.137温度梯度-7.7846.78温度梯度-7.7862.279温度梯度-7.7877.8410温度梯度-7.7893.411温度梯度-7.78108.97续表3-7单元荷载剪力-z(kN)弯矩-y(kN·m)12温度梯度-7.78124.5413温度梯度-7.78140.114温度梯度-7.78155.6715温度梯度-7.78171.2416温度梯度-7.78186.8117温度梯度-7.78202.3718温度梯度-7.78217.9419温度梯度-7.78233.5120温度梯度-7.78249.0721温度梯度-7.78264.6422温度梯度-7.78280.2123温度梯度-7.78295.7824温度梯度-7.78299.6725温度梯度-7.78303.5626温度梯度-7.78307.4527温度梯度2.6311.3428温度梯度2.6310.0429温度梯度2.6308.7530温度梯度2.6307.4531温度梯度2.6306.1532温度梯度2.6300.9633温度梯度2.6295.7734温度梯度2.6290.5835温度梯度2.6285.3836温度梯度2.6280.1937温度梯度2.627538温度梯度2.6269.8139温度梯度2.6264.6240温度梯度2.6259.4341温度梯度2.6254.2342温度梯度2.6249.0443温度梯度2.6243.8544温度梯度2.6238.6645温度梯度2.6233.4746温度梯度2.6228.2847温度梯度2.6223.0948温度梯度2.6217.8949温度梯度2.6212.783 50温度梯度2.6211.451温度梯度2.6210.1152温度梯度2.6208.81由上表可得由梯度温度引起的应力图如下图3.12图3.12温度梯度作用效应弯矩图3.4.2基础沉降计算支座不均匀沉降应根据各墩位处地质情况以及基础的布置形式和支座反力大小按《基础工程》以及有关规范的规定来计算，根据规范墩台均匀沉降（cm）值（不包括施工中沉降）为。相邻墩台均匀总沉降（cm）值（不包括施工中沉降）为。这里假定成桥状态后支座相对下沉1cm。用MADIS程序进行模拟考虑多种沉降工况。如图3.13，表3-8。支座不均匀沉降表3-8支座沉降表单元最小剪力-z(kN)最小弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)1-25.56025.5602-25.56-12.7825.5612.783-25.56-25.5625.5625.564-25.56-38.3425.5638.345-25.56-51.1325.5651.136-25.56-102.2525.56102.257-25.56-153.3825.56153.388-25.56-204.5125.56204.519-25.56-255.6325.56255.6310-25.56-306.7625.56306.7611-25.56-357.8825.56357.8812-25.56-409.0125.56409.0113-25.56-460.1425.56460.1414-25.56-511.2625.56511.2615-25.56-562.3925.56562.3983 16-25.56-613.5225.56613.5217-25.56-664.6425.56664.6418-25.56-715.7725.56715.7719-25.56-766.925.56766.920-25.56-818.0225.56818.0221-25.56-869.1525.56869.1522-25.56-920.2825.56920.2823-25.56-971.425.56971.4续表3-8单元最小剪力-z(kN)最小弯矩-y(kN·m)最小剪力-z(kN)最小弯矩-y(kN·m)24-25.56-984.1825.56984.1825-25.56-996.9625.56996.9626-25.56-1009.7525.561009.7527-56.25-1022.5356.251022.5328-56.25-994.456.25994.429-56.25-966.2756.25966.2730-56.25-938.1556.25938.1531-56.25-910.0256.25910.0232-56.25-797.5256.25797.5233-56.25-685.0156.25685.0134-56.25-572.556.25572.535-56.25-504.4156.25504.436-56.25-436.6956.25436.6937-56.25-368.9856.25368.9838-56.25-342.0756.25342.0739-56.25-356.1756.25356.1740-56.25-370.2756.25370.2741-56.25-384.3856.25384.3842-56.25-419.356.25419.343-56.25-507.5256.25507.5244-56.25-595.7556.25595.7545-56.25-683.9856.25683.9846-56.25-777.5756.25777.5747-56.25-890.0856.25890.0848-56.25-1002.5956.251002.5949-56.25-1115.0956.251115.0950-56.25-1143.2256.251143.2251-56.25-1171.3556.251171.3552-56.25-1199.4756.251199.47图3.13支座沉降弯矩图由上表可绘制如下支座沉降弯矩图83 3.4.3内力组合原理公路桥涵结构设计应考虑结构上可能同时出现的作用，按承载能力极限状态和正常使用极限状态进行作用效应组合，取其最不利效应组合进行设计：(1)只有在结构上可能同时出现的作用，才进行其效应组合。当结构或结构构件需做不同受力方向的验算时，则应以不同方向的最不利的作用效应进行组合；(2)当可变作用的出现对结构或结构构件产生有利影响时，该作用不应参与组合；(3)施工阶段作用效应的组合，应按计算需要及结构所处条件而定，结构上的施工人员和施工机具设备均应作为临时荷载加以考虑；(4)多个偶然作用不同时参与组合。根据以上的内力计算结果，参照桥规（JTJ023--04）第4.1.2条即可进行内力组合。3.4.4承载能力极限状态组合公路桥涵结构按承载能力极限状态设计时，应采用以下两种作用效应组合：基本组合和偶然组合，由于本设计不考虑偶然作用的影响，故只采用基本组合。基本组合是永久作用的设计值效应与可变作用设计值效应相组合效应组合表达式为式（3-3）或式（3-4）：承载能力极限状态下作用基本组合的效应组合设计值；g0：结构重要性系数，按《通规》JTGD60-2004表1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级和三级分别取1.1、1.0和0.9；gGi：第i个永久作用效应的分项系数，应按《通规》JTGD60-2004表4.1.6的规定83 采用；SGik、SGid：第i个永久作用效应的标准值和设计值；：汽车荷载效应（含汽车冲击力、离心力）的分项系数，取=1.4。当某个可变作用在效应组合中其值超过汽车荷载效应时，则该作用取代汽车荷载，其分项系数应采用汽车荷载的分项系数；SQ1k、SQ1d：汽车荷载效应（含汽车冲击力、离心力）的标准值和设计值；gQj：在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）、风荷载外的其他第j个可变作用效应的分项系数，取gQj=1.4，但风荷载的分项系数取gQj=1.1；SQjk、SQjd：在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第j个可变作用效应的标准值和设计值；yc：在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他可变作用效应的组合系数，当永久作用与汽车荷载和人群荷载（或其他一种可变作用）组合时，人群荷载（或其他一种可变作用）的组合系数取yc=0.80；当除汽车荷载效应（含汽车冲击力、离心力）外尚有两种其他可变作用参与组合时，其组合系数取yc=0.70；尚有三种可变作用参与组合时，其组合系数取yc=0.60；尚有四种及多于四种的可变作用参与组合时，取yc=0.50。3.4.5正常使用极限状态内力组合公路桥涵结构按正常使用极限状态设计时，应根据不同的设计要求，采用以下两种效应组合：(1)作用短期效应组合。永久作用标准值效应与可变作用频率值效应相组合(2)作用长期效应组合。永久作用标准值效应与可变作用准永久值效应相组合运用于MADIS中所得数据即表3-9表3-9边梁承载能力极限状态组合(弯矩kN·m；剪力KN)承载能力最大弯矩最大剪力最小弯矩最小剪力10-541.610-1527.292709.15-516.07267.79-1481.9431392.94-490.43522.84-1436.6942051.53-465.4765.26-1392.4452685.64-441.7995.68-135064994.13-336.151811.08-1197.9576969.14-231.52481.84-1060.8288621.09-125.443015.21-925.7199952.4-18.093411.17-792.7183 1010966.1390.423669.74-661.91111666.05199.963790.9-533.351212056.6310.393774.67-407.131312142.93421.563621.03-283.291411930.85535.183330-163.741511426.86661.122901.56-58.581610638.14787.352335.7344.05续表3-9承载能力最大弯矩最大剪力最小弯矩最小剪力179572.57913.681632.49144.1188238.691039.95791.86241.55196645.761165.97-186.18336.37204811.121291.58-1309.04428.53212879.11416.56-2710.46518.0222884.541540.71-4413.97604.8323-1197.451679.65-6402.15702.124-1685.231719.21-6991.42728.525-2132.81759.74-7673.77754.0826-2589.341800.21-8380.15779.6227-2987.98-648.21-9180.78-1776.628-2663.65-622.7-8527.02-1734.8329-2281.7-597.13-7962.35-1692.9930-1866.25-571.49-7421.84-1651.0631-1367.56-546.66-6902.01-1610.132539.37-463.29-5019.39-1465.62332344.01-385.33-3429.63-1335.94344038.09-288.3-2118.11-1205.75355651.51-188.36-1125.86-1075.39366993.64-85.71-271.56-945.22378056.3719.45445.34-815.55388854.28126.91004.47-686.72399383.43236.411405.8-559.01409621.21347.731669.72-432.71419567.17473.771689.85-321.28429232.94601.641466.65-212.34438638.04730.491079.37-105.58447760.72859.99554.69-1.23456607.65989.85-107.39100.5465213.411119.71-932.98199.42473732.221249.23-2066.04286.48482148.161378.02-3478.63357.7349477.281521.48-5176.95441.0150146.961562.13-5649.32465.8351-194.371603.74-6141.83491.4552-547.081645.27-6654.41517.01由上述所列表格数据在EXCEL中得到图3.14；图3.15图3.14边梁承载能力极限状态弯矩包络图83 图3.15边梁承载能力极限状态剪力包络图由MADIS计算得如下数据表3-10边梁正常使用长期极限状态组合(弯矩kN·m；剪力KN)长期组合最大弯矩最大剪力最小弯矩最小剪力10-1159.710-1705.942814.73-1108.72568.94-1646.9431598.51-1057.661112.4-1587.9942351.56-1008.011630.62-1530.5753075.11-961.162124.8-1476.0665702.16-787.923889.06-1286.1777952.9-630.955364.04-111989842.76-473.226564.22-952.94911373.05-314.797489.61-788.021012545.44-155.728140.19-624.31113361.983.918515.97-461.811213825.08164.028616.96-300.581313937.56324.538443.14-140.651413702.56485.377994.5217.951513123.63646.457271.11175.191612204.68807.676272.89331.061710949.99968.964999.87485.52189364.221130.213452.05638.57197452.391291.331629.44790.18205223.951452.22-472.02940.35212757.451612.78-2925.11089.072271.841772.86-5742.611236.323-2858.211958.71-8927.811408.3824-3610.142013.39-9814.521458.5825-4357.152069.77-10770.231509.5926-5127.772126.11-11755.981560.5927-5922.14-1374.17-12773.49-2101.9883 28-5244.21-1323.2-11858.71-2044.9329-4589.46-1272.19-10973.58-1987.8430-3935.58-1221.14-10118.21-1930.731-3253.36-1171.78-9292.44-1875.2532-721.15-1007.3-6257.29-1686.41331558.53-864.86-3594.29-1523.31续表3-10长期组合最大弯矩最大剪力最小弯矩最小剪力343592.97-712.04-1282.73-1359.92355475.23-557.64578.26-1196.44367025.09-401.772163.84-1033.06378237.82-244.533474.63-869.96389191.71-86.044429.18-707.31399884.8373.575027.27-545.284010234.31234.175350.56-384.014110239.91395.65341.15-223.66429943.43557.724963.8-64.36439412.22720.384204.9493.75448542.24883.393171.29250.56457337.121046.61862.83405.94465824.691209.8256.36559.78474112.681372.83-1750.28707.17482159.631535.44-4109.08845.9549-37.531723.74-6836.141010.4150-576.481779.02-7584.141059.7451-1138.381835.98-8361.431110.7852-1723.641892.9-9168.21161.79由上述所列表格数据在EXCEL中得到图3.16；图3.17图3.16边梁正常使用长期使用状态弯矩包络图图3.17边梁正常使用长期使用状态剪力包络图83 表3-11边梁正常使用短期极限状态组合(弯矩kN·m；剪力KN)短期组合最大弯矩最大剪力最小弯矩最小剪力10-565.560-1005.292473.96-540.05278.01-972.773930.4-514.49543.27-940.3141369.41-489.61795.92-908.6351791.63-466.111036.55-878.4263326.4-374.181892.82-771.9374640.38-288.362604.46-677.1885741.64-201.873178.7-583.496631.33-114.763615.54-490.62107310.9-27.113914.98-398.89117782.1661.044077.02-308.23128047.21149.614101.66-218.68138108.51238.543988.89-130.27147968.82327.753738.73-43.02157631.24417.163351.1743.04167099.19506.712826.21127.9176376.42596.312163.85211.53185467685.881364.09293.92194375.34775.34426.93375.05203109.69864.59-651.17454.93211738.78953.55-1933.89533.5322279.211042.11-3432.43610.8423-1284.641143.35-5143.08700.0324-1671.861172.73-5629.14725.4925-2045.341202.95-6166.11751.0226-2429.921233.14-6719.82776.5327-2825.73-668.33-7291.76-1221.0628-2494.79-642.83-6795.64-1190.2529-2174.6-617.31-6315.9-1159.4130-1845.6-591.75-5852.65-1128.5231-1482.36-567.03-5405.85-1098.4732-118.6-484.47-3770.21-994.6331133.82-411.36-2350.58-903.41342274.7-329.17-1135.42-811.97353352.15-245.6-178.12-720.45364241.66-160.73641.38-629.02374939.24-74.671323.48-537.83385482.8412.481827.47-447.04395870.7100.622153.22-356.78406060.91189.612341.58-267.2416053.28279.342341.87-178.41425868.99369.672138.67-90.55435542.33460.471744.71-3.7383 445022.3551.581213.3681.95454312.08642.86544.6166.38463432.11734.14-277.96249.47472466.3825.26-1333.38326.91续表3-11短期组合最大弯矩最大剪力最小弯矩最小剪力481392.64916.03-2593.88396.8249214.981019.42-4066.99479.3550-49.651049.32-4472.5504.0651-324.931080.06-4894.2529.652-611.091110.75-5332.13555.12由上述所列表格数据在EXCEL中得到图3.18；图3.19图3.18边梁正常使用短期状态弯矩包络图边梁正常使用短期状态剪力图3.19边梁正常使用短期状态剪力包络图表3-12中梁承载能力极限状态组合(弯矩kN·m；剪力KN)承载能力最大弯矩最大剪力最小弯矩最小剪力10-769.180-1547.922731.79-737.04378.89-1499.1431437.32-704.82741.74-1450.4383 42116.75-673.261088.65-1402.6752770.8-643.031420.24-1356.6665150-518.972607.25-1190.1677180.99-398.823596.66-1037.9488873.67-277.684395.71-887.14续表3-12承载能力最大弯矩最大剪力最小弯矩最小剪力910229.7-155.655004.4-737.811011251.23-32.815422.73-589.991111940.8990.745650.7-443.751212301.75214.915688.31-299.121312337.39339.65535.56-156.151412051.87478.85192.45-28.991511449.69623.244658.9891.521610535.86767.873935.15210.26179315.86912.573020.96327.21187795.631057.231916.41442.35195981.61201.72621.5555.67203886.021345.91-869.12667.13211609.31489.67-2648.47776.7522-824.871632.79-4732.4884.4623-3272.241791.11-7276.271003.5224-3826.271835.55-8048.251035.9625-4358.621880.98-8894.351068.1326-4904.651926.37-9765.531100.2827-5464.52-961.16-10663.97-1863.1928-4987.38-929.04-9899.56-1816.929-4523.37-896.88-9159.72-1770.5630-4044.64-864.67-8444.6-1724.1631-3512.86-833.25-7754.18-1678.6832-1347.36-723.91-5375.68-1516.6233813.54-622.35-3481.75-1369.6342783.76-507.5-1875.98-1222.21354590.03-390.62-592.83-1074.72366094.47-271.86499.08-927.34377290.96-151.351400.63-780.33388195.12-29.252092.17-633.88398804.3294.272573.55-488.22409097.22219.062864.58-343.54419073.53359.292891.23-214.4428744.21505.072650.95-91.27438127.13651.522194.630.35447199.98798.431547.89150.29455967.42945.58710.82268.42464454.771092.73-336.01384.58472770.31239.64-1693.78492.4148900.51386-3340.58589.3449-1129.891547.46-5299.15698.6850-1514.951592.65-5920.91730.0551-1913.051638.83-6567762.2583 52-2324.51684.96-7237.43794.41由上述所列表格数据在EXCEL中得到图3.20；图3.21图3.20中梁承载能力极限状态弯矩图图3.21中梁承载能力极限状态剪力图表3-13中梁正常使用短期极限状态组合(弯矩kN·m；剪力KN)短期组合最大弯矩最大剪力最小弯矩最小剪力10-782.360-1103.952528.46-750.24384.26-1066.9731037.53-718.09752.48-1030.0241527.35-686.621104.76-993.8351998.51-656.531441.72-959.0863710.59-541.932650.21-834.3683 75172.17-434.863661.1-721.0886391.06-327.324481.64-608.4897368.07-219.355111.81-496.58108104.21-1115551.62-385.4118600.72-2.315801.07-274.97续表3-13短期组合最大弯矩最大剪力最小弯矩最小剪力128859.09106.675860.17-165.31138881215.915728.9-56.43148668.4325.335407.2751.63158223.43434.94895.28158.87167548.47544.564192.94265.27176646.13654.263300.23370.82185519.24763.942217.16475.5194170.86873.53943.73579.32202606.83982.99-522.6682.2521874.951092.24-2226.14784.3122-1013.481201.16-4174.43885.4323-3071.981322.99-6367.58998.8824-3600.361357.53-6973.541030.6925-4126.761392.93-7621.621062.8326-4668.071428.3-8288.521094.9527-5224.38-967.63-8975.27-1382.9728-4746.41-935.52-8366.84-1347.1629-4283.1-903.39-7776.99-1311.3430-3821.18-871.24-7205.79-1275.4831-3342.34-839.9-6653.17-1240.4232-1555.84-731.11-4614.78-1116.853355.68-632.9-2823.98-1006.05341494.82-528.35-1270.11-895.08352806.91-422.84-2.19-784.05363893.99-316.431074.66-673.08374752.84-209.191961.14-562.28385420.85-101.192617.96-451.75395896.977.493044.84-341.6406140.89116.773281.37-231.91416152.47226.563292.28-122.78425952.21336.773061.1-14.29435572.5447.292588.1493.48444963.57558.041924.83200.45454127.61668.911071.15306.56463080.64779.7713.93411.73471884.17890.52-1304.96512.9348517.851000.99-2861.19608.9349-1017.811124.31-4662.65717.7550-1397.921159.21-5155.58749.0451-1792.571194.96-5666.91781.1952-2201.991230.68-6196.71813.32由上述所列表格数据在EXCEL中得到图3.22；图3.2383 图3.22中梁正常使用短期极限状态组合弯矩图图3.23中梁正常使用短期极限状态组合剪力图表3-14中梁正常使用长期极限状态组合(弯矩kN·m；剪力KN)长期组合最大弯矩最大剪力最小弯矩最小剪力10-792.30-998.162482.2-760.19388.76-963.273946.45-728.05761.46-928.441392.87-696.631118.24-894.2751822.06-666.591459.69-861.5763380.48-555.682686.16-744.8874711.07-453.73715.02-639.3683 85821.41-351.464553.53-534.2296711.94-248.975201.67-429.48107383.24-146.265659.46-325.16117836.04-43.365926.88-221.27续表3-14长期组合最大弯矩最大剪力最小弯矩最小剪力128071.1759.76003.95-117.81138089.61162.915890.65-14.81147892.45266.23558787.74157480.92369.645092.98189.81166856.39473.094408.6291.4176020.34576.573533.87392.5184974.4680.032468.77493.11193720.31783.451213.32593.23202261.41886.79-233.95692.8421625.02990-1898.35791.9522-1182.421093.02-3784.19890.5123-3172.381209.07-5895.281001.7724-3693.121242.2-6471.41033.3325-4219.541276.18-7078.41065.4526-4761.361310.15-7703.041097.5727-5318.63-980.68-8345.9-1264.8228-4835.07-948.57-7764.38-1230.6129-4366.77-916.45-7200.36-1196.3830-3906.14-884.32-6653.88-1162.1331-3442.66-853.01-6124.83-1128.6932-1723.92-744.45-4168.53-1011.6933-190.49-647.53-2439.04-907.58341162.84-547-926.53-803.37352380.33-445.92322.67-699.14363387.82-344.321380.93-594.93374183.32-242.252248.82-490.83384805.03-139.742887.06-386.88395252.47-36.853295.35-283.14405485.6466.393513.29-179.67415504.46169.913520.72-76.52425329.23273.683299.6426.27434991.92377.632836.79128.64444442.03481.712183.57230.56453680.84585.851339.99331.98462719.71689.99296.3432.87471599.37794.07-986.31531.4948300.4897.97-2486.13627.1349-1180.671014.87-4211.41735.7450-1564.151048.2-4682.44767.0151-1962.761082.39-5170.8799.1452-2376.691116.56-5676.6831.25由上述所列表格数据在EXCEL中得到图3.24；图3.2583 图3.24中梁正常使用长期极限状态组合弯矩包络图图3.25中梁正常使用长期极限状态组合剪力包络图83 4预应力钢筋的估算与布置4.1计算原理采用φs15.2钢绞线，单根钢绞线的公称截面面积Ap1=139mm2，抗拉强度标准值fpk=1860MPa，张拉控制应力取σcon=0.75fpk=0.75×1860=1395MPa，预应力损失按张拉控制应力的20%估算。4.2预应力钢筋估算结果据MADIS计算所得的预应力束数估算结果见表4-1、4-2。表4-1边梁预应力钢筋量估算单元顶/底ey(m)Ny(kN)Ay()1底-0.4359001顶0.4924002底-0.5024842.50990.00072顶0.423003底-0.56891547.9010.00123顶0.353611133.410.00884底-0.63542113.010.00174顶0.28327754.4820.00625底-0.70062576.0990.0025顶0.21396612.7350.00526底-0.73924319.5740.00346顶0.1256988.1240.00557底-0.76735960.1260.00477顶1.0066008底-0.91636704.6390.00538顶1.0066009底-1.01977651.0160.00619顶1.00660010底-1.08738530.1530.006810顶1.00660011底-1.13099200.1150.007311顶1.00660012底-1.15849663.8530.007712顶1.00660013底-1.17079924.770.007913顶1.00660014底-1.17149986.720.007914顶1.00660015底-1.1699854.0180.007815顶1.00660016底-1.1539531.4330.007683 续表4-1单元顶/底ey(m)Ny(kN)Ay()16顶1.00660017底-1.12169024.2080.007217顶1.00660018底-1.07558338.0570.006618顶0.71690019底-1.00297780.9440.006219顶0.89460020底-0.89337391.0910.005920顶0.90380021底-0.60677893.1130.006321顶0.89860022底-0.66426207.7350.004922顶0.75660023底-0.71755057.050.00423顶0.6881408.97980.000324底-0.68874904.740.003924顶0.7182749.9830.000625底-0.66074690.7770.003725顶0.74741154.0820.000926底-0.78213904.2410.003126顶0.98791591.9690.001327底-0.78213576.7880.002827顶0.98792075.1590.001628底-0.63264426.120.003528顶0.77671656.5210.001329底-0.66064638.8060.003729顶0.74741279.710.00130底-0.68854863.7470.003930顶0.7182936.77280.000731底-0.7175058.7260.00431顶0.6881607.63140.000532底-0.6636209.1310.004932顶0.75660033底-0.72727136.8020.005733顶0.9880034底-0.89157342.1460.005834顶0.90380035底-1.00127729.8950.006135顶0.89460036底-1.0728302.5820.006636顶1.00660037底-1.12118940.7690.007137顶1.00660038底-1.15259402.8740.007538顶1.00660039底-1.16869686.1690.007739顶1.00660083 续表4-1单元顶/底ey(m)Ny(kN)Ay()40底-1.17149775.1560.007840顶1.00660041底-1.1699669.5450.007741顶1.00660042底-1.1539377.2230.007442顶1.00660043底-1.12168911.7350.007143顶1.00660044底-1.07558257.9290.006644顶0.71690045底-1.00297675.4390.006145顶0.89460046底-0.89337284.1470.005846顶0.90380047底-0.60677790.5380.006247顶0.89860048底-0.66426109.6950.004848顶0.75660049底-0.71754952.570.003949顶0.6881728.8590.000650底-0.68874840.8340.003850顶0.71821061.6180.000851底-0.66074628.090.003751顶0.74741407.8050.001152底-0.78213850.7640.003152顶0.98791767.3840.0014表4-2中梁预应力钢筋量估算表单元顶/底ey(m)Ny(kN)Ay()1底-0.4182001顶0.5101002底-0.4847897.54920.00072顶0.4407003底-0.55121646.6970.00133顶0.371318860.880.0154底-0.61662245.6740.00184顶0.30211418.640.00915底-0.68062735.4140.00225顶0.23399358.7260.00746底-0.71244582.1650.00366顶0.15199614.770.00767底-0.74046311.9710.0057顶1.03370083 续表4-2单元顶/底ey(m)Ny(kN)Ay()8底-0.88937077.0190.00568顶1.0337009底-0.99267805.5860.00629顶1.03370010底-1.06018683.7640.006910顶1.03370011底-1.10389340.6990.007411顶1.03370012底-1.13129778.4530.007812顶1.03370013底-1.14359999.4020.007913顶1.03370014底-1.144210006.240.007914顶1.03370015底-1.14199801.9770.007815顶1.03370016底-1.12589389.950.007516顶1.03370017底-1.09458773.8160.00717顶1.03370018底-1.04997981.9160.006318顶0.74240019底-0.97777416.2790.005919顶0.91980020底-0.87026764.0720.005420顶0.9270021底-0.58576758.3190.005421顶0.91960022底-0.64374696.5360.003722顶0.83340023底-0.70292941.9660.002323顶0.76991127.7110.000924底-0.67512541.7690.00224顶0.79241593.8460.001325底-0.64712083.6690.001725顶0.81492108.9110.001726底-0.76831386.7010.001126顶1.00172640.6970.002127底-0.7683885.4140.000727顶1.00173190.6730.002528底-0.6191541.2240.001228顶0.83742697.6320.002129底-0.6472001.1290.001629顶0.81492220.9690.001830底-0.67492444.4960.001930顶0.79241760.7930.001431底-0.70242857.40.002383 续表4-2单元顶/底ey(m)Ny(kN)Ay()31顶0.76991317.0850.00132底-0.64254535.190.003632顶0.83330033底-0.70455882.1650.004733顶1.01070034底-0.86846457.5760.005134顶0.92690035底-0.97617073.6780.005635顶0.91970036底-1.04497605.120.00636顶1.03370037底-1.0948323.2550.006637顶1.03370038底-1.12538858.0160.00738顶1.03370039底-1.14149196.6210.007339顶1.03370040底-1.14429324.3610.007440顶1.03370041底-1.14199241.0330.007341顶1.03370042底-1.12588954.2030.007142顶1.03370043底-1.09458476.1680.006743顶1.03370044底-1.04997791.4630.006244顶0.74240045底-0.97777327.770.005845顶0.91980046底-0.87026792.2910.005446顶0.9270047底-0.58576967.980.005547顶0.91960048底-0.64375041.8620.00448顶0.83340049底-0.70293459.7230.002749顶0.7699900.76850.000750底-0.67513151.1970.002550顶0.79241332.5470.001151底-0.64712752.0310.002251顶0.81491780.5380.001452底-0.76832026.4210.001652顶1.00172244.7660.001883 4.3预应力筋布置原则a.连续梁预应力筋束的配置除满足《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）构造要求外，还应考虑以下原则：(1)应选择适当的预应力束筋类型与锚具类型，对不同跨径的梁桥结构，要选用预加力大小恰当的预应力束筋，以达到合理的布置型式。避免造成因预应力束筋与锚具型式选择不当，而使结构构造尺寸加大。当预应力束筋选择过大，每束的预加力不大，造成大跨结构中布束过多，而构造尺寸限制布置不下时，则要求增大截面。反之，在跨径不大的结构中，如选择预加力很大的单根束筋，也可能使结构受力过于集中而不利；(2)预应力束筋的布置要考虑施工的方便，也不能像钢筋混凝土结构中任意切断钢筋那样去切断预应力束筋，而导致在结构中布置过多的锚具。由于每根束筋都是一巨大的集中力，这样锚下应力区受力较复杂，因而必须在构造上加以保证，为此常导致结构构造复杂，而使施工不便；(3)预应力束筋的布置，既要符合结构受力的要求，又要注意在超静定结构体系中避免引起过大的结构次内力；(4)预应力束筋配置，应考虑材料经济指标的先进性，这往往与桥梁体系、构造尺寸、施工方法的选择都有密切关系；(5)预应力束筋应避免使用多次反向曲率的连续束，因为这会引起很大的摩阻损失，降低预应力束筋的效益；(6)预应力束筋的布置，不但要考虑结构在使用阶段的弹性受力状态的需要，而且也要考虑到结构在破坏阶段时的需要。b.钢束布置时，应注意以下几点：(1)应满足构造要求。如孔道中心最小距离，锚孔中心最小距离，最小曲线半径，最小扩孔长度等；(2)注意钢束平、竖弯曲线的配合及钢束之间的空间位置。钢束一般应尽量早的平弯，在锚固前竖弯。特别应注意竖弯段上、下层钢束不要冲突，还应满足孔道净距的要求；(3)钢束应尽量靠近腹板布置。这样可使预应力以较短的传力路线分布在全截面上，有利于降低预应力传递过程中局部应力的不利影响；能减小钢束的平弯长度；能减小横向内力；能充分利用梗腋布束，有利于截面的轻型化；83 (4)尽量以S型曲线锚固于设计位置，以消除锚固点产生的横向力；(5)钢束的线形种类尽量减少，以便于计算和施工；(6)尽量加大曲线半径，以便于穿束和压浆；(7)分层布束时，应使管道上下对齐，这样有利于混凝土的浇筑和振捣，不可采用梅花形布置；(8)顶板束的布置还应遵循以下原则：a.钢束尽量靠截面上缘布置，以极大发挥其力学效应；b.分层布束时应使长束布置在上层，短束布置在下层。首先，因为先锚固短束，后锚固长束，只有这样布置才不会发生干扰；其次，长束通过的梁段多，放在顶层能充分发挥其力学效应；再次，较长束在施工中管道出现质量问题的机率较高，放在顶层处理比较容易些。4.4预应力钢筋的布置图4.1T梁正弯矩钢束布置(单位以图示为准)根据表4-1、4-2估算出的预应力钢绞线的面积除以选用的钢绞线的面积即可得到每个截面所需的钢绞线的根数。详细见相应CAD图纸所示。图4.2T梁正弯矩钢束布置(单位以图示为准)83 图4.3T梁正弯矩钢束布置(cm)图4.4T梁正弯矩钢束布置(mm)图4.5湿接缝处负弯矩钢束布置（mm）4.5预应力损失计算根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第6.2.1条规定，预应力混凝土构件在正常使用极限状态计算中，应考虑由下列因素引起的预应力损失：预应力钢筋与管道壁之间的摩擦锚具变形、钢筋回缩和接缝压缩83 预应力钢筋与台座之间的温差混凝土的弹性压缩预应力钢筋的应力松弛混凝土的收缩和徐变说明：从计算概念上，每根预应力束在每个截面的预应力损失都不一样，但是由于本设计是毕业设计教学环节，时间有限，所以进行一定的简化，假定预应力束在每个截面的损失相等。按《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）规定，钢绞线的张拉控制应力取。即：=0.751860=1395Mpa4.6预应力筋与孔道壁之间摩擦引起的应力损失计算公式见式（4-1）所示。（4-1）式中:——由于摩擦引起的应力损失（）；——钢筋（锚下）控制应力（）；——从张拉端至计算截面的长度上，钢筋弯起角之和（）可按下式计算：；χ——从张拉端至计算截面的管道长度（）；——钢筋与管道壁之间的摩擦系数，按表采用；——考虑每米管道对其设计位置的偏差系数，按表采用。由《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）表可知，管道类型为塑料波纹管时，取0.17，取。χ取值为跨中截面到张拉端的距离。4.7锚具变形、钢筋回缩引起的应力损失计算公式见式（4-2）所示。（4-2）式中:——由于锚头变形、钢筋回缩和接缝压缩引起的应力损失（）；83 ——预应力钢筋的有效长度（）；——锚头变形、钢筋回缩和接缝压缩值（）。根据采用锚具，则根据规范表可知，＝6，接缝压缩值＝1。4.8钢筋与台座间的温差引起的损失此工程采用后张法，所以预应力筋和台座之间温差引起的应力损失不予考虑。4.9混凝土弹性压缩引起的应力损失在后张法结构中，由于一般预应力筋的数量较多，限于张拉设备等条件的限制，一般都采用分批张拉、锚固预应力筋。在这种情况下，已张拉完毕、锚固的预应力筋，将会在后续分批张拉预应力筋时发生弹性压缩变形，从而产生应力损失。（4-3）式中:——由于混凝土的弹性压缩引起的应力损失（）；——在先行张拉的预应力钢筋重心处，由于后来张拉一根钢筋而产生的混凝土正应力；对于连续梁可取若干有代表性截面上应力的平均值（）；——在所计算的钢筋张拉后再张拉的钢筋根数。经推导可得公式其他形式为：（4-4）——表示预应力筋张拉的总批数；——在代表截面（如l/4截面）的全部预应力钢筋形心处混凝土的预压应力（预应力筋的预拉应力扣除和后算得）。（4-5）——所有预应力筋预加应力（扣除相应阶段的应力损失和后）的内力；——预应力筋预加应力的合力至混凝土净截面形心轴的距离；、——混凝土的净截面面积和截面惯性矩。4.10预应力钢筋松弛引起的损失83 对于采用超张拉工艺的低松弛钢绞线，由钢筋松弛引起的预应力损失按下式计算，即：(4-8)式中：——张拉系数，对于本设计，采用超张拉，取；——钢筋松弛系数，对于低松弛钢绞线，取；——传力锚固时的钢筋应力，。4.11混凝土收缩徐变引起的应力损失由于混凝土收缩、徐变引起的应力损失终极值按下列公式计算：（4-9）式中:、——加载龄期为时混凝土收缩应变终极值和徐变系数终极值；——加载龄期，即达到设计强度为90%的龄期，近似按标准养护条件计算则有，则可得。对于二期恒载的加载龄期，假定。——对于后张法构件，；其中Ap、As分别为受拉区的预应力钢筋和非预应力钢筋的截面面积，An为换算截面面积；——；——截面回转半径，对于后张法构件；——构件受拉区预应力钢筋和非预应力钢筋截面重心至构件截面重心轴的距离。83 5截面强度验算5.1基本理论预应力混凝土受弯构件截面强度验算内容包括两大类，即正截面强度验算和斜截面强度验算。其验算原则基本上与普通钢筋混凝土受弯构件相同：当预应力钢筋的含筋量配置适当时，受拉区混凝土开裂退出工作，预应力钢筋和非预应力钢筋分别达到各自的设计抗拉设计强度和；受压区混凝土应力达到设计抗压强度，非预应力钢筋"达到其抗压设计强度，并假定受压区的混凝土应力按矩形分布。但受压区布有预应力钢筋Ap时，其应力却达不到抗压设计强度，这就是与普通钢筋混凝土构件的主要区别。5.2计算公式根据上述基本原理，这里只给出承载能力极限状态下，预应力混凝土连续梁上、下缘均布置预应力钢筋的正截面强度计算公式；有关斜截面抗剪强度，因现行桥梁设计规范尚无连续梁桥的计算公式，将通过主应力来验算控制。5.2.1矩形截面矩形截面（包括翼缘位于受拉边的T形截面）受弯构件，若偏安全地略去非预应力钢筋的影响，则其正截面强度可按下式计算：(5-1)且中性轴位置按下列公式确定：(5-2)混凝土受压区高度应符合下列条件：(5-3)(5-4)验算结果应满足：(5-5)式中：——截面计算承载力；83 ——截面计算弯矩；——混凝土安全系数，采用1.25；——预应力钢筋安全系数，采用1.25；——矩形截面宽或T形截面腹板宽；——截面有效高度，；——受拉区钢筋合力作用点至截面最近边缘的距离；——截面全高；——受压区合力作用点至截面最近边缘的距离；——预应力混凝土受弯构件受压区高度界限系数，按《桥规》（JTGD62-2004）规定采用。5.2.2工形截面翼缘位于受压区的工形受弯构件应按I，II类工形截面分别考虑。T形及箱形截面均可作为工形截面的特例。（1）第I类工形截面当符合下列条件时：(5-6)则按宽度为的矩形截面计算。（2）第II类工形截面当式(5-6)不成立时，计算中应考虑截面腹板受压混凝土的工作，其正截面强度按下式计算：(5-7)且中性轴位置按下式确定：(5-8)式中：——工形截面受压区翼缘的高度；——工形截面受压区翼缘的计算宽度，按《桥规》（JTGD62-2004）确定。混凝土受压区高度应符合式(5-3)、(5-4)的要求。验算结果应满足式(5-5)（以下同）。当式(5-4)不满足时：（1）当为正值（压应力）时：83 (5-9)（2）当为负值（拉应力）时：(5-10)以上公式为简化计算并偏安全考虑，均未计、的影响；若实际设计需考虑、，则在公式中计入相应的影响项即可。表5-1边梁使用阶段正截面抗弯验算单元最大/最小验算rMu(kN·m)Mn(kN·m)1最大OK07549.6271最小OK07549.6272最大OK840.77648105.56692最小OK359.07168105.56693最大OK1653.66229129.06013最小OK704.12889129.06014最大OK2438.82059711.38884最小OK1035.30489711.38885最大OK3197.052210292.73695最小OK1353.263210292.73696最大OK5979.258111678.21616最小OK2508.224311678.21617最大OK8394.6614256.37027最小OK3504.086314256.37028最大OK10454.760315464.3758最小OK4348.808415464.3759最大OK12162.208516302.31039最小OK5042.390516302.310310最大OK13520.390116850.191110最小OK5584.832516850.191111最大OK14533.434817203.908311最小OK5976.134617203.908312最大OK15206.208117426.966112最小OK6216.296717426.966113最大OK15544.327117526.508713最小OK6305.318517526.508714最大OK15554.151517532.065314最小OK6243.200917532.065315最大OK15242.798917513.172815最小OK6029.942717513.172816最大OK14618.141117382.830816最小OK5665.544917382.830817最大OK13688.825217128.814817最小OK5150.007117128.814818最大OK12464.282615834.941583 续表5-1单元最大/最小验算rMu(kN·m)Mn(kN·m)18最小OK4483.32915834.941519最大OK10954.688816297.25819最小OK3665.511416297.25820最大OK9178.954815278.670820最小OK2688.562915278.670821最大OK7295.226315666.472221最小OK1406.091515666.472222最大OK5343.053413832.295322最小OK-209.08017693.912323最大OK3395.055811811.268223最小OK-2237.85037233.541124最大OK2993.431418052.839124最小OK-2895.785912511.37625最大OK2640.550617479.068925最小OK-3660.600613172.378926最大OK2277.433911305.207926最小OK-4451.523415707.554327最大OK1903.814711303.82727最小OK-5271.884915722.563228最大OK2235.842116780.107928最小OK-4575.436115797.62629最大OK2558.485117474.657529最小OK-3904.209713159.531330最大OK2918.27211609.121730最小OK-3258.47318457.896131最大OK3371.026811786.760531最小OK-2638.27077207.464832最大OK5260.288415303.304932最小OK-548.62088844.314433最大OK7152.098113779.341233最小OK1103.767513779.341234最大OK8922.830415263.91434最小OK2449.564715263.91435最大OK10604.968816283.728335最小OK3444.113816283.728336最大OK11988.125316726.278936最小OK4287.459916726.278937最大OK13063.923217124.925237最小OK4979.666217124.925238最大OK13849.186617378.941238最小OK5497.542417378.941239最大OK14339.411617509.362639最小OK5841.160817509.362640最大OK14509.030617532.065340最小OK6033.638717532.065341最大OK14357.561317513.172841最小OK5958.227617513.172842最大OK13898.019417382.830883 续表5-1单元最大/最小验算rMu(kN·m)Mn(kN·m)42最小OK5615.107317382.830843最大OK13152.754417128.814843最小OK5090.413417128.814844最大OK12096.763515833.90144最小OK4414.578715833.90145最大OK10737.41816297.230645最小OK3587.603816297.230646最大OK9111.745315278.30446最小OK2581.775415278.30447最大OK7390.854215660.775847最小OK1237.334615660.775848最大OK5557.054113822.034748最小OK-414.85647706.91349最大OK3627.053311800.056749最小OK-2382.96487245.585950最大OK3310.228918050.537850最小OK-2996.487212518.915851最大OK2984.080417471.817251最小OK-3634.938713179.9652最大OK2648.224611304.803352最小OK-4298.287615780.8386表5-2中梁使用阶段正截面抗弯验算单元最大/最小验算rMu(kN·m)Mn(kN·m)1最大OK07484.74911最小OK07800.6042最大OK845.64488041.63162最小OK464.12058041.63163最大OK1662.4078475.20783最小OK910.58578475.20784最大OK2450.44849022.32224最小OK1339.52889022.32225最大OK3210.56899569.01045最小OK1751.61339569.01046最大OK5990.329611660.54126最小OK3246.667411660.54127最大OK8387.025314247.0877最小OK4524.365214247.0878最大OK10411.57215461.15968最小OK5592.66715461.15969最大OK12065.818616303.30389最小OK6451.572616303.303810最大OK13352.132716853.936510最小OK7101.082316853.936511最大OK14273.395917209.430583 11最小OK7541.19617209.4305续表5-2单元最大/最小验算rMu(kN·m)Mn(kN·m)12最大OK14833.009917433.608712最小OK7771.913717433.608713最大OK15034.896517533.651313最小OK7793.235417533.651314最大OK14883.497517539.235814最小OK7605.160717539.235815最大OK14383.785717520.248415最小OK7207.690717520.248416最大OK13541.260217389.251816最小OK6600.824217389.251817最大OK12361.9617133.959917最小OK5784.561817133.959918最大OK10852.474616824.274918最小OK4758.903616824.274919最大OK9019.881616015.770219最小OK3523.849316015.770220最大OK6877.952614740.038520最小OK2073.192214740.038521最大OK4536.991513185.723221最小OK304.753313185.723222最大OK2330.342513086.561622最小OK-2106.284811050.581923最大OK37.383214669.437823最小OK-4951.63815161.048924最大OK-524.160713955.512624最小OK-5761.429713955.512625最大OK-1061.900714543.221425最小OK-6651.958214543.221426最大OK-1614.681219383.741926最小OK-7570.074219383.741927最大OK-2182.684219408.604727最小OK-8518.204519408.604728最大OK-1678.520317168.381228最小OK-7694.926617168.381229最大OK-1188.79714532.847329最小OK-6898.671814532.847330最大OK-682.859513947.186230最小OK-6129.620813947.186231最大OK-118.54715149.779831最小OK-5387.742815149.779832最大OK2014.682213056.498832最小OK-2675.516811066.08833最大OK3984.35913171.335933最小OK-338.004210671.821734最大OK6017.426414720.212234最小OK1409.324514720.212283 35最大OK7930.21515999.9884续表5-2单元最大/最小验算rMu(kN·m)Mn(kN·m)35最小OK2741.741215999.988436最大OK9510.989416729.40236最小OK3863.828416729.40237最大OK10753.065617130.050737最小OK4776.519717130.050738最大OK11674.463817385.342638最小OK5457.371317385.342639最大OK12272.203617516.41939最小OK5906.270317516.41940最大OK12522.015217539.235840最小OK6145.772917539.235841最大OK12423.56517520.248441最小OK6094.530617520.248442最大OK11989.337717389.251842最小OK5749.062817389.251843最大OK11239.621717133.959943最小OK5164.87817133.959944最大OK10148.89916824.225744最小OK4371.297416824.225745最大OK8722.295716015.282345最小OK3368.320616015.282346最大OK6987.760914740.284146最小OK2134.450614740.284147最大OK5064.889612752.510247最小OK557.947812752.510248最大OK3040.03313119.447348最小OK-1438.444311012.282949最大OK1058.807114714.599149最小OK-3998.075415115.942450最大OK615.706115133.238450最小OK-4700.749513913.776551最大OK158.243714485.82651最小OK-5430.174814498.858152最大OK-313.891219400.825552最小OK-6186.390119400.8255由以上表格知：各个验算截面强度满足要求。83 6抗裂验算6.1规范要求根据《公路桥规》第6.3.1条规定，预应力混凝土受弯构件应按下列规定进行正截面和斜截面抗裂验算。6.2正截面抗裂验算对于全预应力混凝土构件，在荷载短期效应组合下正截面抗裂应对构件正截面混凝土的拉应力进行验算，并符合下列要求。全预应力混凝土构件，在作用（或荷载）短期效应组合下：分段浇注（6-1）但是采用MIdas计算时，预应力产生的压应力是由各个施工阶段中预应力效应累计而成，由于施工过程复杂，不容易单独获取，现有桥梁结构计算机程序一般没有提供直接按照上面公式进行截面验算的功能，故本示例中正截面抗裂验算时还参照《公路钢筋混凝土及预应力钢筋混凝土桥涵设计规范》（JTJ023—85）中的规定，对于全预应力混凝土构件，在使用荷载作用下，其受拉区混凝土不允许出现拉应力，即受拉边缘由预加力引起的混凝土预压应力必须大于或等于由使用荷载引起的拉应力，，也即，计算结果见下表6-1（这里只取关键控制截面数据）。表6-1边梁使用阶段正截面抗裂验算单元短/长验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)1短期OK2632.97083374.51362632.97082短期OK2570.07883461.15352570.07883短期OK2495.36523561.65462495.36524短期OK2570.12393876.022570.12395短期OK2652.81114219.53142652.81116短期OK3289.87885788.08163289.87887短期OK2991.6946249.5892991.6948短期OK2863.92946513.44172863.92949短期OK5917.55242829.89212829.892110短期OK6398.27132310.71742310.717411短期OK6819.37441858.75071858.750712短期OK7144.52971486.3071486.30783 续表6-1单元短/长验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)13短期OK7375.02411185.04551185.045514短期OK7485.19171022.67981022.679815短期OK7403.72121149.73341149.733416短期OK7220.68341398.10671398.106717短期OK6958.91931688.0051688.00518短期OK8128.64261854.54631854.546319短期OK7946.72082015.31382015.313820短期OK9397.9191789.02481789.024821短期OK12043.40216493.13866493.138622短期OK11471.64757104.84767104.847623短期OK4853.08189975.08184853.081824短期OK4429.78689467.93024429.786825短期OK4351.66439574.89354351.664326短期OK5533.24091799.53071799.530727短期OK1365.57667215.64541365.576628短期OK4232.31279755.5724232.312729短期OK4294.12349669.29484294.123430短期OK4342.28889601.5454342.288831短期OK4767.194510108.46144767.194532短期OK11389.27727227.98757227.987533短期OK9367.30881695.86981695.869834短期OK9178.43462075.31042075.310435短期OK7694.32282351.98522351.985236短期OK6318.40062441.5522441.55237短期OK6590.62682169.84292169.842938短期OK6829.48261908.01181908.011839短期OK7024.58591645.74481645.744840短期OK7113.84581504.23761504.237641短期OK7026.6971630.1891630.18942短期OK6855.17351859.2791859.27943短期OK6654.98732068.71182068.711844短期OK7879.68952163.10822163.108245短期OK7745.55352262.02352262.023546短期OK9250.70591969.78161969.781647短期OK11971.23156578.92246578.922448短期OK11456.10037119.21697119.216949短期OK4510.104910413.58694510.104950短期OK4092.8689899.73044092.86851短期OK4042.35039972.27174042.350352短期OK1522.74616968.36821522.7461表6-2中梁使用阶段正截面抗裂验算单元P-Order短/长验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)10短期OK2445.87973280.03172445.879720短期OK2464.8883261.96832464.88883 续表6-2单元P-Order短/长验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)30短期OK2461.37043259.52942461.370440短期OK2614.75813459.41872614.758150短期OK2747.493669.09552747.4960短期OK4906.43743446.73483446.734870短期OK5327.04813084.94783084.947880短期OK5809.51292665.35592665.355990短期OK6329.57322177.23042177.2304100短期OK6835.00971671.44561671.4456110短期OK7246.68241260.76971260.7697120短期OK7525.5979959.0401959.0401130短期OK7673.0525757.97757.97140短期OK7660.6753727.9002727.9002150短期OK7410.78421024.43511024.4351160短期OK7017.89541478.61551478.6155170短期OK6503.46372014.83152014.8315180短期OK8238.40772343.0022343.002190短期OK7825.7032739.54712739.5471200短期OK9899.90192642.39262642.3926210短期OK13079.25487521.2027521.202220短期OK12199.32398581.31068581.3106230短期OK5201.343911068.05095201.3439240短期OK4609.536110655.40574609.5361250短期OK4429.221410895.11584429.2214260短期OK1849.27368236.86911849.2736270短期OK1301.09578943.67611301.0957280短期OK4196.89911222.9924196.899290短期OK4351.364711013.42094351.3647300短期OK4481.669710820.81224481.6697310短期OK5012.367811230.35565012.3678320短期OK8703.7812741.40758703.78330短期OK9226.22883312.53453312.5345340短期OK9234.32173426.69823426.6982350短期OK7012.43673681.5043681.504360短期OK1939.41357243.01071939.4135370短期OK2447.2516724.52572447.251380短期OK2834.24546316.91532834.2454390短期OK6059.37662513.81412513.8141400短期OK6222.42092299.69222299.6922410短期OK6163.56422391.05552391.0555420短期OK5979.62752623.03182623.0318430短期OK2596.70526563.662596.7052440短期OK7725.45242922.68982922.6898450短期OK7563.07283042.32013042.3201460短期OK9890.33362657.05092657.0509470短期OK13338.14637221.55147221.5514480短期OK12712.53967976.15617976.156183 续表6-2单元P-Order短/长验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)490短期OK5527.883310663.7945527.8833500短期OK4964.094710212.15124964.0947510短期OK4840.681510376.40914840.6815520短期OK2326.09347587.94362326.09346.3斜截面抗裂验算据MADIS计算所得表6-3边梁使用阶段斜截面抗裂验算单元类型验算Sig_P5(kN/)Sig_P7(kN/)Sig_P8(kN/)Sig_MAX(kN/)Sig_AP(kN/)1FX-MINOK-7.1855-14.4651-14.4651-14.4651-15902FZ-MAXOK-8.8578-17.2849-17.2849-17.2849-15903-------4-------5-------6FZ-MAXOK-40.1815-51.3862-51.3862-51.3862-15907FZ-MAXOK-24.1446-29.7261-29.7261-29.7261-15908FZ-MINOK-22.348-31.6706-31.6706-31.6706-15909FZ-MINOK-35.8764-52.3276-52.3276-52.3276-159010FZ-MINOK-34.515-52.2749-52.2749-52.2749-159011FZ-MINOK-29.1347-45.6117-45.6117-45.6117-159012FZ-MINOK-22.2304-35.7363-35.7363-35.7363-159013FZ-MINOK-16.6749-27.3854-27.3854-27.3854-159014FZ-MAXOK-16.2813-22.5348-22.5348-22.5348-159015FZ-MAXOK-27.1798-36.6044-36.6044-36.6044-159016FZ-MAXOK-36.1345-46.7634-46.7634-46.7634-159017FZ-MAXOK-46.995-58.0418-58.0418-58.0418-159018FZ-MAXOK-18.2145-24.9088-24.9088-24.9088-159019FZ-MAXOK-16.3014-21.9402-21.9402-21.9402-159020FZ-MINOK-16.2315-29.935-29.935-29.935-159021FZ-MAXOK-40.0999-56.0481-56.0481-56.0481-159022-------23-------24FZ-MINOK-3.2795-7.7447-7.7447-7.7447-159025FZ-MINOK-2.6999-6.4443-6.4443-6.4443-159026FZ-MAXOK-108.18-172.358-172.358-172.358-159027FZ-MINOK-131.106-190.753-190.753-190.753-159028FZ-MAXOK-3.3865-8.1371-8.1371-8.1371-159029FZ-MAXOK-4.0391-9.5911-9.5911-9.5911-159030-------31-------32FZ-MINOK-53.3218-71.9078-71.9078-71.9078-159033FZ-MAXOK-34.0964-64.3279-64.3279-64.3279-159083 34FZ-MAXOK-23.8529-42.8878-42.8878-42.8878-1590续表6-3单元类型验算Sig_P5(kN/)Sig_P7(kN/)Sig_P8(kN/)Sig_MAX(kN/)Sig_AP(kN/)35FZ-MINOK-19.1511-26.8668-26.8668-26.8668-159036FZ-MINOK-54.4152-67.4555-67.4555-67.4555-159037FZ-MINOK-48.1111-63.1253-63.1253-63.1253-159038FZ-MINOK-37.0185-50.9768-50.9768-50.9768-159039FZ-MINOK-28.4037-40.7791-40.7791-40.7791-159040FZ-MAXOK-19.4276-27.854-27.854-27.854-159041FZ-MAXOK-31.2917-43.376-43.376-43.376-159042FZ-MAXOK-41.2802-54.6428-54.6428-54.6428-159043FZ-MAXOK-53.607-67.273-67.273-67.273-159044FZ-MAXOK-22.5767-31.0544-31.0544-31.0544-159045FZ-MAXOK-20.9647-28.1799-28.1799-28.1799-159046FZ-MINOK-22.2143-40.4178-40.4178-40.4178-159047FZ-MAXOK-46.2928-64.0876-64.0876-64.0876-159048-------49-------50FZ-MINOK-4.6599-11.0838-11.0838-11.0838-159051FZ-MINOK-3.9532-9.5238-9.5238-9.5238-159052FZ-MAXOK-123.252-184.542-184.542-184.542-1590表6-4中梁使用阶段斜截面抗裂验算单元类型验算Sig_P5(kN/)Sig_P7(kN/)Sig_P8(kN/)Sig_MAX(kN/)Sig_AP(kN/)1FZ-MINOK-4.7801-10.2095-10.2095-10.2095-15902FZ-MINOK-3.265-7.1059-7.1059-7.1059-15903FZ-MAXOK-2.3779-4.9246-4.9246-4.9246-15904FX-MINOK-3.1318-5.9961-5.9961-5.9961-15905FZ-MINOK-3.5477-7.0073-7.0073-7.0073-15906FZ-MAXOK-11.4989-16.3499-16.3499-16.3499-15907FZ-MINOK-9.8129-15.184-15.184-15.184-15908FZ-MINOK-18.9536-29.9181-29.9181-29.9181-15909FZ-MINOK-27.2859-44.487-44.487-44.487-159010FZ-MINOK-22.9587-38.897-38.897-38.897-159011FZ-MINOK-16.2433-28.3732-28.3732-28.3732-159012FZ-MINOK-9.4618-16.8718-16.8718-16.8718-159013FZ-MAXOK-6.8946-10.6341-10.6341-10.6341-159014FZ-MAXOK-19.2718-29.13-29.13-29.13-159015FZ-MAXOK-35.7926-51.2904-51.2904-51.2904-159016FZ-MAXOK-53.1682-70.7516-70.7516-70.7516-159017FZ-MAXOK-77.0557-93.5233-93.5233-93.5233-159018FZ-MAXOK-25.0262-35.6813-35.6813-35.6813-159019FZ-MAXOK-26.7593-36.5986-36.5986-36.5986-159083 20FZ-MAXOK-11.9672-19.0524-19.0524-19.0524-1590续表6-4单元类型验算Sig_P5(kN/)Sig_P7(kN/)Sig_P8(kN/)Sig_MAX(kN/)Sig_AP(kN/)21FZ-MAXOK-46.4373-69.8178-69.8178-69.8178-159022FZ-MAXOK-107.181-151.587-151.587-151.587-159023FZ-MAXOK-5.008-8.7893-8.7893-8.7893-159024FZ-MAXOK-4.9918-9.2589-9.2589-9.2589-159025FZ-MAXOK-6.1534-11.2727-11.2727-11.2727-159026FZ-MAXOK-131.17-207.001-207.001-207.001-159027FZ-MINOK-146.949-208.591-208.591-208.591-159028FZ-MINOK-6.4064-11.5455-11.5455-11.5455-159029FZ-MINOK-5.1994-9.4963-9.4963-9.4963-159030FZ-MINOK-4.132-7.631-7.631-7.631-159031FZ-MINOK-10.4017-18.1462-18.1462-18.1462-159032FZ-MINOK-61.5423-86.6764-86.6764-86.6764-159033FZ-MAXOK-8.3219-15.389-15.389-15.389-159034FZ-MINOK-8.6422-13.5546-13.5546-13.5546-159035FZ-MINOK-21.9642-29.1258-29.1258-29.1258-159036FZ-MINOK-91.1534-91.8385-91.8385-91.8385-159037FZ-MINOK-69.1262-77.987-77.987-77.987-159038FZ-MINOK-46.2729-56.9731-56.9731-56.9731-159039FZ-MINOK-30.3076-39.9588-39.9588-39.9588-159040FZ-MINOK-14.5728-20.1363-20.1363-20.1363-159041FZ-MAXOK-22.1855-28.5318-28.5318-28.5318-159042FZ-MAXOK-36.0025-43.7798-43.7798-43.7798-159043FZ-MAXOK-55.1279-62.3107-62.3107-62.3107-159044FZ-MAXOK-13.6197-18.8869-18.8869-18.8869-159045FZ-MAXOK-14.4994-19.6351-19.6351-19.6351-159046FZ-MINOK-8.8211-16.7268-16.7268-16.7268-159047FZ-MAXOK-34.0719-51.8779-51.8779-51.8779-159048FZ-MAXOK-87.0164-125.787-125.787-125.787-159049FZ-MAXOK-2.7941-5.1038-5.1038-5.1038-159050FZ-MAXOK-2.9515-5.7279-5.7279-5.7279-159051FZ-MAXOK-3.8364-7.3786-7.3786-7.3786-159052FZ-MAXOK-107.781-186.602-186.602-186.602-159083 7持久状况构件的应力验算7.1计算内容及原理7.1.1正截面混凝土压应力验算根据《公预规》第7.1.5条规定，使用阶段正截面预应力应符合下列要求：（7-1）式中：——由作用标准值产生的混凝土的法向压应力，，见《公预规》式（7.1.3-1）——由预应力产生的法向拉应力，，见《公预规》式（6.1.5-4）据MADIS计算所得表7-1边梁使用阶段正截面压应力验算单元验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)1OK3097.96073970.3643970.364162002OK2961.99194152.09284152.0928162003OK2814.38544347.92384347.9238162004OK2840.66874799.2514799.251162005OK2875.69385286.43145286.4314162006OK3361.39017468.90137468.9013162007OK2797.10488292.45998292.4599162008OK2457.20958853.0458853.045162009OK2308.79629154.84779154.84771620010OK2288.66829267.41449267.41441620011OK2306.32329325.4989325.4981620012OK2316.24939346.97689346.97681620013OK2316.15619327.24899327.24891620014OK2272.4779349.94189349.94181620015OK2098.80179593.95739593.95731620016OK1895.45219870.43149870.43141620017OK1685.068910091.035610091.03561620018OK3260.979810064.983310064.98331620019OK3310.18569938.6389938.6381620020OK10198.16893215.456610198.16891620021OK8694.664914526.183814526.18381620022OK8095.66415165.841115165.84111620083 续表7-1单元验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)23OK4908.252712773.333712773.33371620024OK4454.340112118.341612118.34161620025OK4375.877112227.271712227.27171620026OK1386.71398766.69578766.69571620027OK888.38139421.01359421.01351620028OK4229.589512448.419912448.41991620029OK4267.695312390.833212390.83321620030OK4290.795412353.590312353.59031620031OK4734.857913024.492913024.49291620032OK7973.959315340.673415340.67341620033OK10191.83583058.178710191.83581620034OK9925.67593569.57459925.67591620035OK3359.6269902.45829902.45821620036OK1545.976810219.071410219.07141620037OK1785.42459998.76729998.76721620038OK1984.52549792.34379792.34371620039OK2133.48429583.87239583.87231620040OK2251.76539401.85259401.85251620041OK2182.00649508.94799508.94791620042OK1992.60289762.21539762.21531620043OK1740.763410028.038110028.03811620044OK3273.811410047.658310047.65831620045OK3282.23839968.00019968.00011620046OK10076.61313362.483710076.61311620047OK8525.691414731.694514731.69451620048OK7857.091415458.530315458.53031620049OK4633.271213123.181913123.18191620050OK4197.37212446.355112446.35511620051OK4175.459212483.372412483.37241620052OK1247.50988904.22558904.225516200表7-2中梁使用阶段正截面压应力验算单元验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)1OK3094.19653878.19633878.1963162002OK3035.84383958.28053958.2805162003OK2958.80984056.2744056.274162004OK3068.84214399.98844399.9884162005OK3173.57074770.43924770.4392162006OK4059.70386554.37466554.3746162007OK3714.40867132.63837132.6383162008OK3546.6547513.40187513.40181620083 9OK3525.41857690.11217690.112116200续表7-2单元验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)10OK3586.61187727.34017727.34011620011OK3635.09717760.46317760.46311620012OK7945.11042722.14957945.11041620013OK8056.68792562.26228056.68791620014OK3376.35748015.62028015.62021620015OK3012.92498444.99378444.99371620016OK2565.18638960.79988960.79981620017OK2055.25459478.07579478.07571620018OK4298.11519655.26779655.26771620019OK4070.06029825.49169825.49161620020OK10882.21814477.450510882.21811620021OK14770.329310026.746414770.32931620022OK9970.097215782.324515782.32451620023OK5854.519413653.08613653.0861620024OK5221.142613078.294713078.29471620025OK5058.726513297.861313297.86131620026OK2046.347710106.721710106.72171620027OK1454.180610871.782810871.78281620028OK4823.412613636.308613636.30861620029OK4940.120313471.31413471.3141620030OK5036.065213326.779913326.77991620031OK5617.690613925.380813925.38081620032OK9656.140916122.241816122.24181620033OK10273.36185035.497310273.36181620034OK10135.07215357.144510135.07211620035OK3579.925410375.93910375.9391620036OK875.057710682.050210682.05021620037OK1347.438110228.043910228.04391620038OK1721.63639850.29289850.29281620039OK1988.13259529.66429529.66421620040OK2167.58119293.15019293.15011620041OK2118.07159376.54029376.54021620042OK1909.49539638.71949638.71941620043OK1582.18289969.36819969.36811620044OK4013.3559956.76619956.76611620045OK3967.11119934.26229934.26221620046OK10894.06684465.872910894.06681620047OK15101.89889640.879815101.89881620048OK10308.725915391.124415391.12441620049OK6279.681713125.666813125.66681620050OK5685.977312496.502912496.50291620051OK5605.019312608.841412608.84141620052OK2684.46569245.25789245.257816200通过以上的验算结果可知，持久状况的应力验算满足要求。83 7.1.2斜截面混凝土压应力验算表7-3边梁使用阶段斜截面压应力验算单元验算Sig_P3(kN/)Sig_P4(kN/)Sig_P9(kN/)Sig_MAX(kN/)Sig_AP(kN/)1OK3970.3643970.36438013970.364194402OK4152.09284152.0933919.94152.093194403OK4347.92384347.9244041.24347.924194404OK4799.2514799.2514381.44799.251194405OK5286.43145286.43147405286.431194406OK7468.90137468.9016351.57468.901194407OK8292.45998292.466769.38292.46194408OK8853.0458853.0457065.68853.045194409OK9154.84779154.84872389154.8481944010OK9267.41449267.4147313.49267.4141944011OK9325.4989325.4987360.29325.4981944012OK9346.97689346.9777378.49346.9771944013OK9327.24899327.2497364.29327.2491944014OK9349.94189349.9427369.49349.9421944015OK9593.95739593.9577498.19593.9571944016OK9870.43149870.4317641.19870.4311944017OK10091.035610091.047741.810091.041944018OK10064.983310064.988159.910064.981944019OK9938.6389938.6388082.99938.6381944020OK3215.45663215.4575185.610198.171944021OK14526.183814526.181290514526.181944022OK15165.841115165.841318615165.841944023OK12773.333712773.331107412773.331944024OK12118.341612118.341058612118.341944025OK12227.271712227.271065812227.271944026OK8766.69578766.6967334.48766.6961944027OK9421.01359421.0147747.59421.0141944028OK12448.419912448.421080512448.421944029OK12390.833212390.831076612390.831944030OK12353.590312353.591074112353.591944031OK13024.492913024.491123413024.491944032OK15340.673415340.671330015340.671944033OK3058.17873058.1795101.910191.841944034OK3569.57453569.5755362.59925.6761944035OK9902.45829902.4588070.59902.4581944036OK10219.071410219.077795.410219.071944037OK9998.76729998.7677704.89998.7671944038OK9792.34379792.3447608.49792.3441944039OK9583.87239583.8727499.59583.8721944040OK9401.85259401.8537400.29401.8531944041OK9508.94799508.9487459.49508.9481944042OK9762.21539762.21575929762.2151944043OK10028.038110028.047713.810028.041944044OK10047.658310047.668151.210047.661944083 45OK9968.000199688096996819440续表7-3单元验算Sig_P3(kN/)Sig_P4(kN/)Sig_P9(kN/)Sig_MAX(kN/)Sig_AP(kN/)46OK3362.48373362.4845247.910076.611944047OK14731.694514731.691300914731.691944048OK15458.530315458.531333015458.531944049OK13123.181913123.181128913123.181944050OK12446.355112446.361079712446.361944051OK12483.372412483.371082212483.371944052OK8904.22558904.2267404.98904.22619440表7-4中梁使用阶段斜截面压应力验算单元验算Sig_P3(kN/)Sig_P4(kN/)Sig_P9(kN/)Sig_MAX(kN/)Sig_AP(kN/)1OK3878.19633878.1963722.13878.196194402OK3958.28053958.2813774.93958.281194403OK4056.2744056.2743838.54056.274194404OK4399.98844399.9884118.54399.988194405OK4770.43924770.4394411.34770.439194406OK6554.37466554.3755867.36554.375194407OK7132.63837132.6386180.17132.638194408OK7513.40187513.4026402.97513.402194409OK7690.11217690.1126524.77690.1121944010OK7727.34017727.346568.67727.341944011OK7760.46317760.4636605.57760.4631944012OK2722.14952722.154185.57945.111944013OK2562.26222562.2624106.88056.6881944014OK8015.62028015.626722.68015.621944015OK8444.99378444.9946936.48444.9941944016OK8960.79988960.87187.38960.81944017OK9478.07579478.0767422.59478.0761944018OK9655.26779655.2688159.99655.2681944019OK9825.49169825.4928217.89825.4921944020OK4477.45054477.4516293.510882.221944021OK10026.746410026.751141214770.331944022OK15782.324515782.321423015782.321944023OK13653.08613653.091197013653.091944024OK13078.294713078.291151013078.291944025OK13297.861313297.861165413297.861944026OK10106.721710106.728546.810106.721944027OK10871.782810871.789029.110871.781944028OK13636.308613636.311187613636.311944029OK13471.31413471.311176613471.311944030OK13326.779913326.781167013326.781944031OK13925.380813925.381213513925.381944032OK16122.241816122.241435116122.241944033OK5035.49735035.4976510.310273.361944034OK5357.14455357.1456698.910135.071944083 35OK10375.93910375.948474.710375.941944036OK10682.050210682.057953.110682.0519440续表7-4单元验算Sig_P3(kN/)Sig_P4(kN/)Sig_P9(kN/)Sig_MAX(kN/)Sig_AP(kN/)37OK10228.043910228.047756.910228.041944038OK9850.29289850.2937581.19850.2931944039OK9529.66429529.6647421.99529.6641944040OK9293.15019293.157298.79293.151944041OK9376.54029376.547345.89376.541944042OK9638.71949638.7197481.29638.7191944043OK9969.36819969.3687631.39969.3681944044OK9956.76619956.7668293.19956.7661944045OK9934.26229934.2628263.79934.2621944046OK4465.87294465.8736268.310894.071944047OK9640.87989640.881119915101.91944048OK15391.124415391.121402915391.121944049OK13125.666813125.671164813125.671944050OK12496.502912496.51113512496.51944051OK12608.841412608.841120912608.841944052OK9245.25789245.2587972.99245.258194407.1.3受拉区钢筋的拉应力验算根据《公预规》第7.1.5条规定，使用阶段预应力混凝土受弯构件预应力钢筋的拉应力应符合下列规定：对钢绞线，钢丝，未开裂构件。表7-5边梁受拉区钢筋的拉应力验算钢束验算Sig_DL(kN/)Sig_LL(kN/)Sig_ADL(kN/)Sig_ALL(kN/)ys1OK1219545116140313950001209000ys11OK1219545116140313950001209000ys2OK1206976114087813950001209000ys22OK1206976114087813950001209000ys3OK1159713109370913950001209000ys33OK1159713109370913950001209000yz1OK1238021115991513950001209000yz11OK1238021115991513950001209000yz2OK1230426115327913950001209000yz3OK1256268116626713950001209000yz4OK1265878116715813950001209000zs1OK1219545116139813950001209000zs11OK1219545116139813950001209000zs2OK1206977114087313950001209000zs22OK1206977114087313950001209000zs3OK1159714109370413950001209000zs33OK1159714109370413950001209000zys4正OK1160170108809913950001209000zys4正-复制OK116017010880991395000120900083 zys4正-复制01OK1160170108809913950001209000zys4正2OK1160170108809513950001209000续表7-5钢束验算Sig_DL(kN/)Sig_LL(kN/)Sig_ADL(kN/)Sig_ALL(kN/)zys4正2-复制OK1160170108809513950001209000zys4正2-复制01OK1160170108809513950001209000zz1OK1238021115991913950001209000zz11OK1238021115991913950001209000zz2OK1230426115326613950001209000zz3OK1256266116628213950001209000zz4OK1265876116716813950001209000zzs1OK1219545116378613950001209000zzs11OK1219545116378613950001209000zzs2OK1206976114326213950001209000zzs22OK1206976114326213950001209000zzs3OK1159713109609213950001209000zzs33OK1159713109609213950001209000zzs4正OK1160170108059613950001209000zzs4正-复制OK1160170108059613950001209000zzs4正-复制-复制OK1160170108059613950001209000右边跨1OK1237562116403313950001209000右边跨11OK1237562116403313950001209000右边跨2OK1230425115683413950001209000右边跨3OK1256267116947813950001209000右边跨4OK1265877116998613950001209000左边跨1OK1237561116420113950001209000左边跨11OK1237561116420113950001209000左边跨2OK1230426115695313950001209000左边跨3OK1256266116882513950001209000左边跨4OK1265876116932213950001209000表7-6中梁受拉区钢筋的拉应力验算钢束验算Sig_DL(kN/)Sig_LL(kN/)Sig_ADL(kN/)Sig_ALL(kN/)ys1OK1219545.2421168865.37213950001209000ys11OK1219545.2421168865.37213950001209000ys2OK1206975.9521148340.71613950001209000ys22OK1206975.9521148340.71613950001209000ys3OK1159713.2641101171.27913950001209000ys33OK1159713.2641101171.27913950001209000yz1OK1238021.4061149299.39613950001209000yz11OK1238021.4061149299.39613950001209000yz2OK1230425.951142682.63513950001209000yz3OK1256267.6321157050.05513950001209000yz4OK1265877.7581158886.91713950001209000zs1OK1219545.3851168861.4241395000120900083 zs11OK1219545.3851168861.42413950001209000zs2OK1206976.6471148336.96713950001209000续表7-6钢束验算Sig_DL(kN/)Sig_LL(kN/)Sig_ADL(kN/)Sig_ALL(kN/)zs22OK1206976.6471148336.96713950001209000zs3OK1159713.8821101167.46313950001209000zs33OK1159713.8821101167.46313950001209000zys4正OK1160169.5181061702.82813950001209000zys4正-复制OK1160169.5181061702.82813950001209000zys4正-复制01OK1160169.5181061702.82813950001209000zys4正2-复制02OK1160170.1271061699.77313950001209000zys4正2-复制02-复制OK1160170.1271061699.77313950001209000zys4正202OK1160170.1271061699.77313950001209000zz1OK1238020.6871149186.66613950001209000zz11OK1238020.6871149186.66613950001209000zz2OK1230426.3471142822.20513950001209000zz3OK1256266.4161155931.68913950001209000zz4OK1265875.51157376.99513950001209000zzs1OK1219544.5311159123.69713950001209000zzs11OK1219544.5311159123.69713950001209000zzs2OK1206975.9521138599.30213950001209000zzs22OK1206975.9521138599.30213950001209000zzs3OK1159713.2641091429.86613950001209000zzs33OK1159713.2641091429.86613950001209000zzs4正OK1160170.1271062431.92413950001209000zzs4正-复制OK1160170.1271062431.92413950001209000zzs4正-复制01OK1160170.1271062431.92413950001209000右边跨1OK1237561.9371171011.9913950001209000右边跨11OK1237561.9371171011.9913950001209000右边跨2OK12304251166037.07613950001209000右边跨3OK1256267.4211175879.35513950001209000右边跨4OK1265877.3231174694.59313950001209000左边跨1OK1237561.471172362.3213950001209000左边跨11OK1237561.471172362.3213950001209000左边跨2OK1230426.0251166854.95313950001209000左边跨3OK1256265.991176949.5713950001209000左边跨4OK1265875.811176164.0181395000120900083 8短暂状态应力验算此阶段值初始预应力与主梁自重共同作用的阶段，验算混凝土截面下缘的最大压应力、拉应力和上缘的最大压应力、拉应力。根据《公预规》第7.2.8条规定，施工阶段正截面应力验算应符合下列要求：（8-1）（8-2）式中：、——按短暂状况计算时截面预压区、受拉区边缘混凝土的压应力、拉应力，按《公预规》第6.1.5条和7.1.3条公式进行计算；、——与构件制作、运输、安装各施工阶段混凝土立方体抗压强度相应的轴心抗压强度，轴心抗拉强度的标准值；表8-1边梁短暂状态施工阶段法向压应力验算　单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)1最大CS1简支OK3334.2894284.414284.41181441最小成桥OK3097.8933970.2973097.893-14842最大CS1简支OK3180.9884490.8514490.851181442最小成桥OK2993.1454111.5332993.145-14843最大CS1简支OK3016.0084711.9264711.926181443最小成桥OK2876.8524267.0322876.852-14844最大CS1简支OK3041.6135218.1095218.109181444最小成桥OK2936.5264674.9472936.526-14845最大CS1简支OK3076.85767.085767.08181445最小成桥OK3006.2885116.8093006.288-14846最大CS1简支OK3594.8978266.1828266.182181446最小体系转换OK3573.2258229.173573.225-14847最大CS1简支OK2969.4459213.4119213.411181447最小体系转换OK2944.099176.2712944.09-14848最大CS1简支OK2602.4469846.7319846.731181448最小体系转换OK2569.3879814.4052569.387-14849最大CS1简支OK2461.26610161.1810161.18181449最小体系转换OK2416.32410139.692416.324-148410最大CS1简支OK2478.33910233.0110233.011814410最小体系转换OK2417.47310228.292417.473-148411最大体系转换OK2473.23210235.5610235.561814411最小体系转换OK2473.23210235.562473.232-148412最大体系转换OK2533.3510185.310185.31814483 续表8-1单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)12最小体系转换OK2533.3510185.32533.35-148413最大体系转换OK2595.35110073.0210073.021814413最小体系转换OK2595.35110073.022595.351-148414最大体系转换OK2621.2199995.5979995.5971814414最小体系转换OK2621.2199995.5972621.219-148415最大体系转换OK2514.3910159.3710159.371814415最小体系转换OK2514.3910159.372514.39-148416最大体系转换OK2386.77810346103461814416最小体系转换OK2386.778103462386.778-148417最大体系转换OK2264.17110454.5310454.531814417最小体系转换OK2264.17110454.532264.171-148418最大体系转换OK4107.02610278.4810278.481814418最小CS1简支OK2480.80610235.292480.806-148419最大CS1简支OK2472.27210142.6610142.661814419最小CS1简支OK2472.27210142.662472.272-148420最大CS1简支OK2679.9939761.1269761.1261814420最小CS1简支OK2679.9939761.1262679.993-148421最大体系转换OK10862.9615008.4815008.481814421最小CS1简支OK3199.0189194.2453199.018-148422最大体系转换OK10641.515180.0115180.011814422最小CS1简支OK3859.4538214.6593859.453-148423最大体系转换OK7286.14611776.611776.61814423最小CS1简支OK3115.2035378.1353115.203-148424最大体系转换OK6883.94810857.8210857.821814424最小CS1简支OK3047.6034792.3373047.603-148425最大体系转换OK7023.95210682.0110682.011814425最小CS1简支OK3219.0694561.8413219.069-148426最大体系转换OK3915.6966455.3496455.3491814426最小中缝OK3692.034295.3724295.372-148427最大体系转换OK3592.036885.3796885.3791814427最小中缝OK3992.034391.964391.96-148428最大体系转换OK7150.06710549.8210549.821814428最小CS1简支OK3385.0944363.5323385.094-148429最大体系转换OK7011.97910722.5810722.581814429最小CS1简支OK3220.8954584.4343220.895-148430最大体系转换OK6862.72910909.6710909.671814430最小CS1简支OK3045.0054819.9793045.005-148431最大体系转换OK7263.17311838.9611838.961814431最小CS1简支OK3109.6695412.7513109.669-148432最大体系转换OK10575.6315281.2515281.251814432最小CS1简支OK3843.6178247.0143843.617-148433最大CS1简支OK3098.0879084.7369084.7361814433最小CS1简支OK3098.0879084.7363098.087-148434最大CS1简支OK2620.959849.5769849.5761814434最小CS1简支OK2620.959849.5762620.95-148435最大CS1简支OK2390.42910264.8510264.851814435最小CS1简支OK2390.42910264.852390.429-148483 续表8-1单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)36最大体系转换OK1911.23210822.6110822.611814436最小体系转换OK1911.23210822.611911.232-148437最大体系转换OK1980.7810816.2110816.211814437最小体系转换OK1980.7810816.211980.78-148438最大体系转换OK2064.80910751.1210751.121814438最小体系转换OK2064.80910751.122064.809-148439最大体系转换OK2152.34510611.2110611.211814439最小体系转换OK2152.34510611.212152.345-148440最大体系转换OK2217.60810488.5310488.531814440最小体系转换OK2217.60810488.532217.608-148441最大体系转换OK2169.5610578.1210578.121814441最小体系转换OK2169.5610578.122169.56-148442最大体系转换OK2099.3310696.2510696.251814442最小体系转换OK2099.3310696.252099.33-148443最大体系转换OK2034.00410736.710736.71814443最小体系转换OK2034.00410736.72034.004-148444最大体系转换OK3933.81410491.9810491.981814444最小CS1简支OK2372.27910374.482372.279-148445最大CS1简支OK2382.4610257.7210257.721814445最小CS1简支OK2382.4610257.722382.46-148446最大CS1简支OK2608.6449852.0849852.0841814446最小CS1简支OK2608.6449852.0842608.644-148447最大体系转换OK10864.7515011.3215011.321814447最小中缝OK3130.5558959.5293130.555-148448最大体系转换OK10703.0115108.5515108.551814448最小中缝OK3781.0117991.5593781.011-148449最大体系转换OK7393.32411640.1711640.171814449最小中缝OK3059.9165215.0193059.916-148450最大体系转换OK7000.9510708.2110708.211814450最小中缝OK2994.5124642.8142994.512-148451最大体系转换OK7153.68110515.2910515.291814451最小中缝OK3162.454416.7783162.45-148452最大体系转换OK4073.7986227.0086227.0081814452最小中缝OK-52.6316-131.798-131.798-1484表8-2施工阶段法向压应力验算单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)1最大CS1简支OK3345.09094186.67484186.6748181441最小成桥OK3094.1413878.14073094.141-14842最大CS1简支OK3176.40174406.81284406.8128181442最小成桥OK3061.86283925.36493061.8628-14843最大体系转换OK2951.33654655.48034655.4803181443最小体系转换OK2951.33654655.48032951.3365-14844最大体系转换OK2953.3385183.02045183.0204181444最小体系转换OK2953.3385183.02042953.338-148483 续表8-2单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)5最大体系转换OK2949.39455744.13975744.1397181445最小体系转换OK2949.39455744.13972949.3945-14846最大体系转换OK3402.86778326.95858326.9585181446最小体系转换OK3402.86778326.95853402.8677-14847最大体系转换OK2643.58689391.71019391.7101181447最小体系转换OK2643.58689391.71012643.5868-14848最大体系转换OK2159.213810135.392710135.3927181448最小体系转换OK2159.213810135.39272159.2138-14849最大体系转换OK1914.524210555.938810555.9388181449最小体系转换OK1914.524210555.93881914.5242-148410最大体系转换OK1837.561710731.748510731.74851814410最小体系转换OK1837.561710731.74851837.5617-148411最大体系转换OK1822.529510820.447810820.44781814411最小体系转换OK1822.529510820.44781822.5295-148412最大体系转换OK1815.901510847.030410847.03041814412最小体系转换OK1815.901510847.03041815.9015-148413最大体系转换OK1814.709110807.646910807.64691814413最小体系转换OK1814.709110807.64691814.7091-148414最大体系转换OK1778.557910800.163610800.16361814414最小体系转换OK1778.557910800.16361778.5579-148415最大体系转换OK1605.436411032.124611032.12461814415最小体系转换OK1605.436411032.12461605.4364-148416最大体系转换OK1413.289511284.554211284.55421814416最小体系转换OK1413.289511284.55421413.2895-148417最大体系转换OK1229.19811456.535911456.53591814417最小体系转换OK1229.19811456.53591229.198-148418最大体系转换OK4169.311165.261311165.26131814418最小CS1简支OK2286.583910316.0422286.5839-148419最大体系转换OK4453.96210748.092410748.09241814419最小CS1简支OK2294.800810200.75122294.8008-148420最大CS1简支OK2543.09419785.86549785.86541814420最小CS1简支OK2543.09419785.86542543.0941-148421最大二期OK13075.906915342.980215342.98021814421最小CS1简支OK3127.03399173.68793127.0339-148422最大二期OK12467.310716029.769716029.76971814422最小CS1简支OK3892.85388164.65723892.8538-148423最大二期OK7982.936613069.944413069.94441814423最小CS1简支OK3108.14875307.98353108.1487-148424最大二期OK7352.738712284.78912284.7891814424最小CS1简支OK3040.93714714.30583040.9371-148425最大二期OK7350.299712299.985312299.98531814425最小CS1简支OK3229.63024469.10323229.6302-148426最大二期OK4143.83138510.33178510.33171814426最小中缝NG3963.63764293.58864293.5886-148427最大二期OK3663.63769130.68329130.68321814427最小中缝NG4305.9124391.96174391.9617-148428最大二期OK7305.91212395.33812395.3381814483 续表8-2单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)28最小CS1简支OK3412.86664255.9323412.8666-148429最大二期OK7286.750812405.071312405.07131814429最小CS1简支OK3231.65894491.55563231.6589-148430最大二期OK7249.032312431.855812431.85581814430最小CS1简支OK3033.60754740.43923033.6075-148431最大二期OK7827.521513245.02913245.0291814431最小CS1简支OK3074.77835326.15613074.7783-148432最大二期OK12129.373216399.113716399.11371814432最小CS1简支OK3846.4468172.99883846.446-148433最大二期OK8019.21269353.32759353.32751814433最小CS1简支OK3015.5729066.72763015.572-148434最大二期OK7550.709910040.66210040.6621814434最小CS1简支OK2481.81199874.54932481.8119-148435最大体系转换OK4013.915811273.404411273.40441814435最小CS1简支OK2209.668310322.89362209.6683-148436最大体系转换OK516.67912211.120412211.12041814436最小体系转换OK516.67912211.1204516.679-148437最大体系转换OK595.012912194.396212194.39621814437最小体系转换OK595.012912194.3962595.0129-148438最大体系转换OK691.485412117.266912117.26691814438最小体系转换OK691.485412117.2669691.4854-148439最大体系转换OK794.214511963.593811963.59381814439最小体系转换OK794.214511963.5938794.2145-148440最大体系转换OK875.921211825.686711825.68671814440最小体系转换OK875.921211825.6867875.9212-148441最大体系转换OK840.900711898.630811898.63081814441最小体系转换OK840.900711898.6308840.9007-148442最大体系转换OK785.032411998.540411998.54041814442最小体系转换OK785.032411998.5404785.0324-148443最大体系转换OK737.064112018.634212018.63421814443最小体系转换OK737.064112018.6342737.0641-148444最大体系转换OK3812.541211574.525411574.52541814444最小CS1简支OK2173.202810455.07522173.2028-148445最大体系转换OK4234.466711002.885511002.88551814445最小CS1简支OK2200.926610315.69972200.9266-148446最大CS1简支OK2468.38359876.78339876.78331814446最小CS1简支OK2468.38359876.78332468.3835-148447最大体系转换OK13797.521715075.848715075.84871814447最小中缝OK3055.42198935.71293055.4219-148448最大二期OK13106.906615273.825515273.82551814448最小中缝OK3810.69797938.37473810.6979-148449最大二期OK8795.520812053.753912053.75391814449最小中缝OK3051.82745141.77373051.8274-148450最大二期OK8202.851511216.144711216.14471814450最小中缝OK2987.10424561.76552987.1042-148451最大二期OK8260.028111151.361711151.36171814451最小中缝OK3172.10544321.07453172.1054-148483 续表8-2单元最大/最小阶段验算Sig_T(kN/)Sig_B(kN/)Sig_MAX(kN/)Sig_ALW(kN/)52最大二期OK5145.31457204.88897204.88891814452最小中缝OK-53.2181-134.9899-134.9899-1484从表中可知，施工阶段中混凝土法向应力满足要求83 9挠度验算预应力混凝土连续梁桥的变形包括短期荷载和长期荷载作用下的挠度。《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62—2004）第6.5.3条：受弯构件在使用阶段的挠度应考虑荷载长期效应的影响，即按荷载短期效应组合和本规范第6.5.2条规定的刚度计算的挠度值，乘以挠度长期增长系数。挠度长期增长系数可按下列规定取用：当采用C40以下混凝土时，取=1.60；当采用C40～C80混凝土时，取=1.45～1.35，中间强度等级可按直线内插入取用。钢筋混凝土和预应力混凝土受弯构件按上述计算的长期挠度值，在消除结构自重产生的长期挠度后梁式桥主梁的最大挠度处不应超过计算跨径的1/600；梁式桥主梁的悬臂端不应超过悬臂长度的1/300。预应力混凝土受弯构件由预加力引起的反拱值，可用结构力学方法按刚度进行计算。按《公预规》第6.5.3条规定，受弯构件在使用阶段的挠度应考虑荷载长期效应的影响，即按荷载短期效应组合挠度值再乘以挠度长期系数，C50混凝土取=1.425。采用Midas计算得到汽车荷载（不考虑冲击系数）、人群荷载和温差作用产生的挠度列于表9-1，计算中主梁抗弯刚度按计算，组合时再乘以0.95。表9-1挠度表节点荷载DX(m)DZ(m)RY([rad])1温度梯度-0.0010090-0.0000712温度梯度-0.0010080.000035-0.0000683温度梯度-0.0010070.000068-0.0000664温度梯度-0.0010050.0001-0.0000635温度梯度-0.0010040.000131-0.000066温度梯度-0.0009940.000239-0.0000497温度梯度-0.000980.000325-0.0000388温度梯度-0.0009640.00039-0.0000299温度梯度-0.0009470.000437-0.0000210温度梯度-0.0009290.000466-0.00001211温度梯度-0.000910.00048-0.00000412温度梯度-0.000890.0004810.00000213温度梯度-0.0008690.0004690.00000814温度梯度-0.0008460.0004470.00001315温度梯度-0.0008220.0004160.00001716温度梯度-0.0007980.0003770.0000283 续表9-1节点荷载DX(m)DZ(m)RY([rad])17温度梯度-0.0007720.0003330.00002218温度梯度-0.0007450.0002850.00002419温度梯度-0.0007170.0002340.00002520温度梯度-0.0006880.0001820.00002521温度梯度-0.0006580.0001320.00002422温度梯度-0.0006280.0000830.00002323温度梯度-0.00060.0000390.0000224温度梯度-0.0005940.0000290.0000225温度梯度-0.0005880.0000190.00001926温度梯度-0.0005830.0000090.00001827温度梯度-0.00057700.00001828温度梯度-0.000571-9E-060.00001729温度梯度-0.000565-1.7E-050.00001630温度梯度-0.000559-2.5E-050.00001531温度梯度-0.000553-3.2E-050.00001532温度梯度-0.000524-5.8E-050.00001233温度梯度-0.000492-7.8E-050.00000934温度梯度-0.000459-9.2E-050.00000635温度梯度-0.000427-0.00010.00000436温度梯度-0.000395-0.000110.00000237温度梯度-0.000363-0.00011038温度梯度-0.000332-0.0001-0.00000239温度梯度-0.000301-9.8E-05-0.00000340温度梯度-0.00027-0.00009-0.00000441温度梯度-0.00024-0.00008-0.00000542温度梯度-0.00021-6.9E-05-0.00000543温度梯度-0.000181-5.7E-05-0.00000644温度梯度-0.000151-4.5E-05-0.00000645温度梯度-0.000123-3.4E-05-0.00000546温度梯度-0.000095-2.3E-05-0.00000547温度梯度-0.000067-1.4E-05-0.00000448温度梯度-0.00004-7E-06-0.00000349温度梯度-0.000018-2E-06-0.00000150温度梯度-0.000013-1E-06-0.00000151温度梯度-0.000009-1E-06-0.00000152温度梯度-0.00000400表9-2挠度表节点荷载DX(m)DZ(m)RY([rad])1移动荷载工况(最大)0.00067400.0011382移动荷载工况(最大)0.0006740.000150.0011373移动荷载工况(最大)0.0006740.000310.0011344移动荷载工况(最大)0.0006740.000460.00112983 5移动荷载工况(最大)0.0006740.000620.001123续表9-2节点荷载DX(m)DZ(m)RY([rad])6移动荷载工况(最大)0.0006760.001230.0010747移动荷载工况(最大)0.0006790.001820.0009958移动荷载工况(最大)0.0006840.002390.000899移动荷载工况(最大)0.000690.002910.00076410移动荷载工况(最大)0.0006990.003390.00062111移动荷载工况(最大)0.000710.003820.00046912移动荷载工况(最大)0.0007480.004180.00031413移动荷载工况(最大)0.0008190.004460.00018314移动荷载工况(最大)0.0009330.004660.00008115移动荷载工况(最大)0.001050.004770.00001616移动荷载工况(最大)0.0012410.004770.00002917移动荷载工况(最大)0.0014260.004670.00008818移动荷载工况(最大)0.0015830.004440.00015119移动荷载工况(最大)0.0017050.004080.00021920移动荷载工况(最大)0.0017890.003580.00029121移动荷载工况(最大)0.0018280.002930.00036922移动荷载工况(最大)0.0018170.002120.00045123移动荷载工况(最大)0.0017570.001140.00053324移动荷载工况(最大)0.0017340.000870.00055325移动荷载工况(最大)0.0017090.000590.00057226移动荷载工况(最大)0.001680.00030.00059327移动荷载工况(最大)0.00164800.00061328移动荷载工况(最大)0.0016140.000370.00063329移动荷载工况(最大)0.0015810.000730.0006530移动荷载工况(最大)0.0015490.001070.00066531移动荷载工况(最大)0.0015160.001410.00067832移动荷载工况(最大)0.0014660.002620.00071233移动荷载工况(最大)0.0014140.003640.00071234移动荷载工况(最大)0.0013590.004470.00068135移动荷载工况(最大)0.00130.005110.00062336移动荷载工况(最大)0.0012370.00560.00054237移动荷载工况(最大)0.0011720.005920.00044238移动荷载工况(最大)0.0011020.006090.00033839移动荷载工况(最大)0.001030.006120.00025640移动荷载工况(最大)0.0009530.006020.00018341移动荷载工况(最大)0.0008730.00580.00017842移动荷载工况(最大)0.0007960.005610.00019343移动荷载工况(最大)0.0007330.00540.00023544移动荷载工况(最大)0.0006690.005050.00027845移动荷载工况(最大)0.0005990.004580.00031746移动荷载工况(最大)0.0005190.003960.00035147移动荷载工况(最大)0.0004210.00320.00042148移动荷载工况(最大)0.0003010.002280.00049849移动荷载工况(最大)0.0001610.001220.00057350移动荷载工况(最大)0.0001230.000930.00059151移动荷载工况(最大)0.0000840.000630.00060983 52移动荷载工况(最大)0.0000430.000320.000627（1）边跨跨中挠度验算考虑挠度长期增长系数后的短期效应组合挠度（仅可变作用）为：<=0.067m满足规范要求。（2）中跨跨中挠度验算考虑挠度长期增长系数后的短期效应组合挠度为：<=0.067m根据《公路桥规》第6.5.3条，钢筋混凝土和预应力混凝土受弯构件计算的长期挠度值，在消除结构自重产生的长期挠度后梁式桥主梁的最大挠度处不应超过计算跨径的1/600。满足规范要求。注：此设计跨度相对较小故不需考虑预拱度问题，在设计计算书中出现的表格凡是未在表格中注明的单位，均采用相应工程量的国际标准单位83 设计总结本次毕业设计不仅仅是我们知识的一次全面总结，更是我们的耐心与毅力的一次考验。在课程设计的进行中自己遇到了很多的困难，但在不断地客服中也让自己成长了起来。直到课程设计打印了一次又一次，修改了一次又一次，这是一个不断接近的过程。克服了自己毛躁的坏习惯，提醒自己不断地学习。在课程设计开始，自己查阅了有关桥梁设计的设计规范，比如《公路桥涵设计通用规范》、《公路钢筋砼及预应力砼桥涵设计规范》等。并在自己的理解下进行了截面尺寸和桥梁跨度的拟定。然后逐步细化，是一个完整的桥梁结构逐步的呈现了出来。紧接着是一个建模的过程，在建模的过程是自己逐步学习并掌握MADIS软件的过程，作为桥梁设计中经常使用到的一款软件，熟练的使用会对自己以后的工作有很大的好处。建模是个比较繁琐的过程，尤其是比较注重细节的修饰。有的细节之处没注意到可能整个模型就运行错误，这会是一个很大的麻烦。但是不断地发现问题，向老师和同学请教，最终自己的模型各种验算都均为通过。最后在编写计算书的过程中大量的图表和计算，而且修改极为麻烦，不断的调整再调整。最终形成了现在的这份计算资料的完整版。虽然计算和排版都比较辛苦，但是能够有这样的一个成果还是比较满意的，可能里面还有很多不足之处，也因此更加的希望能够一步步完善自己。只有这样才能不断地提升自己的计算能力和书面表达能力。在一切都准备好之后的绘图工作不仅让自己对CAD软件更加的熟悉了，更对桥梁设计的绘图标准有了一个更为理性的认识，知道了图纸所要传达出的各种重要信息。图纸中的各种标注的要求更是对自己的一个极大挑战。最后总结一下，毕业设计要求自己对本专业的专业知识要熟练掌握，计算能力很重要，但更要求设计者一个细心，耐心的心态。83 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