桥梁工程毕业设计

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目录1方案拟定与比选31.1概述31.2方案比选32主梁内力计算82.1主要技术指82.1.1材料规格82.2梁截面尺寸拟定82.2.1主梁梁高82.2.2顶板和底板92.2.3腹板92.2.4桥面铺装及栏杆92.2.5下部结构尺寸拟定92.2.6主梁分段及施工过程92.3内力计算102.3.1截面特性计算102.4结构内力计算112.4.1结构自重112.4.2可变作用效应152.5作用效应组合192.5.1承载能力极限状态下的效应组合193预应力钢束设计273.1钢束估算273.2预应力筋束的布置原则283.3主梁净截面及换算截面特性值293.4预应力损失及有效预应力313.4.1控制应力及有关参数的确定313.4.2预应力筋钢与管道壁间摩擦引起的应力损失σl1的计算31第92页共92页 3.4.3锚具变形、钢束回缩和接缝压缩一起的应力损失σl3啦的计算323.4.4混凝土的弹性压缩引起的应力损失σl4咯的计算333.4.5预应力筋束松弛引起的应力损失σl5计算343.4.6混凝土收缩和徐变引起的应力损失σl6的计算343.4.7预应力损失组合及有效预应计算354主梁验算374.1强度验算374.1.1正截面抗弯承载能力374.1.2斜截面抗剪验算474.2应力验算474.2.1预应力筋拉应力验算474.2.2施工阶段法向压应力验算504.2.3使用阶段正截面压应力验算594.2.4斜截面主压应力验算634.2.5使用阶段正截面压应力的验算684.2.6使用阶段斜截面主压应力验算734.3抗裂满足要求验算784.3.1使用阶段正截面抗裂验算784.3.2使用阶段混凝土抗裂验算835主梁主梁变形（挠度）计算895.1挠度计算896设计总结90参考文献91致谢92第92页共92页 1方案拟定与比选1.1概述本次的毕业设计为洞庭大道新河渠南过渡孔Ⅱ号桥施工图设计。在设计中我们必须考虑其与周围的环境相协调，虽然该桥无通航要求，但桥下要有足够的净空保证桥下行船安全。1.2方案比选根据安全、适用、经济、美观的设计原则，我初步拟定了三个方案。方案一：等截面预应力筋钢混凝土箱型梁桥（4×52.5m）箱梁顶板宽17.5米，底板宽9.9米，梁高2.6米，腹板厚度为40厘米底板厚40厘米，顶板厚20厘米，翼缘长3.8米，混凝土采用C50的，如图所示。图1.1等截面等跨连续梁桥第92页共92页 图1.2等截面连续梁桥截面图采用桥面连续的方式，解决行车顺适的问题；桥墩横桥向两侧设防震挡块，防止主梁在地震时跌落；采用等截面主梁，梁高2.6m，三跨等跨径布置，同一跨主梁尺寸相同，可以一套模板重复使用；主梁预制场后张法预制、采用整体顶推施工，可避免对桥下匝道的通行运输；下部采用双柱式桩基、双柱式桥墩、带悬臂盖梁的结构形式，克服基础开挖的一系列弊端。方案二：采用变截面连续刚构桥，孔径组合为55m+100m+55m，全桥长210米，整体布置如下图所示，主梁采用C50的单箱单室变截面连续梁，箱梁顶板宽17.5米，底板宽9.9米，腹板厚40厘米。下部构造桥墩为竖直双支薄壁式桥墩。三跨变截面连续刚构第92页共92页 具有T形刚构桥的优点。但与同类桥（如连续梁桥、T形刚构桥）相比：多跨刚构桥保持了上部构造连续梁的属性，跨越能力大，施工难度小，行车舒顺，养护简便，造价较低。多跨连续-刚构桥则在主跨跨中设铰，两侧跨径为连续体系，可利用边跨连续梁的重量使T构做成不等长悬臂，以加大主跨的跨径。全桥采用悬臂挂篮施工方法施工。桥面形状与梁截面尺寸如下图所示。图1.3变截面连续刚构桥图1.4变截面连续刚构桥截面尺寸方案三：第92页共92页 55m+100m+55m三跨变截面预应力混凝土连续梁方案。主梁采用C50的单箱单室变截面连续梁，箱梁顶板宽17.5米，底板宽9.5米，腹板厚40厘米。箱梁及全桥尺寸如图所示。图1.4变截面连续梁桥图1.5变截面连续梁桥截面尺寸全桥连续，行车顺适；整体型好，利于抗震，桥梁支座采用滑动盆式橡胶支座和固定盆式橡胶支座，其中固定支座可以将主梁与桥墩相连，防止主梁在地震时变形、移动、破坏；。主梁采用梁底搭设龙门支架，可避免对桥下匝道的通行运输，铺设模板，绑扎普通筋钢，预留预应力管道（采用锌铁皮波纹管成孔），浇筑C50混凝土（先底板、后腹板和桥面板），预应力筋钢采用后张法超张拉，两端张拉，并通过梁顶板下缘、腹板侧壁、底板上缘设置齿板锚固；全桥采用用挂篮悬臂方法施工。根据三个比选方案，我们分别从经济、适用、安全、美观这几个方面进行必选，选出最优的方案来。第92页共92页 表1-1方案比选方案一方案二方案三经济性桥梁上部结构比较经济，下部敦也较少，综合整体经济性一般桥梁上部结构比较经济，下部敦虽较多但直径较小预算也较少，综合整体经济性一般桥梁上部结构预算很大，敦虽数量少但直径较大故预算也较多，综合整经济性较好适用性受力明确，由于下面较高不能采用满堂支架整体现浇施工，施工不方便。中孔100米主跨跨越主航道，与航道适应性好，通航净空大，防撞要求低；采用宽梁设计，在同等跨径中，具有经济优势。中孔100米主跨跨越主航道，与航道适应性好，通航净空大，防撞要求低；河床压缩少,有利于汛期泄洪。安全性主桥跨度较大，采用等跨等截面时边跨的正弯矩远大于中跨，造成预应力浪费。行车平顺舒适采用对称悬臂浇筑施工，施工条件好，制约因素不多，采用双支薄壁墩有效的分担了支座处的负弯矩，使成桥状态更合理。行车平顺舒适采用对称悬臂浇筑施工，施工条件好，制约因素不多，然而支座处负弯矩较大。行车平顺舒适。美观性线条平直桥梁主桥线条简洁明快，与周围环境相协调，综合整体美观性较好桥型线性变化柔和，与环境搭配和谐。结论弃用首选弃用最后综合各方面因素，我选择了方案二，采用55m＋100m＋55m三跨变截面连续刚构桥。第92页共92页 2主梁内力计算2.1主要技术指2.1.1材料规格1、荷载等级：公路Ⅰ级2、设计速度：60～80km/h；3、通航要求：无；4、桥面净宽：1m（防护栏）+7.5m（车行道）+0.5m（中央分隔带）+7.5m（车行道）+1m（防护栏）=17.5m：5、桥面衡坡为双向2%；6、不考虑地震作用；混凝土：主梁采用C50混凝土；1、桥墩桩基础等构件采用C30混凝土；2、桥面铺装为7cm沥青混凝土，由两层组成，上层为6cm沥青混凝土，下层为6cmC40防水混凝土。预应力筋钢：根据《公路筋钢混凝土及预应力混凝土桥涵设计规范》(JTG_D62-2004)中d=15.24mm的钢绞线，公称面积为139mm2，标准强度fpk=1860MPa，弹性模量Ep=1.95×105Mpa。普通筋钢：采用R235和HTB335两种筋钢，其中R235筋钢应符合《筋钢混凝土用热轧光圆筋钢》（GB13013-1991）、HRB335筋钢应符合《筋钢混凝土用热轧带肋筋钢》（GB1499-1998）标准中的各项规定。凡筋钢直径大于或等于10mm者，均采用HRB335筋钢；直径小于10mm者，均采用R235筋钢。2.2梁截面尺寸拟定2.2.1主梁梁高根据经验确定，预应力混凝土连续刚构桥的中支点主梁高度与其跨径之比通常在1/16—1/20之间，而跨中梁高与支点梁高之比一般为1/1.5—1/2.5之间。本桥在支点和跨中的梁高拟定值：支点处梁高：(L为中跨跨径，本设计为100m)，取5.8m；跨中梁高：2.5m；梁底曲线：二次抛物线变化。第92页共92页 2.2.2顶板和底板顶板采用20cm；底板在支点处采用40cm从跨中到根部保持厚度不变。2.2.3腹板箱梁腹板的主要功能是承受结构的弯曲剪应力和扭曲剪应力所效应下主拉应力，腹板的最小厚度应考虑钢束管道布置和混凝土浇筑要求，其设计经验为：腹板内无预应力束筋管道布置时，其最小厚度采用20cm；腹板内有预应力束筋管道布置时，采用15到20cm；腹板内有锚头时，采用25cm。本设计保持全桥主梁腹板厚度为40cm不变。图2.1主梁横截面2.2.4桥面铺装及栏杆桥面铺装为7cm沥青混凝土，由两层组成，上层为3cm沥青混凝土，下层为4cmC40防水混凝土。防撞栏杆为墙式混凝土防撞栏杆，采用C30混凝土。中间带护栏采用C30混凝土，细部尺寸见施工图设计之筋钢混凝土墙式护栏构造图。2.2.5下部结构尺寸拟定主桥桥墩墩采用重力式双支薄壁墩，墩身高度为34m和37m。2.2.6主梁分段及施工过程全桥共长210m，分为86（不包括桥墩单元）个单元。其中0号块为（2+2+2+2）m，桥段1-桥段15为（15×3m），边跨满堂支架段共6m，分为（2×1+4）m，合拢段均为（2×1m），如图2.2所示。第92页共92页 图2.2电算模型图施工过程如下：墩梁固结，桥墩与0号块一起分节段浇筑；安装挂篮，施工1号块；挂篮前移，施工2号块，重复前移，直到施工完15号块；边跨满堂支架施工；挂篮继续前移，添加配重，边跨合拢，同时去掉配重使桥墩两端平衡；拆除满堂支架，同时边跨支座转换成型。中跨合拢与边跨施工方式一样。2.3内力计算2.3.1截面特性计算由于中跨跨中两侧毛截面特性完全对称，故只给出左半部分控制截面的毛截面特性值。表2-1截面特性值单元截面面积（m2）截面抗弯惯矩（m4）截面中性轴高（m）根部15.699289.93322.4438跨中13.059313.05751.1058桥墩9.90.8250.5跨中到根部13.059313.05751.1058根部跨中15.699289.93322.4438根部跨中113.060413.07511.1063根部跨中213.077613.34011.1146根部跨中313.115413.93321.1329根部跨中413.173814.87711.1612根部跨中513.252916.20741.1997根部跨中613.352617.97251.2483根部跨中713.472920.23441.3073根部跨中813.613823.06911.3768根部跨中913.775426.56741.4569根部跨中1013.957630.83531.5478根部跨中1114.160435.99551.6497根部跨中1214.383842.18791.7628根部跨中1314.627949.57071.8872第92页共92页 续上表2-1单元截面面积（m2）截面抗弯惯矩（m4）截面中性轴高（m）根部跨中1414.892658.32212.0232根部跨中1515.177968.64082.1709根部跨中1615.483880.74812.3306根部跨中1715.699289.93322.4438根部跨中1815.699289.93322.4438根部跨中1915.483880.74812.3306根部跨中2015.177968.64082.1709根部跨中2114.892658.32212.0232根部跨中2214.627949.57071.8872根部跨中2314.383842.18791.7628根部跨中2414.160435.99551.6497根部跨中2513.957630.83531.5478根部跨中2613.775426.56741.4569根部跨中2713.613823.06911.3768根部跨中2813.472920.23441.3073根部跨中2913.352617.97251.2483根部跨中3013.252916.20741.1997根部跨中3113.173814.87711.1612根部跨中3213.115413.93321.1329根部跨中3313.077613.34011.1146根部跨中3413.060413.07511.10632.4结构内力计算2.4.1结构自重在迈达斯软件中当你建立好模型再把模型单元节点分好后，然后在那些单元的特性值中就可以看到单元的的自重了。在程序中二期恒载以均布荷载的形式表达，在中跨合拢后加入即可。本桥二期恒载由桥面铺装、防撞栏杆和中间带防护栏组成。1、桥面铺装：g1=0.06×17.5×25+0.03×17.5×24=30.1kN；2、防撞栏杆：g2=0.325875×25=8.15kN；3、中间防护栏：g3=0.0675×25=1.69kN。4、二期恒载g=g1+g2+g3=30.1+8.15+1.69=39.94kN。4、挂篮挂篮自重为630kN，该荷载作用并非作用在节点处，将其移至节点处时，需加一个弯矩，其大小为945kN，方向根据荷载移动的方向定。在相应的施工阶段激活或钝化。5、配重第92页共92页 其大小为合拢段重量的一半，在迈达斯软件中在单元特性值中找到合拢段单元重1306kN取其一半即653kN。根据施工需求进行激活与钝化。6、支座沉降本设计考虑1-4号桥墩处沉降为1.6cm，对其进行最不利组合。各永久作用效应下结构内力图如图所示。-4.3545-4.3545图2.1墩处最大悬臂阶段结构弯矩图（单位：105kN·m）17588.217588.2-17569.6-17569.6图2.2墩最大悬臂阶段结构剪力图（单位：kN）-4.29124-4.26857图2.3全桥合拢（一期恒载）弯矩图（单位：105kN·m）1746917469-17248-17248图2.4全桥合拢（一期恒载）剪力图（单位：kN）-4.38173-4.8137第92页共92页 图2.5二期恒载弯矩图（单位：105kN·m）18571.618571.6-18469.5-18469.5图2.6二期恒载剪力图（单位：kN）-18047-180471799817998图2.7支座沉降弯矩包络图（单位：kN·m）342.31825.9342.31825.9-342.3-1825.9-342.3-1825.9图2.8支座沉降剪力包络图（单位：kN）永久作用效应下结构内力表格由与在二期恒载阶段，结构弯矩图以中跨跨中完全对称，结构剪力图以中跨跨中中心对称，故只列出左半部分结构内力表格。全桥各截面内力见附表。表2.2二期恒载阶段内力第92页共92页 控制截面弯矩（kN·m）剪力（kN）边跨支点处0-1716.4边跨L/2-6382.47050.7边跨3L/4-211807.512716.8边跨7L/8-342310.216279.31号墩支点左-438173.418571.61号墩支点右-433440.8-18464.8第二跨L/8-342312.3-16279.2第二跨L/4-211807.5-12716.8第二跨L/20-7050.7由于支座沉降效应下结构弯矩包络图以中跨跨中完全对称，结构剪力包络图以中跨跨中中心对称，故只列出左半部分结构内力表格。表2-3支座沉降效应下结构内力单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）17300341.1-341.1174682.19-682.19341.1-341.11751364.39-1364.39341.1-341.11761705.49-1705.49341.1-341.11772046.58-2046.58341.1-341.11783069.87-3069.87341.09-341.091794093.17-4093.17341.08-341.081805116.46-5116.46341.07-341.071816139.75-6139.75341.05-341.051827163.04-7163.04341.03-341.031838186.33-8186.33341.01-341.011849209.62-9209.62340.98-340.9818510232.92-10232.92340.94-340.9418611256.21-11256.21340.9-340.918712279.5-12279.5340.86-340.8618813302.79-13302.79340.8-340.818914326.08-14326.08340.75-340.7519015349.37-15349.37340.68-340.6819116372.67-16372.66340.62-340.6219217395.96-17395.96340.55-340.55第92页共92页 续上表2-3单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）19318078.15-18078.15341.1-341.119418183.52-18183.521833.2-1833.219517951.6-17951.61833.2-1833.219617487.75-17487.751833.2-1833.219717023.9-17023.91833.2-1833.219816802.73-16802.73346.55-346.5519916629.45-16629.45345.97-345.9720015936.41-15936.41346.03-346.0320114896.84-14896.84346.11-346.1120213857.26-13857.26346.17-346.1720312817.68-12817.68346.23-346.2320411778.09-11778.09346.29-346.2920510738.5-10738.5346.33-346.332069698.9-9698.9346.38-346.382078659.29-8659.29346.41-346.412087619.68-7619.68346.45-346.452096580.06-6580.06346.47-346.472105540.44-5540.44346.5-346.52114608.3-4608.3346.52-346.522123855.01-3855.01346.53-346.532133102.01-3102.01346.54-346.542142682.78-2682.78346.55-346.552152686.55-2686.55346.55-346.552.4.2可变作用效应1、温差作用效应由《公路桥涵通用规范》(JTGD60-2004)表4.3.10-3中查得混凝土铺装竖向温差计算的温差基数：沥青混凝土铺装层厚度为10cm时T1=14，T2=5.5；沥青混凝土铺装层厚度为5cm时T1=20，T2=6.7。本设计沥青混凝土铺装层厚度为7cm，采用内插法得温差取10.9、5.45，A=300mm。输入软件可得内力图如图2.5所示。24039.924039.9图2.9顶板升温弯矩图（单位：kN·m）1127.6453.6第92页共92页 -453.6-33.51127.6图2.10顶板升温剪力图（单位：kN）-24039.9-24.39.9图2.11顶板降温弯矩图（单位：kN·m）453.633.5-1127.6-1127.6-453.6图2.12顶板降温弯矩图（单位：kN·m）由于温差效应下弯矩以中跨跨中完全对称，剪力以中跨跨中完全中心对称，故在此只列出左半部分内力表格，温差效应下内力表格如表。表2-4温差效应下结构内力单元温升弯（kN·m）温升剪力（kN）温降弯矩（kN·m）温降剪力（kN）173-706.650353.320174-706.651413.3353.32-706.65175-706.652826.6353.32-1413.3176-706.653533.25353.32-1766.62177-706.654239.9353.32-2119.95178-706.646359.84353.32-3179.92179-706.628479.79353.31-4239.9180-706.5910599.74353.3-5299.87181-706.5612719.69353.28-6359.84第92页共92页 续上表2-4单元温升弯（kN·m）温升剪力（kN）温降弯矩（kN·m）温降剪力（kN）182-706.5114839.63353.26-7419.82183-706.4616959.58353.23-8479.79184-706.419079.53353.2-9539.76185-706.3221199.48353.16-10599.74186-706.2423319.42353.12-11659.71187-706.1525439.37353.07-12719.69188-706.0427559.32353.02-13779.66189-705.9229679.27352.96-14839.63190-705.7931799.21352.9-15899.61191-705.6533919.16352.83-16959.58192-705.5236039.11352.76-18019.55193-706.6537452.41353.32-18726.21942267.2336898.06-1133.62-18449.031952267.2335764.44-1133.62-17882.221962267.2333497.21-1133.62-16748.61972267.2331229.98-1133.62-15614.99198-1.8829088.320.94-14544.161992.429089.26-1.2-14544.632002.1529084.45-1.08-14542.222011.8529077.99-0.92-14538.992021.5529072.43-0.78-14536.222031.2629067.77-0.63-14533.882040.9829063.98-0.49-14531.992050.6929061.05-0.35-14530.522060.4229058.97-0.21-14529.482070.1429057.72-0.07-14528.86208-0.1229057.280.06-14528.64209-0.3929057.660.19-14528.83210-0.6529058.830.33-14529.41211-0.9129060.780.45-14530.39212-1.1629063.50.58-14531.75213-1.4229066.990.71-14533.5214-1.6729071.240.83-14535.62215-1.8429076.250.92-14538.122、汽车荷载本设计移动荷载根据任务书要求采用公路—I级，由于桥梁跨径大于50m，公路—I级车道荷载的均布荷载的标准值为qk=10.5kN/m，集中荷载的标准值为pk=360kN。其中基频可以由软件计算直接得到f=1.414，根据公路桥涵设计通用规范(JTGD60-2004)，可得到汽车冲击系数μ=0.05。移动荷载效应下结构内力包络图如图所示。第92页共92页 -32377.3-32377.316553.217855.216553.2图2.13汽车荷载弯矩包络图（单位kN·m）5207.443201.23201.25207.44图2.14汽车荷载剪力包络图（单位：kN）由于由移动荷载效应下弯矩包络图以中跨跨中完全对称，剪力包络图以中跨跨中完全中心对称，故在此只列出左半部分内力表格，移动荷载效应下结构内力见表2-5。表2-5移动荷载效应下结构内力（公路-I级）单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）17300475.21-1749.51742969.06-883.09476.69-1635.781755627.82-1766.18481.1-1525.261766841.59-2207.73484.4-1471.291777978.92-2649.27488.43-1418.217810938.94-3973.91571.69-1264.5717913239.38-5298.54679.86-1119.9318014909.68-6623.18790.7-984.8318115984.63-7947.82903.33-859.5918216501.76-9272.451017.01-744.3318316499.08-10597.091131.18-638.9418416013.38-11921.731245.4-543.1718515078.65-13246.361359.4-456.5918613725.59-145711473-378.7118711981.27-15895.631586.09-308.981889968.75-17320.21698.65-246.821898031.79-19168.861810.69-191.651906205.35-21460.311922.25-142.89第92页共92页 续上表2-5单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）1914505.62-24197.392033.4-1001922949.49-27385.952144.28-62.491932391.44-29766.022221.88-49.161942798.53-31464.593644.07-2024.31952988.08-32746.293648.68-2015.261963356.61-35319.63660.59-1999.871973708.74-37903.83676.09-1988.071984295.83-40426.96138.8-2505.171994241.32-39441.96136.37-2481.72004055.74-35610.34137.28-2417.142013942.3-30221.17139.67-2319.712024850.21-25251.73143.47-2221.82035848.09-20712.21157.41-2123.362046929.94-16617.5188.94-2024.382058088.58-12973.06224.71-1924.842069315.56-9794.69265.06-1824.7620710601.52-7214310.31-1724.2120811936.18-5759.52360.76-1623.2820913308.82-4640.31416.66-1522.1421014708.54-3856.2478.17-1421.0421116180.99-3464.03545.34-1320.3221217531.83-3280.55618.11-1220.4121318542.82-3097.78696.25-1121.8721419205.23-2915.56779.39-1025.3321519513.24-2733.89867.08-931.392.5作用效应组合2.5.1承载能力极限状态下的效应组合根据《公路桥涵设计通用规范》（JTGD60-2004）第4.1.6规定：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：合组本基和偶然组合。由于本设计不考虑偶然作用的影响，故只采用合组本基。合组本基是永久作用的设计值效应与可变作用设计值效应相组合，其效应组合表达式为：γ0Sud=γ0（）(2-1)或γ0Sud=γ0（）(2-2)第92页共92页 式中Sud—承载能力极限状态下作用合组本基的效应组合设计值；γ0—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；γGik—第i个永久作用效应的分项系数，应按《公路桥涵通用规范》JTGD60-2004表4.1.6的规定采用；SGik、SGid—第i个永久作用效应的标准值和设计值；γQ1—汽车荷载效应（含汽车冲击力、离心力）的分项系数，取γQ1=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；对专为承受某作用而设置的结构或装置，设计时该作用的分项系数取与汽车荷载同值；计算人行道板和人行道栏杆的局部荷载，其分项系数也与汽车荷载取同值；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；γQj—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γQj=1.4，但风荷载的分项系数取γQj=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；ψc—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ψc=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ψc=0.70；尚有三种可变作用参与组合时，其组合系数取ψc=0.60；尚有四种及多于四种的可变作用参与组合时，取ψc=0.50。å恒载作用的分项系数γGik取1.2；基础沉降作用效应的分项系数取0.5；汽车荷载效应的分项系数γQ1取1.4；温度作用效应的分项系数γQj取1.4；其他可变作用效用的组合系数ψc取0.8。则承载能力极限状态效应组合为：γ0Sud=1.0×（1.2S恒+1.4S汽+0.8×1.4S温差+0.5S沉降）根据上述效应组合要求，可得承载能力极限状态效应组合的弯矩包络图和剪力包络图，如图所示。第92页共92页 -6.11585-6.115850.39876图2.15承载能力极限状态效应组合弯矩包络图（单位：105kN·m）26442.426442.426222.526222.5图2.16承载能力极限状态效应组合剪力包络图（单位：kN）承载能力极限状态效应组合的弯矩和剪力可参照表2-6。表2-6承载能力极限状态效应下的结构内力单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）17300-438.91-5483.871749170.06-9170.06292.46-4449.491758685.07-8685.071027.96-3419.591768441.12-8441.121451.8-2960.991778193.13-8193.131895.04-25221787462.3-7462.33325.2-1212.231796734.57-6734.574792.6286.961806009.3-6009.36267.991376.321815286.49-5286.497751.872656.91824582.44-4582.449245.053930.051833907.45-3907.4510748.515197.41843267.92-3267.9212263.466460.821852669.94-2669.9413791.37722.381862115.47-2115.4715333.558984.281871730.78-1730.7816891.8610248.751881624.49-1624.4918467.9511518.091891947.31-1947.3120063.612794.581902351.83-2351.8321680.6214071.431912776.57-2776.5723320.8615308.99第92页共92页 续表2-6单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）1923324.5-3324.524987.1116568.491933968.39-3968.3926158.0417450.921944067.49-4067.499321.23-7131.891954102.06-4102.069543.01-6860.841964171.47-4171.479990.34-6322.511974266.73-4266.7310442.69-5789.211984301.22-4301.22-18395.62-26227.481993981.61-3981.61-18145.58-25907.62003906.26-3906.26-17293.68-24795.062013785.65-3785.65-16031.91-23146.922023662.45-3662.45-14789.52-21523.722033536.97-3536.97-13552.82-19923.682043409.74-3409.74-12309.92-18345.012053281.74-3281.74-11078.06-16785.942063155.93-3155.93-9855.27-15244.722073105.86-3105.86-8639.63-13719.672083076.03-3076.03-7429.02-12209.342093043.31-3043.31-6221.59-10712.232103007.78-3007.78-5015.85-9226.622112969.5-2969.5-3810.24-7751.212122928.53-2928.53-2603.33-6284.792132884.91-2884.91-1393.95-4826.342142838.67-2838.67-181.11-3374.932152789.82-2789.821036.17-1929.662.5.2正常使用极限状态下的效应组合《公路桥规》规定按正常使用极限状态设计时，应根据不同结构不同的设计要求，选用以下两种效应组合：1、作用短期效应组合是永久作用标准值效应与可变作用频率值效应相组合，其基本表达式为：(2-3)式中Ssd—作用短期效应组合设计值；第j个可变作用效应的频率值系数，汽车荷载（不计冲击力）ψ1=0.7，人群荷载ψ1=1.0，风荷载ψ1=0.75，温度梯度作用ψ1=0.8，其他作用ψ1=1.0；ψ1jSQjk—第j个可变作用效应的频率值。则作用短期效应组合表达式为：Ssd=1×S恒+0.7×S汽+0.8×S温差+1×S沉降(2-4)第92页共92页 2、作用长期效应组合是永久作用标准值效应与可变作用准永久值效应相组合，其基本表达式为：（2-5）式中Sld—作用长期效应组合设计值；ψ2j—第j个可变作用效应的准永久值系数，汽车荷载（不计冲击力）ψ2=0.4，人群荷载ψ2=0.4，风荷载ψ2=0.75，温度梯度作用ψ2=0.8，其他作用ψ2=1.0；ψ2jSQjk—第j个可变作用效应的准永久值。则作用长期效应组合表达式为：Sld=1×S恒+0.4×S汽+0.8×S温差+1×S沉降（2-6）根据上述组合要求，正常使用极限状态的效应组合弯矩包络图和剪力包络图，如图所示。-4.191814-4.1918140.399231图2.17作用短期效应组合弯矩包络图（不计汽车冲击力）（单位：105kN·m）21116.721116.7-20889.9-20889.9图2.18作用短期效应组合剪力包络图（不计汽车冲击力）（单位：kN）-4.911268-4.9112680.340621第92页共92页 图2.19作用长期效应组合弯矩包络图（不计汽车冲击力）（单位：105kN·m）20444.620444.6-20138.7-20138.7图2.30作用长期效应组合剪力包络图（不计汽车冲击力）（单位：kN）作用短期效应组合和作用长期效应组合下的结构内力表格分别参照表2-7和表2-8。表2-7作用短期效应组合下的结构内力（不计汽车冲击力）单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）17300-719-3888.621746676.97755.8311.34-3079.717511678.0953.04743.74-2273.0317613550.75-845.341110.71-1870.5917715005.23-2108.381478.2-1468.7517816863.56-8086.252631.14-266.5217914973.38-17350.923803.51931.421809346.8-29910.94981.262126.21181-5-45779.346165.263319.12182-13073.51-64974.047356.514511.57183-29854.57-87517.418556.115705.15184-50349.5-113436.549765.266901.52185-74566.22-142763.1210985.248102.48186-102519.57-175533.5212217.439309.85187-134231.61-211788.7213463.2210525.5188-169661.82-251644.3114724.0811751.32189-208619.86-295377.4816001.4812989.18190-251136.16-343056.2217296.9214240.95191-297258.94-394742.0918611.8915508.47192-347040.58-450503.3619948.6616794.19193-382015.07-489977.920888.4217686.38194-389193.53-500566.26823.46-5831.44195-390566.31-499994.687042.02-5609.78196-393642.26-499181.577481.01-5168.35197-397160.35-498806.757922.52-4729.44198-399479.82-501291.26-18321.16-20889.91199-390350.21-491099.88-18070.98-20634.32200-354874.99-451492.6-17219.55-19737.38第92页共92页 续表2-7单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min（kN）201-304730.76-395515.1-15959.27-18409.43202-257631.73-343589.79-14719.35-17102.5203-214165.64-295659.63-13492.24-15815.11204-174277.11-251675.52-12271.24-14545.77205-137916.27-211586.37-11064.25-13293.02206-105038.73-175352.99-9869.54-12055.4207-75605.4-143021.88-8685.42-10831.47208-49582.48-114922.05-7510.03-9619.96209-26941.11-90463.49-6341.71-8419.53210-7657.18-69614.38-5179.01-7228.662118435.8-52494.95-4020.4-6046.1221221295.64-39025.87-2864.42-4870.6921330608.76-28865.21-1709.73-3701.2521436715.71-22333.19-555.08-2536.7521539710.15-19510.55600.82-1376.16表2-8作用长期效应组合下的结构内力（不计汽车冲击力）单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min(kN）17300-861.57-3363.771745786.251020.76-131.67-2588.971759989.75582.89599.41-1815.4517611498.27-183.02965.39-1429.217712611.55-1313.61331.67-1043.2917813581.88-6894.082459.63112.8517911001.57-15761.363599.561267.41804873.9-27923.954744.052421.65181-4800.39-433955894.263576.99182-18024.04-62192.37051.414734.87183-34804.3-84338.298216.765896.83184-55153.52-109860.029391.647064.47185-79089.81-138789.2110577.428239.45186-106637.25-171162.2211775.539423.46187-137825.99-207020.0312987.3910618.19188-172652.45-246448.2514214.4811825.37189-211029.4-289626.8215458.2713046.68190-252997.77-336618.1216720.2414283.82191-298610.63-387482.8718001.8715538.47192-347925.42-442287.5819305.3816812.94193-382732.5-481048.0920221.8617701.13第92页共92页 续表2-8单元弯矩max（kN·m）弯矩min（kN·m）剪力max（kN）剪力min(kN）194-390033.09-491126.825730.24-5224.15195-391462.73-490170.85947.41-5005.2196-394649.24-488585.76382.83-4568.39197-398272.97-487435.616819.69-4133.02198-400768.57-489163.17-18362.8-20138.36199-391622.61-479267.29-18111.89-19889.82200-356091.71-440809.5-17260.73-19012.24201-305913.45-386448.74-16001.17-17713.52202-259086.79-336014.27-14762.39-16435.96203-215920.06-289445.97-13539.46-15178.1204-176356.1-246690.27-12327.92-13938.46205-140342.85-207694.45-11131.66-12715.57206-107833.4-172414.58-9949.06-11507.98207-78785.86-140857.68-8778.51-10314.21208-53163.34-113194.19-7618.26-9132.98209-30933.75-89071.39-6466.71-7962.88210-12069.75-68457.52-5322.46-6802.352113581.51-51455.74-4184-5650.0221216036.09-38041.71-3049.85-4504.5621325045.91-27935.87-1918.6-3364.6921430954.14-21458.53-788.89-2229.1521533856.18-18690.38340.7-1096.75第92页共92页 3预应力钢束设计3.1钢束估算以正常使用极限状态作用短期效应组合值作为配筋估算依据，按持久状况正常使用极限状态的应力要求进行预应力筋的估算。本设计采用C50混凝土，抗压强度标准值fck=32.4MPa，采用φs15.2型预应力钢绞线，fpk=1860MPa，Apl=140mm2，在预应力筋钢估算时，永存应力σpe取0.5fck。1、1号墩支点截面H=5.8m，I=8.9933m4，yb=2.4438m，yu=5.8-2.4438=3.3562m，A=9.4556m2。Wb=I/yb=8.9933/2.4438=3.6800m3Wu=I/yu=8.9933/3.3562=2.6797m3Ku=Wb/A=0.3892mKb=Wu/A=0.2834meu=yu-Hu/2=3.3562-0.2/2=3.2562eb=yb-Hb/2=2.4438-0.4/2=2.24381、筋钢估算分别将Msmax和Msmin代入上式，可得：nys≥(1.25×611585)/[0.8×140×10-6×1395×(32564+0.2834)]=847根nys≤（-458976.1×1.25）/[0.8×140×10-6×1395×(0.3892-3.2562)]=2755根2、跨中布筋对于全预应力混凝土构件，根据跨中截面抗裂要求，跨中截面所需的有效预加力为第92页共92页 （3-1）式中的Ms为正常使用极限状态按作用短期效应组合计算的弯矩值。H=2.5m，I=1.30751m4，yb=1.1056m，A=9.98634m2。Wb=I/yb=1.30751/1.1056=1.1826m3，ep=yb-ap=1.1056-0.4=0.7056m3、边跨Npe==5315870.6NAp==4764mm2n≥4764/140=35根。3.2预应力筋束的布置原则连续梁预应力筋束的配置除满足《公路筋钢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的型式与锚具型式，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，也不能像筋钢混凝土结构中任意切断筋钢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。第92页共92页 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。对于本设计，各断面的锚固束和通过束确定以后，就应确定各钢束在箱梁中的空间位置和几何特征，这是计算预应力效应和施工放样的依据。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。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，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。钢束布置钢束布置见施工图设计。3.3主梁净截面及换算截面特性值为了进行各受力阶段的应力验算，必须得出换算截面特性值，其具体数据可以由软件计算得到，以下为左半跨控制截面的换算截面特性值。具体数据可参照表3-1。表3-1换算截面特性值单元截面面积（m2）截面抗弯惯（m4）截面中性轴高（m）17313.059313.05751.105817413.059313.05751.1058第92页共92页 续上表3-1单元截面面积（m2）截面抗弯惯（m4）截面中性轴高（m）17513.059313.05751.105817613.059313.05751.105817713.060413.07511.106317813.077613.34011.114617913.115413.93321.132918013.173814.87711.161218113.252916.20741.199718213.352617.97251.248318313.472920.23441.307318413.613823.06911.376818513.775426.56741.456918613.957630.83531.547818714.160435.99551.649718814.383842.18791.762818914.627949.57071.887219014.892658.32212.023219115.177968.64082.170919215.483880.74812.330619315.699289.93322.443819415.699289.93322.443819515.699289.93322.443819615.699289.93322.443819715.699289.93322.443819815.699289.93322.443819915.699289.93322.443820015.483880.74812.330620115.177968.64082.170920214.892658.32212.023220314.627949.57071.887220414.383842.18791.762820514.160435.99551.649720613.957630.83531.547820713.775426.56741.456920813.613823.06911.376820913.472920.23441.307321013.352617.97251.248321113.252916.20741.199721213.173814.87711.161221313.115413.93321.132921413.077613.34011.1146第92页共92页 3.4预应力损失及有效预应力由于施工因素、材料性能和环境条件等的影响，筋钢中的预拉应力会逐渐减少，这种预应力筋钢的预应力随着张拉、锚固过程和时间推移而降低的现象称之为预应力损失。对于具体的桥梁构造型式和配筋情况，相应的预应力损失计算有一定的特性，现分别在各项预应力损失计算中作以简要介绍。对于本设计，按《桥规》（JTGD62-2004）规定，当计算构件截面应力时，应计算由下列因素引起的预应力损失值：预应力筋束与管道壁之间的摩擦锚具变形、筋钢回缩和拼装构件的接缝压缩筋钢与台座间的温差引起的应力损失混凝土的弹性压缩预应力筋束的应力松弛混凝土的收缩和徐变3.4.1控制应力及有关参数的确定控制应力(MPa)管道偏差系数摩阻系数根据配筋特点，底板各截面钢束弯曲影响角由两部分组成：第一部分为预应力钢束的弯起角（底板竖弯角度为18o）；第二部分为底板曲线斜率对应的夹角。顶板各截面钢束弯曲影响角仅由（顶板竖弯角度为9o）组成。3.4.2预应力筋钢与管道壁间摩擦引起的应力损失的计算后张法的预应力筋钢，一般由直线和曲线两部分组成。张拉时，预应力筋钢将沿管道壁滑移而产生摩擦力，使筋钢中的预拉应力形成在张拉端高，向跨中方向逐渐减小的情况。筋钢在任意两截面间的应力差值，就是此两截面间由摩擦所引起的预应力损失值。摩擦损失，主要由于管道的弯曲和管道位置偏差两部分影响所产生。因摩擦所引起的预应力损失值为：第92页共92页 (3-2)式中：——锚下张拉控制应力；——预应力筋钢的截面面积；——从张拉端至计算截面的管道长度在构件纵轴上的投影长度，或为三维空间曲线管道的长度，以m计；——管道每米长度的局部偏差对摩擦的影响系数；——筋钢与管道壁间的摩擦系数。本设计采用预埋塑料波纹管。为减少摩擦损失，一般可以采用两种措施：采用两端张拉，以减小值以及管道长度X值。3.4.3锚具变形、钢束回缩和接缝压缩一起的应力损失的计算后张法构件，当张拉结束并进行锚固时，锚具将受到巨大的压力时，使锚具及锚下垫板压密而变形，同时有些锚具的预应力筋钢还要向内回缩，使固后的预应力筋钢束缩短，因而引起应力损失。计算锚具变形、筋钢回缩引起的应力损失，后张法曲线布筋的构件应考虑锚固后反摩阻的影响。首先根据下式计算反摩阻影响长度，即：(3-3)式中的为张拉端锚具变形值，由《桥规》（JTGD62-2004）查得夹片式锚具顶压张拉时为4mm；为单位长度由管道摩阻引起的预应力损失，；为张拉端锚下张拉控制应力，为扣除沿途管道摩擦损失后锚固端预拉应力，；为张拉端至锚固端的距离。当求得后可知所有预应力钢绞线束均满足，所以距张拉端为处的截面由锚具变形和筋钢回缩引起的考虑反摩阻后的预应力损失按下式计算，即：(3-4)第92页共92页 式中的为张拉端由锚具变形引起的考虑反摩阻后的预应力损失，。若，则表示该截面不受反摩阻影响。3.4.4混凝土的弹性压缩引起的应力损失的计算后张法构件筋束张拉时产生的混凝土弹性压缩量，是在张拉过程中完成的，故对于一次张拉完成的后张法构件，混凝土弹性压缩不会引起损失。但是，由于后张法构件筋钢束的根数往往较多，一般是采用分批张拉锚固，并且多数情况是采用逐束进行张拉锚固的，这样，当张拉后批筋钢束时产生的混凝土弹性压缩变形，将使先批已张拉并锚固的筋钢束产生应力损失。混凝土弹性压缩引起的应力损失取按应力计算需要控制的截面进行计算。对于本设计可取中左支点截面按下式进行计算，并以其计算结果作为全梁各截面预应力筋钢应力损失的平均值，即：(3-5)式中：——张拉批数；——预应力筋钢弹性模量与混凝土弹性模量的比值，按张拉时混凝土的实际强度等级计算；假定为设计强度的90%，即，查《桥规》（JTGD62-2004）得：MPa，故：；——全部预应力筋钢（批）的合力在其作用点（全部预应力筋钢重心点）处所产生的混凝土正应力，，截面特性按净截面取用。3.4.5预应力筋束松弛引起的应力损失的计算一般称这种现象为筋钢的松弛。对于低松弛级钢丝、刚绞线，应按产品出厂实验资料的最大松弛率来计算。对于采用两端张拉工艺的低松弛钢绞线，由筋钢松弛引起的预应力损失按下式计算，第92页共92页 即：(3-6)式中：——张拉系数，对于本设计，采用一次张拉，取——筋钢松弛系数，对于低松弛钢绞线，取；——传力锚固时的筋钢应力，，这里仍采用中左支点截面的应力值作为全梁的平均值计算。3.4.6混凝土收缩和徐变引起的应力损失的计算计算此项损失所需应考虑纵向非预应力筋钢的影响。为此，首先根据构造要求布置纵向非预应力筋钢，并计算纵向非预应力筋钢影响的截面几何特性。非预应力纵向筋钢布置方式为：底板横桥向每20cm布置筋钢，并分别按上下层筋钢布置网设置，这样即可得顶板非预应力筋钢面积。由于混凝土收缩、徐变会使预应力混凝土构件缩短，因而引起应力损失。而收缩与徐变的变形性能相似，影响因素也大都相同，故将混凝土收缩和徐变引起的应力损失值综合在一起进行计算。混凝土收缩、徐变终极值引起的受拉区预应力筋钢的应力损失可按下式计算，即：(3-7)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d。为传力锚固时在中左支点截面的全部受力筋钢（为简化计算不计构造筋钢影响）截面重心处，由、所引起的混凝土正应力的平均值。计算和引起的应力时采用净截面几何特性。3.4.7预应力损失组合及有效预应计算第92页共92页 根据上述各项预应力损失计算结果，可按施工和使用阶段对预应力损失进行组合，进而可得相应阶段的有效预应力。现将各截面钢束应力损失平均值及有效预应力汇总于表中。筋钢的有效预应力，是将锚下控制应力，扣除相应阶段的应力损失后，在筋钢束中实际存在的预拉应力值。表3-2预应力损失及有效预应力节点应力（考虑时损失）kN/m2弹性损失 kN/m2徐变/收缩损失 kN/m2松弛损失 kN/m2有效钢束数751125992.1642502.2111961.2628-4627.27962751097027.0882885.9568898.612-3841.98732761154300.1222055.6046209.1795-5428.75092761125992.1642528.1259178.578-4627.27962771181956.4481495.459-193.7261-6244.2262771154300.1222071.4502-204.6567-5428.75092781193015.559851.5013-1079.4666-6579.29272781181956.4481536.5653-1064.2132-6244.2262791166593.07996.6699-2023.1665-5787.26132791193015.559904.8955-2006.5087-6579.29272801140752.501-739.6834-3034.5931-5040.98992801166593.079174.1604-3010.8706-5787.26132811115502.125-1687.5783-4135.057-4338.81322811140752.501-658.6278-4091.7623-5040.98992821090794.166-2676.3686-5339.8122-3677.60222821115502.125-1563.2693-5289.3011-4338.81322831066658.735-3846.0015-5558.7931-3056.43072831090794.166-2667.4112-5531.3305-3677.60222841043049.86-5038.9476-5797.1395-2472.44572841066658.735-3834.9561-5792.238-3056.43072851020832.538-6206.3222-6103.5326-1944.22992851043049.86-5023.7059-6113.0423-2472.44572861013265.576-5555.7743-8360.4308-1769.05142861020832.538-5535.2018-8463.3968-1944.229922041098299.9382916.4673909.1667-3875.757322041123994.6952532.0345973.941-4571.99532第92页共92页 续上表3-2节点应力（考虑时损失）kN/m2弹性损失 kN/m2徐变/收缩损失 kN/m2松弛损失 kN/m2有效钢束数2051123994.6952558.1627190.5466-4571.995322051152370.9662084.5463223.1848-5373.064522061152370.9662100.555-190.8199-5373.064522061180105.7521523.3047-179.2652-6188.65522071180105.7521564.7048-1050.5852-6188.65522071196097.194879.6068-1068.5809-6673.573222081196097.194933.7555-1996.8095-6673.573222081169586.299131.4707-2016.1934-5875.514722091169586.299198.309-3001.6556-5875.514722091143693.313-718.1882-3025.8626-5124.50822101143693.313-636.9228-4083.92-5124.50822101118368.725-1668.438-4130.1653-4417.183822111118368.725-1543.9218-5285.4476-4417.183822111093620.715-2660.1213-5339.278-3751.946822121093620.715-2651.1653-5530.7779-3751.946822121069402.656-3832.5971-5565.0081-3125.8222131069402.656-3821.54-5798.707-3125.8222131045744.231-5028.7432-5810.8402-2537.911622141045744.231-5013.4663-6127.4716-2537.911622141022600.264-6201.2697-6117.9865-1985.499522151022600.264-5529.8597-8483.4648-1985.499522151013265.576-5555.7737-8360.4303-1769.05142第92页共92页 4主梁验算4.1强度验算预应力混凝土受弯构件截面强度的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筋钢混凝土受弯构件相同：当预应力筋钢的含筋量配置适当时，受拉区混凝土开裂退出工作，预应力筋钢和非预应力筋钢分别达到各自的抗拉设计强度和；受压区混凝土应力达到抗压设计强度，非预应力筋钢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筋钢时，其应力却达不到抗压设计强度，这就是与普通筋钢混凝土构件的唯一区别。根据《桥规》（JTGD62-2004），可按下式计算：(4-1)式中：—受压区混凝土达到抗压设计强度时受压区预应力筋钢的实际值；—纵向预应力筋钢的抗压强度设计值；—受压区预应力筋钢合力点处混凝土法向应力等于0时预应力筋钢的应力；对于后张法，。4.1.1正截面抗弯承载能力1、计算公式本设计为箱型截面，可按第II类I形截面计算：(4-2)中性轴确定：式中，—桥梁结构的重要性系数，按《公路筋钢混凝土及预应力混凝土桥涵设计规范》第92页共92页 （JTGD62-2004）第5.1.5条的规定采用，本设计为二级，取=1.0；—弯矩组合设计值；—混凝土轴心抗压强度设计值，按《公路筋钢混凝土及预应力混凝土桥涵设计规范》JTGD62-2004表3.1.4采用；、—纵向预应力筋钢的抗拉强度设计值和抗压强度设计值，按《公路筋钢混凝土及预应力混凝土桥涵设计规范》JTGD62-2004表3.2.3-2采用；、—受拉区、受压区纵向预应力筋钢的截面面积；b—矩形截面宽度或T形截面腹板宽度，本设计应为箱形截面腹板总宽度；—截面有效高度，=h-a，此处h为截面全高；a—受拉区、受压区普通筋钢和预应力筋钢的合力点至受拉区边缘的距离；—受压区预应力筋钢合力点至受压区边缘的距离；—受压区预应力筋钢合力点处混凝土法向压应力等于零时预应力筋钢的应力；s¢—T形或I形截面受压翼缘厚度；—T形或I形截面受压翼缘的有效宽度，按《公路筋钢混凝土及预应力混凝土桥涵设计规范》JTGD62-2004第4.2.2的规定采用。表4-1构件正截面抗弯承载能力验算单元最大/最小验算rMu(kN·m)Mn(kN·m)44最大满足10855.016857266.815644最小满足2250.751657266.815644最大满足057581.936444最小满足059295.645845最大满足19334.378256954.081945最小满足2919.478156954.081945最大满足10855.016857266.815645最小满足2250.751657266.815646最大满足22684.350456861.393446最小满足2660.582156861.393446最大满足19334.378257016.624146最小满足2919.478157016.624147最大满足25442.138156728.857947最小满足2006.173856728.8579第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)47最大满足22684.350456861.395747最小满足2660.582156861.395748最大满足30176.262356000.669448最小满足-2327.080688975.9248最大满足25442.138156255.541148最小满足2006.173856255.541149最大满足29830.939856473.710449最小满足-10412.7195119906.058549最大满足30176.262356309.321949最小满足-2327.0806117289.691250最大满足25878.663557590.845150最小满足-23681.4967153201.884350最大满足29830.939856968.909150最小满足-10412.7195148107.439551最大满足17448.928958777.079651最小满足-41224.1343193416.746651最大满足25878.663557999.726551最小满足-23681.4967184855.171252最大满足4581.80551107.719152最小满足-63061.7882222268.961252最大满足17448.928950200.813352最小满足-41224.1343210474.160553最大满足-12693.1348250392.226153最小满足-89228.7314250392.226153最大满足4581.80552955.598153最小满足-63061.7882222155.123854最大满足-34353.5212274747.169554最小满足-119765.3589274747.169554最大满足-12693.1348261658.704454最小满足-89228.7314261658.704455最大满足-60384.5871302399.462955最小满足-154715.8781302399.462955最大满足-34353.5212281771.185155最小满足-119765.3589281771.185156最大满足-90779.8057332718.482956最小满足-194128.2565332718.482956最大满足-60384.5871304274.751556最小满足-154715.8781304274.751557最大满足-125539.2644367699.27657最小满足-238051.9596367699.27657最大满足-90779.8057327605.9594第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)57最小满足-194128.2565327605.959458最大满足-164528.0683404738.49858最小满足-286679.7783404738.49858最大满足-125539.2644361265.101458最小满足-238051.9596361265.101459最大满足-207259.6721456775.241459最小满足-340572.8122456775.241459最大满足-164528.0683408299.035359最小满足-286679.7783408299.035360最大满足-253726.4291502855.6160最小满足-399829.4689502855.6160最大满足-207259.6721454230.255960最小满足-340572.8122454230.255961最大满足-303959.0483552565.140961最小满足-464525.4937552565.140961最大满足-253726.4291504391.810161最小满足-399829.4689504391.810162最大满足-355282.1584615601.811362最小满足-534746.6522615601.811362最大满足-303959.0483555089.701662最小满足-464525.4937555089.701663最大满足-391677.1381648972.403363最小满足-584678.2015648972.403363最大满足-355282.1584607769.372263最小满足-534746.6522607769.372264最大满足-401062.8738648972.403364最小满足-597555.2512648972.403364最大满足-391677.1381648972.403364最小满足-584678.2015648972.403365最大满足-394534.905648972.403365最小满足-595286.3376648972.403365最大满足-394334.6861648972.403365最小满足-595985.4141648972.403366最大满足-395280.9161648972.403366最小满足-594318.5527648972.403366最大满足-394534.905648972.403366最小满足-595286.3376648972.403367最大满足-396487.691648972.403367最小满足-593921.3592648972.403367最大满足-395280.9161648972.403367最小满足-594318.5527648972.4033第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)68最大满足-397263.8635648972.403368最小满足-593939.1214648972.403368最大满足-396487.691648972.403368最小满足-593921.3592648972.403369最大满足-381413.0805648972.403369最小满足-579692.6597648972.403369最大满足-391342.0054648972.403369最小满足-593376.2339648972.403370最大满足-342809.0025607769.372270最小满足-526473.6068607769.372270最大满足-381413.0805648972.403370最小满足-579692.6597648972.403371最大满足-288310.1748555077.455871最小满足-451286.8008555077.455871最大满足-342809.0025607769.372271最小满足-526473.6068607769.372272最大满足-236966.4421504378.581672最小满足-381578.1392504378.581672最大满足-288310.2273552565.140972最小满足-451286.8231552565.140973最大满足-188866.3688454218.848273最小满足-317285.6643454218.848273最大满足-236966.5082502855.6173最小满足-381578.1661502855.6174最大满足-144544.7213408283.333274最小满足-258365.3778408283.333274最大满足-188866.3497456775.241474最小满足-317285.6577456775.241475最大满足-103957.9823358368.60275最小满足-204757.8349358368.60275最大满足-144543.9887401805.985675最小满足-258365.0954401805.985676最大满足-67068.7776310083.006576最小满足-156425.9127310083.006576最大满足-103957.3188352975.674576最小满足-204757.5394352975.674577最大满足-33846.6545280921.363577最小满足-113584.4609280921.363577最大满足-67068.4682303017.074577最小满足-156425.7555303017.074578最大满足-4266.6677251096.0361第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)78最小满足-76848.1862251096.036178最大满足-33846.1161270558.385578最小满足-113583.9395270558.385579最大满足21689.922789401.26779最小满足-45037.0648230520.335179最大满足-4266.1652241695.919279最小满足-76847.6336241695.919280最大满足44035.408790835.702480最小满足-18111.6647188298.749680最大满足21690.301788581.387380最小满足-45036.575210986.752981最大满足64167.006589015.606181最小满足2570.799789015.606181最大满足44035.755391654.338781最小满足-18111.1108168253.538982最大满足82104.5135102559.407482最小满足17020.9231102559.407482最大满足64167.5839104833.423282最小满足2572.0043104833.423283最大满足95215.1498103984.353483最小满足27884.2553103984.353483最大满足82104.8105690.633283最小满足17021.5291105690.633284最大满足103678.221107164.469984最小满足34983.7509107164.469984最大满足95215.4267108303.790484最小满足27884.8406108303.790485最大满足107536.7972113186.377585最小满足38270.8666113186.377585最大满足103678.4595113690.75585最小满足34984.3504113690.75586最大满足107746.2266123982.277386最小满足38571.506123982.277386最大满足107537.0278124052.660986最小满足38271.4583124052.6609173最大满足057930.1237173最小满足059291.5313173最大满足10966.017757619.0574173最小满足2273.018457619.0574174最大满足10966.017757619.0574174最小满足2273.018457619.0574第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)174最大满足19549.11457310.3057174最小满足2958.828157310.3057175最大满足19549.11457372.0701175最小满足2958.828157372.0701175最大满足22948.243257218.7885175最小满足2706.529257218.7885176最大满足22948.243257218.7908176最小满足2706.529257218.7908176最大满足25753.383457088.4176176最小满足2057.422757088.4176177最大满足25753.383456522.6178177最小满足2057.422756522.6178177最大满足30618.864256275.1166177最小满足-2267.702988966.1039178最大满足30618.864256520.4392178最小满足-2267.7029117273.3189178最大满足30390.628856688.7975178最小满足-10358.3873119882.0821179最大满足30390.628857138.3668179最小满足-10358.3873148073.8723179最大满足26544.77357764.8419179最小满足-23648.5681153173.8744180最大满足26544.77358139.0864180最小满足-23648.5681184786.8215180最大满足18208.950158922.4752180最小满足-41226.6124193346.1758181最大满足18208.950150246.8581181最小满足-41226.6124210465.3749181最大满足5425.725451156.9198181最小满足-63111.3269222255.9553182最大满足5425.725452954.0476182最小满足-63111.3269222296.8395182最大满足-11770.8236250383.1511182最小满足-89332.3348250383.1511183最大满足-11770.8236251574.5478183最小满足-89332.3348251574.5478183最大满足-33353.8082274742.1571183最小满足-119925.3591274742.1571184最大满足-33353.8082281752.9532184最小满足-119925.3591281752.9532184最大满足-59305.9416302412.8495第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)184最小满足-154932.266302412.8495185最大满足-59305.9416304297.0026185最小满足-154932.266304297.0026185最大满足-89620.1903332718.4829185最小满足-194401.0471332718.4829186最大满足-89620.1903327625.4597186最小满足-194401.0471327625.4597186最大满足-124296.2017367699.276186最小满足-238381.1471367699.276187最大满足-124296.2017361284.3648187最小满足-238381.1471361284.3648187最大满足-163179.2087404738.498187最小满足-287084.8675404738.498188最大满足-163179.2087408317.9985188最小满足-287084.8675408317.9985188最大满足-205792.7566456775.2414188最小满足-341062.8787456775.2414189最大满足-205792.7566454245.0878189最小满足-341062.8787454245.0878189最大满足-252139.413502855.61189最小满足-400403.1293502855.61190最大满足-252139.413504407.0748190最小满足-400403.1293504407.0748190最大满足-301682.5435552565.1409190最小满足-465180.1664552565.1409191最大满足-301682.5435555101.9624191最小满足-465180.1664555101.9624191最大满足-352737.7504607769.3722191最小满足-535478.5962607769.3722192最大满足-352737.7504615601.8113192最小满足-535478.5962615601.8113192最大满足-389044.3076648972.4033192最小满足-585458.8801648972.4033193最大满足-389044.3076648972.4033193最小满足-585458.8801648972.4033193最大满足-398407.9381648972.4033193最小满足-598347.7328648972.4033194最大满足-397805.054648972.4033194最小满足-596802.2209648972.4033194最大满足-397522.5319648972.4033194最小满足-595947.8738648972.4033第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)195最大满足-397522.5319648972.4033195最小满足-595947.8738648972.4033195最大满足-397303.0596648972.4033195最小满足-594669.0906648972.4033196最大满足-397303.0596648972.4033196最小满足-594669.0906648972.4033196最大满足-397544.3491648972.4033196最小满足-593959.9072648972.4033197最大满足-397544.3491648972.4033197最小满足-593959.9072648972.4033197最大满足-397360.5333648972.4033197最小满足-593821.3978648972.4033198最大满足-396819.7525648972.4033198最小满足-593366.6651648972.4033198最大满足-386912.0054648972.4033198最小满足-579682.5146648972.4033199最大满足-386912.0054648972.4033199最小满足-579682.5146648972.4033199最大满足-348345.2722615601.8113199最小满足-526461.3997615601.8113200最大满足-348345.2722607769.3722200最小满足-526461.3997607769.3722200最大满足-293661.005555092.4976200最小满足-451269.0916555092.4976201最大满足-293661.0578552565.1409201最小满足-451269.1078552565.1409201最大满足-241424.7805504394.1298201最小满足-381552.288504394.1298202最大满足-241424.8478502855.61202最小满足-381552.3045502855.61202最大满足-193014.0861454232.9959202最小满足-317249.0823454232.9959203最大满足-193014.0669456775.2414203最小满足-317249.0757456775.2414203最大满足-148380.5202408301.4914203最小满足-258316.7196408301.4914204最大满足-148379.7748391298.0654204最小满足-258316.4399391298.0654204最大满足-107480.0747348442.4389204最小满足-204695.1489348442.4389205最大满足-107479.3985352987.7294第92页共92页 续上表4-1单元最大/最小验算rMu(kN·m)Mn(kN·m)205最小满足-204694.8617352987.7294205最大满足-70274.9656310162.8645205最小满足-156348.5651310162.8645206最大满足-70274.6495303066.7807206最小满足-156348.4121303066.7807206最大满足-36734.2255280989.1711206最小满足-113369.6101280989.1711207最大满足-36733.6767270608.2401207最小满足-113369.1042270608.2401207最大满足-6832.3472251122.1774207最小满足-76638.4785251122.1774208最大满足-6831.8338241706.4083208最小满足-76637.9389241706.4083208最大满足19450.115489420.5224208最小满足-44834.5384220533.2442209最大满足19450.50588582.0052209最小满足-44834.06210976.0924209最大满足42126.662790836.2705209最小满足-17919.6901188291.9238210最大满足42127.013291654.9119210最小满足-17919.1464168250.0904210最大满足62615.153789016.0623210最小满足2728.019689016.0623211最大满足62615.7334104833.8813211最小满足2729.2181104833.8813211最大满足80909.8285102559.7482211最小满足17144.5199102559.7482212最大满足80910.1174105690.939212最小满足17145.1227105690.939212最大满足94378.8335103984.5427212最小满足27974.1836103984.5427213最大满足94379.1099108303.9457213最小满足27974.766108303.9457213最大满足103195.4616107164.5306213最小满足35045.6573107164.5306214最大满足103195.697113690.7941214最小满足35046.2542113690.7941214最大满足107416.0736113186.3689214最小满足38296.7652113186.3689215最大满足107416.3072124052.6609215最小满足38297.3543124052.6609第92页共92页 4.1.2斜截面抗剪验算1、计算公式矩形、T形和I形截面的受弯构件，当配置箍筋和弯起筋钢时，其斜截面抗剪强度计算应符合下列规定：（4-3）式中：—斜截面受压端由作用（或荷载）效应所产生的最大剪力组合设计值（kN），对变高度（承托）的连续梁和悬臂梁，当该截面处于变高度梁段时，则应考虑作用于截面弯矩引起的附加剪应力的影响；—斜截面内混凝土和箍筋共同的抗剪承载力设计值（kN）；—与斜截面相交的普通弯起筋钢抗剪承载力设计值（kN）。4.2应力验算4.2.1预应力筋拉应力验算1、计算公式使用阶段预应力混凝土受弯构件预应力筋钢的拉应力，应符合下列规定：（4-4）（4-5）式中：—全预应力混凝土和A类预应力混凝土受弯构件，受拉区预应力筋钢扣除全部预应力损失后的有效预应力；—预应力筋钢由于结构自重、汽车荷载、人群荷载、温差产生的应力；—按作用（或荷载）标准值组合计算的弯矩值；—构件换算截面重心轴至受压区或受拉区计算纤维处的距离。1、结果表格预应力筋拉应力验算结果如下：第92页共92页 表4-2预应力筋拉应力验算钢束验算施工阶段拉应力(kN/m2)使用阶段拉应力(kN/m2)施工阶段允许值(kN/m2)使用阶段允许值(kN/m2)底板钢束满足1098299.9381192519.97413950001209000底板钢束2满足1098283.6881192695.0751950001209000底板钢束3满足1098271.6761192704.77613950001209000底板钢束4满足1098240.2031192391.58113950001209000底板钢束5满足1098255.4221191464.78913950001209000底板钢束6满足1098229.5931192101.37413950001209000底板钢束7满足1098225.1951192079.03513950001209000底板钢束8满足1098200.8631191225.80213950001209000顶板钢束1满足1271877.8311150051.10613950001209000顶板钢束1-复制满足1271877.8311156840.3913950001209000顶板钢束10满足1185389.7851207286.47713950001209000顶板钢束10-复制满足1185389.7851208346.9613950001209000顶板钢束11满足1153015.231183515.53213950001209000顶板钢束11-复制满足1153015.231184408.3813950001209000顶板钢束12满足1153015.231185311.12513950001209000顶板钢束12-复制满足1153015.231185890.72513950001209000顶板钢束13满足1153015.231187422.79113950001209000顶板钢束13-复制满足1153015.231187583.19813950001209000顶板钢束14满足1153015.231191947.65413950001209000顶板钢束14-复制满足1153015.231191994.81213950001209000顶板钢束15满足1153015.231198958.2713950001209000顶板钢束15-复制满足1153015.231199003.77113950001209000顶板钢束2满足1222495.6881169489.94913950001209000顶板钢束2-复制满足1222495.6881175767.91713950001209000顶板钢束3满足1190016.6841182393.77113950001209000顶板钢束3-复制满足1190016.6841187912.55713950001209000顶板钢束4满足1190017.4331183158.07413950001209000顶板钢束4-复制满足1190017.4331188713.14213950001209000顶板钢束5满足1190017.4331183831.51213950001209000顶板钢束5-复制满足1190017.4331189560.48313950001209000顶板钢束6满足1190017.4331189572.82813950001209000顶板钢束6-复制满足1190017.4331195555.86213950001209000顶板钢束7满足1190017.4331194020.9213950001209000顶板钢束7-复制满足1190017.4331200202.99513950001209000顶板钢束8满足1190017.4331198573.45713950001209000顶板钢束8-复制满足1190017.4331204936.00913950001209000顶板钢束9满足1190017.4331203549.63513950001209000顶板钢束9-复制满足1190017.4331205992.10713950001209000腹板钢束1满足851161.1069949295.735313950001209000腹板钢束1-复制满足851161.1069953257.925413950001209000第92页共92页 续上表4-2钢束验算施工阶段拉应力(kN/m2)使用阶段拉应力(kN/m2)施工阶段允许值(kN/m2)使用阶段允许值(kN/m2)腹板钢束10满足1014567.7791110563.28313950001209000腹板钢束10-复制满足1014567.7791111575.29313950001209000腹板钢束2满足873012.4479971362.399513950001209000腹板钢束2-复制满足873012.4479975771.08813950001209000腹板钢束3满足788689.9536947276.586813950001209000腹板钢束3-复制满足788689.9536951956.53113950001209000腹板钢束4满足956051.7751029252.93313950001209000腹板钢束4-复制满足956051.7751034106.73513950001209000腹板钢束5满足973109.0711047044.99713950001209000腹板钢束5-复制满足973109.0711052238.52813950001209000腹板钢束6满足923757.97391053930.92413950001209000腹板钢束6-复制满足923757.97391059236.90613950001209000腹板钢束7满足965982.63881078057.72913950001209000腹板钢束7-复制满足965982.63881083802.28713950001209000腹板钢束8满足949425.40851073854.99713950001209000腹板钢束8-复制满足949425.40851079761.83813950001209000腹板钢束9满足1019001.5521107476.36213950001209000腹板钢束9-复制满足09887.128213950001209000右边底板束4满足03679.146813950001209000右边顶板束3满足04045.707513950001209000右边顶板束5满足03248.901613950001209000右边顶钢束1满足1106825.371177774.45913950001209000右边顶钢束2满足1106825.371176411.43413950001209000右边跨底板束2满足1102405.1411190186.50113950001209000右边跨底板束3满足1102405.1411186919.70313950001209000右边跨底钢束1满足1102405.1411194587.74313950001209000右边跨底钢束4满足1103327.4291170629.74413950001209000右边跨底钢束5满足1095486.9791163461.14413950001209000右边跨顶钢束3满足1106825.371176243.02413950001209000右边跨顶钢束4满足1151806.3031198460.3113950001209000右边跨顶钢束5满足1146087.4251193263.41513950001209000左边跨底钢束1满足1103047.2651192120.60113950001209000左边跨底钢束2满足1103047.2651189915.34313950001209000左边跨底钢束3满足1103047.2651183775.27713950001209000左边跨底钢束4满足1102980.6721172089.14213950001209000左边跨顶板钢束1满足1106825.371177841.57713950001209000左边跨顶板钢束2满足1106825.371176527.28113950001209000左边跨顶板钢束3满足1106825.371176360.84713950001209000左边跨顶板钢束4满足1105192.471153472.49313950001209000注：施工阶段拉应力允许值为：0.75=1395MPa，使用阶段拉应力允许值为：0.65=1209MPa。4.2.2施工阶段法向压应力验算第92页共92页 1、计算公式预应力混凝土受弯构件，在预应力和构件自重等施工荷载作用下，截面边缘混凝土的法向应力应符合下列规定。（1）压应力(4-6）（2）拉应力当时，预拉区应配置其配筋率不小于0.2%的纵向筋钢。当时，预拉区应配置其配筋率不小于0.4%的纵向筋钢。当时，预拉区应配置的纵向筋钢配筋率按以上两直线内插取用。拉应力不应超过。式中：、—按短暂状况计算时截面预压区、预拉区边缘混凝土的压应力、拉应力；、—与制作、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、轴心抗拉强度标准值，可按《桥规》表3.1.3采用直线内插法。2、结果表格施工阶段法向压应力验算结果如下：表4-3施工阶段法向压应力单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）44最大边跨合拢满足5382.9219880.0044最小满堂支架满足-25.65-1534.4044最大边跨合拢满足5443.4419880.0044最小二期恒载满足2251.34-1534.4045最大边跨合拢满足5376.4719880.0045最小边跨合拢满足2526.73-1534.4045最大边跨合拢满足5382.9219880.0045最小满堂支架满足-25.65-1534.4046最大边跨合拢满足5434.2819880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）46最小边跨合拢满足2533.76-1534.4046最大边跨合拢满足5376.4719880.0046最小边跨合拢满足2526.73-1534.4047最大边跨合拢满足5537.5219880.0047最小边跨合拢满足2512.21-1534.4047最大边跨合拢满足5434.3019880.0047最小边跨合拢满足2533.77-1534.4048最大边跨合拢满足5949.2519880.0048最小现浇15满足-43.28-1534.4048最大边跨合拢满足5216.0419880.0048最小配重满足-322.89-1534.4049最大边跨合拢满足6633.0819880.0049最小现浇14满足-48.33-1534.4049最大二期恒载满足6243.9919880.0049最小现浇15满足-366.15-1534.4050最大边跨合拢满足7440.7519880.0050最小现浇13满足-55.18-1534.4050最大二期恒载满足7614.6419880.0050最小现浇14满足-369.03-1534.4051最大边跨合拢满足8435.8619880.0051最小现浇12满足-63.55-1534.4051最大二期恒载满足8711.4019880.0051最小现浇13满足-372.48-1534.4052最大边跨合拢满足8443.4319880.0052最小现浇11满足-72.79-1534.4052最大二期恒载满足9154.4519880.0052最小现浇12满足-376.38-1534.4053最大边跨合拢满足9100.3619880.0053最小现浇10满足516.91-1534.4053最大二期恒载满足8688.2319880.0053最小现浇11满足797.63-1534.4054最大边跨合拢满足9250.2819880.0054最小现浇块9满足140.99-1534.4054最大二期恒载满足8454.5219880.0054最小挂篮10满足-68.14-1534.4055最大边跨合拢满足9960.1419880.0055最小现浇块8满足548.66-1534.4055最大边跨合拢满足9025.2419880.0055最小挂篮9满足739.81-1534.4056最大配重满足10748.1619880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）56最小现浇块7满足532.60-1534.4056最大配重满足10023.6319880.0056最小挂篮8满足799.49-1534.4057最大配重满足12113.8819880.0057最小现浇块6满足544.33-1534.4057最大配重满足11496.7219880.0057最小挂篮7满足731.97-1534.4058最大配重满足13317.6419880.0058最小现浇块5满足519.97-1534.4058最大配重满足12897.5419880.0058最小挂篮6满足784.16-1534.4059最大配重满足14310.0419880.0059最小现浇块4满足512.12-1534.4059最大配重满足14051.9319880.0059最小挂篮5满足742.16-1534.4060最大配重满足15085.4319880.0060最小现浇块3满足426.75-1534.4060最大配重满足14760.3419880.0060最小挂篮4满足443.64-1534.4061最大配重满足15770.9119880.0061最小现浇块2满足484.65-1534.4061最大配重满足15697.8519880.0061最小挂篮3满足626.67-1534.4062最大配重满足16293.1119880.0062最小现浇块1满足431.77-1534.4062最大配重满足16291.4319880.0062最小挂篮2满足531.10-1534.4063最大配重满足16319.3019880.0063最小挂篮1定位满足-24.95-1534.4063最大配重满足16301.4619880.0063最小挂篮1定位满足-37.09-1534.4064最大配重满足16595.5419880.0064最小挂篮1定位满足-51.11-1534.4064最大配重满足16252.8919880.0064最小挂篮1定位满足-30.20-1534.4065最大配重满足16580.5119880.0065最小挂篮1定位满足-44.23-1534.4065最大配重满足16581.9019880.0065最小挂篮1定位满足-50.95-1534.4066最大配重满足16589.0719880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）66最小挂篮1定位满足-38.86-1534.4066最大配重满足16580.5119880.0066最小挂篮1定位满足-44.23-1534.4067最大配重满足16608.0119880.0067最小挂篮1定位满足-44.23-1534.4067最大配重满足16589.0719880.0067最小挂篮1定位满足-38.86-1534.4068最大配重满足16623.1519880.0068最小挂篮1定位满足-50.95-1534.4068最大配重满足16608.0119880.0068最小挂篮1定位满足-44.23-1534.4069最大配重满足16295.6319880.0069最小挂篮1定位满足-30.20-1534.4069最大配重满足16638.6119880.0069最小挂篮1定位满足-51.11-1534.4070最大配重满足16344.9019880.0070最小挂篮1定位满足-37.09-1534.4070最大配重满足16362.1319880.0070最小挂篮1定位满足-24.95-1534.4071最大配重满足16334.8319880.0071最小挂篮2满足530.62-1534.4071最大配重满足16336.5819880.0071最小现浇块1满足432.16-1534.4072最大配重满足15742.0719880.0072最小挂篮3满足626.11-1534.4072最大配重满足15814.7219880.0072最小现浇块2满足484.47-1534.4073最大配重满足14805.6519880.0073最小挂篮4满足443.64-1534.4073最大配重满足15130.2219880.0073最小现浇块3满足426.75-1534.4074最大配重满足14097.4419880.0074最小挂篮5满足742.17-1534.4074最大配重满足14355.9819880.0074最小现浇块4满足512.13-1534.4075最大配重满足12986.7019880.0075最小挂篮6满足786.90-1534.4075最大配重满足13407.6419880.0075最小现浇块5满足521.73-1534.4076最大配重满足11620.8619880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）76最小挂篮7满足737.24-1534.4076最大配重满足12241.4219880.0076最小现浇块6满足548.08-1534.4077最大配重满足10153.4919880.0077最小挂篮8满足806.79-1534.4077最大配重满足10886.1419880.0077最小现浇块7满足537.29-1534.4078最大中跨合拢满足9569.5419880.0078最小挂篮9满足746.73-1534.4078最大中跨合拢满足10604.5619880.0078最小现浇块8满足553.74-1534.4079最大中跨合拢满足8899.7219880.0079最小挂篮10满足-68.47-1534.4079最大中跨合拢满足10195.4019880.0079最小现浇块9满足142.41-1534.4080最大挂篮16拆除满足9463.4619880.0080最小现浇11满足806.07-1534.4080最大中跨合拢满足10292.1119880.0080最小现浇10满足522.19-1534.4081最大挂篮16拆除满足8693.8219880.0081最小现浇12满足-378.70-1534.4081最大挂篮16拆除满足9975.9719880.0081最小现浇11满足-72.65-1534.4082最大挂篮16拆除满足9199.1619880.0082最小现浇13满足-375.64-1534.4082最大挂篮16拆除满足10356.4819880.0082最小现浇12满足-63.30-1534.4083最大挂篮16拆除满足8393.6219880.0083最小现浇14满足-372.41-1534.4083最大挂篮16拆除满足9402.4919880.0083最小现浇13满足-54.98-1534.4084最大挂篮16拆除满足7807.2619880.0084最小现浇15满足-369.66-1534.4084最大挂篮16拆除满足8597.7419880.0084最小现浇14满足-48.15-1534.4085最大挂篮16拆除满足7504.9919880.0085最小配重满足-326.59-1534.4085最大挂篮16拆除满足8011.9019880.0085最小现浇15满足-43.12-1534.4086最大挂篮16拆除满足7595.4919880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）86最小挂篮16拆除满足363.05-1534.4086最大挂篮16拆除满足7697.1219880.0086最小挂篮16拆除满足333.75-1534.40173最大边跨合拢满足5489.6619880.00173最小二期恒载满足2177.48-1534.40173最大边跨合拢满足5426.8019880.00173最小满堂支架满足-25.75-1534.40174最大边跨合拢满足5426.8019880.00174最小满堂支架满足-25.75-1534.40174最大边跨合拢满足5418.8719880.00174最小边跨合拢满足2447.87-1534.40175最大边跨合拢满足5418.8719880.00175最小边跨合拢满足2447.87-1534.40175最大边跨合拢满足5473.6619880.00175最小边跨合拢满足2455.37-1534.40176最大边跨合拢满足5473.6819880.00176最小边跨合拢满足2455.38-1534.40176最大边跨合拢满足5568.8319880.00176最小边跨合拢满足2435.19-1534.40177最大边跨合拢满足5246.7119880.00177最小配重满足-323.51-1534.40177最大边跨合拢满足5968.6219880.00177最小现浇15满足-43.22-1534.40178最大二期恒载满足6153.9519880.00178最小现浇15满足-366.69-1534.40178最大边跨合拢满足6667.6419880.00178最小现浇14满足-48.24-1534.40179最大二期恒载满足7514.6719880.00179最小现浇14满足-369.51-1534.40179最大边跨合拢满足7469.3619880.00179最小现浇13满足-55.06-1534.40180最大二期恒载满足8605.8219880.00180最小现浇13满足-372.85-1534.40180最大边跨合拢满足8468.6319880.00180最小现浇12满足-63.37-1534.40181最大二期恒载满足9090.9119880.00181最小现浇12满足-376.35-1534.40181最大边跨合拢满足8447.1419880.00181最小现浇11满足-72.64-1534.40182最大二期恒载满足8661.7619880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）182最小现浇11满足797.81-1534.40182最大边跨合拢满足9106.8019880.00182最小现浇10满足517.02-1534.40183最大边跨合拢满足9073.4219880.00183最小现浇块9满足921.27-1534.40183最大边跨合拢满足9665.7219880.00183最小现浇块9满足582.40-1534.40184最大边跨合拢满足9438.3619880.00184最小挂篮9满足739.81-1534.40184最大边跨合拢满足10179.5919880.00184最小现浇块8满足548.66-1534.40185最大配重满足10253.7419880.00185最小挂篮8满足799.49-1534.40185最大配重满足10949.5119880.00185最小现浇块7满足532.60-1534.40186最大配重满足11696.2119880.00186最小挂篮7满足731.97-1534.40186最大配重满足12284.5819880.00186最小现浇块6满足544.33-1534.40187最大配重满足13067.1019880.00187最小挂篮6满足784.16-1534.40187最大配重满足13460.7019880.00187最小现浇块5满足519.97-1534.40188最大配重满足14193.6319880.00188最小挂篮5满足742.17-1534.40188最大配重满足14427.9919880.00188最小现浇块4满足512.13-1534.40189最大配重满足14876.7719880.00189最小挂篮4满足443.64-1534.40189最大配重满足15179.0819880.00189最小现浇块3满足426.75-1534.40190最大配重满足15789.8219880.00190最小挂篮3满足626.11-1534.40190最大配重满足15842.7019880.00190最小现浇块2满足484.47-1534.40191最大配重满足16362.0019880.00191最小挂篮2满足530.62-1534.40191最大配重满足16345.9819880.00191最小现浇块1满足432.16-1534.40192最大配重满足16354.4019880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）192最小挂篮1定位满足-37.09-1534.40192最大配重满足16361.1019880.00192最小挂篮1定位满足-24.95-1534.40193最大配重满足16294.6419880.00193最小挂篮1定位满足-30.20-1534.40193最大配重满足16637.4919880.00193最小挂篮1定位满足-51.11-1534.40194最大配重满足16622.0419880.00194最小挂篮1定位满足-50.93-1534.40194最大配重满足16615.9919880.00194最小挂篮1定位满足-44.21-1534.40195最大配重满足16615.9919880.00195最小挂篮1定位满足-44.21-1534.40195最大配重满足16615.2419880.00195最小挂篮1定位满足-38.83-1534.40196最大配重满足16615.2419880.00196最小挂篮1定位满足-38.83-1534.40196最大配重满足16625.0219880.00196最小挂篮1定位满足-44.21-1534.40197最大配重满足16625.0219880.00197最小挂篮1定位满足-44.21-1534.40197最大配重满足16635.5919880.00197最小挂篮1定位满足-50.93-1534.40198最大配重满足16651.6819880.00198最小挂篮1定位满足-51.11-1534.40198最大配重满足16308.6119880.00198最小挂篮1定位满足-30.20-1534.40199最大配重满足16375.0919880.00199最小挂篮1定位满足-24.95-1534.40199最大配重满足16369.0919880.00199最小挂篮1定位满足-37.09-1534.40200最大配重满足16360.6319880.00200最小现浇块1满足431.77-1534.40200最大配重满足16378.4619880.00200最小挂篮2满足531.10-1534.40201最大配重满足15858.8619880.00201最小现浇块2满足484.65-1534.40201最大配重满足15807.1019880.00201最小挂篮3满足626.67-1534.40202最大配重满足15195.9019880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）202最小现浇块3满足426.75-1534.40202最大配重满足14894.3419880.00202最小挂篮4满足443.64-1534.40203最大配重满足14445.5819880.00203最小现浇块4满足512.12-1534.40203最大配重满足14211.9419880.00203最小挂篮5满足742.16-1534.40204最大配重满足13524.2019880.00204最小现浇块5满足521.73-1534.40204最大配重满足13130.5719880.00204最小挂篮6满足786.90-1534.40205最大配重满足12387.8019880.00205最小现浇块6满足548.08-1534.40205最大配重满足11796.8519880.00205最小挂篮7满足737.23-1534.40206最大配重满足11064.4019880.00206最小现浇块7满足537.29-1534.40206最大配重满足10363.3319880.00206最小挂篮8满足806.79-1534.40207最大中跨合拢满足10795.4019880.00207最小现浇块8满足553.74-1534.40207最大中跨合拢满足9956.9919880.00207最小挂篮9满足746.73-1534.40208最大中跨合拢满足10588.5119880.00208最小现浇块9满足587.97-1534.40208最大中跨合拢满足9844.4519880.00208最小现浇块9满足915.93-1534.40209最大中跨合拢满足10280.5519880.00209最小现浇10满足522.19-1534.40209最大挂篮16拆除满足9448.1319880.00209最小现浇11满足806.07-1534.40210最大挂篮16拆除满足9962.2119880.00210最小现浇11满足-72.65-1534.40210最大挂篮16拆除满足8684.5719880.00210最小现浇12满足-378.70-1534.40211最大挂篮16拆除满足10348.8719880.00211最小现浇12满足-63.30-1534.40211最大挂篮16拆除满足9196.5519880.00211最小现浇13满足-375.64-1534.40212最大挂篮16拆除满足9399.8819880.00第92页共92页 续上表4-3单元性质施工阶段验算Sig_MAX（kN/m2）Sig_ALW（kN/m2）212最小现浇13满足-54.98-1534.40212最大挂篮16拆除满足8400.5819880.00212最小现浇14满足-372.41-1534.40213最大挂篮16拆除满足8604.6919880.00213最小现浇14满足-48.15-1534.40213最大挂篮16拆除满足7824.1119880.00213最小现浇15满足-369.66-1534.40214最大挂篮16拆除满足8028.7419880.00214最小现浇15满足-43.12-1534.40214最大挂篮16拆除满足7522.4719880.00214最小配重满足-326.59-1534.40215最大挂篮16拆除满足7714.5519880.00215最小挂篮16拆除满足331.36-1534.40215最大挂篮16拆除满足7595.4919880.00215最小挂篮16拆除满足363.05-1534.40注：Sig_MAX：上述各点应力中最值；Sig_ALW：上述各点应力的允许值。4.2.3使用阶段正截面压应力验算1、计算公式使用阶段预应力混凝土受弯构件正截面混凝土的压应力应符合下列规定(4-7)（4-8）式中：—由作用（或荷载）标准值产生的混凝土法向压应力，参见《公路筋钢混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)式（7.1.31）；—由预应力产生的法向拉应力，参见《公路筋钢混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)式（6.1.5-4）。1、结果表格使用阶段正截面压应力验算结果如下：第92页共92页 表4-4使用阶段正截面压应力单元验算Sig_T（kN/m2）Sig_B（kN/m2）Sig_TL（kN/m2）Sig_BL（kN/m2）Sig_TR（kN/m2）Sig_BR（kN/m2）Sig_MAX（kN/m2）Sig_ALW（kN/m2）1满足4329.96369.14425.66375.74402.46362.66375.7162002满足4449.76300.04517.86300.04517.86300.06300.0162003满足4545.06267.24599.66267.24599.66267.26267.2162004满足4606.96183.94639.16183.94639.16183.96183.9162005满足4633.06251.24658.76251.24658.76251.26251.2162006满足9568.02701.59380.42701.89379.32701.29568.0162007满足11927.21383.811630.61384.111629.41383.411927.2162008满足12589.4721.312271.4721.612270.2720.912589.4162009满足12153.41887.911920.01888.211918.91887.512153.41620010满足12243.41676.112010.51676.412009.31675.812243.41620011满足12129.31730.311907.61730.611906.51730.012129.31620012满足12820.21860.312579.71860.612578.61860.012820.21620013满足13196.31952.912946.41953.212945.31952.613196.31620014满足13401.71242.613124.61242.913123.61242.413401.71620015满足13423.12374.713181.22374.913180.32374.413423.11620016满足13445.83264.813234.53264.813234.43264.813445.81620017满足11469.03686.211326.63686.211326.63686.211469.01620018满足11016.54202.110899.84202.110899.84202.111016.51620019满足13015.63408.412826.63408.412826.63408.413015.61620020满足12836.42617.512621.42617.512621.42617.512836.41620021满足12444.74518.512280.74518.612280.44518.512444.71620022满足12701.34851.512535.44851.612534.94851.312701.31620023满足12459.35220.812310.95221.112310.25220.612459.31620024满足12366.65116.512218.95116.812217.85116.212366.61620025满足12158.54773.112009.64773.612008.24772.712158.51620026满足6446.711950.76591.411950.76591.411950.711950.71620027满足11337.72846.911172.92847.411171.02846.311337.71620028满足10724.41652.010551.61652.610549.61651.410724.41620029满足3565.710085.23756.810085.23756.810085.210085.21620030满足577.210097.2880.210097.2880.210097.210097.21620031满足593.310022.6889.310022.6889.310022.610022.61620032满足10147.6-22.19956.2-21.59954.0-22.710147.61620033满足11626.2285.411385.0286.011382.9284.811626.21620034满足12682.81109.912426.41110.512424.21109.312682.81620035满足12638.13153.712454.13154.312451.93153.112638.11620036满足13186.33635.212991.13635.912988.93634.613186.31620037满足13537.54048.813334.34049.413332.14048.213537.51620038满足13663.44361.913459.64362.413457.84361.413663.41620039满足13665.44169.013452.04169.413450.64168.513665.41620040满足13459.13928.013245.13928.413243.93927.713459.116200第92页共92页 续上表4-4单元验算Sig_T（kN/m2）Sig_B（kN/m2）Sig_TL（kN/m2）Sig_BL（kN/m2）Sig_TR（kN/m2）Sig_BR（kN/m2）Sig_MAX（kN/m2）Sig_ALW（kN/m2）41满足13756.52110.413486.22110.713485.22110.113756.51620042满足13501.83354.313282.53354.313282.43354.313501.81620043满足11323.63991.111184.83991.111184.83991.111323.61620044满足10784.04615.110675.84615.110675.84615.110784.01620045满足12798.33811.212617.43811.212617.43811.212798.31620046满足12614.23048.312408.53048.312408.43048.312614.21620047满足12840.41818.612584.71818.712584.41818.512840.41620048满足12417.06075.612294.26075.712293.66075.412417.01620049满足12266.86087.112152.26087.412151.26086.812266.81620050满足12248.75736.512128.95736.912127.65736.112248.71620051满足7267.412329.97338.712329.97338.712329.912329.91620052满足6496.212538.46605.412538.46605.412538.412538.41620053满足5663.012509.15807.612509.15807.612509.112509.11620054满足4426.213239.74656.313239.74656.313239.713239.71620055满足3057.313012.93337.513012.93337.513012.913012.91620056满足169.912802.7563.612802.7563.612802.712802.71620057满足4450.66282.64517.96282.64517.96282.66282.61620058满足4543.76253.24597.76253.24597.76253.26253.21620059满足4662.76290.84696.96290.84696.96290.86290.81620060满足4623.86253.04649.86253.04649.86253.06253.01620061满足6466.53320.76432.83321.06431.83320.46466.51620062满足10235.01832.810026.41833.110025.31832.510235.01620063满足12209.5910.811914.6911.111913.5910.512209.51620064满足12611.3681.412313.2681.612312.3681.112611.31620065满足12504.61662.412261.01662.612260.11662.112504.61620066满足12370.51727.812139.61728.012138.81727.612370.51620067满足11896.02118.311695.72118.411695.02118.111896.01620068满足12287.72496.312084.42496.412083.82496.112287.71620069满足12700.62634.512486.42634.712485.92634.412700.61620070满足12680.32060.512450.42060.612450.12060.412680.31620071满足12696.52969.612497.32969.712497.22969.612696.51620072满足13027.03548.512841.93548.512841.93548.513027.01620073满足11091.54268.510974.64268.510974.64268.511091.51620074满足11611.93667.311464.73667.311464.73667.311611.91620075满足13765.53049.013537.23049.113537.23049.013765.51620076满足13929.71913.713649.91913.913649.11913.413929.71620077满足13568.03819.813344.93820.013343.93819.513568.01620078满足13699.24166.713477.14167.013475.94166.313699.21620079满足13610.84487.913399.64488.313398.14487.513610.81620080满足13387.74325.913178.94326.413177.14325.413387.716200第92页共92页 续上表4-4单元验算Sig_T（kN/m2）Sig_B（kN/m2）Sig_TL（kN/m2）Sig_BL（kN/m2）Sig_TR（kN/m2）Sig_BR（kN/m2）Sig_MAX（kN/m2）Sig_ALW（kN/m2）81满足12966.64029.612768.74030.212766.54029.012966.61620082满足12458.23490.212275.23490.912273.03489.612458.21620083满足12498.11458.612246.91459.212244.71457.912498.11620084满足11427.2649.311196.0649.911193.8648.711427.21620085满足9998.7246.39821.3246.99819.2245.69998.71620086满足485.810178.2792.610178.2792.610178.210178.21620087满足431.010302.8741.910302.8741.910302.810302.81620088满足3290.010502.33480.810502.33480.810502.310502.31620089满足4612.510901.14756.310901.14756.310901.110901.11620090满足11563.82787.311407.02787.911405.12786.811563.81620091满足6325.512476.16441.712476.16441.712476.112476.11620092满足12363.44720.012226.14720.512224.24719.512363.41620093满足12469.55188.412334.45188.812332.95188.012469.51620094满足12480.35393.212344.35393.512343.35393.012480.31620095满足12649.45105.212495.35105.412494.75105.012649.41620096满足12333.34831.912180.24832.012179.84831.812333.31620097满足12634.93028.912430.03028.912429.93028.812634.91620098满足12791.23825.812611.43825.812611.33825.812791.21620099满足10763.24643.110656.24643.110656.24643.110763.216200100满足11290.74033.611153.34033.611153.34033.611290.716200101满足13434.53437.413217.33437.413217.23437.413434.516200102满足13661.02233.813394.02234.113393.12233.613661.016200103满足13917.6732.013588.2732.313587.1731.713917.616200104满足13308.35393.213138.05393.613136.55392.813308.316200105满足13317.35310.013146.75310.513144.95309.513317.316200106满足13154.85002.912985.65003.512983.45002.213154.816200107满足12837.14453.712675.04454.412672.84453.112837.116200108满足12319.73884.412170.73885.012168.53883.812319.716200109满足12207.02753.612030.12754.312027.92753.012207.016200110满足4917.912621.55106.612621.55106.612621.512621.516200111满足3319.912580.83575.512580.83575.512580.812580.816200112满足213.012713.1602.412713.1602.412713.112713.116200113满足12102.51753.511883.21753.811882.11753.112102.516200114满足13246.31433.912980.31434.212979.21433.613246.316200115满足13241.93927.113033.43927.213033.03926.913241.916200116满足12987.44516.512798.74516.912797.44516.112987.416200117满足13205.94455.413025.04456.013022.94454.913205.916200118满足13217.04165.913018.14166.213017.04165.613217.016200119满足13687.01001.613375.61001.713375.11001.413687.016200120满足12876.15213.112720.55213.512718.95212.612876.116200第92页共92页 续上表4-4单元验算Sig_T（kN/m2）Sig_B（kN/m2）Sig_TL（kN/m2）Sig_BL（kN/m2）Sig_TR（kN/m2）Sig_BR（kN/m2）Sig_MAX（kN/m2）Sig_ALW（kN/m2）121满足12862.75259.212709.45259.812707.45258.712862.716200122满足13676.91037.413367.21037.713366.11037.113676.916200123满足13170.74202.912974.04203.112973.44202.813170.716200124满足13138.84525.712962.54526.212960.94525.213138.816200125满足13100.44666.312913.24666.812911.54665.913100.416200126满足13344.94033.413136.84033.713135.94033.113344.916200127满足13344.11497.913076.91498.013076.31497.713344.116200128满足12243.81805.512021.21805.712020.51805.312243.816200注：Sig_T：截面上端应力；Sig_B：截面下端应力；Sig_TL：截面左上端应力；Sig_BL：截面左下端应力；Sig_TR：截面右上端应力；Sig_BR：截面右下端应力；Sig_MAX：上述各点应力中最值；Sig_ALW：上述各点应力的允许值。4.2.4斜截面主压应力验算1、验算位置在Midascivil的Psc设计斜截面抗裂中，计算了所有截面如下图所示的10个位置的主拉应力，并将其与限制进行比较，得到验算结果。图4.1Midas中计算主拉应力的截面位置图示位置1—截面顶缘最左端位置2—截面顶缘最右端位置3—截面底缘最右端位置4—截面底缘最左端位置5—上梗肋高度处最左端位置6—上梗肋高度处最右端位置7—截面形心高度处最左端位置8—截面形心高度处最右端位置9—下梗肋高度处最左端位置10-下梗肋高度处最右端由于各点以z轴对称，故以下表格中只列出1、4、5、7、9位置处的验算结果。2、计算公式预应力混凝土受弯构件由作用（或荷载）短期效应组合和预加应力产生的混凝土主压应力，应按下列公式计算：（4-9）第92页共92页 (4-10）（4-11）（4-12）式中：—在计算主应力点，由预加力和按作用（或荷载）短期效应组合计算的弯矩产生的混凝土法向应力；—由竖向预应力筋钢的预加力产生的混凝土竖向压应力；—在计算主应力点，由预应力弯起筋钢的预加力和按作用（或荷载）短期效应组合计算的剪力产生的混凝土剪应力；—在计算主应力点，由扣除全部预应力损失后的纵向预加力产生的混凝土法向预压应力；—换算截面重心轴至计算主应力点的距离；—在同一截面上竖向预应力筋钢的肢数；、—竖向预应力筋钢、纵向预应力弯起筋钢扣除全部预应力损失后的有效预应力；—单肢竖向预应力筋钢的截面面积；—竖向预应力筋钢的间距；—计算主应力点处构件腹板的间距；—计算截面上同一弯起平面内预应力弯起筋钢的截面面积；、—计算主应力点以上（或以下）部分换算截面面积对换算截面重心轴、净截面对净截面重心轴的面积距；—计算截面上预应力弯起筋钢的切线与构件纵轴线的夹角。3、结果表格斜截面主压应力验算结果如下：第92页共92页 表4-5斜截面主压应力单元验算Sig_MAX（kN/m2）Sig_AP（kN/m2）1满足6671194402满足6300194403满足6267.2194404满足6183.9194405满足6251.2194406满足9380.4194407满足11630.6194408满足12271.4194409满足119201944010满足12010.51944011满足11907.61944012满足12579.71944013满足12946.41944014满足13124.61944015满足13181.21944016满足13234.51944017满足11326.61944018满足10899.81944019满足12826.61944020满足12621.41944021满足12280.71944022满足12535.41944023满足12310.91944024满足12218.91944025满足12009.61944026满足11950.71944027满足11172.91944028满足10551.61944029满足10085.21944030满足10097.21944031满足10022.61944032满足9956.21944033满足113851944034满足12426.41944035满足12454.11944036满足12991.11944037满足13334.31944038满足13459.61944039满足13452.11944040满足13245.11944041满足13486.219440第92页共92页 续上表4-5单元验算Sig_MAX（kN/m2）Sig_AP（kN/m2）42满足13282.51944043满足11184.81944044满足10675.81944045满足12617.41944046满足12408.51944047满足12584.71944048满足12294.21944049满足12152.21944050满足12156.51944051满足12329.91944052满足12538.41944053满足12509.11944054满足13239.71944055满足13012.91944056满足12802.71944057满足6282.61944058满足6253.21944059满足6290.81944060满足62531944061满足6432.81944062满足10026.41944063满足11914.61944064满足12313.21944065满足122611944066满足12139.61944067满足11695.71944068满足12084.41944069满足12486.41944070满足12450.41944071满足12497.31944072满足12841.91944073满足10974.61944074满足11464.71944075满足13537.21944076满足13649.91944077满足13344.91944078满足13477.11944079满足13399.61944080满足13178.91944081满足12768.71944082满足12275.219440第92页共92页 续上表4-5单元验算Sig_MAX（kN/m2）Sig_AP（kN/m2）83满足12246.91944084满足111961944085满足9871.41944086满足10178.21944087满足10302.81944088满足10502.31944089满足10901.11944090满足115631944091满足12476.11944092满足123251944093满足12334.41944094满足12344.31944095满足12495.31944096满足12180.21944097满足124301944098满足12611.41944099满足10656.219440100满足11153.319440101满足13217.319440102满足1339419440103满足13588.219440104满足1313819440105满足13146.719440106满足12985.619440107满足1267519440108满足12242.319440109满足12030.119440110满足12621.519440111满足12580.819440112满足12713.119440113满足11883.219440114满足12980.319440115满足13033.419440116满足12798.719440117满足1302519440118满足13018.119440119满足13375.619440120满足12720.519440121满足12709.419440122满足13367.219440123满足1297419440第92页共92页 续上表4-5单元验算Sig_MAX（kN/m2）Sig_AP（kN/m2）124满足12962.519440125满足12913.219440126满足13136.819440127满足13076.919440128满足12021.219440注：Sig_MAX指各点的最大压应力值，Sig_AP表示各点的压应力允许值，0.6fck=0.6×32.4=19.44MPa。4.2.5使用阶段正截面压应力的验算1、计算公式使用阶段预应力混凝土受弯构件正截面混凝土的压应力应符合下列规定(4-13)(4-14)(4-15)式中：—由作用（或荷载）标准值产生的混凝土法向压应力，参见《公路筋钢混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)式（7.1.31）；—由预应力产生的法向拉应力，参见《桥规》(JTGD62-2004)式（6.1.5-4）。2、结果表格使用阶段正截面压应力验算结果如下：表4-6使用阶段正截面压应力单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)44满足5154.84731775044满足5318.18291775045满足5162.04541775045满足5154.84731775046满足5212.46581775046满足5141.9481775047满足5331.89941775047满足5212.48611775048满足5907.69781775048满足5573.92321775049满足7610.75371775049满足7607.482117750第92页共92页 续上表4-6单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)50满足8959.68341775050满足9299.46071775051满足10056.20961775051满足10635.56931775052满足10394.54991775052满足11230.74981775053满足10319.20771775053满足10837.21621775054满足9693.28831775054满足10611.50991775055满足10004.23471775055满足10174.04121775056满足10693.76171775056满足9856.32331775057满足12179.181775057满足11445.02141775058满足13510.23631775058满足12966.43811775059满足14649.90761775059满足14247.41371775060满足15583.36891775060满足15101.80121775061满足16432.74271775061满足16197.75781775062满足17119.35031775062满足16955.09031775063满足17254.23841775063满足17128.35271775064满足17560.82451775064满足17176.94351775065满足17471.01231775065满足17502.27671775066满足17421.3431775066满足17471.01231775067满足17384.03851775067满足17421.3431775068满足17371.84581775068满足17384.03851775069满足16940.23741775069满足17346.06071775070满足16781.580117750第92页共92页 续上表4-6单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)70满足17018.61841775071满足16415.61561775071满足16772.65431775072满足15429.30731775072满足15892.39261775073满足14063.82771775073满足14813.90491775074满足12896.09371775074满足13610.54651775075满足12598.22191775075满足13448.84151775076满足12111.00871775076满足13126.44861775077满足10934.4271775077满足12028.39561775078满足10532.5821775078满足11468.52461775079满足10599.64581775079满足10819.60131775080满足10481.30651775080满足10687.68911775081满足10565.29031775081满足10034.81441775082满足9724.42231775082满足10077.40731775083满足8891.91321775083满足8863.87361775084满足7801.82081775084满足7822.90171775085满足6513.58191775085满足7074.44631775086满足6561.50441775086满足6668.210617750173满足5360.321817750173满足5195.389517750174满足5195.389517750174满足5201.586617750175满足5181.383317750175满足5249.352517750176满足5249.372517750176满足5361.679717750第92页共92页 续上表4-6单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)177满足5509.10617750177满足5851.593417750178满足7544.198917750178满足7552.736317750179满足9234.329417750179满足8903.115317750180满足10571.931817750180满足9998.631417750181满足11217.451317750181满足10385.150217750182满足10868.300617750182满足10352.053317750183满足10767.51817750183满足10338.027117750184满足10818.632817750184满足10229.007817750185满足10654.832317750185满足10887.94117750186满足11637.189517750186满足12343.77917750187满足13128.995717750187满足13647.735117750188满足14383.211417750188满足14762.753717750189满足15213.6517750189满足15673.574417750190满足16286.235417750190满足16501.935417750191满足17023.032617750191满足17170.253117750192满足17179.340417750192满足17294.389117750193满足17217.0417750193满足17601.140917750194满足17543.687617750194满足17506.809417750195满足17506.809417750195满足17445.900817750196满足17445.900817750196满足17397.488917750197满足17397.488917750第92页共92页 续上表4-6单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)197满足17379.735917750198满足17357.963117750198满足16952.042517750199满足17030.356317750199满足16804.355517750200满足16795.285417750200满足16457.438117750201满足15934.72117750201满足15491.996117750202满足14877.246317750202满足14149.454517750203满足13697.096517750203满足13006.658517750204满足13562.696717750204满足12734.72917750205满足13266.683617750205满足12275.920417750206满足12196.169617750206满足11239.437717750207满足11662.763717750207满足10996.291217750208满足11212.933917750208满足10583.645317750209满足10676.907317750209满足10373.463517750210满足10024.433517750210满足10470.175417750211满足10070.09117750211满足9646.712217750212满足8861.169817750212满足8834.054917750213满足7829.100817750213满足7765.216917750214满足7088.623117750214满足6528.773817750215满足6683.265217750215满足6561.504717750注1：Sig_MAX：应力最值；Sig_ALW：应力的允许值；第92页共92页 4.2.6使用阶段斜截面主压应力验算1、计算公式(4-16）（4-17）（4-18）（4-19）式中：—在计算主应力点，由预加力和按作用（或荷载）短期效应组合计算的弯矩产生的混凝土法向应力；—由竖向预应力筋钢的预加力产生的混凝土竖向压应力；—在计算主应力点，由预应力弯起筋钢的预加力和按作用（或荷载）短期效应组合计算的剪力产生的混凝土剪应力；—在计算主应力点，由扣除全部预应力损失后的纵向预加力产生的混凝土法向预压应力；—换算截面重心轴至计算主应力点的距离；—在同一截面上竖向预应力筋钢的肢数；、—竖向预应力筋钢、纵向预应力弯起筋钢扣除全部预应力损失后的有效预应力；—单肢竖向预应力筋钢的截面面积；—竖向预应力筋钢的间距；—计算主应力点处构件腹板的间距；—计算截面上同一弯起平面内预应力弯起筋钢的截面面积；、第92页共92页 —计算主应力点以上（或以下）部分换算截面面积对换算截面重心轴、净截面对净截面重心轴的面积距；—计算截面上预应力弯起筋钢的切线与构件纵轴线的夹角。2、结果表格斜截面主压应力验算结果如下：表4-7使用阶段斜截面主压应力单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)44满足5154.84732130044满足5764.49552130045满足5162.04542130045满足5154.84732130046满足5212.46582130046满足5141.9482130047满足5331.89942130047满足5212.48612130048满足5873.43412130048满足5533.66122130049满足7494.26812130049满足7450.22632130050满足8797.3592130050满足9062.87222130051满足9880.46582130051满足10357.11162130052满足10198.4132130052满足10909.91982130053满足10165.9042130053满足10609.28672130054满足9588.86712130054满足10388.66642130055满足10004.23472130055满足10028.92632130056满足10693.76172130056满足9856.32332130057满足12179.182130057满足11445.02142130058满足13510.23632130058满足12966.43812130059满足14649.90762130059满足14247.41372130060满足15583.36892130060满足15101.801221300第92页共92页 续上表4-7单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)61满足16432.74272130061满足16197.75782130062满足17119.35032130062满足16955.09032130063满足17254.23842130063满足17128.35272130064满足17560.82452130064满足17176.94352130065满足17471.01232130065满足17502.27672130066满足17421.3432130066满足17471.01232130067满足17384.03852130067满足17421.3432130068满足17371.84582130068满足17384.03852130069满足16940.23742130069满足17346.06072130070满足16781.58012130070满足17018.61842130071满足16415.61562130071满足16772.65432130072满足15429.30732130072满足15892.39262130073满足14063.82772130073满足14813.90492130074满足12896.09372130074满足13610.54652130075满足12598.22192130075满足13448.84152130076满足12111.00872130076满足13126.44862130077满足10934.4272130077满足12028.39562130078满足10414.46052130078满足11468.52462130079满足10426.16282130079满足10819.60132130080满足10322.40322130080满足10687.68912130081满足10333.18621300第92页共92页 续上表4-7单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)81满足10034.81442130082满足9553.5572130082满足10077.40732130083满足8707.9072130083满足8863.87362130084满足7641.01392130084满足7822.90172130085满足6513.58192130085满足7074.44632130086满足6561.50442130086满足6668.210621300173满足5792.138321300173满足5247.402521300174满足5247.402521300174满足5201.586621300175满足5181.383321300175满足5249.352521300176满足5249.372521300176满足5361.679721300177满足5472.938721300177满足5819.228621300178满足7389.263721300178满足7438.287121300179满足9000.189621300179满足8741.65121300180满足10294.735621300180满足9823.448521300181满足10892.74221300181满足10184.962321300182满足10634.216821300182满足10192.555521300183满足10584.254321300183满足10212.315721300184满足10656.841121300184满足10229.007821300185满足10536.505221300185满足10887.94121300186满足11637.189521300186满足12343.77921300187满足13128.995721300187满足13647.735121300第92页共92页 续上表4-7单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)188满足14383.211421300188满足14762.753721300189满足15213.6521300189满足15673.574421300190满足16286.235421300190满足16501.935421300191满足17023.032621300191满足17170.253121300192满足17179.340421300192满足17294.389121300193满足17217.0421300193满足17601.140921300194满足17543.687621300194满足17506.809421300195满足17506.809421300195满足17445.900821300196满足17445.900821300196满足17397.488921300197满足17397.488921300197满足17379.735921300198满足17357.963121300198满足17018.340721300199满足17030.356321300199满足16804.355521300200满足16795.285421300200满足16457.438121300201满足15934.72121300201满足15491.996121300202满足14877.246321300202满足14149.454521300203满足13697.096521300203满足13006.658521300204满足13562.696721300204满足12734.72921300205满足13266.683621300205满足12275.920421300206满足12196.169621300206满足11144.062221300207满足11745.409321300207满足10883.598721300208满足11212.933921300第92页共92页 续上表4-7单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)208满足10471.853821300209满足10676.907321300209满足10228.918121300210满足10429.794221300210满足10251.282821300211满足10101.675521300211满足9487.261721300212满足8861.169821300212满足8659.191821300213满足7829.100821300213满足7610.775921300214满足7088.623121300214满足6528.773821300215满足6683.265221300215满足6561.504721300注：Sig_MAX指最大压应力值，Sig_AP表示压应力允许值，0.6fck=0.6×35.5=35.5MPa。由以上结果表格可知，构件的应力验算通过，满足要求。4.3抗裂满足要求验算4.3.1使用阶段正截面抗裂验算1、计算公式正截面抗裂应对构件正截面混凝土的拉应力进行验算，并应该符合下列要求。A.全预应力混凝土构件，在作用（或荷载）短期效应组合下：预制构件：（4-20）分段浇筑或砂浆接缝的纵向分块构件：（4-21）B.A类预应力混凝土构件，在作用（或荷载）短期效应组合下：（4-22）但在荷载长期效应组合下：（4-23）式中：—在作用（或荷载）短期效应组合下，构件抗裂验算边缘混凝土的法向拉应力，按《桥规》式（6.3.3-1）计算；第92页共92页 —在荷载长期效应组合下，构件抗裂验算边缘混凝土的法向拉应力，按《桥规》（6.3.2-2）计算；—扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压应力，按《桥规》第6.1.5条规定计算。2、结果表格使用阶段正截面抗裂验算结果如下：表4-8使用阶段正截面抗裂验算单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)44满足2139.8843044满足1913.6363045满足2243.8977045满足2139.8843046满足2244.9532046满足2239.4371047满足2218.9199047满足2244.9688048满足2429.7623048满足2609.3384049满足2429.9595049满足2259.5721050满足2757.4348050满足2259.9643051满足3445.6274051满足2587.826052满足3504.1162052满足2392.1515053满足4253.6598053满足3415.2251054满足4684.1585054满足3428.9475055满足4300.7701055满足4506.7986056满足4008.3036056满足4671.6169057满足4164.1615057满足4749.2504058满足4321.8339058满足4875.93230第92页共92页 续上表4-8单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)59满足4521.5803059满足5020.6933060满足4723.9397060满足5190.9069061满足4947.862061满足5362.8677062满足5201.3793062满足5600.7362063满足4766.5975063满足5246.7627064满足4420.1702064满足4721.8731065满足4432.8614065满足4457.0483066满足4374.9424066满足4432.8614067满足4487.7838067满足4374.9424068满足4539.4165068满足4487.7838069满足4861.8066069满足4553.7722070满足5429.6124070满足4907.367071满足5877.4385071满足5384.3784072满足5792.9497072满足5261.516073满足5773.7073满足5169.1782074满足5763.6528074满足5105.2984075满足5631.3766075满足4904.378076满足5516.0981076满足4754.9066077满足5527.4129077满足4691.8354078满足5546.1541078满足4605.9286079满足4861.6160第92页共92页 续上表4-8单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)79满足4577.8092080满足4700.6622080满足4824.1806081满足3426.0658081满足4628.0064082满足3281.8986082满足4108.9807083满足2194.4854083满足3451.5652084满足1421.9645084满足2364.4872085满足1023.4276085满足1591.5483086满足902.8015086满足871.47720173满足1850.85580173满足2076.81050174满足2076.81050174满足2180.50170175满足2176.19110175满足2181.87770176满足2181.8930176满足2156.71630177满足2613.86170177满足2416.86620178满足2246.13210178满足2421.28980179满足2250.78290179满足2738.06160180满足2567.98250180满足3424.71110181满足2344.51170181满足3457.45420182满足3370.36710182满足4207.13790183满足4195.2390183满足4982.06850184满足4803.23840184满足4970.62410185满足5341.13880185满足4669.93880第92页共92页 续上表4-8单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)186满足5410.31660186满足4816.51150187满足5526.19560187满足4962.22370188满足5659.21410188满足5149.07480189满足5816.72880189满足5337.89620190满足5960.90060190满足5534.72750191满足6149.96520191满足5743.92670192满足5791.16620192满足5318.62490193满足5274.75410193满足4975.76120194满足5011.85450194满足4997.3010195满足4997.3010195满足4958.67060196满足4958.67060196满足5097.7760197满足5097.7760197满足5162.55480198满足5174.2770198满足5488.10680199满足5532.62340199满足6079.3660200满足6031.62040200满足6544.22750201满足5893.38750201满足6438.67630202满足5801.83870202满足6417.85020203满足5751.17140203满足6419.93390204满足5561.82440204满足6298.30890205满足5423.09650205满足6192.59490206满足5368.41970第92页共92页 续上表4-8单元验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)206满足6213.60910207满足5292.74520207满足6053.58020208满足5085.09360208满足5748.9420209满足4830.84050209满足4833.38510210满足4634.5750210满足3545.88580211满足4115.04540211满足3382.95460212满足3552.57050212满足2274.9330213满足2444.9020213满足1480.32830214满足1649.8860214满足1048.76160215满足870.01570215满足902.80170注：Sig_MAX指最大应力值，Sig_AP表示应力允许值4.3.2使用阶段混凝土抗裂验算1、计算公式斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列要求。A.全预应力混凝土构件，在作用（或荷载）短期效应组合下：预制构件：(4-24)现场浇筑（包括预制拼装）构件：(4-25)B.A类和B类预应力混凝土构件，在作用（或荷载）短期效应组合下预制构件：(4-26)现场浇筑（包括预制拼装）构件：(4-27)第92页共92页 式中：—由作用（或荷载）短期效应组合和预加应力产生的混凝土的法向拉应力，按《桥规》第6.3.3条规定计算；—混凝土的抗拉强度标准值，按《桥规》表3.1.3采用。2、结果表格使用阶段斜截面抗裂验算结果如下：表4-9使用阶段混凝土抗裂验算单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)44满足-884.7987-164444满足-1266.3171-164445满足-547.522-164445满足-884.7987-164446满足-397.0076-164446满足-548.8452-164447满足-254.5892-164447满足-405.8513-164448满足-251.2789-164448满足-254.0385-164449满足-478.4423-164449满足-158.5531-164450满足-682.2033-164450满足-331.7182-164451满足-829.5549-164451满足-494.9599-164452满足-983.4006-164452满足-664.815-164453满足-656.297-164453满足-219.4894-164454满足-1188.2894-164454满足-545.9703-164455满足-927.324-164455满足-384.0431-164456满足-809.1498-164456满足-236.2493-164457满足-759.126-164457满足-174.1375-164458满足-604.6298-164458满足-172.1798-164459满足-536.7727-164459满足-119.0683-164460满足-473.6213-1644第92页共92页 续上表4-9单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)60满足-93.6292-164461满足-392.7-164461满足-81.235-164462满足-315.8293-164462满足-56.2496-164463满足-479.3553-164463满足-264.8824-164464满足-1827.4257-164464满足-1789.0542-164465满足-231.647-164465满足-245.9033-164466满足-204.3504-164466满足-231.647-164467满足-176.8225-164467满足-204.3504-164468满足-163.8689-164468满足-176.8225-164469满足-1892.3013-164469满足-1930.8323-164470满足-318.2085-164470满足-544.1949-164471满足-84.3551-164471满足-373.4058-164472满足-117.1054-164472满足-460.9705-164473满足-136.0278-164473满足-555.2376-164474满足-172.4861-164474满足-633.1107-164475满足-272.0659-164475满足-749.502-164476满足-314.3808-164476满足-963.1386-164477满足-417.0839-164477满足-1049.2923-164478满足-651.0091-164478满足-1260.4913-164479满足-899.9513-164479满足-1628.8893-164480满足-528.3312-164480满足-1099.5726-1644第92页共92页 续上表4-9单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)81满足-1199.3039-164481满足-1548.0109-164482满足-989.8322-164482满足-1416.3172-164483满足-777.8571-164483满足-1216.3485-164484满足-485.0963-164484满足-940.8133-164485满足-181.249-164485满足-608.8336-164486满足-114.0075-164486满足-235.7349-1644173满足-1287.6017-1644173满足-902.9065-1644174满足-902.9065-1644174满足-561.8184-1644175满足-563.1677-1644175满足-409.1322-1644176满足-418.0441-1644176满足-264.0792-1644177满足-250.0841-1644177满足-254.4364-1644178满足-167.8511-1644178满足-484.2313-1644179满足-361.7739-1644179满足-690.3446-1644180满足-537.6651-1644180满足-839.2063-1644181满足-731.5498-1644181满足-992.0153-1644182满足-224.3121-1644182满足-661.4901-1644183满足-87.578-1644183满足-685.7233-1644184满足-116.2968-1644184满足-833.5517-1644185满足-196.7643-1644185满足-724.0785-1644186满足-143.1891-1644186满足-681.6292-1644187满足-142.5625-1644第92页共92页 续上表4-9单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)187满足-541.3256-1644188满足-96.5909-1644188满足-480.9664-1644189满足-75.0277-1644189满足-424.5149-1644190满足-65.1175-1644190满足-351.9613-1644191满足-44.5105-1644191满足-283.6317-1644192满足-234.5455-1644192满足-435.4093-1644193满足-1746.1658-1644193满足-1783.5061-1644194满足-300.1889-1644194满足-284.7453-1644195满足-284.7453-1644195满足-255.0357-1644196满足-255.0357-1644196满足-224.5489-1644197满足-224.5489-1644197满足-210.1129-1644198满足-1883.8631-1644198满足-1845.6936-1644199满足-494.0095-1644199满足-280.6764-1644200满足-333.9427-1644200满足-67.7322-1644201满足-415.9441-1644201满足-97.1408-1644202满足-503.223-1644202满足-113.8887-1644203满足-573.7668-1644203满足-145.7126-1644204满足-681.789-1644204满足-235.4415-1644205满足-881.4198-1644205满足-273.8065-1644206满足-960.3469-1644206满足-366.947-1644207满足-1158.5143-1644207满足-301.5493-1644第92页共92页 续上表4-9单元验算Sig_MAX(kN/m2)Sig_AP(kN/m2)208满足-1070.5771-1644208满足-292.6238-1644209满足-1111.1036-1644209满足-537.6383-1644210满足-1561.7104-1644210满足-1154.093-1644211满足-1430.4682-1644211满足-967.286-1644212满足-1230.846-1644212满足-721.9109-1644213满足-945.2926-1644213满足-434.3399-1644214满足-600.5365-1644214满足-166.8345-1644215满足-244.6531-1644215满足-107.3564-1644注：Sig_MAX指最大应力值，Sig_AP表示应力允许值第92页共92页 5主梁主梁变形（挠度）计算5.1挠度计算除对结构进行应力验算外，还须对结构的变形验算，根据〈〈公路筋钢混凝土及预应力混凝土桥涵设计规范〉〉JTGD62—2004的第6.5.2条相关规定：筋钢混凝土桥梁，以汽车荷载（不计冲击力）计算上部构造最大竖向挠度，不应超过下面的值：梁式桥主梁跨中L/600此处L为计算跨径，采用平板挂车或覆板带车荷载验算时，上述允许挠度可增20%,即L/600·（1+20％）＝L/500。荷载在一个桥跨范围内移动产生的正负不同的挠度时，计算挠度应为其正负挠度的最大绝对值之和。由计算程序计算得，由可变荷载引起的连续梁中跨跨中截面的挠度为：wQs=7.71mm(↓)按规定，<<预规>>第6.5.3条，当采用C40～C80混凝土时，ηθ=1.45～1.35，中间强度等级可按直线内插取用=挠度长期增长系数。所以，C50混凝土长期增长系数取1.45。考虑长期效应的可变荷载引起的挠度值为：mm＜mm满足要求。6设计总结第92页共92页 光阴似箭，日月如梭。三个月的毕业设计，我查阅了大量书籍，学到了许多新知识，尤其是桥梁设计与施工方面的基本知识，并且学会了桥梁设计软件的应用，如：迈达斯等。在设计过程中，我认真学习了大量设计示例和施工图纸，使自己对桥梁设计和施工方面的认识达到了一个新的高度，这对我以后更好的把理论知识运用到工程实践中，打下了良好的基础。在设计中，我做到了：严谨、负责、实事求是、刻苦钻研；积极收集、查阅各种资料，以保证设计依据充分、计算准确无误。方案比选中，查阅资料，根据自己设计桥梁的适当跨径，选取了目前修建的比较典型的桥型，结合实际，选取合理的方案以及施工方法；结构内力计算，依据本科教学中所学的桥梁电算和桥梁工程专业知识，系统地对设计桥梁进行详细计算；配筋过程中，详细地参考了结构设计原理的要求和依据了迈达斯软件，对预应力估算及布置、预应力损失、强度验算和应力验算等方面进行了计算和介绍；英文翻译中，依据大学四年所掌握的英语水平，对专业英语翻译反复的琢磨总结以达到一个较好的翻译水平；绘制施工图中，争取做到规范统一和内容详实，使整个图版协调美观。按照毕业设计任务书和指导书的要求，按时独立的完成了所有设计任务。通过此次毕业设计，使我巩固了桥梁的基本理论和计算方法，了解了桥梁设计流程，并提高了分析问题和解决问题的能力；同时，使我能更熟练的操作Word、Excel、Autocad、迈达斯等软件。当然，自己的理论水平有限以及实践经验的不足，所考虑的方面不是很周全或缺乏更详细的理论依据。因此，设计中难免会出现少许错误或者不适当的方法。　　我觉得：在此次毕业设计之后，我的设计能力和创新能力得到了提高，知识面也更加广了，四年所学的专业理论得到了巩固，这使我对毕业后面对的工作充满信心。第92页共92页 参考文献[1]邵旭东.桥梁工程[M].北京:人民交通出版社,2005：85-92.[2]叶见署.结构设计原理[M].北京:人民交通出版社,2005：76-89.[3]JTGD60-2004.公路桥涵设计通用规范[S].北京：人民交通出版社,2004：1-80.[4]JTGD62-2004.公路筋钢砼及预应力砼桥涵设计规范[S].北京:人民交通出版社,2004：1-90.[5]JTJD63-2005.公路砖石及砼桥涵设计规范[S].北京：人民交通出版社,2005：1-120.[6]JTJ024-85.公路桥涵地基与基础设计规范[S].北京：人民交通出版社,1985：1-160.[7]贺拴海,谢仁物.公路桥梁荷载横向分布计算方法[M].北京：人民交通出版社,1996：98-104.[8]贺拴海.桥梁结构理论与计算方法[M].北京:人民交通出版社,2003：86-114.[9]徐光辉,刘效尧.公路桥涵设计手册丛书-梁桥[M].北京：人民交通出版社,1996：1-205.[10]江祖铭,王崇礼.公路桥涵设计手册丛书-墩台与基础[M].北京：人民交通出版社,1994：1-83.[11]徐岳.预应力混凝土连续梁桥设计[M].北京：人民交通出版社,2000：1-100.[12]程翔云.梁桥理论与计算[M].北京：人民交通出版社,1996：20-86.[13]范立础.预应力混凝土连续梁桥[M].北京：人民交通出版社,1992：1-112.[14]郭金琼.箱形梁设计理论[M].北京：人民交通出版社，1991：1-144.[15]Vladimirkristek.TheoryofBoxGirders.PrintedinCzechoslovaki,1974：1-56.第92页共92页 致谢此次毕业设计历时三个月，在易壮鹏老师的指导下，我顺利地完成了毕业设计所要求的各项任务，同时也受益匪浅。通过本次设计，我感觉收获很大，不仅培养了自己的设计思维，把以前所学的知识与实际结合在一起，而且进一步熟悉和巩固了以前所学的知识，增加了知识面，为以后的工作、学习打下了坚实的基础。同时，在设计过程中对行业规范也有了一定了解，学会了如何使用规范。本次设计中，采用桥梁博士软件进行计算，较多的使用了AUTOCAD和EXCEL等先进软件，给设计带来了很大的方便。但由于是第一次做一个相对完整的设计，没有设计经验，没有施工经验，在进行前面的设计环节时不能准确的预见后面可能发生的问题，经常造成返工等，这些都是我的弱点，我会在将来的学习、工作中不断提高，积累经验，增强自己的理论知识，并有效地和实际结合起来。通过这次设计，提高了我的综合能力，也为我的大学的学习生活划上了圆满的句号。再次感谢易壮鹏老师对我的指导。第92页共92页