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渡口 大桥 施工图 设计

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五渡口大桥施工图设计,渡口,大桥,施工图,设计

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五渡口大桥施工图设计第 1 页 共 97 页1 1 方案简介及结构尺寸拟定方案简介及结构尺寸拟定因为在开题报告中已经进行过方案比选，确定了设计方案为变截面箱型连续梁桥，所以第一部分我们进入到方案简介和结构尺寸拟定：1.11.1 设计技术标准设计技术标准：1.1.1：设计荷载等级：公路-I 级1.1.2：桥梁宽度：0.5m（防撞护栏）+23.75m（两车道）+2m（中央分隔带）+23.75m（两车道）+0.5m（防撞护栏）1.1.3：通航要求：无1.1.4：桥面横坡设置为双向 2.0%1.21.2 主要参考资料及主要参考资料及设计规范：设计规范：1.2.1： 结构设计原理教材。1.2.2： 桥梁工程教材。1.2.3： 预应力混凝土连续梁桥人民交通出版社 1988 年。1.2.4： 基础工程教材。1.2.5： 公路桥涵设计通用规范人民交通出版社 1985 年。1.2.6： 公路砖石及混凝土桥涵设计规范人民交通出版社 1985 年。1.2.7： 公路钢筋混凝土及预应力混凝土桥涵设计规范人民交通出版社 1985年。1.2.8：有关桥梁计算示例，结构分析及标准图。1.31.3 桥孔长度的确定桥孔长度的确定本设计经方案比选后，桥跨布置为 70m+115m+70m 预应力混凝土变截面连续梁结构，全长 255 米。其桥位地质剖面图 1.3.1 如下:五渡口大桥施工图设计第 2 页 共 97 页图 1 桥位地质剖面图1.41.4 桥型布置桥型布置1.4.1.主跨径的拟定主跨径定为 115m，边跨采用 0.608 倍的中跨径，即 70m 。桥梁全长为70+115+70=255 m 。1.4.2.顺桥向梁的尺寸拟定（1） 墩顶处梁高：根据规范，梁高为 1/161/20L，取 L/17,即 6.8 m。（2） 跨中梁高：根据规范，梁高为 1/1.51/2.5H墩，取 H墩/2,即 3.4 m。（3） 梁底曲线：选用二次抛物线。1.4.3.横桥向的尺寸拟定根据任务书规定，行车道为净15m 四车道，另外两边各有宽 0.5m 的防撞护栏以及中间 2m 中央分隔带。根据有关文献，截面采用单箱单室截面。桥跨布置和主梁截面细部尺寸的拟定，如图 2 所示。五渡口大桥施工图设计第 3 页 共 97 页图 2主梁截面尺寸图与桥跨布置图顶板厚取 25cm。根据底板厚度按“中薄边厚”的原则取跨中处底板厚 25cm，以便布置预应力束，支点处底板厚为 1140l170 倍的梁高，取 L155 即 75cm。中间底板板厚成线性变化；腹板厚度由于要布置预应力钢束锚头，从受力方面来讲，支点附近承受剪力较大，腹板宜加厚，便于布置腹筋；各孔跨中区段承受剪力较小，腹板可适当减薄。支点处腹板厚度计算公式为：3maxpwp110htBK跨中处腹板厚度计算公式为：3maxmwm210htBK其中1K 为墩上腹板厚度参数，2K 为跨中腹板厚度参数，wpt为墩上腹板厚度总和，wmt为跨中腹板厚度总和，ph 为墩上梁高，mh 为跨中梁高，B 是桥面总宽，max为桥梁最大跨径。横隔板共设 4 道，支点与边端各两道，厚度支点取 50cm ，板上留有人孔，尺寸为 150cm150cm。1.4.4.桥面铺装桥面铺装：根据桥梁工程 （上）选用 318cm 厚的 C25 混凝土作为铺装层，上加 5cm 厚的沥青混凝土磨耗层，共计 15.5cm 厚(平均厚度)。 桥面横坡：根据设计标准为 2%,该坡度由铺装层厚度控制。1.4.5下部构造2、3 号桥墩采用柱形墩，桥墩直径为 3m。基础均为桩基础。1，4 号桥台为埋置五渡口大桥施工图设计第 4 页 共 97 页式桥台，刚性扩大基础放置在基岩上。1.51.5 施工要点及注意事项施工要点及注意事项1.5.1.桥梁上部采用挂篮悬臂浇注施工，施工时要对称浇注，应注意立模高程的合理设置，准确控制悬浇高程，主梁边中跨合拢高差应控制在cm 以内。1.5.2.施工后的主梁备用预应力束孔处理如下：顶板束孔灌浆封填，底板束孔留下备用，但不穿预应力束。1.5.3.箱梁悬浇施工时在底板上的施工孔不封堵，作为箱梁的通气孔。1.61.6 本桥主要材料本桥主要材料参照规范规定，该桥材料取用如下：1.6.1混凝土箱梁采用 C50 号，墩身和桩基采用 C40 号，承台、盖梁、耳背墙采用 C30 号，防撞护栏和扩大基础采用 C25 号。1.6.2钢材1) 纵向预应力采用 ASTM：270K 级低松弛钢绞线，标准强度为 1860Mpa，直径为15.24mm，面积 140mm2,弹性模量为 1.9105Mpa，采用 OVM 锚具。2) 带肋钢筋应符合钢筋混凝土用热轧带肋钢筋GB1499-91 的规定、光圆钢筋应符合钢筋混凝土用热轧光圆钢筋GB1499-91 的规定。1.6.3伸缩缝伸缩缝采用 HXC-80A 定型产品，全桥共 2 道。1.6.4桥梁支座1、4 号桥台处设置固定支座，3 号桥墩设置固定支座，2 号桥墩设置活动支座。1.71.7 桥梁设计荷载桥梁设计荷载根据设计任务书规定：荷载等级为公路-I 级。五渡口大桥施工图设计第 5 页 共 97 页2 2 内力计算与荷载组合内力计算与荷载组合2.12.1 全桥结构计算图式的确定及有限元建模全桥结构计算图式的确定及有限元建模依照杆系程序分析时的原理以及遵循结构离散化的原则：全桥以下适当位置划分节点：1）杆件的转折点以及截面的变化点；2）施工分界点、边界处及支座处；3）需验算或求位移的截面处；4）当出现位移不连续的情况时，例如相邻两单元以铰接形式相连（转角不连续） ，可在铰接处设置两个节点，利用主从约束考虑该连接方式。本设计的单元划分，每一个施工阶段自然划分为一个单元，这样便于模拟施工过程，而且这些截面正是需要验算的截面。另外，在支座，临时支座和一些构造变化位置相应增设了几个单元。这样整个主桥划分成 86 个单元，87 个截面，如图 3 所示。图 3主桥单元划分示意图与 1/2 主梁单元编号（尺寸单位：m）2.22.2 全桥施工施工过程中各种荷载的计算全桥施工施工过程中各种荷载的计算全桥分阶段施工，所有阶段分别为：0 号块浇筑、116 号块变截面段悬浇、满堂段浇筑、边跨合龙、中跨合龙，添加二期。2.2.1单元长度及重量因为要对全桥施工分段做出划分，为对每一单元其中重量进行分配以及对挂篮重量的计算，特用 midas 程序将划分的梁单元重量计算出来，具体结果见表 1：表表 1 1 单元长度以及重量计算结果表单元长度以及重量计算结果表序号类型材料名称截面名称L/A/V 类型单元长度单位重量(kN/m3)整体重量(kN)1梁单元C50跨中截面L0.525153五渡口大桥施工图设计第 6 页 共 97 页序类型材料名称截面名称L/A/V 类单元长度单位重量整体重量2梁单元C50跨中截面L0.5251533梁单元C50跨中截面L2.5257654梁单元C50跨中截面L2.5257655梁单元C50跨中截面L2.5257656梁单元C50跨中截面L2.5257657梁单元C50跨中截面L1.5254598梁单元C50跨中截面L1.5254599梁单元C50跨中到支点L4251234.510梁单元C50跨中到支点L4251259.6411梁单元C50跨中到支点L4251293.3312梁单元C50跨中到支点L4251336.1613梁单元C50跨中到支点L4251388.7114梁单元C50跨中到支点L3251081.915梁单元C50跨中到支点L3251121.7916梁单元C50跨中到支点L3251166.4317梁单元C50跨中到支点L325121618梁单元C50跨中到支点L3251270.6919梁单元C50跨中到支点L3251330.6820梁单元C50跨中到支点L3251396.1521梁单元C50跨中到支点L3251467.322梁单元C50跨中到支点L3251544.2923梁单元C50跨中到支点L3251627.3324梁单元C50跨中到支点L3251716.5925梁单元C50支点截面L3251762.826梁单元C50支点截面L3251762.827梁单元C50支点到跨中L3251716.5928梁单元C50支点到跨中L3251627.3329梁单元C50支点到跨中L3251544.2930梁单元C50支点到跨中L3251467.331梁单元C50支点到跨中L3251396.1532梁单元C50支点到跨中L3251330.6833梁单元C50支点到跨中L3251270.6934梁单元C50支点到跨中L325121635梁单元C50支点到跨中L3251166.4336梁单元C50支点到跨中L3251121.7937梁单元C50支点到跨中L3251081.938梁单元C50支点到跨中L4251388.7139梁单元C50支点到跨中L4251336.1640梁单元C50支点到跨中L4251293.3341梁单元C50支点到跨中L4251259.6442梁单元C50支点到跨中L4251234.543梁单元C50跨中截面L1.52545944梁单元C50跨中截面L1.525459五渡口大桥施工图设计第 7 页 共 97 页序类型材料名称截面名称L/A/V 类单元长度单位重量整体重量45梁单元C50跨中到支点L4251234.546梁单元C50跨中到支点L4251259.6447梁单元C50跨中到支点L4251293.3348梁单元C50跨中到支点L4251336.1649梁单元C50跨中到支点L4251388.7150梁单元C50跨中到支点L3251081.951梁单元C50跨中到支点L3251121.7952梁单元C50跨中到支点L3251166.4353梁单元C50跨中到支点L325121654梁单元C50跨中到支点L3251270.6955梁单元C50跨中到支点L3251330.6856梁单元C50跨中到支点L3251396.1557梁单元C50跨中到支点L3251467.358梁单元C50跨中到支点L3251544.2959梁单元C50跨中到支点L3251627.3360梁单元C50跨中到支点L3251716.5961梁单元C50支点截面L3251762.862梁单元C50支点截面L3251762.863梁单元C50支点到跨中L3251716.5964梁单元C50支点到跨中L3251627.3365梁单元C50支点到跨中L3251544.2966梁单元C50支点到跨中L3251467.367梁单元C50支点到跨中L3251396.1568梁单元C50支点到跨中L3251330.6869梁单元C50支点到跨中L3251270.6970梁单元C50支点到跨中L325121671梁单元C50支点到跨中L3251166.4372梁单元C50支点到跨中L3251121.7973梁单元C50支点到跨中L3251081.974梁单元C50支点到跨中L4251388.7175梁单元C50支点到跨中L4251336.1676梁单元C50支点到跨中L4251293.3377梁单元C50支点到跨中L4251259.6478梁单元C50支点到跨中L4251234.579梁单元C50跨中截面L1.52545980梁单元C50跨中截面L1.52545981梁单元C50跨中截面L2.52576582梁单元C50跨中截面L2.52576583梁单元C50跨中截面L2.52576584梁单元C50跨中截面L2.52576585梁单元C50跨中截面L0.52515386梁单元C50跨中截面L0.525153五渡口大桥施工图设计第 8 页 共 97 页2.2.2. 116 号块悬浇段挂篮重量的计算每阶段施工挂篮重量为施工段单元重量的 0.30.5 倍。表表 2 2 挂篮重量计算结果表挂篮重量计算结果表节点荷载工况FX(KN)FY(KN)FZ(KN)MX(KN*m)MY(KN*m)MZ(KN*m)组9挂篮00-2000-1500边挂篮10挂篮00-528.840-1057.680挂篮 1611挂篮00-528.840-1057.680挂篮 1512挂篮00-528.840-1057.680挂篮 1413挂篮00-528.840-1057.680挂篮 1314挂篮00-528.840-1057.680挂篮 1215挂篮00-528.840-1057.680挂篮 1116挂篮00-528.840-1057.680挂篮 1017挂篮00-528.840-1057.680挂篮 918挂篮00-528.840-1057.680挂篮 819挂篮00-528.840-1057.680挂篮 720挂篮00-528.840-1057.680挂篮 621挂篮00-528.840-1057.680挂篮 522挂篮00-528.840-1057.680挂篮 423挂篮00-528.840-1057.680挂篮 324挂篮00-528.840-1057.680挂篮 225挂篮00-528.840-1057.680挂篮 143挂篮00-20001500中挂篮45挂篮00-2000-1500中挂篮46挂篮00-528.840-1057.680挂篮 1647挂篮00-528.840-1057.680挂篮 1548挂篮00-528.840-1057.680挂篮 1449挂篮00-528.840-1057.680挂篮 1350挂篮00-528.840-1057.680挂篮 1251挂篮00-528.840-1057.680挂篮 1152挂篮00-528.840-1057.680挂篮 1053挂篮00-528.840-1057.680挂篮 954挂篮00-528.840-1057.680挂篮 855挂篮00-528.840-1057.680挂篮 756挂篮00-528.840-1057.680挂篮 657挂篮00-528.840-1057.680挂篮 558挂篮00-528.840-1057.680挂篮 459挂篮00-528.840-1057.680挂篮 360挂篮00-528.840-1057.680挂篮 261挂篮00-528.840-1057.680挂篮 163挂篮00-528.8401057.680挂篮 164挂篮00-528.8401057.680挂篮 265挂篮00-528.8401057.680挂篮 366挂篮00-528.8401057.680挂篮 4五渡口大桥施工图设计第 9 页 共 97 页67挂篮00-528.8401057.680挂篮 568挂篮00-528.8401057.680挂篮 669挂篮00-528.8401057.680挂篮 770挂篮00-528.8401057.680挂篮 871挂篮00-528.8401057.680挂篮 972挂篮00-528.8401057.680挂篮 1073挂篮00-528.8401057.680挂篮 1174挂篮00-528.8401057.680挂篮 1275挂篮00-528.8401057.680挂篮 1376挂篮00-528.8401057.680挂篮 1477挂篮00-528.8401057.680挂篮 1578挂篮00-528.8401057.680挂篮 1679挂篮00-20001500边挂篮2.2.3横隔板重量的计算支点横隔板重：Q1=（5.62*5.8+2*0.5*1.5+4.8*3-1.5*1.5）*0.5*25=580KN边跨横隔板重：Q2=(6.4*2.9+2*0.5*1.5+1.9*3-1.5*1.5)*0.5*25=300KN2.2.4桥面铺装和防撞护栏每米重量计算q=15*(0.105*25+0.05*23)+5=62kN/m2.32.3 各主要施工阶段划分模拟及内力计算各主要施工阶段划分模拟及内力计算全桥主要施工阶段的模拟如图 4 所示。a）0 号块浇筑b）1 号块挂篮悬浇c)变截面段悬浇完成d)满堂段支架现浇五渡口大桥施工图设计第 10 页 共 97 页e)边跨合龙f)中跨合龙图 4 主要施工阶段的模拟模型2.3.1.最大悬臂阶段恒载内力在支架或托架上浇注 25、26、61、62 号单元梁段，安装临时固结，在墩梁固结的基础上拼装挂篮，悬臂对称浇注各单元梁段并张拉相应顶板预应力束和腹板预应力束，悬臂浇注结束时全桥的恒载内力如表 3 所示。表表 3 3 最大悬臂阶段内力计算结果表最大悬臂阶段内力计算结果表单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)9恒荷载CS16I9-0.8720009恒荷载CS16J10-6.191424.1-3241.2310恒荷载CS16I10-19.241952.86-4298.9110恒荷载CS16J11-31.513203.06-14601.5111恒荷载CS16I11-49.523202.84-14601.5111恒荷载CS16J12-69.244487.64-29971.612恒荷载CS16I12-94.514487.18-29971.612恒荷载CS16J13-122.465816.96-50568.613恒荷载CS16I13-156.465816.14-50568.613恒荷载CS16J14-193.637200.53-76592.1814恒荷载CS16I14-225.837199.6-76592.1814恒荷载CS16J15-260.478279.03-99812.1915恒荷载CS16I15-294.058277.91-99812.1915恒荷载CS16J16-335.139397.99-126332.2716恒荷载CS16I16-375.939396.45-126332.2716恒荷载CS16J17-424.1210561.88-156282.0617恒荷载CS16I17-472.7310559.82-156282.0617恒荷载CS16J18-528.7111774.53-189804.2318恒荷载CS16I18-583.6911771.94-189804.2318恒荷载CS16J19-648.2413040.99-227055.1519恒荷载CS16I19-710.613037.74-227055.1519恒荷载CS16J20-784.614366.36-268206.7720恒荷载CS16I20-849.6814362.66-268206.7720恒荷载CS16J21-934.0415756.26-313447.2521恒荷载CS16I21-1006.5715751.79-313447.2521恒荷载CS16J22-1102.2917215.96-362981.4622恒荷载CS16I22-1182.9917210.61-362981.4622恒荷载CS16J23-1291.1318751.11-417031.56五渡口大桥施工图设计第 11 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)23恒荷载CS16I23-1379.0718744.85-417031.5623恒荷载CS16J24-1500.7720367.62-475837.5724恒荷载CS16I24-1583.3620361.37-475837.5724恒荷载CS16J25-1719.8422072.52-539657.8825恒荷载CS16I250.75-1862.8-1912.825恒荷载CS16J260.75-1001031.426恒荷载CS16I260.751001031.426恒荷载CS16J270.751862.8-1912.827恒荷载CS16I27-1720.32-22078.73-539976.2627恒荷载CS16J28-1583.83-20367.57-476137.2828恒荷载CS16I28-1501.23-20373.83-476137.2828恒荷载CS16J29-1379.52-18751.06-417312.629恒荷载CS16I29-1291.56-18757.32-417312.629恒荷载CS16J30-1183.42-17216.82-363243.8230恒荷载CS16I30-1102.68-17222.17-363243.8230恒荷载CS16J31-1006.97-15758-313690.9431恒荷载CS16I31-934.4-15762.47-313690.9431恒荷载CS16J32-850.05-14368.87-268431.7932恒荷载CS16I32-784.93-14372.57-268431.7932恒荷载CS16J33-710.94-13043.95-227261.4933恒荷载CS16I33-648.55-13047.2-227261.4933恒荷载CS16J34-583.99-11778.15-189991.934恒荷载CS16I34-528.98-11780.75-189991.934恒荷载CS16J35-473.01-10566.04-156451.0535恒荷载CS16I35-425.64-10568.05-156451.0535恒荷载CS16J36-377.49-9403.37-126481.4736恒荷载CS16I36-335.17-9404.97-126481.4736恒荷载CS16J37-294.11-8285.44-99939.6237恒荷载CS16I37-260.47-8286.57-99939.6237恒荷载CS16J38-225.84-7207.49-76696.4838恒荷载CS16I38-193.65-7208.42-76696.4838恒荷载CS16J39-156.49-5824.23-50640.9539恒荷载CS16I39-122.66-5825.04-50640.9539恒荷载CS16J40-94.69-4494.2-30013.7340恒荷载CS16I40-69.36-4494.67-30013.7340恒荷载CS16J41-49.6-3207.52-14620.2341恒荷载CS16I41-31.91-3207.74-14620.2341恒荷载CS16J42-19.62-1955.2-4303.5942恒荷载CS16I42-6.33-1426.44-3245.9142恒荷载CS16J43-0.99-200045恒荷载CS16I45-0.99200045恒荷载CS16J46-6.331426.44-3245.9146恒荷载CS16I46-19.621955.2-4303.59五渡口大桥施工图设计第 12 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)46恒荷载CS16J47-31.913207.74-14620.2347恒荷载CS16I47-49.63207.52-14620.2347恒荷载CS16J48-69.364494.67-30013.7348恒荷载CS16I48-94.694494.2-30013.7348恒荷载CS16J49-122.665825.04-50640.9549恒荷载CS16I49-156.515824.23-50640.9549恒荷载CS16J50-193.687208.42-76696.4850恒荷载CS16I50-225.827207.49-76696.4850恒荷载CS16J51-260.448286.57-99939.6251恒荷载CS16I51-294.118285.44-99939.6251恒荷载CS16J52-335.179404.97-126481.4752恒荷载CS16I52-377.499403.37-126481.4752恒荷载CS16J53-425.6410568.05-156451.0553恒荷载CS16I53-473.0110566.04-156451.0553恒荷载CS16J54-528.9811780.75-189991.954恒荷载CS16I54-583.9911778.15-189991.954恒荷载CS16J55-648.5513047.2-227261.4955恒荷载CS16I55-710.9413043.95-227261.4955恒荷载CS16J56-784.9314372.57-268431.7956恒荷载CS16I56-850.0514368.87-268431.7956恒荷载CS16J57-934.415762.47-313690.9457恒荷载CS16I57-1006.9715758-313690.9457恒荷载CS16J58-1102.6817222.17-363243.8258恒荷载CS16I58-1183.4217216.82-363243.8258恒荷载CS16J59-1291.5618757.32-417312.659恒荷载CS16I59-1379.5218751.06-417312.659恒荷载CS16J60-1501.2320373.83-476137.2860恒荷载CS16I60-1583.8320367.57-476137.2860恒荷载CS16J61-1720.3222078.73-539976.2661恒荷载CS16I610.75-1862.8-1912.861恒荷载CS16J620.75-1001031.462恒荷载CS16I620.751001031.462恒荷载CS16J630.751862.8-1912.863恒荷载CS16I63-1719.84-22072.52-539657.8863恒荷载CS16J64-1583.36-20361.37-475837.5764恒荷载CS16I64-1500.77-20367.62-475837.5764恒荷载CS16J65-1379.07-18744.85-417031.5665恒荷载CS16I65-1291.13-18751.11-417031.5665恒荷载CS16J66-1182.99-17210.61-362981.4666恒荷载CS16I66-1102.29-17215.96-362981.4666恒荷载CS16J67-1006.57-15751.79-313447.2567恒荷载CS16I67-934.04-15756.26-313447.2567恒荷载CS16J68-849.68-14362.66-268206.77五渡口大桥施工图设计第 13 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)68恒荷载CS16I68-784.6-14366.36-268206.7768恒荷载CS16J69-710.6-13037.74-227055.1569恒荷载CS16I69-648.24-13040.99-227055.1569恒荷载CS16J70-583.69-11771.94-189804.2370恒荷载CS16I70-528.71-11774.53-189804.2370恒荷载CS16J71-472.73-10559.82-156282.0671恒荷载CS16I71-424.12-10561.88-156282.0671恒荷载CS16J72-375.93-9396.45-126332.2772恒荷载CS16I72-335.13-9397.99-126332.2772恒荷载CS16J73-294.05-8277.91-99812.1973恒荷载CS16I73-260.49-8279.03-99812.1973恒荷载CS16J74-225.86-7199.6-76592.1874恒荷载CS16I74-193.61-7200.54-76592.1874恒荷载CS16J75-156.44-5816.14-50568.675恒荷载CS16I75-122.46-5816.96-50568.675恒荷载CS16J76-94.51-4487.18-29971.676恒荷载CS16I76-69.24-4487.64-29971.676恒荷载CS16J77-49.52-3202.84-14601.5177恒荷载CS16I77-31.51-3203.06-14601.5177恒荷载CS16J78-19.24-1952.86-4298.9178恒荷载CS16I78-6.19-1424.1-3241.2378恒荷载CS16J79-0.87-20002.3.2边跨合龙阶段恒载内力边跨施工时先要安装支架，按规范要求进行预压，然后对满堂段采用现浇法完成浇筑施工。满堂段达到强度要求后接着安装合龙段挂篮，悬浇边跨合龙段，最后张拉边跨底板预应力束与顶板预应力束同时激活桥墩上支座。此时全桥恒载内力如表 4 所示。表表 4 4 边跨合龙阶段内力计算结果表边跨合龙阶段内力计算结果表单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y(kN*m)1恒荷载边跨合龙段施工I1-4.31-3451.4701恒荷载边跨合龙段施工J2-4.31-3298.471687.492恒荷载边跨合龙段施工I2-2.66-3298.471687.492恒荷载边跨合龙段施工J3-2.66-3145.473298.473恒荷载边跨合龙段施工I3-0.57-3145.473298.473恒荷载边跨合龙段施工J4-0.57-2380.4710205.94恒荷载边跨合龙段施工I40-2380.4710205.94恒荷载边跨合龙段施工J50-1615.4715200.835恒荷载边跨合龙段施工I50-1615.4715200.835恒荷载边跨合龙段施工J60-850.4718283.266恒荷载边跨合龙段施工I60-850.4718283.26五渡口大桥施工图设计第 14 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y(kN*m)6恒荷载边跨合龙段施工J70-85.4719453.197恒荷载边跨合龙段施工I70-85.4719453.197恒荷载边跨合龙段施工J80373.5319237.148恒荷载边跨合龙段施工I80373.5319237.148恒荷载边跨合龙段施工J90832.5318332.69恒荷载边跨合龙段施工I9-4.471032.5218182.69恒荷载边跨合龙段施工J10-9.842267.0111590.4910恒荷载边跨合龙段施工I10-27.282795.7410532.8110恒荷载边跨合龙段施工J11-39.644055.31-3160.1911恒荷载边跨合龙段施工I11-62.554055.03-3160.1911恒荷载边跨合龙段施工J12-82.45348.21-21956.1912恒荷载边跨合龙段施工I12-112.495347.66-21956.1912恒荷载边跨合龙段施工J13-140.576683.52-46008.0213恒荷载边跨合龙段施工I13-179.66682.59-46008.0213恒荷载边跨合龙段施工J14-216.878070.8-75506.2614恒荷载边跨合龙段施工I14-252.958069.75-75506.2614恒荷载边跨合龙段施工J15-287.659151.09-101340.8515恒荷载边跨合龙段施工I15-324.699149.85-101340.8515恒荷载边跨合龙段施工J16-365.8110270.89-130479.8116恒荷载边跨合龙段施工I16-410.5210269.2-130479.8116恒荷载边跨合龙段施工J17-458.711434.63-163049.917恒荷载边跨合龙段施工I17-511.4411432.4-163049.917恒荷载边跨合龙段施工J18-567.4212647.11-199192.3918恒荷载边跨合龙段施工I18-626.5712644.32-199192.3918恒荷载边跨合龙段施工J19-691.1313913.37-239063.6119恒荷载边跨合龙段施工I19-757.7613909.9-239063.6119恒荷载边跨合龙段施工J20-831.7515238.52-282835.5420恒荷载边跨合龙段施工I20-900.8615234.59-282835.5420恒荷载边跨合龙段施工J21-985.2116628.19-330696.3321恒荷载边跨合龙段施工I21-1061.8216623.48-330696.3321恒荷载边跨合龙段施工J22-1157.5418087.65-382850.8522恒荷载边跨合龙段施工I22-1242.4118082.02-382850.8522恒荷载边跨合龙段施工J23-1350.5519622.52-439521.2623恒荷载边跨合龙段施工I23-1442.6619615.97-439521.2623恒荷载边跨合龙段施工J24-1564.3621238.74-500947.5824恒荷载边跨合龙段施工I24-1650.5921232.21-500947.5824恒荷载边跨合龙段施工J25-1787.0722943.37-567388.1925恒荷载边跨合龙段施工I250.75-1862.8-1912.825恒荷载边跨合龙段施工J260.75-1001031.426恒荷载边跨合龙段施工I260.751001031.426恒荷载边跨合龙段施工J270.751862.8-1912.827恒荷载边跨合龙段施工I27-1720.32-22078.73-539976.26五渡口大桥施工图设计第 15 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y(kN*m)27恒荷载边跨合龙段施工J28-1583.83-20367.57-476137.2828恒荷载边跨合龙段施工I28-1501.23-20373.83-476137.2828恒荷载边跨合龙段施工J29-1379.52-18751.06-417312.629恒荷载边跨合龙段施工I29-1291.56-18757.32-417312.629恒荷载边跨合龙段施工J30-1183.42-17216.82-363243.8230恒荷载边跨合龙段施工I30-1102.68-17222.17-363243.8230恒荷载边跨合龙段施工J31-1006.97-15758-313690.9431恒荷载边跨合龙段施工I31-934.4-15762.47-313690.9431恒荷载边跨合龙段施工J32-850.05-14368.87-268431.7932恒荷载边跨合龙段施工I32-784.93-14372.57-268431.7932恒荷载边跨合龙段施工J33-710.94-13043.95-227261.4933恒荷载边跨合龙段施工I33-648.55-13047.2-227261.4933恒荷载边跨合龙段施工J34-583.99-11778.15-189991.934恒荷载边跨合龙段施工I34-528.98-11780.75-189991.934恒荷载边跨合龙段施工J35-473.01-10566.04-156451.0535恒荷载边跨合龙段施工I35-425.64-10568.05-156451.0535恒荷载边跨合龙段施工J36-377.49-9403.37-126481.4736恒荷载边跨合龙段施工I36-335.17-9404.97-126481.4736恒荷载边跨合龙段施工J37-294.11-8285.44-99939.6237恒荷载边跨合龙段施工I37-260.47-8286.57-99939.6237恒荷载边跨合龙段施工J38-225.84-7207.49-76696.4838恒荷载边跨合龙段施工I38-193.65-7208.42-76696.4838恒荷载边跨合龙段施工J39-156.49-5824.23-50640.9539恒荷载边跨合龙段施工I39-122.66-5825.04-50640.9539恒荷载边跨合龙段施工J40-94.69-4494.2-30013.7340恒荷载边跨合龙段施工I40-69.36-4494.67-30013.7340恒荷载边跨合龙段施工J41-49.6-3207.52-14620.2341恒荷载边跨合龙段施工I41-31.91-3207.74-14620.2341恒荷载边跨合龙段施工J42-19.62-1955.2-4303.5942恒荷载边跨合龙段施工I42-6.33-1426.44-3245.9142恒荷载边跨合龙段施工J43-0.99-200045恒荷载边跨合龙段施工I45-0.99200045恒荷载边跨合龙段施工J46-6.331426.44-3245.9146恒荷载边跨合龙段施工I46-19.621955.2-4303.5946恒荷载边跨合龙段施工J47-31.913207.74-14620.2347恒荷载边跨合龙段施工I47-49.63207.52-14620.2347恒荷载边跨合龙段施工J48-69.364494.67-30013.7348恒荷载边跨合龙段施工I48-94.694494.2-30013.7348恒荷载边跨合龙段施工J49-122.665825.04-50640.9549恒荷载边跨合龙段施工I49-156.515824.23-50640.9549恒荷载边跨合龙段施工J50-193.687208.42-76696.4850恒荷载边跨合龙段施工I50-225.827207.49-76696.48五渡口大桥施工图设计第 16 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y(kN*m)50恒荷载边跨合龙段施工J51-260.448286.57-99939.6251恒荷载边跨合龙段施工I51-294.118285.44-99939.6251恒荷载边跨合龙段施工J52-335.179404.97-126481.4752恒荷载边跨合龙段施工I52-377.499403.37-126481.4752恒荷载边跨合龙段施工J53-425.6410568.05-156451.0553恒荷载边跨合龙段施工I53-473.0110566.04-156451.0553恒荷载边跨合龙段施工J54-528.9811780.75-189991.954恒荷载边跨合龙段施工I54-583.9911778.15-189991.954恒荷载边跨合龙段施工J55-648.5513047.2-227261.4955恒荷载边跨合龙段施工I55-710.9413043.95-227261.4955恒荷载边跨合龙段施工J56-784.9314372.57-268431.7956恒荷载边跨合龙段施工I56-850.0514368.87-268431.7956恒荷载边跨合龙段施工J57-934.415762.47-313690.9457恒荷载边跨合龙段施工I57-1006.9715758-313690.9457恒荷载边跨合龙段施工J58-1102.6817222.17-363243.8258恒荷载边跨合龙段施工I58-1183.4217216.82-363243.8258恒荷载边跨合龙段施工J59-1291.5618757.32-417312.659恒荷载边跨合龙段施工I59-1379.5218751.06-417312.659恒荷载边跨合龙段施工J60-1501.2320373.83-476137.2860恒荷载边跨合龙段施工I60-1583.8320367.57-476137.2860恒荷载边跨合龙段施工J61-1720.3222078.73-539976.2661恒荷载边跨合龙段施工I610.75-1862.8-1912.861恒荷载边跨合龙段施工J620.75-1001031.462恒荷载边跨合龙段施工I620.751001031.462恒荷载边跨合龙段施工J630.751862.8-1912.863恒荷载边跨合龙段施工I63-1787.07-22943.37-567388.1963恒荷载边跨合龙段施工J64-1650.59-21232.21-500947.5764恒荷载边跨合龙段施工I64-1564.36-21238.74-500947.5764恒荷载边跨合龙段施工J65-1442.66-19615.97-439521.2665恒荷载边跨合龙段施工I65-1350.55-19622.52-439521.2665恒荷载边跨合龙段施工J66-1242.41-18082.02-382850.8466恒荷载边跨合龙段施工I66-1157.54-18087.65-382850.8466恒荷载边跨合龙段施工J67-1061.82-16623.48-330696.3367恒荷载边跨合龙段施工I67-985.21-16628.19-330696.3367恒荷载边跨合龙段施工J68-900.86-15234.59-282835.5468恒荷载边跨合龙段施工I68-831.75-15238.52-282835.5468恒荷载边跨合龙段施工J69-757.76-13909.9-239063.6169恒荷载边跨合龙段施工I69-691.13-13913.37-239063.6169恒荷载边跨合龙段施工J70-626.57-12644.32-199192.3970恒荷载边跨合龙段施工I70-567.42-12647.11-199192.3970恒荷载边跨合龙段施工J71-511.44-11432.4-163049.971恒荷载边跨合龙段施工I71-458.7-11434.63-163049.9五渡口大桥施工图设计第 17 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y(kN*m)71恒荷载边跨合龙段施工J72-410.52-10269.2-130479.8172恒荷载边跨合龙段施工I72-365.81-10270.89-130479.8172恒荷载边跨合龙段施工J73-324.69-9149.85-101340.8573恒荷载边跨合龙段施工I73-287.68-9151.09-101340.8573恒荷载边跨合龙段施工J74-252.98-8069.75-75506.2674恒荷载边跨合龙段施工I74-216.85-8070.8-75506.2674恒荷载边跨合龙段施工J75-179.57-6682.59-46008.0275恒荷载边跨合龙段施工I75-140.57-6683.52-46008.0275恒荷载边跨合龙段施工J76-112.49-5347.66-21956.1876恒荷载边跨合龙段施工I76-82.4-5348.21-21956.1876恒荷载边跨合龙段施工J77-62.55-4055.03-3160.1977恒荷载边跨合龙段施工I77-39.64-4055.31-3160.1977恒荷载边跨合龙段施工J78-27.28-2795.7410532.8178恒荷载边跨合龙段施工I78-9.84-2267.0111590.4978恒荷载边跨合龙段施工J79-4.47-1032.5218182.679恒荷载边跨合龙段施工I790-832.5318332.679恒荷载边跨合龙段施工J800-373.5319237.1480恒荷载边跨合龙段施工I800-373.5319237.1480恒荷载边跨合龙段施工J81085.4719453.1981恒荷载边跨合龙段施工I81085.4719453.1981恒荷载边跨合龙段施工J820850.4718283.2682恒荷载边跨合龙段施工I820850.4718283.2682恒荷载边跨合龙段施工J8301615.4715200.8383恒荷载边跨合龙段施工I8301615.4715200.8383恒荷载边跨合龙段施工J8402380.4710205.984恒荷载边跨合龙段施工I84-0.572380.4710205.984恒荷载边跨合龙段施工J85-0.573145.473298.4785恒荷载边跨合龙段施工I85-2.663145.473298.4785恒荷载边跨合龙段施工J86-2.663298.471687.4986恒荷载边跨合龙段施工I86-4.313298.471687.4986恒荷载边跨合龙段施工J87-4.313451.4702.3.3中跨合龙阶段恒载内力安装中跨合龙挂篮，焊接合龙段骨架，绑扎合龙段钢筋，浇注中跨合龙段，张拉中跨底板预应力束，激活桥台上的固定支座，钝化临时固结。可以得到中跨合龙完成后的全桥恒载内力如表 5 所示。表表 5 5 中跨合龙阶段内力计算结果表中跨合龙阶段内力计算结果表单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)1恒荷载中跨合龙段施工I1-3.58-3738.6201恒荷载中跨合龙段施工J2-3.58-3585.621831.06五渡口大桥施工图设计第 18 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)2恒荷载中跨合龙段施工I2-2.21-3585.621831.062恒荷载中跨合龙段施工J3-2.21-3432.623585.633恒荷载中跨合龙段施工I3-0.43-3432.633585.633恒荷载中跨合龙段施工J4-0.43-2667.6311210.944恒荷载中跨合龙段施工I40-2667.6311210.944恒荷载中跨合龙段施工J50-1902.6316923.755恒荷载中跨合龙段施工I50-1902.6316923.755恒荷载中跨合龙段施工J60-1137.6320724.076恒荷载中跨合龙段施工I60-1137.6320724.076恒荷载中跨合龙段施工J70-372.6322611.887恒荷载中跨合龙段施工I70-372.6322611.887恒荷载中跨合龙段施工J8086.3722826.578恒荷载中跨合龙段施工I8086.3722826.578恒荷载中跨合龙段施工J90545.3722352.769恒荷载中跨合龙段施工I9-3.22745.3722202.769恒荷载中跨合龙段施工J10-8.591979.8616759.2610恒荷载中跨合龙段施工I10-24.532508.615701.5810恒荷载中跨合龙段施工J11-36.893768.173157.211恒荷载中跨合龙段施工I11-58.273767.93157.211恒荷载中跨合龙段施工J12-78.125061.08-14490.1812恒荷载中跨合龙段施工I12-106.585060.56-14490.1812恒荷载中跨合龙段施工J13-134.666396.43-37393.413恒荷载中跨合龙段施工I13-172.066395.53-37393.413恒荷载中跨合龙段施工J14-209.347783.74-65743.0214恒荷载中跨合龙段施工I14-244.167782.73-65743.0214恒荷载中跨合龙段施工J15-278.858864.07-90716.1515恒荷载中跨合龙段施工I15-314.758862.87-90716.1515恒荷载中跨合龙段施工J16-355.869983.91-118993.6516恒荷载中跨合龙段施工I16-399.159982.27-118993.6516恒荷载中跨合龙段施工J17-447.3311147.71-150702.2817恒荷载中跨合龙段施工I17-498.7211145.53-150702.2817恒荷载中跨合龙段施工J18-554.6912360.24-185983.318恒荷载中跨合龙段施工I18-612.4712357.51-185983.318恒荷载中跨合龙段施工J19-677.0313626.56-224993.0619恒荷载中跨合龙段施工I19-742.2513623.17-224993.0619恒荷载中跨合龙段施工J20-816.2514951.79-267903.5320恒荷载中跨合龙段施工I20-884.0314947.93-267903.5320恒荷载中跨合龙段施工J21-968.3916341.53-314902.8621恒荷载中跨合龙段施工I21-1043.6616336.9-314902.8621恒荷载中跨合龙段施工J22-1139.3717801.07-366195.9122恒荷载中跨合龙段施工I22-1222.8817795.53-366195.9122恒荷载中跨合龙段施工J23-1331.0219336.03-422004.86五渡口大桥施工图设计第 19 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)23恒荷载中跨合龙段施工I23-1421.7519329.57-422004.8623恒荷载中跨合龙段施工J24-1543.4620952.35-482569.7124恒荷载中跨合龙段施工I24-1628.4920945.91-482569.7124恒荷载中跨合龙段施工J25-1764.9722657.07-548148.8725恒荷载中跨合龙段施工I257.2622725.71-548148.9525恒荷载中跨合龙段施工J267.2624488.51-618970.326恒荷载中跨合龙段施工I267.23-24402.14-618970.326恒荷载中跨合龙段施工J277.23-22639.34-548408.0727恒荷载中跨合龙段施工I27-1758.32-22570.95-548407.9927恒荷载中跨合龙段施工J28-1621.84-20859.79-483087.9628恒荷载中跨合龙段施工I28-1537.17-20866.2-483087.9628恒荷载中跨合龙段施工J29-1415.47-19243.43-422782.2329恒荷载中跨合龙段施工I29-1325.14-19249.86-422782.2329恒荷载中跨合龙段施工J30-1217-17709.36-367232.430恒荷载中跨合龙段施工I30-1133.91-17714.87-367232.430恒荷载中跨合龙段施工J31-1038.2-16250.7-316198.4731恒荷载中跨合龙段施工I31-963.33-16255.31-316198.4731恒荷载中跨合龙段施工J32-878.97-14861.71-269458.2732恒荷载中跨合龙段施工I32-811.59-14865.54-269458.2732恒荷载中跨合龙段施工J33-737.59-13536.92-226806.9333恒荷载中跨合龙段施工I33-672.79-13540.29-226806.9333恒荷载中跨合龙段施工J34-608.24-12271.24-188056.2934恒荷载中跨合龙段施工I34-550.87-12273.95-188056.2934恒荷载中跨合龙段施工J35-494.89-11059.24-153034.3935恒荷载中跨合龙段施工I35-445.23-11061.35-153034.3935恒荷载中跨合龙段施工J36-397.05-9895.91-121584.8836恒荷载中跨合龙段施工I36-352.47-9897.6-121584.8836恒荷载中跨合龙段施工J37-311.35-8776.56-93566.5137恒荷载中跨合龙段施工I37-275.75-8777.75-93566.5137恒荷载中跨合龙段施工J38-241.06-7696.41-68852.538恒荷载中跨合龙段施工I38-206.69-7697.41-68852.538恒荷载中跨合龙段施工J39-169.42-6309.2-40848.3839恒荷载中跨合龙段施工I39-132.79-6310.08-40848.3839恒荷载中跨合龙段施工J40-104.71-4974.21-18290.6640恒荷载中跨合龙段施工I40-76.69-4974.72-18290.6640恒荷载中跨合龙段施工J41-56.84-3681.54-988.7841恒荷载中跨合龙段施工I41-36.49-3681.8-988.7841恒荷载中跨合龙段施工J42-24.13-2422.2211210.1142恒荷载中跨合龙段施工I42-8.42-1893.4812267.7942恒荷载中跨合龙段施工J43-3.05-658.9917365.7943恒荷载中跨合龙段施工I430-45917515.7943恒荷载中跨合龙段施工J440017860.04五渡口大桥施工图设计第 20 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)44恒荷载中跨合龙段施工I440017860.0444恒荷载中跨合龙段施工J45045917515.7945恒荷载中跨合龙段施工I45-3.05658.9917365.7945恒荷载中跨合龙段施工J46-8.421893.4812267.7946恒荷载中跨合龙段施工I46-24.132422.2211210.1146恒荷载中跨合龙段施工J47-36.493681.8-988.7847恒荷载中跨合龙段施工I47-56.843681.54-988.7847恒荷载中跨合龙段施工J48-76.694974.72-18290.6648恒荷载中跨合龙段施工I48-104.714974.21-18290.6648恒荷载中跨合龙段施工J49-132.796310.08-40848.3849恒荷载中跨合龙段施工I49-169.446309.2-40848.3849恒荷载中跨合龙段施工J50-206.727697.41-68852.550恒荷载中跨合龙段施工I50-241.037696.41-68852.550恒荷载中跨合龙段施工J51-275.738777.75-93566.551恒荷载中跨合龙段施工I51-311.358776.56-93566.551恒荷载中跨合龙段施工J52-352.479897.6-121584.8852恒荷载中跨合龙段施工I52-397.059895.91-121584.8852恒荷载中跨合龙段施工J53-445.2311061.35-153034.3853恒荷载中跨合龙段施工I53-494.8911059.24-153034.3853恒荷载中跨合龙段施工J54-550.8712273.95-188056.2854恒荷载中跨合龙段施工I54-608.2412271.24-188056.2854恒荷载中跨合龙段施工J55-672.7913540.29-226806.9255恒荷载中跨合龙段施工I55-737.5913536.92-226806.9255恒荷载中跨合龙段施工J56-811.5914865.54-269458.2756恒荷载中跨合龙段施工I56-878.9714861.71-269458.2756恒荷载中跨合龙段施工J57-963.3316255.31-316198.4757恒荷载中跨合龙段施工I57-1038.216250.7-316198.4757恒荷载中跨合龙段施工J58-1133.9117714.87-367232.458恒荷载中跨合龙段施工I58-121717709.36-367232.458恒荷载中跨合龙段施工J59-1325.1419249.86-422782.2259恒荷载中跨合龙段施工I59-1415.4719243.43-422782.2259恒荷载中跨合龙段施工J60-1537.1720866.2-483087.9660恒荷载中跨合龙段施工I60-1621.8420859.79-483087.9660恒荷载中跨合龙段施工J61-1758.3222570.95-548407.9961恒荷载中跨合龙段施工I617.2322639.34-548408.0761恒荷载中跨合龙段施工J627.2324402.14-618970.2962恒荷载中跨合龙段施工I627.26-24488.51-618970.2962恒荷载中跨合龙段施工J637.26-22725.71-548148.9463恒荷载中跨合龙段施工I63-1764.97-22657.07-548148.8663恒荷载中跨合龙段施工J64-1628.49-20945.91-482569.7164恒荷载中跨合龙段施工I64-1543.46-20952.35-482569.7164恒荷载中跨合龙段施工J65-1421.75-19329.57-422004.85五渡口大桥施工图设计第 21 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)65恒荷载中跨合龙段施工I65-1331.02-19336.03-422004.8565恒荷载中跨合龙段施工J66-1222.88-17795.53-366195.966恒荷载中跨合龙段施工I66-1139.37-17801.07-366195.966恒荷载中跨合龙段施工J67-1043.66-16336.9-314902.8567恒荷载中跨合龙段施工I67-968.39-16341.53-314902.8567恒荷载中跨合龙段施工J68-884.03-14947.93-267903.5368恒荷载中跨合龙段施工I68-816.25-14951.79-267903.5368恒荷载中跨合龙段施工J69-742.25-13623.17-224993.0669恒荷载中跨合龙段施工I69-677.03-13626.56-224993.0669恒荷载中跨合龙段施工J70-612.47-12357.51-185983.370恒荷载中跨合龙段施工I70-554.69-12360.24-185983.370恒荷载中跨合龙段施工J71-498.72-11145.53-150702.2771恒荷载中跨合龙段施工I71-447.33-11147.71-150702.2771恒荷载中跨合龙段施工J72-399.15-9982.27-118993.6572恒荷载中跨合龙段施工I72-355.86-9983.91-118993.6572恒荷载中跨合龙段施工J73-314.75-8862.87-90716.1573恒荷载中跨合龙段施工I73-278.88-8864.07-90716.1573恒荷载中跨合龙段施工J74-244.19-7782.73-65743.0274恒荷载中跨合龙段施工I74-209.31-7783.74-65743.0274恒荷载中跨合龙段施工J75-172.04-6395.53-37393.475恒荷载中跨合龙段施工I75-134.66-6396.43-37393.475恒荷载中跨合龙段施工J76-106.58-5060.56-14490.1876恒荷载中跨合龙段施工I76-78.12-5061.08-14490.1876恒荷载中跨合龙段施工J77-58.27-3767.93157.277恒荷载中跨合龙段施工I77-36.89-3768.173157.277恒荷载中跨合龙段施工J78-24.53-2508.615701.5878恒荷载中跨合龙段施工I78-8.59-1979.8616759.2678恒荷载中跨合龙段施工J79-3.22-745.3722202.7679恒荷载中跨合龙段施工I790-545.3722352.7679恒荷载中跨合龙段施工J800-86.3722826.5780恒荷载中跨合龙段施工I800-86.3722826.5780恒荷载中跨合龙段施工J810372.6322611.8881恒荷载中跨合龙段施工I810372.6322611.8881恒荷载中跨合龙段施工J8201137.6320724.0782恒荷载中跨合龙段施工I8201137.6320724.0782恒荷载中跨合龙段施工J8301902.6316923.7583恒荷载中跨合龙段施工I8301902.6316923.7583恒荷载中跨合龙段施工J8402667.6311210.9484恒荷载中跨合龙段施工I84-0.432667.6311210.9484恒荷载中跨合龙段施工J85-0.433432.633585.6385恒荷载中跨合龙段施工I85-2.213432.623585.6385恒荷载中跨合龙段施工J86-2.213585.621831.06五渡口大桥施工图设计第 22 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)86恒荷载中跨合龙段施工I86-3.583585.621831.0686恒荷载中跨合龙段施工J87-3.583738.6202.3.4桥面铺装阶段恒载内力中跨合龙后接着是桥面铺装，2m 宽的中央分隔带加上两边各 0.5m 防撞栏杆，行车道上下铺 c25 混凝土垫层 10.5cm（平均） ，上铺 5cm 厚沥青混凝土表面等。桥面系安装完毕大桥建成后的全桥恒载内力如表 6 所示。表表 6 6 桥面铺装阶段内力计算结果表桥面铺装阶段内力计算结果表单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)1恒荷载添加二期I1-1.13-4740.7101恒荷载添加二期J2-1.13-4557.712324.612恒荷载添加二期I2-0.73-4557.712324.612恒荷载添加二期J3-0.73-4374.714557.713恒荷载添加二期I3-0.04-4374.714557.713恒荷载添加二期J4-0.04-3459.7114350.754恒荷载添加二期I40-3459.7114350.754恒荷载添加二期J50-2544.7121856.285恒荷载添加二期I50-2544.7121856.285恒荷载添加二期J60-1629.7127074.316恒荷载添加二期I60-1629.7127074.316恒荷载添加二期J70-714.7130004.857恒荷载添加二期I70-714.7130004.857恒荷载添加二期J80-165.7130665.178恒荷载添加二期I80-165.7130665.178恒荷载添加二期J90383.2930501.999恒荷载添加二期I9-2.51583.2830351.999恒荷载添加二期J10-8.922057.7725076.8410恒荷载添加二期I10-25.252586.524019.1610恒荷载添加二期J11-39.964086.0710683.1311恒荷载添加二期I11-62.954085.7810683.1311恒荷载添加二期J12-86.495618.93-8715.8912恒荷载添加二期I12-118.015618.36-8715.8912恒荷载添加二期J13-151.137194.17-34330.7413恒荷载添加二期I13-192.947193.17-34330.7413恒荷载添加二期J14-236.658821.29-66351.9914恒荷载添加二期I14-275.828820.15-66351.9914恒荷载添加二期J15-316.2910081.39-94708.8215恒荷载添加二期I15-356.7610080.04-94708.8215恒荷载添加二期J16-404.4711380.94-126909.99五渡口大桥施工图设计第 23 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)16恒荷载添加二期I16-454.3611379.06-126909.9916恒荷载添加二期J17-509.9812724.33-163082.2517恒荷载添加二期I17-568.5112721.85-163082.2517恒荷载添加二期J18-632.7814116.36-203366.8618恒荷载添加二期I18-698.6414113.26-203366.8618恒荷载添加二期J19-772.3415562.06-247920.1719恒荷载添加二期I19-846.7415558.19-247920.1719恒荷载添加二期J20-930.7417066.51-296914.1420恒荷载添加二期I20-1007.9717062.13-296914.1420恒荷载添加二期J21-1103.218635.38-350536.9121恒荷载添加二期I21-1188.8518630.11-350536.9121恒荷载添加二期J22-1296.320273.88-408993.3522恒荷载添加二期I22-1391.2720267.58-408993.3522恒荷载添加二期J23-1512.0121987.62-472505.6123恒荷载添加二期I23-1615.0821980.29-472505.6123恒荷载添加二期J24-1750.2523782.53-541313.724恒荷载添加二期I24-1846.7323775.24-541313.724恒荷载添加二期J25-1997.5225665.79-61567625恒荷载添加二期I258.1625743.41-615676.0725恒荷载添加二期J268.1627686.21-695820.5126恒荷载添加二期I268.21-27851.92-695820.5126恒荷载添加二期J278.21-25909.12-615178.9527恒荷载添加二期I27-2010.28-25831-615178.8727恒荷载添加二期J28-1859.49-23940.45-540319.4528恒荷载添加二期I28-1762.32-23947.8-540319.4528恒荷载添加二期J29-1627.15-22145.56-471014.2429恒荷载添加二期I29-1523.29-22152.94-471014.2429恒荷载添加二期J30-1402.54-20432.91-407004.8630恒荷载添加二期I30-1306.79-20439.25-407004.8630恒荷载添加二期J31-1199.34-18795.49-348051.331恒荷载添加二期I31-1112.92-18800.8-348051.331恒荷载添加二期J32-1017.69-17227.55-293931.4132恒荷载添加二期I32-939.69-17231.98-293931.4132恒荷载添加二期J33-855.69-15723.65-244440.3233恒荷载添加二期I33-780.48-15727.57-244440.3233恒荷载添加二期J34-706.78-14278.76-199389.8934恒荷载添加二期I34-640.13-14281.91-199389.8934恒荷载添加二期J35-575.86-12887.4-158608.1535恒荷载添加二期I35-517.21-12889.88-158608.1535恒荷载添加二期J36-461.59-11544.61-121938.7736恒荷载添加二期I36-409.72-11546.57-121938.7736恒荷载添加二期J37-362-10245.67-89240.47五渡口大桥施工图设计第 24 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)37恒荷载添加二期I37-320.88-10247.04-89240.4737恒荷载添加二期J38-280.41-8985.8-60386.5138恒荷载添加二期I38-240.58-8986.95-60386.5138恒荷载添加二期J39-196.86-7358.83-27702.4239恒荷载添加二期I39-154.34-7359.85-27702.4239恒荷载添加二期J40-121.21-5784.04-1424.7240恒荷载添加二期I40-88.72-5784.63-1424.7240恒荷载添加二期J41-65.19-4251.4818637.1541恒荷载添加二期I41-41.78-4251.7718637.1541恒荷载添加二期J42-27.07-2752.2132636.0342恒荷载添加二期I42-9.76-2223.4833693.7142恒荷载添加二期J43-3.35-748.9939631.743恒荷载添加二期I430-54939781.743恒荷载添加二期J440040193.4544恒荷载添加二期I440040193.4544恒荷载添加二期J45054939781.745恒荷载添加二期I45-3.35748.9939631.745恒荷载添加二期J46-9.762223.4833693.746恒荷载添加二期I46-27.072752.2132636.0246恒荷载添加二期J47-41.784251.7718637.1547恒荷载添加二期I47-65.194251.4818637.1547恒荷载添加二期J48-88.725784.63-1424.7248恒荷载添加二期I48-121.215784.04-1424.7248恒荷载添加二期J49-154.347359.85-27702.4249恒荷载添加二期I49-196.897358.83-27702.4249恒荷载添加二期J50-240.618986.95-60386.5150恒荷载添加二期I50-280.378985.8-60386.5150恒荷载添加二期J51-320.8410247.04-89240.4751恒荷载添加二期I51-36210245.67-89240.4751恒荷载添加二期J52-409.7211546.57-121938.7752恒荷载添加二期I52-461.5911544.61-121938.7752恒荷载添加二期J53-517.2112889.88-158608.1553恒荷载添加二期I53-575.8612887.4-158608.1553恒荷载添加二期J54-640.1314281.91-199389.8954恒荷载添加二期I54-706.7814278.76-199389.8954恒荷载添加二期J55-780.4815727.57-244440.3255恒荷载添加二期I55-855.6915723.65-244440.3255恒荷载添加二期J56-939.6917231.98-293931.4156恒荷载添加二期I56-1017.6917227.55-293931.4156恒荷载添加二期J57-1112.9218800.8-348051.357恒荷载添加二期I57-1199.3418795.49-348051.357恒荷载添加二期J58-1306.7920439.25-407004.86五渡口大桥施工图设计第 25 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)58恒荷载添加二期I58-1402.5420432.91-407004.8658恒荷载添加二期J59-1523.2922152.94-471014.2559恒荷载添加二期I59-1627.1522145.56-471014.2559恒荷载添加二期J60-1762.3223947.8-540319.4660恒荷载添加二期I60-1859.4923940.45-540319.4660恒荷载添加二期J61-2010.2825831-615178.8861恒荷载添加二期I618.2125909.12-615178.9661恒荷载添加二期J628.2127851.92-695820.5162恒荷载添加二期I628.16-27686.21-695820.5162恒荷载添加二期J638.16-25743.41-615676.0863恒荷载添加二期I63-1997.52-25665.79-61567663恒荷载添加二期J64-1846.73-23775.24-541313.764恒荷载添加二期I64-1750.25-23782.53-541313.764恒荷载添加二期J65-1615.08-21980.29-472505.6165恒荷载添加二期I65-1512.01-21987.62-472505.6165恒荷载添加二期J66-1391.27-20267.58-408993.3566恒荷载添加二期I66-1296.3-20273.88-408993.3566恒荷载添加二期J67-1188.85-18630.11-350536.9167恒荷载添加二期I67-1103.2-18635.38-350536.9167恒荷载添加二期J68-1007.97-17062.13-296914.1468恒荷载添加二期I68-930.74-17066.51-296914.1468恒荷载添加二期J69-846.74-15558.19-247920.1769恒荷载添加二期I69-772.34-15562.06-247920.1769恒荷载添加二期J70-698.64-14113.26-203366.8670恒荷载添加二期I70-632.78-14116.36-203366.8670恒荷载添加二期J71-568.51-12721.85-163082.2571恒荷载添加二期I71-509.98-12724.33-163082.2571恒荷载添加二期J72-454.36-11379.06-126909.9972恒荷载添加二期I72-404.47-11380.94-126909.9972恒荷载添加二期J73-356.76-10080.04-94708.8273恒荷载添加二期I73-316.33-10081.39-94708.8273恒荷载添加二期J74-275.86-8820.15-66351.9974恒荷载添加二期I74-236.62-8821.29-66351.9974恒荷载添加二期J75-192.91-7193.17-34330.7575恒荷载添加二期I75-151.13-7194.17-34330.7575恒荷载添加二期J76-118.01-5618.36-8715.8976恒荷载添加二期I76-86.49-5618.93-8715.8976恒荷载添加二期J77-62.95-4085.7810683.1377恒荷载添加二期I77-39.96-4086.0710683.1377恒荷载添加二期J78-25.25-2586.524019.1678恒荷载添加二期I78-8.92-2057.7725076.8478恒荷载添加二期J79-2.51-583.2830351.99五渡口大桥施工图设计第 26 页 共 97 页单元荷载阶段位置轴向 (kN)剪力-z (kN)弯矩-y (kN*m)79恒荷载添加二期I790-383.2930501.9979恒荷载添加二期J800165.7130665.1780恒荷载添加二期I800165.7130665.1780恒荷载添加二期J810714.7130004.8581恒荷载添加二期I810714.7130004.8581恒荷载添加二期J8201629.7127074.3182恒荷载添加二期I8201629.7127074.3182恒荷载添加二期J8302544.7121856.2883恒荷载添加二期I8302544.7121856.2883恒荷载添加二期J8403459.7114350.7584恒荷载添加二期I84-0.043459.7114350.7584恒荷载添加二期J85-0.044374.714557.7185恒荷载添加二期I85-0.734374.714557.7185恒荷载添加二期J86-0.734557.712324.6186恒荷载添加二期I86-1.134557.712324.6186恒荷载添加二期J87-1.134740.7102.3.5 各主要施工阶段弯矩图a）b）五渡口大桥施工图设计第 27 页 共 97 页c）d）图 5主梁主要施工阶段内力图a)最大悬臂阶段恒载内力；b)边跨合龙阶段恒载内力；c)中跨合龙阶段恒载内力；d)桥面铺装阶段恒载内力2.42.4 温度及支座沉降次内力计算温度及支座沉降次内力计算本次设计中按规范考虑了整体温度升降与梯度温度升降产生的内力效应。2.4.1.整体温度影响下内力图考虑到本桥所处地处的气候实际情况， 再根据查阅的 公路桥涵设计通用规范 ，本次设计考虑整体升温由 0 度到 25，整体降温由 0 度到-15；整体升温与整体降温均考虑为系统温度。由整体温度产生的内力图如下图：a)五渡口大桥施工图设计第 28 页 共 97 页b)c）d）图 6 整体升降温的弯矩和剪力图a)整体升温弯矩图 ；b)整体升温剪力图； c)整体降温弯矩图 ；d)整体降温剪力图2.4.2.梯度温度影响下内力图因为是混凝土结构，铺装层还有沥青混凝土，所以采用的竖向温度曲线和梯度温度影响下的内力图如下所示：t 为桥面板厚度竖向温度曲线图（H 单位为 mm，T 单位为）五渡口大桥施工图设计第 29 页 共 97 页a)b)c)d)图 7 温度梯度升降产生的弯矩与剪力图a)竖向温度曲线图和温度梯度升弯矩图 ； b) 温度梯度升剪力图；c) 温度梯度降弯矩图 ； d) 温度梯度降剪力图2.4.3.支座沉降次内力计算方法及结果本次设计中按规范要求考虑了支座沉降。在桥梁设计中，支座沉降工况的选取是应慎重考虑的问题。我们要考虑桥梁所处位置的地质水文情况，再结合现有的设计规范和设计经验，对沉降做出较为准确的判断。有的设计中有几组支座沉降，本五渡口大桥施工图设计第 30 页 共 97 页次设计只有一组。本设计考虑 1 号墩 26 号节点下降 1cm，2 号墩 62 号节点下降 2cm。沉降内力包络图如图 8 所示：a）b）图 8 支座沉降内力包络图a）支座沉降下弯矩包络图；b）支座沉降下剪力包络图2.52.5 活载内力计算活载内力计算2.5.1.冲击系数冲击系数是描述车辆通过桥身时由于车体的震动和桥垮自身的震动与变形使得汽车对桥梁的竖向冲击效应增大的一个常数。我们可以通过经验公式对它的基频做出计算再得到冲击系数：1213.6162ccEIflm2223.6512ccEIflm式中l 桥梁结构的计算跨径(m)；E 桥梁结构使用材料的弹性模量(2/mN)；cI 桥梁结构跨中截面的截面惯性距(4m )；cm 桥梁结构跨中处的单位长度质量(kg/m)；G 桥梁结构跨中处延米结构重力(N/m)；五渡口大桥施工图设计第 31 页 共 97 页g 当地重力加速度，g= 9.81(m/2s ) ；其中1f 是计算正弯矩和剪力时所使用的基频，2f是计算负弯矩时所使用的基频。然而在设计模型中，midas 程序会自动计算冲击系数，在程序中的移动荷载分析数据中选择规范类型 JTG D60-2004,在结构基频中选择用户输入，f（HZ）=0.8。2.5.2.汽车荷载车辆荷载包括车道荷载和车辆荷载。本桥桥宽 18m，分为 0.5m（防撞护栏）+23.75m（两车道）+2m（中央分隔带）+23.75m(两车道)+0.5m（防撞护栏） ，桥上共有四车道，主跨径小于 150，本次设计中考虑的横向折减系数为 0.67，不考虑纵向折减系数。车道荷载的加载方式为偏心距加载，所以加载偏心距分别为 7.1、4.0、-4.0、-7.1。车道荷载分为均布荷载和集中荷载，因为设计等级为公路-I 级，主跨径大于50m，所以 qk=10.5KN/m，Pk=360KN。当计算剪力效应是集中力要乘以 1.2 系数。车辆荷载选择总重 550kn 标准车。本次设计没有人群荷载。3.汽车荷载效应内力经 midas 程序计算可以得到在汽车荷载效应下的内力包络图 9和内力计算表格 7如下：a）b）图 9 汽车荷载作用下的内力包络图a）汽车荷载作用下的弯矩包络图；b）汽车荷载作用下剪力包络图五渡口大桥施工图设计第 32 页 共 97 页表表 7 7 汽车荷载作用下内力计算结果表汽车荷载作用下内力计算结果表单元位置Mmax（KN/m）Mmin（KN/m）Qmax（KN）Qmin(KN)1I100740.5-2168.81J2974.43-346.63740.57-2142.152I2974.43-346.63740.57-2142.162J31931.52-693.27740.79-2115.663I31931.52-693.27740.79-2115.663J46457.15-2426.44744.06-1985.444I46457.15-2426.44744.06-1985.444J510551.05-4159.61750.93-1859.15I510551.05-4159.61750.93-1859.15J614216.32-5892.79761.41-1736.826I614216.32-5892.79761.41-1736.826J717457.69-7625.96775.44-1618.777I717457.69-7625.96775.44-1618.777J819201.61-8665.86796.62-1550.038I819201.61-8665.86796.62-1550.038J920796.84-9705.77842.16-1482.899I920796.84-9705.77842.15-1482.889J1024339.64-12478.84967.48-1311.9610I1024339.64-12478.84967.45-1311.9110J1126882.43-15251.921097.64-1153.111I1126882.43-15251.921097.57-1153.0211J1228472.89-180251231.7-1006.4812I1228472.89-180251231.59-1006.3612J1329161.01-20798.071368.9-872.0113I1329161.01-20798.071368.73-871.8713J1428995.51-23571.151508.63-749.414I1428995.51-23571.151508.46-749.2514J1528338.16-25650.951614.81-664.9415I1528338.16-25650.951614.66-664.7715J1627242.34-27730.771722.1-586.6216I1627242.34-27730.771721.88-586.4316J1725722.28-29810.571830.4-514.1117I1725722.28-29810.571830.12-513.9217J1823789.93-31890.381939.69-447.1318I1823789.93-31890.381939.35-446.9218J1921455.07-33970.192049.97-385.3419I1921455.07-33970.192049.56-385.1319J2018764.17-36088.522161.26-328.4220I2018764.17-36088.522160.8-328.220J2116114.78-38636.592273.6-276.121I2116114.78-38636.592273.09-275.8621J2213592.58-41695.182387.03-228.08五渡口大桥施工图设计第 33 页 共 97 页单元位置Mmax（KN/m）Mmin（KN/m）Qmax（KN）Qmin(KN)22I2213592.58-41695.182386.44-227.8322J2311208.03-452712501.57-184.0923I2311208.03-452712500.9-183.8523J249155.19-49388.462617.28-147.0324I249155.19-49388.462616.64-146.9824J258994.96-54083.642734.25-143.4525I258994.96-54083.642742.64-143.8825J269192.32-59402.332862.23-142.7126I269192.32-59402.33268.37-3054.4126J278539.2-52197.6269.07-2947.0827I278539.2-52197.6268.28-2938.0827J288052.65-45493.4270.41-2831.8828I288052.65-45493.4270.5-2832.5828J298177.86-39283.46274.15-2726.829I298177.86-39283.46274.25-2727.5529J309383.55-33561.96279.48-2622.2330I309383.55-33561.96279.58-2622.8930J3110678.16-28326.7286.48-2517.9931I3110678.16-28326.7286.57-2518.5731J3212052.2-23760.93298.27-2414.0632I3212052.2-23760.93298.48-2414.5832J3313497.5-20579.33335.18-2310.4533I3313497.5-20579.33335.38-2310.9333J3415007.73-17777.21375.6-2207.234I3415007.73-17777.21375.8-2207.634J3516578.04-15352.15419.78-2104.2835I3516578.04-15352.15419.96-2104.6235J3618207.13-13306.03467.89-2001.7736I3618207.13-13306.03468.08-2002.0236J3719899.04-11646.88520.16-1899.6837I3719899.04-11646.88520.32-1899.8737J3821669.78-10395.35576.74-1798.1438I3821669.78-10395.35576.87-1798.3438J3924499.69-9716.49659.03-1663.9239I3924499.69-9716.49659.14-1664.1339J4026971.92-9287.94749.23-1531.6340I4026971.92-9287.94749.32-1531.7740J4128822.23-8859.39847.24-1401.8641I4128822.23-8859.39847.31-1401.9441J4230037.73-8430.83952.69-1275.4342I4230037.73-8430.83952.73-1275.4842J4330608.27-8002.281065-1153.2743I4330608.27-8002.281065.01-1153.27五渡口大桥施工图设计第 34 页 共 97 页单元位置Mmax（KN/m）Mmin（KN/m）Qmax（KN）Qmin(KN)43J4430654.19-7841.571108.74-1108.7444I4430654.19-7841.571108.74-1108.7444J4530608.27-8002.271153.28-1065.0145I4530608.27-8002.271153.27-106545J4630037.73-8430.831275.48-952.7346I4630037.73-8430.831275.44-952.6946J4728822.23-8859.371401.94-847.3147I4728822.23-8859.371401.86-847.2447J4826971.91-9287.921531.77-749.3248I4826971.91-9287.921531.63-749.2348J4924499.68-9716.481664.13-659.1449I4924499.68-9716.481663.92-659.0349J5021669.76-10395.331798.34-576.8750I5021669.76-10395.331798.14-576.7450J5119899.02-11646.861899.87-520.3251I5119899.02-11646.861899.68-520.1651J5218207.11-13306.012002.02-468.0852I5218207.11-13306.012001.77-467.8952J5316578.02-15352.142104.62-419.9653I5316578.02-15352.142104.28-419.7853J5415007.72-17777.192207.6-375.854I5415007.72-17777.192207.2-375.654J5513497.49-20579.312310.93-335.3855I5513497.49-20579.312310.45-335.1855J5612052.2-23760.912414.58-298.4856I5612052.2-23760.912414.06-298.2756J5710678.15-28326.722518.57-286.5757I5710678.15-28326.722517.99-286.4957J589383.54-33561.982622.89-279.5858I589383.54-33561.982622.23-279.4858J598177.86-39283.472727.55-274.2559I598177.86-39283.472726.81-274.1559J608052.67-45493.422832.58-270.560I608052.67-45493.422831.88-270.4160J618539.22-52197.612938.08-268.2861I618539.22-52197.612947.08-269.0761J629192.34-59402.353054.41-268.3762I629192.34-59402.35142.71-2862.2362J638994.98-54083.66143.88-2742.6463I638994.98-54083.66143.45-2734.2563J649155.2-49388.48146.98-2616.6464I649155.2-49388.48147.03-2617.2864J6511208.05-45271.02183.85-2500.9五渡口大桥施工图设计第 35 页 共 97 页单元位置Mmax（KN/m）Mmin（KN/m）Qmax（KN）Qmin(KN)65I6511208.05-45271.02184.09-2501.5765J6613592.6-41695.2227.83-2386.4466I6613592.6-41695.2228.08-2387.0366J6716114.8-38636.62275.86-2273.0967I6716114.8-38636.62276.1-2273.667J6818764.19-36088.55328.2-2160.868I6818764.19-36088.55328.42-2161.2668J6921455.1-33970.22385.13-2049.5669I6921455.1-33970.22385.34-2049.9769J7023789.95-31890.41446.92-1939.3570I7023789.95-31890.41447.13-1939.6970J7125722.31-29810.61513.92-1830.1271I7125722.31-29810.61514.12-1830.471J7227242.37-27730.79586.43-1721.8872I7227242.37-27730.79586.62-1722.172J7328338.18-25650.98664.77-1614.6673I7328338.18-25650.98664.94-1614.8173J7428995.53-23571.17749.26-1508.4674I7428995.53-23571.17749.41-1508.6374J7529161.03-20798.09871.87-1368.7375I7529161.03-20798.09872.01-1368.975J7628472.9-18025.021006.36-1231.5976I7628472.9-18025.021006.48-1231.776J7726882.43-15251.941153.02-1097.5777I7726882.43-15251.941153.1-1097.6477J7824339.65-12478.861311.91-967.4578I7824339.65-12478.861311.96-967.4878J7920796.85-9705.781482.88-842.1579I7920796.85-9705.781482.89-842.1679J8019201.62-8665.871550.03-796.6280I8019201.62-8665.871550.03-796.6280J8117457.69-7625.971618.77-775.4481I8117457.69-7625.971618.77-775.4481J8214216.32-5892.791736.82-761.4182I8214216.32-5892.791736.82-761.4182J8310551.05-4159.621859.1-750.9383I8310551.05-4159.621859.1-750.9383J846457.15-2426.441985.44-744.0684I846457.15-2426.441985.44-744.0684J851931.52-693.272115.66-740.7985I851931.52-693.272115.66-740.7985J86974.43-346.632142.16-740.5786I86974.43-346.632142.15-740.57五渡口大桥施工图设计第 36 页 共 97 页单元位置Mmax（KN/m）Mmin（KN/m）Qmax（KN）Qmin(KN)86J87002168.8-740.52.62.6 荷载组合荷载组合公路桥涵结构的设计是以可靠度为理论基础的概率极限状态设计方法。一般包括了承载能力极限状态和正常使用极限状态两种极限状态。其中，承载能力极限状态体现了桥涵结构的安全性，正常使用极限状态则体现了桥涵结构的适用性和耐久性。在这两个基本原则下，只有每项设计都达到规范要求，才能达到设计的预期效果。2.6.1.承载能力极限状态承载能力极限状态下包含了两种作用效应组合，一个是基本组合，另一个是偶然组合，本次设计中没有考虑偶然组合。基本组合为永久作用的设计效应值与可变作用效应值相组合。表达式为：）（m1im2jjkjk11iki0ud0QQCQQGGSSSS或）（m1im2jjdd1id0ud0QCQGSSSS式中：udS承载能力极限状态下基本组合的效应组合设计值。0同上含义iG第 i 个永久作用效应分项系数idikGGSS、第 i 个永久作用效应的标准值与设计值1Q汽车荷载效应的分项系数d1Q1kQSS、汽车荷载效应的标准值与设计值jQ在作用效应组合中除汽车外其他 j 个可变作用效应的分项系数jdQjkQSS、在作用效应组合中除汽车外其他 j 个可变作用效应的标准值与设计值C除汽车荷载 (含冲击系数、离心力)外的其他可变作用组合系数2.6.2.正常使用极限状态五渡口大桥施工图设计第 37 页 共 97 页正常使用极限状态又分为短期效应组合和长期效应组合。短期效应组合是永久作用标准值效应与可变作用频遇值效应的组合，基本表达式为：m1im1jjkj1ik0sdQCGSSS式中：sdS 作用短期效应组合设计值；j1第 j 个可变作用效应的频率值系数，汽车荷载(不计冲击力)1=0.7，人群荷载1=1.0，风荷载1=0.75，温度梯度作用1=0.8，其他作用1=1.0；jkj1QS第 j 个可变作用效应的频率值。长期效应组合是永久作用标准值效应与可变作用准永久遇值效应的组合,其基本表达式为:m1im1jjkj2ik01dQCGSSS1dS作用长期效应组合设计值；j2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)2=0.4， 人群荷载2=0.4， 风荷载2=0.75， 温度梯度作用2=0.8，其他作用2=1.0；jkj2QS第 j 个可变作用效应的准永久值。本设计中主要就是基本效应组合、短期效应组合、长期效应组合三类，在这三类效应组合下的内力图见下图 10，具体数据见表 8、表 9 和表 10 所示：a承载能力极限状态下基本组合弯矩包络图五渡口大桥施工图设计第 38 页 共 97 页b 承载能力极限状态基本组合剪力包络图c 正常使用极限状态短期效应组合弯矩包络图d 正常使用极限状态短期效应组合剪力包络图e 正常使用极限状态长期效应组合弯矩包络图f 正常使用极限状态长期效应组合剪力包络图图 10五渡口大桥施工图设计第 39 页 共 97 页表表 8 承载能力极限状态下基本组合内力计算结果表承载能力极限状态下基本组合内力计算结果表单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)1I100-4428.73-8687.732I24144.162201.68-4245.64-8467.443I38172.544311.87-4062.33-8247.354I426578.2213490.28-3142.76-7150.035I542091.9820381.19-2218.13-6058.166I654718.1524984.61-1288.47-4971.977I764463.3527300.52-353.83-3891.78I868931.2227592.07224.83-3246.469I972217.4326910.111037.57-2403.4410I1074487.3319593.93216.23-160.8311I1168354.025274.484897.731560.9512I1254824.46-15107.9466183298.9413I1333815.81-41706.188384.915062.1514I145205.67-74710.8210207.616860.9215I15-21339.33-103805.1911616.278239.2116I16-52342.54-136743.9113065.539648.0717I17-87910.77-173653.711456011092.5618I18-128168.56-214675.8616104.4912577.9619I19-173258.55-259966.7217703.914109.6320I20-223287.68-309752.1619363.7715693.5121I21-277887.48-364768.0421089.1617335.0322I22-337142.88-425332.3222885.5519040.0223I23-401261.4-491676.5424758.7520814.6224I24-470211.36-564074.8926715.9522661.4725I25-554943.85-655714.2528862.6324635.5226I26-632092.62-741143.41-27321.17-32212.1427I27-539952.51-637285.08-25296.62-30023.8928I28-466252.07-552800.37-23410.25-27993.0129I29-397249.4-474561.81-21610.09-26051.1430I30-332029.87-402302.93-19888.89-24190.9531I31-271741.67-335780.58-18240.6-22406.4732I32-216175.93-275029.19-16655.06-20692.0833I33-165139.25-220844.45-15098.96-19042.5834I34-118452.31-171631.63-13596.68-17452.2735I35-75949.96-127215.41-12142.78-15916.136I36-37477.67-87442.04-10732.09-14429.1637I37-2888.51-52181.51-9359.39-12986.6238I3827966.66-21336-8020.12-11584.4139I3963975.5312617.71-6277.82-9769.4140I4093077.2639814.6-4576.32-8008.941I41115092.4760795.66-2906.28-6294.342I42131213.6476771.42-730.38-4088.95五渡口大桥施工图设计第 40 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)43I43137833.3883408.521101.29-2243.3944I44138429.1383806.351711.52-1632.0545I45137922.7982780.712522.84-821.8246I46130447.5874547.974697.081338.6447I47115066.2159312.036373.342985.5548I4892733.1138013.18087.554655.3249I4963313.5210498.349847.546356.4250I5026986.76-23773.2411662.398098.5951I51-4106.81-54857.1613064.49437.6952I52-38934.38-90356.114506.2410809.8253I53-77645.07-130367.8715992.512219.9854I54-120385.82-175022.517527.9313673.2155I55-167311.16-224473.7219117.3315174.7156I56-218586.24-278896.8720766.2416730.3157I57-274390.38-339886.7122479.6318314.7758I58-334916.98-406647.4624262.9319962.0159I59-400374.91-479144.7426121.9421682.1660I60-469615.97-557621.7128063.8823482.3161I61-556432.8-655222.8130198.5525456.8662I62-635933.32-746441.56-26634.82-31048.5563I63-545741.96-647907.35-24611.66-28846.6364I64-473722.86-568918.91-22723.12-26799.465I65-404608.3-496293.52-20876.03-24842.2866I66-340325.17-429722.23-19100.45-22967.9867I67-280905.16-368930.91-17394.47-21170.568I68-226140.75-313687.96-15752.13-19444.1869I69-175947.03-263675.46-14167.78-17783.7570I70-130692.43-218157.53-12635.39-16183.5271I71-90270.03-176908.31-11149.4-14638.3672I72-54537.2-139771.44-9704.35-13143.2473I73-23369.4-106605.66-8295.03-11693.3974I743340.21-77284.23-6916.58-10284.5575I7532169.8-43976.83-5117.7-8461.7276I7653397.92-17075.84-3354.12-6694.3477I7767146.953609.33-1615.93-4973.7578I7874557.4119289.19634.81-2763.2179I7971599.2926000.482548.6-913.2780I8068245.3926645.963191.59-300.5281I8163859.8226467.953836.83278.1482I8254251.7824341.254917.11212.7983I8341762.7719927.066003.292142.4584I8426386.1913225.377095.163067.0885I858117.684236.188192.473986.64五渡口大桥施工图设计第 41 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)86I864116.732163.848412.564169.94表表 9 9正常使用极限状态下短期效应内力计算结果表正常使用极限状态下短期效应内力计算结果表单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin (kN)1I1-17886.68-17886.681087.63-1223.862I2-20761.82-21828.5-932.25-3226.023I3-21673.81-23795.62-88.81-2365.074I4-14829.48-22053.7-3643.38-5834.995I5-2789.44-14828.26-2723.8-4835.776I66388.53-10179.13-1801.82-3839.257I712829.29-7984.61-877.46-2845.558I816541.61-6686.09-314.34-2250.729I929644.654102.26624.03-1297.9410I1027690.83-3549.941939.9748.4711I1122168.27-14104.213100.091227.7912I1223352.04-17317.274574.542710.713I1319921.97-24542.625799.13933.5514I1417026.89-30663.884423.812546.8915I1524424.28-25330.652726.22834.8816I1637087.54-14439.242690.88780.3517I1732922.89-20092.93317.791383.5118I1827073.62-27156.333865.561903.2119I1920226.84-34948.934531.592537.0620I2011980.57-43929.334169.312138.6621I214580.28-52377.933718.561648.0522I2252.76-58378.93469.351355.4223I23-3512.76-63854.453608.891448.0924I24-5342.54-68176.491926.64-286.6125I25-20925.66-87898.7722091.9719795.6726I26-95254.73-167021.06-27358.6-30051.927I27-13382.86-78476.16-6328.99-8943.328I28-15937.86-74802.85-6734.65-9280.2629I29-9927.74-63301.78-6553.79-9032.0430I30-3211.4-52140.43-6371.17-8783.3531I314382.7-40484.76-6567.36-8914.7932I3214662.32-26642.85-6960.58-9246.7533I3326574.18-12139-6066.28-8308.0734I3436422.144.69-5310.52-7510.4735I3533163.41-1249.74-3491.55-5652.436I3623428.1-9272.56-2258.15-4382.7537I3712666.02-18622.01-3666.13-5757.5238I388669.63-21530.07-5132.98-7194.4439I3912181.99-17539.13-4322.82-6349.72五渡口大桥施工图设计第 42 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin (kN)40I4013064.3-16106.64-2965.43-4964.2641I419013.64-19192.52-1120.86-3098.4942I42244.56-26573.61324.6-1639.0343I43-8036.5-34517.03341.13-1615.8844I44-7339.53-34460.771057.82-898.6645I452349.56-25565.44668.17-1288.8346I4616435.64-13297.322806.1842.5547I4727394.99-3725.954488.662511.1648I4830926.59-1159.135931.643933.0149I4930126.94-2508.967248.695222.0750I5021438.66-11675.825891.423830.2451I5125418.93-8783.884235.052143.9552I5236768.891153.463434.451310.2253I5346965.69637.674682.122521.7354I5438180.07-1152.155226.63027.1555I5528728.06-12899.95886.63645.3856I5618187.83-26032.135516.993231.4357I578528.52-39253.755060.542713.6958I581718.42-50125.424803.992392.4759I59-4143.02-60431.864933.592456.0660I60-7750.81-69530.623239.58694.6561I61-25900.17-93908.2923393.1120770.8562I62-102949.82-177630.97-26653.6-29070.563I63-22946.71-92709.73-5619.43-7950.2664I64-27315.77-92814.71-6020.43-8275.7965I65-22281.4-85163.15-5813.33-8016.466I66-17060.43-77907.23-5601.25-7757.4267I67-10948.34-70196.79-5768.27-7880.9668I68-2127.27-60202.49-6133.67-8206.4569I698290.59-48925.58-5222.28-7258.9170I7016333.36-39812.06-4449.62-6454.0271I7123119.51-31686.84-3886.5-5862.7772I7216937.85-36254.56-2032.48-3984.9873I735608.66-45686.98-2658.51-4591.7474I74-789.26-49895.82-4129.37-6048.1875I755456.13-40257.68-3560.51-5467.9576I769655.62-32096.35-2362.61-4268.2877I7719201.59-17986.99-1419.36-3333.4278I7827199.6-4790.71-486.08-2419.379I7917274.21-8851.141454.07-509.5580I8014938.91-8809.312140.8162.7881I8111595.25-9676.692735.63725.982I825377.59-11544.013729.331650.26五渡口大桥施工图设计第 43 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin (kN)83I83-3473.84-15762.54725.852572.2484I84-15239.19-22609.155725.073491.8285I85-21414.35-23577.83818.621500.7386I86-20839.09-21926.63111.11775.7表表 10正常使用极限状态下长期效应内力计算结果表正常使用极限状态下长期效应内力计算结果表单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)1I1-17886.68-17886.68903.45-576.82I2-21053.92-21743.16-1116.44-2586.583I3-22253.07-23624.94-273.07-1733.24I4-16770.27-21456.33-3828.57-5240.335I5-5968.42-13804.18-2910.95-4277.26I62093.84-8728.36-1991.96-3315.627I77540-6107.14-1071.62-2355.658I810712.96-4552.6-514.55-1780.469I923319.126491.76410.81-846.8610I1020243.48-477.721690.96450.711I1113884.82-10349.282813.91584.6212I1214504.58-12879.624250.053025.6313I1310768.3-19422.265435.434210.0414I147810.92-24860.84020.22788.3415I1515313.93-19015.532292.281052.216I1628208.09-7612.092226.29975.2817I1724395.55-12753.712822.271557.7118I1819016.18-19305.13338.832058.2719I1912754.31-26585.673973.362674.4620I205194.68-35043.023579.292259.7821I21-1530.84-42845.83096.451754.2222I22-5419.93-48055.082814.851447.8523I23-8386.34-52591.162921.671527.9424I24-9711.79-55818.981206.35-217.325I25-25331.32-74281.9721335.7519864.1826I26-99798.98-151966.83-27435.3-29179.327I27-17740.5-65480.43-6405.64-8103.8428I28-20156.48-63722.6-6811.93-8470.9529I29-14182.14-53995.8-6632.15-8252.7430I30-7810.28-44469.17-6451.05-8033.9531I31-586.07-34309.28-6649.23-8195.1932I329300.97-21771.88-7045.87-8556.8733I3320799.88-8177.05-6162.11-7647.834I3430216.353166.03-5417.89-6879.7235I3526508.961218.72-3611.54-5051.0836I3616308.2-7388.7-2391.89-3810.75五渡口大桥施工图设计第 44 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)37I375062.72-17212.19-3814.79-5214.738I38560.4-20477.84-5297.8-6680.6339I393264.21-16680.85-4511.14-5874.2540I403440.17-15370.81-3179.52-4526.6141I41-1139.15-18579.13-1362.95-2697.9442I42-10255.52-26082.6752.39-1274.643I43-18699.58-34148.5336.84-1286.3844I44-18015.73-34138.19741.04-581.8845I45-8313.53-25196.94338.67-984.5446I465935.56-12806.382441.691114.7447I4717242.21-3112.574088.132753.2348I4821302.47-423.315494.034147.0749I4921209.17-1650.696773.295410.3750I5013329.43-10623.595377.673995.0251I5117815.63-7374.073692.282292.5752I52296493037.312862.511443.953I5340311.1512106.134080.92641.6754I5431974.292009.184595.973134.4655I5522953.77-8937.965226.473741.1556I5612826.49-21161.164827.253316.6557I573559.76-33078.274341.112795.5458I58-2880.46-42454.154054.782472.3259I59-8397.41-51125.884154.52534.3960I60-11969.43-58450.372430.47771.9161I61-30257.81-80912.5522551.0920847.7362I62-107494.06-162576.73-26721.8-28280.163I63-27352.38-79092.92-5687.73-7196.3664I64-31685.02-80457.19-6089.76-7555.3365I65-27154.98-73899.86-5893.26-732966I66-22533.12-67583.41-5693.76-7102.7567I67-17059.46-60664.65-5874.51-7258.7168I68-8913.17-51316.18-6254.87-7616.369I69818.05-40562.31-5359.74-6700.5770I708275.92-31960.83-4604.74-5927.1971I7114592.16-24347.65-4060.76-5367.1872I728058.39-29427.4-2227.47-3520.3373I73-3501.7-39371.86-2875.88-4157.7574I74-10005.23-44092.73-4370.88-5644.5375I75-3697.54-35137.31-3837.05-5104.2376I76808.15-27658.7-2677.57-3943.7677I7710918.14-14232.05-1776.21-3047.2178I7819752.25-1718.48-888.33-2170.2779I7910948.68-6461.641002.99-296.34五渡口大桥施工图设计第 45 页 共 97 页单元位置Mmax (kN*m)Mmin (kN*m)Qmax (kN)Qmin(kN)80I809110.25-6675.821670.54362.9981I816305.96-7799.222245.73920.0682I821082.9-10093.243205.71840.483I83-6652.82-14738.434167.282759.3984I84-17179.98-22011.785130.413677.0185I85-21993.61-23407.123186.751684.9986I86-21131.2-21841.262471.66959.89五渡口大桥施工图设计第 46 页 共 97 页3 3 预应力钢束的估算及配置预应力钢束的估算及配置3.13.1 钢束估算钢束估算3.1.1.设计标准本桥梁按全预应力混凝土构件标准进行设计。根据公路钢筋混凝土及预应力混凝土桥涵设计规范 ，预应力混凝土桥梁应满足使用荷载下的正截面抗裂要求、正截面压应力要求和承载能力状态下的正截面强度要求。3.1.2.钢束标准钢束估算时使用的钢束标准是 Stand1860 钢绞线，2 .15j，抗拉强度标准值pkf=1863MPa，张拉力取的是com=1300 MPa0.751863MPa=1395 MPa。因为是配高强钢绞线的后张法构件，应力损失= 0.2com。3.1.3.按构件正截面抗裂性要求估算预应力钢筋数量全预应力混凝土梁按作用短期效应组合进行正截面抗裂性验算，计算所得的正截面混凝土法向拉应力应满足限制值的要求，即：0e185. 0ppes）（WANWM对上式进行移项变化，就可以得到全预应力混凝土梁满足短期效应组合抗裂验算所需的有效预加力为：peN）（WAWMpse185. 0式中，sM为按作用短期效应组合计算的弯矩值；peN为使用阶段预应力钢筋永存应力的合力；A 是构件混凝土全截面面积；W 是构件全截面对抗裂验算边缘弹性抵抗矩；pe为预应力钢筋的合力作用点至截面重心轴的距离。求得peN的值后，结合相五渡口大桥施工图设计第 47 页 共 97 页应的应力损失com，就可以估算出预应力钢筋的总面积comp2 . 0-1pe）（NA 。pA 确定之后，则可以按一束预应力筋的面积p1A 算出所需的预应力钢筋束数1n=p1pAA。下表11、表 12 是在 midas 程序中计算出来的预应力钢筋估算面积：表表 1111 顶板预应力钢筋估算面积顶板预应力钢筋估算面积单元位置顶/底ey (m)Ny (kN)Ay (m2)1I1顶0.8743002I2顶0.9857003I3顶1.0744004I4顶1.0979005I5顶1.0979006I6顶1.0979007I7顶1.0979008I8顶1.0979009I9顶1.020010I10顶1.00270011I11顶1.07615901.7580.004712I12顶1.131717550.010.013913I13顶1.210232596.220.025914I14顶1.321449415.790.039215I15顶1.415762836.680.049916I16顶1.22876692.870.060917I17顶1.363790784.130.072118I18顶1.4993104942.50.083319I19顶1.6345119033.30.094520I20顶1.765132971.60.105521I21顶1.9243146849.10.116522I22顶2.1062160621.30.127523I23顶2.3174231.80.138324I24顶2.6248187650.50.148925I25顶2.8532201206.90.159726I26顶2.8805226660.80.179927I27顶2.8552200069.60.158828I28顶2.6246185918.90.147629I29顶2.42411714280.136130I30顶2.2335156607.10.124331I31顶2.0553141484.80.112332I32顶1.9014126195.70.100233I33顶1.7795111172.70.088234I34顶1.652796086.60.076335I35顶1.53781071.140.0643五渡口大桥施工图设计第 48 页 共 97 页单元位置顶/底ey (m)Ny (kN)Ay (m2)36I36顶1.42666296.960.052637I37顶1.321851973.570.041238I38顶1.359838351.090.030439I39顶1.252721962.440.017440I40顶1.16727663.1420.006141I41顶1.0970042I42顶0.92530043I43顶1.1080044I44顶1.1080045I45顶0.90360046I46顶0.91670047I47顶1.05350048I48顶1.12758503.4170.006749I49顶1.216822914.880.018250I50顶1.327539397.250.031351I51顶1.421453077.70.042152I52顶1.233267448.760.053553I53顶1.363782260.860.065354I54顶1.499397305.210.077255I55顶1.63451124120.089256I56顶1.765127448.40.101157I57顶1.9243142744.50.113358I58顶2.1062157868.30.125359I59顶2.3172686.10.137160I60顶2.6248187169.90.148561I61顶2.8532201650.40.1662I62顶2.8805227959.90.180963I63顶2.8552202110.10.160464I64顶2.6246188907.40.149965I65顶2.4241175499.20.139366I66顶2.2335161895.80.128567I67顶2.0553148126.30.117668I68顶1.9014134246.40.106569I69顶1.7795120299.80.095570I70顶1.6527106193.80.084371I71顶1.533192012.450.07372I72顶1.420577889.590.061873I73顶1.315863992.40.050874I74顶1.353450520.50.040175I75顶1.21433616.760.026776I76顶1.135418468.020.014777I77顶1.07616700.1650.005378I78顶1.002700五渡口大桥施工图设计第 49 页 共 97 页单元位置顶/底ey (m)Ny (kN)Ay (m2)79I79顶1.09790080I80顶1.09790081I81顶1.09790082I82顶1.09790083I83顶1.09790084I84顶1.09790085I85顶1.07440086I86顶0.985700表表 1212 底板预应力钢筋估算面积底板预应力钢筋估算面积单元位置顶/底ey (m)Ny (kN)Ay (m2)1I1底-1.5557002I2底-1.75032072.5670.00163I3底-1.88684079.4120.00324I4底-2.002113127.970.01045I5底-2.002120534.660.01636I6底-2.002126301.610.02097I7底-2.002130432.050.02428I8底-2.002132126.560.02559I9底-2.006633146.380.026310I10底-2.009131961.870.025411I11底-2.0291257490.020412I12底-2.062916324.990.01313I13底-2.12334920.7660.003914I14底-1.85310015I15底-1.09740016I16底-2.34450017I17底-2.42020018I18底-2.50340019I19底-2.59410020I20底-2.69210021I21底-2.79740022I22底-2.90990023I23底-3.02970024I24底-1.15170025I25底-3.04170026I26底-3.04170027I27底-3.04170028I28底-2.9070029I29底-2.77970030I30底-2.65990031I31底-2.54740032I32底-2.442100五渡口大桥施工图设计第 50 页 共 97 页单元位置顶/底ey (m)Ny (kN)Ay (m2)33I33底-2.34410034I34底-2.25340035I35底-1.78960036I36底-2.01540037I37底-2.05490038I38底-2.03850039I39底-2.00334774.9780.003840I40底-1.960418525.950.014741I41底-1.937131379.610.024942I42底-1.917541521.380.03343I43底-1.971745730.790.036344I44底-1.971746004.580.036545I45底-1.976445642.690.036246I46底-1.986240903.240.032547I47底-2.016131366.850.024948I48底-2.053118365.230.014649I49底-2.11714477.2570.003650I50底-1.950051I51底-1.44420052I52底-2.30420053I53底-2.42020054I54底-2.50340055I55底-2.59410056I56底-2.69210057I57底-2.79740058I58底-2.90990059I59底-3.02970060I60底-1.15170061I61底-3.04170062I62底-3.04170063I63底-3.04170064I64底-2.9070065I65底-2.77970066I66底-2.65990067I67底-2.54740068I68底-2.44210069I69底-2.34410070I70底-2.25340071I71底-2.17020072I72底-1.73690073I73底-1.96050074I74底-1.99690075I75底-1.98554180.8560.0033五渡口大桥施工图设计第 51 页 共 97 页单元位置顶/底ey (m)Ny (kN)Ay (m2)76I76底-1.955715659.410.012477I77底-2.029125170.140.0278I78底-2.009132098.850.025579I79底-2.002132857.850.026180I80底-2.002131790.170.025281I81底-2.002130136.020.023982I82底-2.002126072.860.020783I83底-2.002120373.20.016284I84底-2.002113033.790.010385I85底-1.88684052.5010.003286I86底-1.75032059.1110.00163.23.2 预应力束的布置预应力束的布置根据上一节的估算结果，确定梁内各截面所配预应力筋的实际数目，然后将预应力钢束合理的布置到每一个截面。然后，通过 MIDAS 程序对布预应力筋后的全桥进行成桥检算，检查成桥是否能通过应力检算。若成桥不能通过应力检算，则应调整预应力筋的数目，改变预应力筋在梁体内的布置，再进行检算，如此反复只到通过成桥检算为止。经过多次反复检算后，最终确定预应力筋在梁体内的布置。3.2.1.布置原则:1）预应力索为结构主要受力钢筋,为了设计和施工方便,进行对称布束,锚头尽量靠近压应力区。2)横断面中布置时直束靠近顶板位置,直接锚固在齿板上,弯束布置在腹板上,便于下弯锚固。3）预应力钢筋的布置，应使其重心线不超出束界范围。4）预应力钢筋的弯起角度，应与所承受的剪力变化规律相结合。5）对后张法构件，预应力钢筋孔道之间预留的距离，必须要保证混凝土中最大集料在浇筑混凝土时能顺利通过，同时保证预留孔道之间不至于窜孔和锚具布置的要求等。具体布置见下图 11：a）跨中截面配筋布置图五渡口大桥施工图设计第 52 页 共 97 页b）支点截面配筋布置图图 113.33.3 预应力损失计算：预应力损失计算：预应力钢筋张拉后到使用阶段，都是会产生应力损失的， 公桥规中主要考虑了 6 项预应力的损失。1）预应力筋与孔道壁之间摩擦引起的应力损失1。摩擦损失是指后张法张拉钢筋时，预应力钢筋与周围接触的管道之间产生摩擦，预应力钢筋中应力随张拉端距离的增加而减少的现象。其中主要包括两个：一个是由管道的位置偏差引起的，孔壁粗糙以及钢筋表面粗糙等原因。使得预应力钢筋与孔壁摩擦产生损失，其数值较小；另一个是张拉曲线预应力钢筋时由于孔道曲率，预应力钢筋与孔之间产生径向压力所引起的摩擦损失，其数值较大。2）锚具变形、预应力筋回缩和分块拼装构件接缝压密引起的应力损失2。当预应力钢筋张拉结束并进行锚固时，锚具受力变形，缝隙被挤密，钢筋向内回缩；此外，拼装式构件的接缝，在锚固后也将因压密变形引起损失。3）混凝土加热养护时，预应力筋和台座之间温差引起的应力损失3。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）混凝土弹性压缩引起的应力损失4。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。5）预应力筋松弛引起的应力损失5。对预应力钢筋，仅在传力锚固时钢筋应五渡口大桥施工图设计第 53 页 共 97 页力pkpf5 . 0的情况下，才考虑由于钢筋松弛引起的应力损失。6）混凝土收缩和徐变引起的应力损失6。对于每一根钢束，每一个阶段计算钢束沿程的预应力损失，进而得到个钢束在各个阶段的应力分布。midas 程序计算了各个阶段钢束预应力损失情况，这里以腹板束为例，列出几个阶段的计算结果。腹板钢束大悬臂阶段和成桥阶段的预应力损失见表13、表 14。表表 13 最大悬臂阶段腹板束预应力损失最大悬臂阶段腹板束预应力损失单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数14I1050023-18796.60.9821-14593.1-9512.97214J1077531-14118.10.9869-11603.4-11999.6215I1063852-18560.40.9826-14743.4-10762.9415J1125671-11915.30.9894-12195.4-16801.4416I1100588-16592.70.9849-14887-14383.6616J1111865-11359.20.9898-13222.6-15395.2617I1096568-15659.30.9857-15478.7-13939.2817J1101487-11298.80.9897-14158.9-14379.8818I1091379-15190.30.9861-16064-13422.81018J1091761-11388.50.9896-14913-134591019I1084962-14944.90.9862-16594.6-12815.21219J1082404-115240.9894-15460.5-12598.51220I1077777-14798.60.9863-16980.4-12157.71420J1073759-11428.20.9894-15847.3-11831.11421I1070807-14435.20.9865-17215-11542.71621J1063919-11159.30.9895-16220.3-109611622I1062403-13920.70.9869-17450.3-10802.51822J1049759-10907.60.9896-16526-9713.481823I1049782-13449.20.9872-17618.1-9693.112023J1036417-10701.60.9897-16713.8-8573.932024I1036417-104840.9899-16665.3-8573.932024J1018274-8063.950.9921-15877.5-7081.612025I1018274678.49181.0007-1131.97-7081.612025J990179.41376.431.0014-892.565-4782.542026I990179.41376.4311.0014-892.565-4782.542026J1018274788.99791.0008-1100.2-7081.612027I1018274-7926.210.9922-15837.1-7081.612027J1036417-10355.90.99-16627.6-8573.932028I1036417-10572.40.9898-16675.8-8573.9320五渡口大桥施工图设计第 54 页 共 97 页单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数28J1049782-13335.90.9873-17591.6-9693.112029I1049759-10779.20.9897-16495.5-9713.481829J1062403-13806.40.987-17414.3-10802.51830I1063919-11028.30.9896-16181.8-109611630J1070807-14314.50.9866-17148.5-11542.71631I1073759-11289.80.9895-15778.6-11831.11431J1077777-14673.10.9864-16906.8-12157.71432I1082404-11377.90.9895-15382.2-12598.51232J1084962-14819.70.9863-16530.1-12815.21233I1091761-11237.90.9897-14843.7-134591033J1091379-15070.40.9862-16008.8-13422.81034I1101487-11147.20.9899-14098.7-14379.8834J1096568-15551.50.9858-15440.4-13939.2835I1111865-11219.20.9899-13178.5-15395.2635J1100587-16523.80.985-14865.1-14383.6636I1125671-11789.10.9895-12154.7-16801.4436J1063852-18495.50.9826-14688.9-10762.9437I1077531-14028.30.987-11530-11999.6237J1050023-18793.90.9821-14581.9-9512.96250I1050023-188280.9821-14610.2-9512.96250J1077531-14120.80.9869-11605.2-11999.6251I1063852-18585.70.9825-14757.5-10762.9451J1125671-11905.30.9894-12191.3-16801.4452I1100587-16606.20.9849-14895.4-14383.6652J1111865-11348.30.9898-13218.9-15395.2653I1096568-15650.50.9857-15475-13939.1853J1101487-11279.10.9898-14150.8-14379.8854I1091379-15178.10.9861-16059.1-13422.81054J1091761-11368.20.9896-14904.9-134591055I1084962-14930.90.9862-16589.1-12815.21255J1082404-11503.70.9894-15452.6-12598.51256I1077777-14783.70.9863-16974.8-12157.71456J1073759-11407.40.9894-15839.6-11831.11457I1070807-14419.10.9865-17209.2-11542.71657J1063919-111380.9895-16212.6-109611658I1062403-13903.50.9869-17444.2-10802.51858J1049759-10886.20.9896-16518.5-9713.481859I1049782-13431.50.9872-17611.9-9693.112059J1036417-10680.50.9897-16706.6-8573.922060I1036417-104630.9899-16658.3-8573.9220五渡口大桥施工图设计第 55 页 共 97 页单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数60J1018274-8041.670.9921-15870-7081.62061I1018274678.4921.0007-1131.97-7081.62061J990179.41376.431.0014-892.565-4782.542062I990179.41376.4311.0014-892.565-4782.542062J1018274788.99811.0008-1100.2-7081.62063I1018274-7948.490.9922-15844.6-7081.62063J1036417-10376.90.99-16634.7-8573.922064I1036417-10593.60.9898-16683.1-8573.922064J1049782-13353.70.9873-17597.8-9693.112065I1049759-10800.60.9897-16503.1-9713.481865J1062403-13823.60.987-17420.4-10802.51866I1063919-11049.50.9896-16189.5-109611666J1070807-14330.60.9866-17154.4-11542.71667I1073759-11310.60.9895-15786.4-11831.11467J1077777-146880.9864-16912.4-12157.71468I1082404-11398.20.9895-15390-12598.51268J1084962-14833.70.9863-16535.6-12815.21269I1091761-11258.20.9897-14851.8-134591069J1091379-15082.50.9862-16013.7-13422.81070I1101487-11166.90.9899-14106.8-14379.8870J1096568-15560.30.9858-15444.1-13939.1871I1111865-11230.10.9899-13182.3-15395.2671J1100587-16510.30.985-14856.7-14383.6672I1125671-11799.10.9895-12158.7-16801.4472J1063852-18470.20.9826-14674.8-10762.9473I1077531-14025.60.987-11528.2-11999.6273J1050023-18762.50.9821-14564.8-9512.962表表 14 成桥状态施工阶段腹板束预应力损失成桥状态施工阶段腹板束预应力损失单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数14I1050023-23001.30.9781-25292.9-9512.97214J1077531-18642.40.9827-22024.6-11999.6215I1063852-19654.70.9815-24183.7-10762.9415J1125671-15457.20.9863-21996.5-16801.4416I1100588-16860.40.9847-23789.5-14383.6616J1111865-13823.60.9876-22412-15395.26五渡口大桥施工图设计第 56 页 共 97 页单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数17I1096568-166840.9848-24463-13939.2817J1101487-132780.9879-22935.3-14379.8818I1091379-162800.9851-24774.6-13422.81018J1091761-127800.9883-23177.8-134591019I1084962-157910.9854-24894.8-12815.21219J1082404-12324.40.9886-23181.1-12598.51220I1077777-15296.90.9858-24794.3-12157.71420J1073759-11698.10.9891-23011.3-11831.11421I1070807-14571.70.9864-24503.8-11542.71621J1063919-10906.40.9897-22844.9-109611622I1062403-13656.30.9871-24227.5-10802.51822J1049759-10146.30.9903-22640.6-9713.481823I1049782-12765.50.9878-23891.5-9693.112023J1036417-9469.160.9909-22340.4-8573.932024I1036417-9238.350.9911-22328.2-8573.932024J1018274-6284.690.9938-21047.6-7081.612025I1018274-35795.20.9648-14111.5-7081.612025J990179.4-29729.80.97-12003.1-4782.542026I990179.4-29729.70.97-12003.1-4782.542026J1018274-35876.40.9648-14120.6-7081.612027I1018274-6367.420.9937-21136.7-7081.612027J1036417-9526.050.9908-22466.4-8573.932028I1036417-9758.050.9906-22482.8-8573.932028J1049782-13200.30.9874-24070.5-9693.112029I1049759-10676.20.9898-22864-9713.481829J1062403-14284.10.9866-24449.4-10802.51830I1063919-11696.10.989-23134.7-109611630J1070807-15374.30.9856-24736.9-11542.71631I1073759-12755.30.9881-23343.9-11831.11431J1077777-16268.50.9849-25068.7-12157.71432I1082404-13680.20.9874-23595.6-12598.51232J1084962-169580.9844-25241.3-12815.21233I1091761-14526.30.9867-23730.7-134591033J1091379-17565.90.9839-25168.5-13422.81034I1101487-15425.90.986-23630.7-14379.8834J1096568-17831.90.9837-24830.6-13939.2835I1111865-17095.20.9846-23489.9-15395.2635J1100587-19361.20.9824-24605.3-14383.6636I1125671-187850.9833-23016.3-16801.4436J1063852-21757.30.9795-24605.5-10762.94五渡口大桥施工图设计第 57 页 共 97 页单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数37I1077531-21856.80.9797-22762.1-11999.6237J1050023-23857.60.9773-24833.9-9512.96250I1050023-23884.10.9773-24867.6-9512.96250J1077531-21950.10.9796-22858.5-11999.6251I1063852-21849.60.9795-24694.7-10762.9451J1125671-189000.9832-23066.1-16801.4452I1100587-19442.40.9823-24646.4-14383.6652J1111865-17224.10.9845-23541.7-15395.2653I1096568-17930.80.9836-24875.9-13939.1853J1101487-15557.80.9859-23697.4-14379.8854I1091379-17673.20.9838-25234.3-13422.81054J1091761-14656.40.9866-23809.6-134591055I1084962-17068.70.9843-25318.3-12815.21255J1082404-13805.60.9872-23686.8-12598.51256I1077777-16378.20.9848-25157.5-12157.71456J1073759-12872.50.988-23422.9-11831.11457I1070807-15478.30.9855-24816-11542.71657J1063919-118060.9889-23175-109611658I1062403-14381.20.9865-24488.8-10802.51858J1049759-10783.40.9897-22894.3-9713.481859I1049782-132960.9873-24097.6-9693.112059J1036417-9866.140.9905-22523.5-8573.922060I1036417-9633.170.9907-22506.9-8573.922060J1018274-6482.890.9936-21179.9-7081.62061I1018274-35989.80.9647-14163.3-7081.62061J990179.4-29730.50.97-12003.4-4782.542062I990179.4-29730.60.97-12003.4-4782.542062J1018274-35683.40.965-14069.4-7081.62063I1018274-6170.910.9939-21004.9-7081.62063J1036417-9132.840.9912-22288.2-8573.922064I1036417-9362.670.991-22300.2-8573.922064J1049782-12671.20.9879-23864.9-9693.112065I1049759-10040.70.9904-22610.9-9713.481865J1062403-13560.60.9872-24188.5-10802.51866I1063919-10798.10.9899-22805.2-109611666J1070807-14468.90.9865-24425.1-11542.71667I1073759-11582.50.9892-22933-11831.11467J1077777-15188.20.9859-24706-12157.71468I1082404-12200.70.9887-23090.6-12598.51268J1084962-15681.40.9855-24818.2-12815.212五渡口大桥施工图设计第 58 页 共 97 页单元位置应力 (考虑瞬时损失) : A(kN/m2)弹性变形损失: B(kN/m2)比值(A+B)/A徐变/收缩损失(kN/m2)松弛损失(kN/m2)端部有效钢束数69I1091761-12651.50.9884-23099.7-134591069J1091379-16173.60.9852-24709.2-13422.81070I1101487-13147.60.9881-22869.4-14379.8870J1096568-16585.90.9849-24418-13939.1871I1111865-13695.80.9877-22360.8-15395.2671J1100587-16778.60.9848-23748.2-14383.6672I1125671-15342.90.9864-21947.1-16801.4472J1063852-19567.10.9816-24096.2-10762.9473I1077531-18552.60.9828-21929.7-11999.6273J1050023-229560.9781-25251.6-9512.962五渡口大桥施工图设计第 59 页 共 97 页4 4 全桥强度验算全桥强度验算预应力混凝土变截面连续梁桥的主梁是受弯构件，他的强度验算主要是两个方面。一个是正截面验算，一个是斜截面验算。由于时间有限和设计者能力限制，本次设计中没有配置三向预应力筋中的横向预应力钢筋和竖向预应力钢筋，所以在这里只对正截面和部分斜截面进行验算。验算的内容有使用阶段正截面抗弯验算、使用阶段正截面抗裂验算、使用阶段正截面压应力验算、使用阶段斜截面主压应力验算、施工阶段法向压应力验算、受拉区钢筋拉应力验算。4.14.1 使用阶段正截面抗弯验算使用阶段正截面抗弯验算按照结构设计原理中的叙述，因为箱形梁的翼缘板是参与抗压作用的，所以箱形截面在正截面抗弯承载力计算中可以按 T 形截面处理。所以我们截面验算时也可这样。确定翼缘的有效宽度fb，然后判定 T 形截面类型。若是满足式ssdffcdfhbfA，则有fhx ，属于第一类 T 形截面，否则属于第二类 T 形截面。当为第一类 T 形截面时，由：ssdfcdfxbfA得到 x，满足fhx ，将 x 带入：uM）（2x-hxbf0fcd或uM）（2x-hf0sdSA求得正截面抗弯承载力，满足uMM，表示强度符合要求。当为第二类 T 形截面时，由：ssdffcdcdfhb-bfbxfA）（得到 x，0bfhxh，将 x 带入式：）（）（）（2h-hhb-bf2x-hbxfMf0ffcd0cdu求得正截面抗弯承载里，满足uMM，表示强度符合要求。midas 程序计算出来的抗弯承载能力见下表 15：五渡口大桥施工图设计第 60 页 共 97 页表表 1515 使用阶段正截面抗弯承载能力验算使用阶段正截面抗弯承载能力验算单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)1I1最大cLCB16FX-MAXOK0124731.91I1最小cLCB3FX-MAXOK0109282.11J2最大cLCB9FX-MAXOK5178.492131733.81J2最小cLCB18FX-MINOK2421.851131733.82I2最大cLCB9FX-MAXOK5178.492131733.82I2最小cLCB18FX-MINOK2421.851131733.82J3最大cLCB9FX-MAXOK10209.5136476.72J3最小cLCB18FX-MINOK4743.052136476.73I3最大cLCB9FX-MAXOK10209.5136476.73I3最小cLCB18FX-MINOK4743.052136476.73J4最大cLCB9FX-MAXOK33152.73141239.73J4最小cLCB18FX-MINOK14839.31141239.74I4最大cLCB9FX-MAXOK33152.73141239.74I4最小cLCB18FX-MINOK14839.31141239.74J5最大cLCB9FX-MAXOK52411.6141236.74J5最小cLCB18FX-MINOK22419.31141236.75I5最大cLCB9FX-MAXOK52411.6141236.75I5最小cLCB18FX-MINOK22419.31141236.75J6最大cLCB9FX-MAXOK67990.88141233.25J6最小cLCB18FX-MINOK27483.07141233.26I6最大cLCB9FX-MAXOK67990.88141233.26I6最小cLCB18FX-MINOK27483.07141233.26J7最大cLCB9FX-MAXOK79897.84141228.16J7最小cLCB18FX-MINOK30030.57141228.17I7最大cLCB9FX-MAXOK79897.84141228.17I7最小cLCB18FX-MINOK30030.57141228.17J8最大cLCB9FX-MAXOK85283.27141226.17J8最小cLCB18FX-MINOK30351.27141226.18I8最大cLCB9FX-MAXOK85283.271412278I8最小cLCB18FX-MINOK30351.271412278J9最大cLCB9FX-MAXOK89352.71141225.68J9最小cLCB18FX-MINOK29766.13141225.69I9最大cLCB9FX-MAXOK89154.711428899I9最小cLCB18FX-MINOK29601.131428899J10最大cLCB9FX-MAXOK92522.55144993.89J10最小cLCB18FX-MINOK22716.74144993.810I10最大cLCB9FX-MAXOK91126.42144848.210I10最小cLCB18FX-MINOK21553.29144848.210J11最大cLCB9FX-MAXOK82313.87146628.410J11最小cLCB18FX-MINOK5801.924146628.411I11最大cLCB9FX-MAXOK82313.87146568.5五渡口大桥施工图设计第 61 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)11I11最小cLCB18FX-MINOK5801.924146568.511J12最大cLCB9FX-MAXOK64031.6145963.111J12最小cLCB18FX-MINOK-16618.7170394.912I12最大cLCB9FX-MAXOK64031.6121841.212I12最小cLCB18FX-MINOK-16618.7161358.512J13最大cLCB19FX-MAXOK38431.09121989.212J13最小cLCB8FX-MINOK-48153.1178456.413I13最大cLCB19FX-MAXOK38431.0996626.213I13最小cLCB8FX-MINOK-48153.1173195.313J14最大cLCB19FX-MAXOK7124.4495020.3313J14最小cLCB8FX-MINOK-90799.3190621.814I14最大cLCB19FX-MAXOK7124.4487557.9714I14最小cLCB8FX-MINOK-90799.3212335.214J15最大cLCB19FX-MAXOK-21951.7248436.114J15最小cLCB8FX-MINOK-128514248436.115I15最大cLCB19FX-MAXOK-21951.7258396.515I15最小cLCB8FX-MINOK-128514258396.515J16最大cLCB19FX-MAXOK-55931.8319470.315J16最小cLCB8FX-MINOK-171303319470.316I16最大cLCB19FX-MAXOK-55931.8313110.416I16最小cLCB8FX-MINOK-171303313110.416J17最大cLCB19FX-MAXOK-94933.5395016.616J17最小cLCB8FX-MINOK-219334395016.617I17最大cLCB19FX-MAXOK-94933.5359430.117I17最小cLCB8FX-MINOK-219334359430.117J18最大cLCB19FX-MAXOK-13909447858617J18最小cLCB8FX-MINOK-27279447858618I18最大cLCB19FX-MAXOK-139094405850.918I18最小cLCB8FX-MINOK-272794405850.918J19最大cLCB19FX-MAXOK-188569569799.918J19最小cLCB8FX-MINOK-331888569799.919I19最大cLCB19FX-MAXOK-188569453636.219I19最小cLCB8FX-MINOK-331888453636.219J20最大cLCB19FX-MAXOK-243478667467.119J20最小cLCB8FX-MINOK-396903667467.120I20最大cLCB19FX-MAXOK-243478503143.720I20最小cLCB8FX-MINOK-396903503143.720J21最大cLCB19FX-MAXOK-30341477802020J21最小cLCB8FX-MINOK-46868977802021I21最大cLCB19FX-MAXOK-303414561494.521I21最小cLCB8FX-MINOK-468689561494.521J22最大cLCB19FX-MAXOK-368472898586.2五渡口大桥施工图设计第 62 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)21J22最小cLCB8FX-MINOK-547643898586.222I22最大cLCB19FX-MAXOK-368472629815.322I22最小cLCB8FX-MINOK-547643629815.322J23最大cLCB19FX-MAXOK-438879102402322J23最小cLCB8FX-MINOK-634067102402323I23最大cLCB19FX-MAXOK-438879707694.223I23最小cLCB8FX-MINOK-634067707694.223J24最大cLCB19FX-MAXOK-514601115565123J24最小cLCB8FX-MINOK-728315115565124I24最大cLCB19FX-MAXOK-514601819657.724I24最小cLCB8FX-MINOK-728315819657.724J25最大cLCB19FX-MAXOK-593517130761724J25最小cLCB8FX-MINOK-830784130761725I25最大cLCB19MX-MAXOK-607683133775225I25最小cLCB8FY-MINOK-847478133775225J26最大cLCB19MX-MAXOK-692423134461625J26最小cLCB8FY-MINOK-958555134461626I26最大cLCB19FZ-MAXOK-692423134461626I26最小cLCB8FY-MINOK-958555134461626J27最大cLCB19FZ-MAXOK-605235133775226J27最小cLCB8FY-MINOK-840735133775227I27最大cLCB19FX-MAXOK-591069130761727I27最小cLCB8FX-MINOK-824041130761727J28最大cLCB19FX-MAXOK-509999819655.927J28最小cLCB8FX-MINOK-714639819655.928I28最大cLCB19FX-MAXOK-509999115565128I28最小cLCB8FX-MINOK-714639115565128J29最大cLCB19FX-MAXOK-434096707694.228J29最小cLCB8FX-MINOK-613329707694.229I29最大cLCB19FX-MAXOK-434096102402329I29最小cLCB8FX-MINOK-613329102402329J30最大cLCB19FX-MAXOK-362354629815.329J30最小cLCB8FX-MINOK-519762629815.330I30最大cLCB19FX-MAXOK-362354898586.230I30最小cLCB8FX-MINOK-519762898586.230J31最大cLCB19FX-MAXOK-296037561494.530J31最小cLCB8FX-MINOK-433618561494.531I31最大cLCB19FX-MAXOK-29603777802031I31最小cLCB8FX-MINOK-43361877802031J32最大cLCB19FX-MAXOK-234915503143.731J32最小cLCB8FX-MINOK-354885503143.732I32最大cLCB19FX-MAXOK-234915667467.1五渡口大桥施工图设计第 63 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)32I32最小cLCB8FX-MINOK-354885667467.132J33最大cLCB19FX-MAXOK-178775453636.232J33最小cLCB8FX-MINOK-284394453636.233I33最大cLCB19FX-MAXOK-178775569799.933I33最小cLCB8FX-MINOK-284394569799.933J34最大cLCB19FX-MAXOK-127419405850.933J34最小cLCB8FX-MINOK-220349405850.934I34最大cLCB19FX-MAXOK-12741947858634I34最小cLCB8FX-MINOK-22034947858634J35最大cLCB19FX-MAXOK-80666.3359430.134J35最小cLCB8FX-MINOK-162519359430.135I35最大cLCB19FX-MAXOK-80666.3396259.435I35最小cLCB8FX-MINOK-162519396259.435J36最大cLCB19FX-MAXOK-38346.8302547.535J36最小cLCB8FX-MINOK-110701302547.536I36最大cLCB19FX-MAXOK-38346.8318684.636I36最小cLCB8FX-MINOK-110701318684.636J37最大cLCB19FX-MAXOK-298.712247925.136J37最小cLCB8FX-MINOK-64720.6247925.137I37最大cLCB19FX-MAXOK-298.712247566.737I37最小cLCB8FX-MINOK-64720.6247566.737J38最大cLCB19FX-MAXOK33641.98126557.737J38最小cLCB8FX-MINOK-24442.6205404.338I38最大cLCB19FX-MAXOK33641.98136224.938I38最小cLCB8FX-MINOK-24442.6189966.138J39最大cLCB9FX-MAXOK79469.24136282.538J39最小cLCB18FX-MINOK13879.48136282.539I39最大cLCB9FX-MAXOK79469.24162542.939I39最小cLCB18FX-MINOK13879.48162542.939J40最大cLCB9FX-MAXOK117262.2162038.639J40最小cLCB18FX-MINOK43796.06162038.640I40最大cLCB9FX-MAXOK117262.2187071.740I40最小cLCB18FX-MINOK43796.06187071.740J41最大cLCB9FX-MAXOK145892.6187901.540J41最小cLCB18FX-MINOK66875.23187901.541I41最大cLCB9FX-MAXOK145892.6212120.241I41最小cLCB18FX-MINOK66875.23212120.241J42最大cLCB9MY-MAXOK166181.1214914.141J42最小cLCB18FX-MINOK83285.11214914.142I42最大cLCB9MY-MAXOK167577.2238640.142I42最小cLCB18FX-MINOK84448.56238640.142J43最大cLCB9MY-MAXOK176294.5241896.3五渡口大桥施工图设计第 64 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)42J43最小cLCB18FY-MINOK91584.37241896.343I43最大cLCB9MY-MAXOK176492.5240464.243I43最小cLCB18MX-MINOK91749.37240464.243J44最大cLCB9MY-MAXOK177106.9240464.243J44最小cLCB18MX-MINOK92186.99240464.244I44最大cLCB9MY-MAXOK177106.9240464.244I44最小cLCB18MX-MINOK92186.99240464.244J45最大cLCB9MY-MAXOK176492.9240464.244J45最小cLCB18MX-MINOK91223.78240464.245I45最大cLCB9MY-MAXOK176294.9241901.445I45最小cLCB18FX-MINOK91058.78241901.445J46最大cLCB9MY-MAXOK167578.6238644.945J46最小cLCB18FX-MINOK83166.21238644.946I46最大cLCB9MY-MAXOK166182.5214923.546I46最小cLCB18FX-MINOK82002.77214923.546J47最大cLCB9FX-MAXOK145863.821213446J47最小cLCB18FX-MINOK65243.2321213447I47最大cLCB9FX-MAXOK145863.8187950.547I47最小cLCB18FX-MINOK65243.23187950.547J48最大cLCB9FX-MAXOK116883.8187074.647J48最小cLCB18FX-MINOK41814.41187074.648I48最大cLCB9FX-MAXOK116883.8162051.948I48最小cLCB18FX-MINOK41814.41162051.948J49最大cLCB9FX-MAXOK78741.18162546.348J49最小cLCB18FX-MINOK11548.17162546.349I49最大cLCB9FX-MAXOK78741.18136305.949I49最小cLCB18FX-MINOK11548.17136305.949J50最大cLCB19FX-MAXOK32564.0813626649J50最小cLCB8FX-MINOK-27123.4189893.450I50最大cLCB19FX-MAXOK32564.08126603.350I50最小cLCB8FX-MINOK-27123.4205343.250J51最大cLCB19FX-MAXOK-1638.84247566.650J51最小cLCB8FX-MINOK-67663.6247566.651I51最大cLCB19FX-MAXOK-1638.84247911.651I51最小cLCB8FX-MINOK-67663.6247911.651J52最大cLCB19FX-MAXOK-39949.2318684.151J52最小cLCB8FX-MINOK-113906318684.152I52最大cLCB19FX-MAXOK-39949.2302555.352I52最小cLCB8FX-MINOK-113906302555.352J53最大cLCB19FX-MAXOK-82530.9396258.452J53最小cLCB8FX-MINOK-165986396258.453I53最大cLCB19FX-MAXOK-82530.9359430.1五渡口大桥施工图设计第 65 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)53I53最小cLCB8FX-MINOK-165986359430.153J54最大cLCB19FX-MAXOK-12954647858653J54最小cLCB8FX-MINOK-22407847858654I54最大cLCB19FX-MAXOK-129546405850.954I54最小cLCB8FX-MINOK-224078405850.954J55最大cLCB19FX-MAXOK-181164569799.954J55最小cLCB8FX-MINOK-288386569799.955I55最大cLCB19FX-MAXOK-181164453636.255I55最小cLCB8FX-MINOK-288386453636.255J56最大cLCB19FX-MAXOK-237566667467.155J56最小cLCB8FX-MINOK-359139667467.156I56最大cLCB19FX-MAXOK-237566503143.756I56最小cLCB8FX-MINOK-359139503143.756J57最大cLCB19FX-MAXOK-29895177802056J57最小cLCB8FX-MINOK-43813477802057I57最大cLCB19FX-MAXOK-298951561494.557I57最小cLCB8FX-MINOK-438134561494.557J58最大cLCB19FX-MAXOK-365530898586.257J58最小cLCB8FX-MINOK-524541898586.258I58最大cLCB19FX-MAXOK-365530629815.358I58最小cLCB8FX-MINOK-524541629815.358J59最大cLCB19FX-MAXOK-437534102402358J59最小cLCB8FX-MINOK-618370102402359I59最大cLCB19FX-MAXOK-437534707694.259I59最小cLCB8FX-MINOK-618370707694.259J60最大cLCB19FX-MAXOK-513699115565159J60最小cLCB8FX-MINOK-719942115565160I60最大cLCB19FX-MAXOK-513699819655.960I60最小cLCB8FX-MINOK-719942819655.960J61最大cLCB19FX-MAXOK-595032130761760J61最小cLCB8FX-MINOK-829606130761761I61最大cLCB19MY-MAXOK-609197133775261I61最小cLCB8FY-MINOK-846300133775261J62最大cLCB19MY-MAXOK-696648134461661J62最小cLCB8FY-MINOK-964383134461662I62最大cLCB19FZ-MAXOK-696648134461662I62最小cLCB8FY-MINOK-964383134461662J63最大cLCB19FZ-MAXOK-611727133775262J63最小cLCB8FY-MINOK-853056133775263I63最大cLCB19FX-MAXOK-597561130761763I63最小cLCB8FX-MINOK-836362130761763J64最大cLCB19FX-MAXOK-518463819657.7五渡口大桥施工图设计第 66 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)63J64最小cLCB8FX-MINOK-733643819657.764I64最大cLCB19FX-MAXOK-518463115565164I64最小cLCB8FX-MINOK-733643115565164J65最大cLCB19FX-MAXOK-442561707694.264J65最小cLCB8FX-MINOK-639145707694.265I65最大cLCB19FX-MAXOK-442561102402365I65最小cLCB8FX-MINOK-639145102402365J66最大cLCB19FX-MAXOK-371973629815.365J66最小cLCB8FX-MINOK-552471629815.366I66最大cLCB19FX-MAXOK-371973898586.266I66最小cLCB8FX-MINOK-552471898586.266J67最大cLCB19FX-MAXOK-306734561494.566J67最小cLCB8FX-MINOK-473268561494.567I67最大cLCB19FX-MAXOK-30673477802067I67最小cLCB8FX-MINOK-47326877802067J68最大cLCB19FX-MAXOK-246616503143.767J68最小cLCB8FX-MINOK-401232503143.768I68最大cLCB19FX-MAXOK-246616667467.168I68最小cLCB8FX-MINOK-401232667467.168J69最大cLCB19FX-MAXOK-191527453636.268J69最小cLCB8FX-MINOK-335967453636.269I69最大cLCB19FX-MAXOK-191527569799.969I69最小cLCB8FX-MINOK-335967569799.969J70最大cLCB19FX-MAXOK-141870405850.969J70最小cLCB8FX-MINOK-276623405850.970I70最大cLCB19FX-MAXOK-14187047858670I70最小cLCB8FX-MINOK-27662347858670J71最大cLCB19FX-MAXOK-97528.7359430.170J71最小cLCB8FX-MINOK-222914359430.171I71最大cLCB19FX-MAXOK-97528.7395016.671I71最小cLCB8FX-MINOK-222914395016.671J72最大cLCB19FX-MAXOK-58346313110.471J72最小cLCB8FX-MINOK-174633313110.472I72最大cLCB19FX-MAXOK-58346319472.172I72最小cLCB8FX-MINOK-174633319472.172J73最大cLCB19FX-MAXOK-24184.8258388.272J73最小cLCB8FX-MINOK-131594258388.273I73最大cLCB19FX-MAXOK-24184.8248437.173I73最小cLCB8FX-MINOK-131594248437.173J74最大cLCB19FX-MAXOK5072.43187507.1973J74最小cLCB8FX-MINOK-93629.8212423.874I74最大cLCB19FX-MAXOK5072.43194975.07五渡口大桥施工图设计第 67 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)74I74最小cLCB8FX-MINOK-93629.8190694.474J75最大cLCB19FX-MAXOK36620.4896591.6174J75最小cLCB8FX-MINOK-50650.6173188.475I75最大cLCB19FX-MAXOK36620.48121982.275I75最小cLCB8FX-MINOK-50650.6178455.975J76最大cLCB9FX-MAXOK62462.6121823.975J76最小cLCB18FX-MINOK-18783.4161322.376I76最大cLCB9FX-MAXOK62462.6145958.676I76最小cLCB18FX-MINOK-18783.4170391.676J77最大cLCB9FX-MAXOK80986.25146514.476J77最小cLCB18FX-MINOK3970.261146514.477I77最大cLCB9FX-MAXOK80986.25146601.677I77最小cLCB18FX-MINOK3970.261146601.677J78最大cLCB9FX-MAXOK90040.18144837.877J78最小cLCB18FX-MINOK20054.66144837.878I78最大cLCB9FX-MAXOK91436.32144988.578I78最小cLCB18FX-MINOK21218.1144988.578J79最大cLCB9FX-MAXOK88309.86142886.778J79最小cLCB18FX-MINOK28435.53142886.779I79最大cLCB9FZ-MAXOK88507.86141226.879I79最小cLCB18FY-MINOK28600.53141226.879J80最大cLCB9FZ-MAXOK84528.95141226.879J80最小cLCB18FY-MINOK29310.56141226.880I80最大cLCB9FZ-MAXOK84528.9514122680I80最小cLCB18FY-MINOK29310.5614122680J81最大cLCB9FZ-MAXOK79234.03141228.380J81最小cLCB18FY-MINOK29114.74141228.381I81最大cLCB9FZ-MAXOK79234.03141228.381I81最小cLCB18FY-MINOK29114.74141228.381J82最大cLCB9FZ-MAXOK67477.93141233.381J82最小cLCB18FY-MINOK26775.38141233.382I82最大cLCB9FZ-MAXOK67477.93141233.382I82最小cLCB18FY-MINOK26775.38141233.382J83最大cLCB9FZ-MAXOK52049.52141236.882J83最小cLCB18FY-MINOK21919.77141236.883I83最大cLCB9FZ-MAXOK52049.52141236.883I83最小cLCB18FY-MINOK21919.77141236.883J84最大cLCB9FZ-MAXOK32941.52141239.883J84最小cLCB18FY-MINOK14547.91141239.884I84最大cLCB9FX-MAXOK32941.52141239.884I84最小cLCB18FX-MINOK14547.91141239.884J85最大cLCB9FX-MAXOK10149.16136487.2五渡口大桥施工图设计第 68 页 共 97 页单元位置最大/最小组合 名称类型验算rMu(kN*m)Mn(kN*m)84J85最小cLCB18FX-MINOK4659.795136487.285I85最大cLCB9FX-MAXOK10149.16136487.385I85最小cLCB18FX-MINOK4659.795136487.385J86最大cLCB9FX-MAXOK5148.318131731.385J86最小cLCB18FX-MINOK2380.222131731.386I86最大cLCB9FX-MAXOK5148.318131731.386I86最小cLCB18FX-MINOK2380.222131731.386J87最大cLCB6FX-MINOK0124726.886J87最小cLCB17FY-MINOK0109282.14.24.2 使用阶段正截面抗裂验算使用阶段正截面抗裂验算在正截面抗裂验算中，按照公预规中的规定，因为是全预应力构件，所以在使用荷载作用下，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hy必须大于或等于由使用荷载引起的拉应力hl，即hy-hl0。midas 程序抗裂验算结果见表 16：表表 1616 使用阶段正截面抗裂验算使用阶段正截面抗裂验算单元位置组合 名称短/长类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)1I1cLCB29短期FX-MAXOK1789.89101J2cLCB27短期FX-MINOK1813.90802I2cLCB27短期FX-MINOK1814.22602J3cLCB27短期FX-MINOK1964.28403I3cLCB27短期FX-MINOK1982.05203J4cLCB27短期FX-MINOK2537.24904I4cLCB27短期FX-MINOK2537.30204J5cLCB27短期FX-MINOK3004.94305I5cLCB27短期FX-MINOK3004.94305J6cLCB29短期FX-MAXOK2327.98406I6cLCB29短期FX-MAXOK2327.98406J7cLCB29短期FX-MAXOK1815.55907I7cLCB29短期FX-MAXOK1815.5407J8cLCB29短期FX-MAXOK1526.23108I8cLCB29短期FX-MAXOK1482.34308J9cLCB29短期FX-MAXOK1292.40309I9cLCB29短期FX-MAXOK1320.57709J10cLCB29短期FX-MAXOK1453.5010I10cLCB29短期FX-MAXOK1573.961010J11cLCB29短期FX-MAXOK2261.214011I11cLCB29短期FX-MAXOK2270.759011J12cLCB27短期FX-MINOK2825.2750五渡口大桥施工图设计第 69 页 共 97 页单元位置组合 名称短/长类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)12I12cLCB29短期FX-MAXOK2071.296012J13cLCB27短期FX-MINOK1731.98013I13cLCB27短期FX-MINOK1776.917013J14cLCB27短期FX-MINOK609.9071014I14cLCB27短期FX-MINOK1432.293014J15cLCB27短期FX-MINOK794.9687015I15cLCB27短期FX-MINOK1611.631015J16cLCB27短期FX-MINOK1186.054016I16cLCB27短期FX-MINOK2001.505016J17cLCB27短期FX-MINOK1411.038017I17cLCB27短期FX-MINOK2197.984017J18cLCB27短期FX-MINOK1558.098018I18cLCB27短期FX-MINOK2305.097018J19cLCB27短期FX-MINOK1649.4019I19cLCB27短期FX-MINOK2377.618019J20cLCB27短期FX-MINOK1672.403020I20cLCB27短期FX-MINOK2397.687020J21cLCB27短期FX-MINOK1689.169021I21cLCB27短期FX-MINOK2398.843021J22cLCB27短期FX-MINOK1743.14022I22cLCB27短期FX-MINOK2449.92022J23cLCB27短期FX-MINOK1800.285023I23cLCB27短期FX-MINOK2491.399023J24cLCB27短期FX-MINOK1833.903024I24cLCB27短期FX-MINOK2498.181024J25cLCB27短期FX-MINOK2030.03025I25cLCB27短期FY-MINOK1772.435025J26cLCB27短期FY-MINOK256.4886026I26cLCB27短期FY-MINOK256.4967026J27cLCB27短期FY-MINOK1829.736027I27cLCB27短期FX-MINOK2085.445027J28cLCB27短期FX-MINOK2634.19028I28cLCB27短期FX-MINOK1970.265028J29cLCB27短期FX-MINOK2728.519029I29cLCB27短期FX-MINOK2037.988029J30cLCB27短期FX-MINOK2794.79030I30cLCB27短期FX-MINOK2091.422030J31cLCB27短期FX-MINOK2859.333031I31cLCB27短期FX-MINOK2156.961031J32cLCB27短期FX-MINOK3005.187032I32cLCB27短期FX-MINOK2287.878032J33cLCB27短期FX-MINOK3143.3370五渡口大桥施工图设计第 70 页 共 97 页单元位置组合 名称短/长类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)33I33cLCB27短期FX-MINOK2423.557033J34cLCB27短期FX-MINOK3240.644034I34cLCB27短期FX-MINOK2503.019034J35cLCB27短期FX-MINOK3317.031035I35cLCB27短期FX-MINOK2516.363035J36cLCB27短期FX-MINOK3145.173036I36cLCB27短期FX-MINOK2338.321036J37cLCB27短期FX-MINOK2882.964037I37cLCB27短期FX-MINOK2088.514037J38cLCB27短期FX-MINOK2902.19038I38cLCB27短期FX-MINOK2093.071038J39cLCB29短期FX-MAXOK2086.411039I39cLCB27短期FX-MINOK2711.121039J40cLCB29短期FX-MAXOK1617.424040I40cLCB29短期FX-MAXOK2861.928040J41cLCB29短期FX-MAXOK1510.067041I41cLCB29短期FX-MAXOK2787.308041J42cLCB29短期MY-MAXOK1886.627042I42cLCB29短期MY-MAXOK3029.544042J43cLCB29短期MY-MAXOK2639.494043I43cLCB27短期MX-MINOK2114.892043J44cLCB27短期MX-MINOK2117.708044I44cLCB27短期MX-MINOK2117.708044J45cLCB27短期MX-MINOK2055.26045I45cLCB29短期MY-MAXOK2693.253045J46cLCB29短期MY-MAXOK3010.205046I46cLCB29短期MY-MAXOK1867.024046J47cLCB29短期FX-MAXOK2766.472047I47cLCB29短期FX-MAXOK1488.866047J48cLCB29短期FX-MAXOK2901.885048I48cLCB29短期FX-MAXOK1658.208048J49cLCB27短期FX-MINOK2527.951049I49cLCB29短期FX-MAXOK2177.074049J50cLCB27短期FX-MINOK1886.518050I50cLCB27短期FX-MINOK2700.62050J51cLCB27短期FX-MINOK1891.117051I51cLCB27短期FX-MINOK2700.623051J52cLCB27短期FX-MINOK2124.27052I52cLCB27短期FX-MINOK2933.99052J53cLCB27短期FX-MINOK2298.01053I53cLCB27短期FX-MINOK3101.556053J54cLCB27短期FX-MINOK2289.1720五渡口大桥施工图设计第 71 页 共 97 页单元位置组合 名称短/长类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)54I54cLCB27短期FX-MINOK3032.983054J55cLCB27短期FX-MINOK2217.007055I55cLCB27短期FX-MINOK2942.839055J56cLCB27短期FX-MINOK2091.373056I56cLCB27短期FX-MINOK2814.864056J57cLCB27短期FX-MINOK1962.29057I57cLCB27短期FX-MINOK2670.755057J58cLCB27短期FX-MINOK1888.55058I58cLCB27短期FX-MINOK2594.613058J59cLCB27短期FX-MINOK1838.032059I59cLCB27短期FX-MINOK2528.871059J60cLCB27短期FX-MINOK1782.096060I60cLCB27短期FX-MINOK2446.385060J61cLCB27短期FX-MINOK1904.873061I61cLCB27短期FY-MINOK1649.014061J62cLCB27短期FY-MINOK57.926062I62cLCB27短期FY-MINOK57.9179062J63cLCB27短期FY-MINOK1573.177063I63cLCB27短期FX-MINOK1830.809063J64cLCB27短期FX-MINOK2290.922064I64cLCB27短期FX-MINOK1626.134064J65cLCB27短期FX-MINOK2280.74065I65cLCB27短期FX-MINOK1588.986065J66cLCB27短期FX-MINOK2225.326066I66cLCB27短期FX-MINOK1520.25066J67cLCB27短期FX-MINOK2149.411067I67cLCB27短期FX-MINOK1444.805067J68cLCB27短期FX-MINOK2138.695068I68cLCB27短期FX-MINOK1418.538068J69cLCB27短期FX-MINOK2119.799069I69cLCB27短期FX-MINOK1396.551069J70cLCB27短期FX-MINOK2047.902070I70cLCB27短期FX-MINOK1305.994070J71cLCB27短期FX-MINOK1945.352071I71cLCB27短期FX-MINOK1160.212071J72cLCB27短期FX-MINOK1745.557072I72cLCB27短期FX-MINOK931.9186072J73cLCB27短期FX-MINOK1332.403073I73cLCB27短期FX-MINOK529.8399073J74cLCB27短期FX-MINOK1185.496074I74cLCB27短期FX-MINOK367.0873074J75cLCB27短期FX-MINOK1517.4360五渡口大桥施工图设计第 72 页 共 97 页单元位置组合 名称短/长类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)75I75cLCB27短期FX-MINOK1492.462075J76cLCB29短期FX-MAXOK2320.991076I76cLCB27短期FX-MINOK2603.579076J77cLCB29短期FX-MAXOK2508.977077I77cLCB29短期FX-MAXOK2498.983077J78cLCB29短期FX-MAXOK1773.708078I78cLCB29短期FX-MAXOK1652.979078J79cLCB29短期FX-MAXOK1473.116079I79cLCB29短期FZ-MAXOK1444.54079J80cLCB29短期FZ-MAXOK1613.521080I80cLCB29短期FZ-MAXOK1657.58080J81cLCB29短期FZ-MAXOK1931.859081I81cLCB29短期FZ-MAXOK1931.878081J82cLCB29短期FZ-MAXOK2423.597082I82cLCB29短期FZ-MAXOK2423.597082J83cLCB27短期FY-MINOK2951.957083I83cLCB27短期FY-MINOK2951.957083J84cLCB27短期FY-MINOK2505.317084I84cLCB27短期FX-MINOK2505.27084J85cLCB27短期FX-MINOK2030.625085I85cLCB27短期FX-MINOK2011.542085J86cLCB27短期FX-MINOK1807.576086I86cLCB27短期FX-MINOK1807.27086J87cLCB29短期FX-MAXOK1787.57704.34.3 使用阶段正截面压应力验算使用阶段正截面压应力验算根据公预规的规定，使用阶段正截面应力应符合下列要求：a2 .16f5 . 0ckptkcMP式中：kc由作用标准值产生的法向压应力pt由预应力产生的法向压应力midas 程序中正截面压应力验算见表 17：表表 1717 使用阶段正截面压应力验算使用阶段正截面压应力验算单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)1I1cLCB42FX-MINOK6288.92162001J2cLCB42FX-MINOK6878.68162002I2cLCB42FX-MINOK6878.82162002J3cLCB42FX-MINOK7350.01162003I3cLCB42FX-MINOK7346.2516200五渡口大桥施工图设计第 73 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)3J4cLCB42FX-MINOK7659.9162004I4cLCB42FX-MINOK7660162004J5cLCB42FX-MINOK7095.45162005I5cLCB42FX-MINOK7095.45162005J6cLCB42FX-MINOK6798.14162006I6cLCB42FX-MINOK6798.14162006J7cLCB44FX-MAXOK6977.52162007I7cLCB44FX-MAXOK6977.53162007J8cLCB44FX-MAXOK7221.96162008I8cLCB44FX-MAXOK7209.5162008J9cLCB44FX-MAXOK7388.79162009I9cLCB44FX-MAXOK9088.98162009J10cLCB44FX-MAXOK9056.621620010I10cLCB44FX-MAXOK8947.271620010J11cLCB44FX-MAXOK8543.951620011I11cLCB44FX-MAXOK85301620011J12cLCB42FX-MINOK9363.091620012I12cLCB42FX-MINOK7952.841620012J13cLCB42FX-MINOK9053.381620013I13cLCB42FX-MINOK7692.411620013J14cLCB42FX-MINOK8660.21620014I14cLCB42FX-MINOK8044.041620014J15cLCB42FX-MINOK8201.541620015I15cLCB42FX-MINOK7661.831620015J16cLCB42FX-MINOK7594.81620016I16cLCB44FX-MAXOK7469.11620016J17cLCB42FX-MINOK7350.531620017I17cLCB42FX-MINOK7845.421620017J18cLCB42FX-MINOK8086.681620018I18cLCB42FX-MINOK8527.511620018J19cLCB42FX-MINOK8702.551620019I19cLCB42FX-MINOK9104.611620019J20cLCB42FX-MINOK9257.321620020I20cLCB42FX-MINOK9587.041620020J21cLCB42FX-MINOK9614.321620021I21cLCB42FX-MINOK9906.981620021J22cLCB42FX-MINOK9812.661620022I22cLCB42FX-MINOK10067.61620022J23cLCB42FX-MINOK9922.561620023I23cLCB42FX-MINOK101441620023J24cLCB42FX-MINOK9968.391620024I24cLCB42FX-MINOK10092.516200五渡口大桥施工图设计第 74 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)24J25cLCB42FX-MINOK9869.311620025I25cLCB42FY-MINOK9845.641620025J26cLCB42FY-MINOK11425.11620026I26cLCB42FY-MINOK114251620026J27cLCB42FY-MINOK9753.971620027I27cLCB42FX-MINOK9784.851620027J28cLCB42FX-MINOK9887.031620028I28cLCB42FX-MINOK9762.321620028J29cLCB42FX-MINOK9784.311620029I29cLCB42FX-MINOK9561.951620029J30cLCB42FX-MINOK9518.531620030I30cLCB42FX-MINOK9261.731620030J31cLCB42FX-MINOK9126.811620031I31cLCB42FX-MINOK8831.131620031J32cLCB42FX-MINOK8529.391620032I32cLCB42FX-MINOK8196.031620032J33cLCB44FX-MAXOK8320.411620033I33cLCB44FX-MAXOK7476.881620033J34cLCB44FX-MAXOK8303.091620034I34cLCB44FX-MAXOK7437.281620034J35cLCB44FX-MAXOK8252.11620035I35cLCB44FX-MAXOK7304.781620035J36cLCB44FX-MAXOK7883.741620036I36cLCB44FX-MAXOK6927.421620036J37cLCB44FX-MAXOK7402.241620037I37cLCB42FX-MINOK7228.391620037J38cLCB44FX-MAXOK7274.081620038I38cLCB42FX-MINOK7489.41620038J39cLCB44FX-MAXOK7769.581620039I39cLCB42FX-MINOK7673.881620039J40cLCB44FX-MAXOK8244.251620040I40cLCB42FX-MINOK7918.921620040J41cLCB44FX-MAXOK8342.621620041I41cLCB42FX-MINOK8428.051620041J42cLCB44MY-MAXOK8030.641620042I42cLCB42FX-MINOK9261.71620042J43cLCB42FY-MINOK9024.931620043I43cLCB42MX-MINOK8948.671620043J44cLCB42MX-MINOK8934.911620044I44cLCB42MX-MINOK8934.911620044J45cLCB42MX-MINOK9104.731620045I45cLCB42FX-MINOK9181.7916200五渡口大桥施工图设计第 75 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)45J46cLCB42FX-MINOK9451.711620046I46cLCB44MY-MAXOK8040.821620046J47cLCB42FX-MINOK8657.341620047I47cLCB44FX-MAXOK8437.141620047J48cLCB42FX-MINOK81951620048I48cLCB44FX-MAXOK8240.41620048J49cLCB42FX-MINOK7983.051620049I49cLCB44FX-MAXOK7757.441620049J50cLCB42FX-MINOK7820.781620050I50cLCB44FX-MAXOK7207.271620050J51cLCB42FX-MINOK7556.361620051I51cLCB44FX-MAXOK7353.351620051J52cLCB42FX-MINOK7016.711620052I52cLCB44FX-MAXOK7791.61620052J53cLCB44FX-MAXOK7196.311620053I53cLCB44FX-MAXOK8146.881620053J54cLCB44FX-MAXOK7326.311620054I54cLCB44FX-MAXOK8199.51620054J55cLCB42FX-MINOK76351620055I55cLCB44FX-MAXOK8217.551620055J56cLCB42FX-MINOK8470.421620056I56cLCB42FX-MINOK8802.441620056J57cLCB42FX-MINOK9090.31620057I57cLCB42FX-MINOK9384.631620057J58cLCB42FX-MINOK9507.561620058I58cLCB42FX-MINOK9763.71620058J59cLCB42FX-MINOK9792.721620059I59cLCB42FX-MINOK10014.91620059J60cLCB42FX-MINOK9976.731620060I60cLCB42FX-MINOK10101.31620060J61cLCB42FX-MINOK9984.551620061I61cLCB42FY-MINOK9953.091620061J62cLCB42FY-MINOK11636.71620062I62cLCB42FY-MINOK11636.71620062J63cLCB42FY-MINOK10051.31620063I63cLCB42FX-MINOK10075.61620063J64cLCB42FX-MINOK103141620064I64cLCB42FX-MINOK10190.11620064J65cLCB42FX-MINOK10380.81620065I65cLCB42FX-MINOK10159.61620065J66cLCB42FX-MINOK10322.81620066I66cLCB42FX-MINOK10067.616200五渡口大桥施工图设计第 76 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)66J67cLCB42FX-MINOK101831620067I67cLCB42FX-MINOK9889.51620067J68cLCB42FX-MINOK9881.211620068I68cLCB42FX-MINOK9550.71620068J69cLCB42FX-MINOK9413.581620069I69cLCB42FX-MINOK9010.851620069J70cLCB42FX-MINOK8851.641620070I70cLCB42FX-MINOK8410.21620070J71cLCB42FX-MINOK8182.541620071I71cLCB42FX-MINOK7687.671620071J72cLCB42FX-MINOK7410.841620072I72cLCB42FX-MINOK7944.271620072J73cLCB42FX-MINOK8025.331620073I73cLCB42FX-MINOK8561.721620073J74cLCB42FX-MINOK8392.941620074I74cLCB42FX-MINOK9008.881620074J75cLCB42FX-MINOK8049.421620075I75cLCB42FX-MINOK9407.711620075J76cLCB42FX-MINOK8295.731620076I76cLCB42FX-MINOK9705.171620076J77cLCB42FX-MINOK8759.371620077I77cLCB42FX-MINOK8768.021620077J78cLCB44FX-MAXOK8829.91620078I78cLCB44FX-MAXOK8944.521620078J79cLCB44FX-MAXOK8983.51620079I79cLCB44FZ-MAXOK7286.81620079J80cLCB44FZ-MAXOK7135.681620080I80cLCB44FZ-MAXOK7148.081620080J81cLCB42FY-MINOK6927.261620081I81cLCB42FY-MINOK6927.281620081J82cLCB42FY-MINOK6929.191620082I82cLCB42FY-MINOK6929.191620082J83cLCB42FY-MINOK7183.151620083I83cLCB42FY-MINOK7183.151620083J84cLCB42FY-MINOK7711.41620084I84cLCB42FX-MINOK7711.31620084J85cLCB42FX-MINOK7348.161620085I85cLCB42FX-MINOK7352.221620085J86cLCB42FX-MINOK6886.51620086I86cLCB42FX-MINOK6886.381620086J87cLCB42FX-MINOK6289.0716200五渡口大桥施工图设计第 77 页 共 97 页4.44.4 使用阶段斜截面主压应力验算使用阶段斜截面主压应力验算根据公预规的规定，斜截面混凝土主压应力应符合下列要求：a44.19f6 . 0ckcpMP式中：cp作用短期效应组合和预加应力产生的混凝土斜截面主压应力 midas程序中斜截面主压应力验算见表 18：表表 1818 使用阶段斜截面主压应力验算使用阶段斜截面主压应力验算单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_AP(kN/m2)1I1cLCB42FX-MINOK6314.16194401J2cLCB42FX-MINOK6901.1194402I2cLCB42FX-MINOK6901.23194402J3cLCB42FX-MINOK7370.37194403I3cLCB42FX-MINOK7366.63194403J4cLCB44FY-MINOK7677.55194404I4cLCB44FY-MINOK7677.51194404J5cLCB44FY-MINOK7244.66194405I5cLCB44FY-MINOK7244.66194405J6cLCB44FY-MINOK6867.37194406I6cLCB44FY-MINOK6867.37194406J7cLCB44FX-MAXOK6988.59194407I7cLCB44FX-MAXOK6988.6194407J8cLCB44FX-MAXOK7231.53194408I8cLCB44FX-MAXOK7219.09194408J9cLCB44FX-MAXOK7397.13194409I9cLCB44FX-MAXOK9095.76194409J10cLCB44FX-MAXOK9056.91944010I10cLCB44FX-MAXOK8952.821944010J11cLCB44FX-MAXOK8544.231944011I11cLCB44FX-MAXOK8535.541944011J12cLCB42FX-MINOK9363.351944012I12cLCB42FX-MINOK7958.841944012J13cLCB42FX-MINOK9053.671944013I13cLCB41FZ-MAXOK9587.481944013J14cLCB41FZ-MAXOK9181.471944014I14cLCB41FZ-MAXOK9191.651944014J15cLCB41FZ-MAXOK8801.621944015I15cLCB41FZ-MAXOK8874.181944015J16cLCB41FZ-MAXOK8726.591944016I16cLCB41FZ-MAXOK8747.481944016J17cLCB41FZ-MAXOK8766.481944017I17cLCB41FZ-MAXOK9207.4319440五渡口大桥施工图设计第 78 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_AP(kN/m2)17J18cLCB41FZ-MAXOK9142.151944018I18cLCB41FZ-MAXOK9544.491944018J19cLCB41FZ-MAXOK9434.941944019I19cLCB41FZ-MAXOK9812.121944019J20cLCB41FZ-MAXOK9653.461944020I20cLCB41FZ-MAXOK9943.321944020J21cLCB41FZ-MAXOK9696.831944021I21cLCB41FZ-MAXOK9963.161944021J22cLCB42FX-MINOK9813.651944022I22cLCB42FX-MINOK10086.31944022J23cLCB42FX-MINOK9923.641944023I23cLCB42FX-MINOK10164.51944023J24cLCB42FX-MINOK9969.571944024I24cLCB42FX-MINOK10115.11944024J25cLCB42FX-MINOK9870.611944025I25cLCB42FY-MINOK9846.961944025J26cLCB42FY-MINOK11426.31944026I26cLCB42FY-MINOK11426.71944026J27cLCB41FY-MINOK9776.881944027I27cLCB42FX-MINOK9786.651944027J28cLCB42FX-MINOK9919.141944028I28cLCB42FX-MINOK9763.991944028J29cLCB42FX-MINOK9814.321944029I29cLCB42FX-MINOK9563.531944029J30cLCB41FX-MINOK9755.331944030I30cLCB41FX-MINOK9514.821944030J31cLCB41FX-MINOK9791.321944031I31cLCB41FX-MINOK9548.311944031J32cLCB41FX-MINOK9799.711944032I32cLCB41FX-MINOK9542.871944032J33cLCB41FX-MINOK9711.71944033I33cLCB41FX-MINOK9326.281944033J34cLCB41FX-MINOK9444.051944034I34cLCB41FX-MINOK9047.421944034J35cLCB41FX-MINOK9119.781944035I35cLCB41FX-MINOK9069.571944035J36cLCB41FX-MINOK9198.251944036I36cLCB41FX-MINOK9195.261944036J37cLCB41FX-MINOK9507.921944037I37cLCB41FX-MINOK9591.991944037J38cLCB41FX-MINOK10002.31944038I38cLCB42FX-MINOK7490.2119440五渡口大桥施工图设计第 79 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_AP(kN/m2)38J39cLCB44FX-MAXOK7782.111944039I39cLCB42FX-MINOK7674.531944039J40cLCB44FX-MAXOK8253.871944040I40cLCB42FX-MINOK7919.441944040J41cLCB44FX-MAXOK8350.581944041I41cLCB42FX-MINOK8428.451944041J42cLCB44MY-MAXOK8038.251944042I42cLCB42FX-MINOK9262.041944042J43cLCB42FY-MINOK9031.61944043I43cLCB42MX-MINOK8955.41944043J44cLCB42MX-MINOK8941.641944044I44cLCB42MX-MINOK8941.641944044J45cLCB42MX-MINOK9111.351944045I45cLCB42FX-MINOK9188.351944045J46cLCB42FX-MINOK9452.041944046I46cLCB44MY-MAXOK8048.431944046J47cLCB42FX-MINOK8657.731944047I47cLCB44FX-MAXOK8445.021944047J48cLCB42FX-MINOK8195.51944048I48cLCB44FX-MAXOK8250.021944048J49cLCB42FX-MINOK7983.681944049I49cLCB44FX-MAXOK7769.981944049J50cLCB42FX-MINOK7821.551944050I50cLCB43FZ-MAXOK10234.11944050J51cLCB43FZ-MAXOK9738.751944051I51cLCB43FZ-MAXOK9791.871944051J52cLCB43FZ-MAXOK9461.331944052I52cLCB43FZ-MAXOK9466.671944052J53cLCB43FZ-MAXOK9334.021944053I53cLCB43FZ-MAXOK9347.451944053J54cLCB43FZ-MAXOK9274.181944054I54cLCB43FZ-MAXOK9674.081944054J55cLCB43FZ-MAXOK9554.041944055I55cLCB43FZ-MAXOK9934.411944055J56cLCB43FZ-MAXOK9762.861944056I56cLCB43FZ-MAXOK10045.91944056J57cLCB43FZ-MAXOK9787.131944057I57cLCB43FZ-MAXOK10050.21944057J58cLCB43FZ-MAXOK9760.711944058I58cLCB43FZ-MAXOK10006.71944058J59cLCB42FX-MINOK9794.271944059I59cLCB42FX-MINOK10044.319440五渡口大桥施工图设计第 80 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_AP(kN/m2)59J60cLCB42FX-MINOK9978.371944060I60cLCB42FX-MINOK10132.71944060J61cLCB42FX-MINOK9986.311944061I61cLCB42FY-MINOK9954.891944061J62cLCB42FY-MINOK11638.41944062I62cLCB42FY-MINOK116381944062J63cLCB42FY-MINOK10052.61944063I63cLCB42FX-MINOK10076.81944063J64cLCB42FX-MINOK10336.21944064I64cLCB42FX-MINOK10191.31944064J65cLCB42FX-MINOK10400.81944065I65cLCB42FX-MINOK10160.71944065J66cLCB42FX-MINOK10340.91944066I66cLCB42FX-MINOK10068.51944066J67cLCB42FX-MINOK10199.51944067I67cLCB42FX-MINOK9890.371944067J68cLCB42FX-MINOK9896.381944068I68cLCB42FX-MINOK9551.51944068J69cLCB41FX-MINOK9622.241944069I69cLCB41FX-MINOK9243.891944069J70cLCB41FX-MINOK9350.161944070I70cLCB41FX-MINOK8955.911944070J71cLCB41FX-MINOK9018.921944071I71cLCB41FX-MINOK8584.961944071J72cLCB41FX-MINOK8558.621944072I72cLCB41FX-MINOK8509.491944072J73cLCB41FX-MINOK8643.041944073I73cLCB41FX-MINOK8701.211944073J74cLCB41FX-MINOK9026.041944074I74cLCB41FX-MINOK9084.951944074J75cLCB41FX-MINOK9505.331944075I75cLCB42FX-MINOK9407.981944075J76cLCB42FX-MINOK8301.481944076I76cLCB42FX-MINOK9705.421944076J77cLCB42FX-MINOK8764.781944077I77cLCB42FX-MINOK8768.31944077J78cLCB44FX-MAXOK8835.521944078I78cLCB44FX-MAXOK8944.811944078J79cLCB44FX-MAXOK8990.361944079I79cLCB44FZ-MAXOK7295.251944079J80cLCB44FZ-MAXOK7145.361944080I80cLCB44FZ-MAXOK7157.7519440五渡口大桥施工图设计第 81 页 共 97 页单元位置组合 名称类型验算Sig_MAX(kN/m2)Sig_AP(kN/m2)80J81cLCB42FY-MINOK6938.411944081I81cLCB42FY-MINOK6938.431944081J82cLCB42FY-MINOK6942.511944082I82cLCB42FY-MINOK6942.511944082J83cLCB44FZ-MAXOK7199.191944083I83cLCB44FZ-MAXOK7199.191944083J84cLCB42FY-MINOK7728.051944084I84cLCB42FX-MINOK7727.951944084J85cLCB42FX-MINOK7368.531944085I85cLCB42FX-MINOK7372.581944085J86cLCB42FX-MINOK6908.891944086I86cLCB42FX-MINOK6908.771944086J87cLCB42FX-MINOK6314.3194404.54.5 施工阶段法向压应力验算施工阶段法向压应力验算根据公预规的规定，法向压应力应符合以下要求：cklccf7 . 0式中：lcc按短暂状况算预压区边缘混凝土的压应力ckf与施工阶段混个凝土立方体抗压强度cuf相应的抗压强度标准值midas 程序中施工阶段法向压应力验算见表 19：表表 19 施工阶段法向压应力验算施工阶段法向压应力验算单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)1I1最大边跨合龙段施工OK6019.98181441I1最小满堂段施工OK-420.26-14841J2最大边跨合龙段施工OK6654.66181441J2最小满堂段施工OK-420.26-14842I2最大边跨合龙段施工OK6654.58181442I2最小满堂段施工OK-420.26-14842J3最大边跨合龙段施工OK7164.48181442J3最小满堂段施工OK-420.26-14843I3最大边跨合龙段施工OK7160.33181443I3最小满堂段施工OK-428.68-14843J4最大边跨合龙段施工OK7607.72181443J4最小满堂段施工OK-428.69-14844I4最大边跨合龙段施工OK7607.7181444I4最小满堂段施工OK-428.69-14844J5最大边跨合龙段施工OK7076.93181444J5最小满堂段施工OK-428.69-1484五渡口大桥施工图设计第 82 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)5I5最大边跨合龙段施工OK7076.93181445I5最小满堂段施工OK-428.69-14845J6最大边跨合龙段施工OK6785.32181445J6最小满堂段施工OK-428.69-14846I6最大边跨合龙段施工OK6785.32181446I6最小满堂段施工OK-428.69-14846J7最大边跨合龙段施工OK6732.1181446J7最小满堂段施工OK-428.69-14847I7最大边跨合龙段施工OK6732.1181447I7最小满堂段施工OK-423.07-14847J8最大边跨合龙段施工OK6651.78181447J8最小满堂段施工OK-423.07-14848I8最大边跨合龙段施工OK6625.79181448I8最小边跨合龙段施工OK4966.77-14848J9最大边跨合龙段施工OK6625.88181448J9最小边跨合龙段施工OK4998.81-14849I9最大添加二期OK7309.9181449I9最小CS16OK-61.174-14849J10最大边跨合龙段施工OK7085.89181449J10最小CS16OK230.528-148410I10最大边跨合龙段施工OK7194.811814410I10最小CS15OK-38.762-148410J11最大边跨合龙段施工OK7874.771814410J11最小CS15OK180.026-148411I11最大边跨合龙段施工OK7869.051814411I11最小CS14OK-48.47-148411J12最大边跨合龙段施工OK8481.611814411J12最小CS14OK158.396-148412I12最大边跨合龙段施工OK7032.921814412I12最小CS13OK-60.008-148412J13最大边跨合龙段施工OK7807.751814412J13最小CS13OK133.291-148413I13最大边跨合龙段施工OK6421.661814413I13最小CS12OK-70.124-148413J14最大边跨合龙段施工OK7073.561814413J14最小CS12OK106.087-148414I14最大边跨合龙段施工OK6445.561814414I14最小CS11OK733.576-148414J15最大边跨合龙段施工OK6385.891814414J15最小CS11OK307.24-148415I15最大满堂段施工OK6034.941814415I15最小CS10OK678.403-1484五渡口大桥施工图设计第 83 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)15J16最大满堂段施工OK6032.411814415J16最小CS10OK305.251-148416I16最大满堂段施工OK6585.621814416I16最小CS9OK614.743-148416J17最大满堂段施工OK6563.741814416J17最小CS9OK286.449-148417I17最大满堂段施工OK7068.381814417I17最小CS8OK552.952-148417J18最大满堂段施工OK7041.551814417J18最小CS8OK265.179-148418I18最大满堂段施工OK7493.31814418I18最小CS7OK497.266-148418J19最大满堂段施工OK7442.841814418J19最小CS7OK246.09-148419I19最大满堂段施工OK7856.61814419I19最小CS6OK457.705-148419J20最大满堂段施工OK7822.71814419J20最小CS6OK229.646-148420I20最大满堂段施工OK8164.711814420I20最小CS5OK382.067-148420J21最大满堂段施工OK8028.121814420J21最小CS5OK117.735-148421I21最大CS11OK8339.191814421I21最小CS4OK341.932-148421J22最大满堂段施工OK8097.061814421J22最小CS4OK105.928-148422I22最大CS11OK8884.491814422I22最小CS3OK298.621-148422J23最大CS11OK8505.31814422J23最小CS3OK89.8157-148423I23最大CS11OK9336.911814423I23最小CS2OK260.806-148423J24最大CS11OK8878.151814423J24最小CS2OK75.9615-148424I24最大CS11OK9675.191814424I24最小CS1OK158.4-148424J25最大CS11OK9388.341814424J25最小CS1OK-34.968-148425I25最大添加二期OK8322.261814425I25最小边跨合龙段施工OK-804.53-148425J26最大添加二期OK9785.521814425J26最小边跨合龙段施工OK-859.04-1484五渡口大桥施工图设计第 84 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)26I26最大添加二期OK9785.511814426I26最小边跨合龙段施工OK-859.04-148426J27最大添加二期OK8267.511814426J27最小边跨合龙段施工OK-815.1-148427I27最大CS11OK9403.421814427I27最小CS1OK-34.968-148427J28最大CS11OK9690.511814427J28最小CS1OK158.4-148428I28最大CS11OK8893.551814428I28最小CS2OK75.9614-148428J29最大CS11OK9358.431814428J29最小CS2OK260.806-148429I29最大CS11OK8526.81814429I29最小CS3OK90.3611-148429J30最大CS11OK8899.221814429J30最小CS3OK299.156-148430I30最大边跨合龙段施工OK8109.491814430I30最小CS4OK107.197-148430J31最大边跨合龙段施工OK8349.761814430J31最小CS4OK343.17-148431I31最大边跨合龙段施工OK8043.741814431I31最小CS5OK118.972-148431J32最大边跨合龙段施工OK8182.041814431J32最小CS5OK383.267-148432I32最大边跨合龙段施工OK7839.381814432I32最小CS6OK230.778-148432J33最大边跨合龙段施工OK7871.851814432J33最小CS6OK458.797-148433I33最大边跨合龙段施工OK7457.611814433I33最小CS7OK247.18-148433J34最大中跨合龙段施工OK7565.31814433J34最小CS7OK498.308-148434I34最大边跨合龙段施工OK7055.431814434I34最小CS8OK265.647-148434J35最大中跨合龙段施工OK7246.891814434J35最小CS8OK553.389-148435I35最大边跨合龙段施工OK6586.151814435I35最小CS9OK287.544-148435J36最大边跨合龙段施工OK6611.151814435J36最小CS9OK616.405-148436I36最大边跨合龙段施工OK6054.711814436I36最小CS10OK306.363-1484五渡口大桥施工图设计第 85 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)36J37最大边跨合龙段施工OK6062.421814436J37最小CS10OK680.101-148437I37最大中跨合龙段施工OK6074.161814437I37最小CS11OK308.146-148437J38最大中跨合龙段施工OK5978.731814437J38最小CS11OK734.925-148438I38最大中跨合龙段施工OK6676.151814438I38最小CS12OK103.545-148438J39最大添加二期OK6047.071814438J39最小CS12OK-68.017-148439I39最大中跨合龙段施工OK7281.271814439I39最小CS13OK133.817-148439J40最大添加二期OK6366.041814439J40最小CS13OK-59.482-148440I40最大中跨合龙段施工OK7939.461814440I40最小CS14OK159.133-148440J41最大中跨合龙段施工OK7200.411814440J41最小CS14OK-47.794-148441I41最大中跨合龙段施工OK8843.51814441I41最小CS15OK181.67-148441J42最大中跨合龙段施工OK8515.221814441J42最小CS15OK-37.865-148442I42最大中跨合龙段施工OK10021.31814442I42最小CS16OK234.488-148442J43最大中跨合龙段施工OK9909.841814442J43最小CS16OK-59.013-148443I43最大中跨合龙段施工OK9891.491814443I43最小中跨合龙段施工OK2210.78-148443J44最大中跨合龙段施工OK9853.721814443J44最小中跨合龙段施工OK2230.69-148444I44最大中跨合龙段施工OK9853.721814444I44最小中跨合龙段施工OK2230.69-148444J45最大中跨合龙段施工OK9964.881814444J45最小中跨合龙段施工OK2202.33-148445I45最大中跨合龙段施工OK9982.881814445I45最小CS16OK-59.158-148445J46最大中跨合龙段施工OK9995.231814445J46最小CS16OK234.287-148446I46最大中跨合龙段施工OK8488.871814446I46最小CS15OK-38.011-148446J47最大中跨合龙段施工OK8809.941814446J47最小CS15OK181.474-1484五渡口大桥施工图设计第 86 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)47I47最大中跨合龙段施工OK7166.311814447I47最小CS14OK-47.979-148447J48最大中跨合龙段施工OK7916.411814447J48最小CS14OK158.895-148448I48最大添加二期OK6397.391814448I48最小CS13OK-59.762-148448J49最大中跨合龙段施工OK7268.621814448J49最小CS13OK133.474-148449I49最大添加二期OK6098.681814449I49最小CS12OK-70.141-148449J50最大中跨合龙段施工OK6674.81814449J50最小CS12OK106.08-148450I50最大中跨合龙段施工OK5978.081814450I50最小CS11OK734.362-148450J51最大中跨合龙段施工OK6067.931814450J51最小CS11OK307.512-148451I51最大边跨合龙段施工OK6052.451814451I51最小CS10OK679.481-148451J52最大边跨合龙段施工OK6051.281814451J52最小CS10OK305.679-148452I52最大中跨合龙段施工OK6612.721814452I52最小CS9OK615.996-148452J53最大边跨合龙段施工OK6583.231814452J53最小CS9OK287.102-148453I53最大中跨合龙段施工OK7265.641814453I53最小CS8OK552.952-148453J54最大边跨合龙段施工OK7051.531814453J54最小CS8OK265.179-148454I54最大中跨合龙段施工OK7592.631814454I54最小CS7OK497.266-148454J55最大边跨合龙段施工OK7452.721814454J55最小CS7OK246.09-148455I55最大边跨合龙段施工OK7865.971814455I55最小CS6OK457.705-148455J56最大边跨合龙段施工OK7832.351814455J56最小CS6OK229.646-148456I56最大边跨合龙段施工OK8173.931814456I56最小CS5OK382.067-148456J57最大边跨合龙段施工OK8037.551814456J57最小CS5OK117.735-148457I57最大边跨合龙段施工OK8342.461814457I57最小CS4OK341.932-1484五渡口大桥施工图设计第 87 页 共 97 页单元位置最大/最小阶段验算Sig_MAX(kN/m2)Sig_ALW(kN/m2)57J58最大边跨合龙段施工OK8106.231814457J58最小CS4OK105.928-148458I58最大CS11OK8885.231814458I58最小CS3OK298.621-148458J59最大CS11OK8506.091814458J59最小CS3OK89.8157-148459I59最大CS11OK9337.691814459I59最小CS2OK260.806-148459J60最大CS11OK8878.971814459J60最小CS2OK75.9614-148460I60最大CS11OK9676.011814460I60最小CS1OK158.4-148460J61最大CS11OK9389.181814460J61最小CS1OK-34.968-148461I61最大添加二期OK8264.221814461I61最小边跨合龙段施工OK-804.53-148461J62最大添加二期OK9785.261814461J62最小边跨合龙段施工OK-859.04-148462I62最大添加二期OK9785.271814462I62最小边跨合龙段施工OK-859.04-148462J63最大添加二期OK8325.081814462J63最小边跨合龙段施工OK-815.1-148463I63最大CS11OK9402.591814463I63最小CS1OK-34.968-148463J64最大CS11OK9689.691814463J64最小CS1OK158.4-148464I64最大CS11OK8892.731814464I64最小CS2OK75.9614-148464J65最大CS11OK9357.641814464J65最小CS2OK260.806-148465I65最大CS11OK8526.011814465I65最小CS3OK90.3611-148465J66最大CS11OK8898.481814465J66最小CS3OK299.156-148466I66最大满堂段施工OK8100.321814