资源目录
压缩包内文档预览：(预览前20页/共86页)
编号：32915609
类型：共享资源
大小：12.14MB
格式：ZIP
上传时间：2019-12-19
上传人：遗****
认证信息
个人认证
刘**（实名认证）
湖北
IP属地：湖北
25
积分
- 关 键 词：
-
大桥
施工图
设计
- 资源描述：
-
沩水大桥左幅施工图设计,大桥,施工图,设计
- 内容简介：
-
沩水大桥左幅施工图设计摘 要根据桥址处的具体情况，并结合设计要求，拟定出两个比选方案。分别是预应力 沩水大桥左幅施工图设计 混凝土连续刚构桥、钢筋混凝土简支梁桥。根据安全、适用、经济、美观的原则确定预应力混凝土连续刚构桥为推荐方案，桥梁总长270（70m+130m+70m）。主梁采用单箱单室箱形截面。施工方法采用悬臂挂篮现浇施工法。使用midascivil2012程序进行结构计算。计算结构的恒载内力，求得恒载内力下结构的弯矩图及剪力图；计算各控制截面内力影响线，并按最不利情况进行加载，求得活载作用下内力包络图。定义基础沉降组，按最不利组合求得基础沉降引起的内力。施加温度荷载，求得温度荷载下内力。并进行荷载组合，根据各控制截面内力进行了估束和配筋计算，并对梁体进行具体的钢束布置。最后，对各控制截面进行了强度、抗裂性、应力和变形验算。关键词：预应力混凝土；连续梁桥；荷载组合沩水大桥左幅施工图设计 WEISHANLEFTWATERBRIDGECONSTRUCTIONDRAWINGDESIGNAbstract According to the specific situation at the bridge site, combined with the design requirements, to work out more than twoalternatives. Are prestressed concrete continuous rigid frame bridge, Reinforced concrete beam bridge. According to security, application, economic, aesthetic principles of prestressed concrete continuous rigid frame bridge to determine the recommended program Bridge length 270m (70m+130m+70m).Single box girder single-cell box sections. Construction method is Cantilever cast-in-situ construction hanging basket. Structure calculation using midascivil 2012program. Calculate the structure dead load internal forces, internal forces obtained under the structure dead load bending moment diagram and shear diagram; calculate the internal force control section of line, according to the most adverse conditions to load, internal forces obtained under live load envelope. The definition of foundatio settlment group, obtained by the most unfavorable combination of internal forces caused by foundation settlement. Applied thermal load, internal forces obtained under temperature loading. And the load combination, according to Section Analysis of the control beam and reinforcement estimates werecalculated, and a concrete beam steel beam layout.Finally, the control section for the strength, crack resistance, stress and deformation checking. Keywords: prestressed concrete; continuous beam bridge; load combination沩水大桥左幅施工图设计 目 录一、设计基本资料及方案必选 .11.1概括.11.2 方案比选.11.2.1方案描述.11.2.2 方案比选.31.3 主要材料.41.4 设计计算依据.5二、上部结构尺寸拟定及内力计算 .62.1 主梁尺寸拟定.62.2 midas建模.62.3 主梁内力计算.72.3.1 自重作用下主梁的内力计算.72.3.2 二期恒载作用下主梁的内力计算.92.3.3 支座沉降引起的主梁内力计算.122.3.4 温度荷载引起的主梁内力.142.3.5 移动荷载作用下主梁内力计算.212.3.6 横隔板.232.4 荷载组合.25三、施工方法及施工过程图示 .353.1 施工方法.353.2 施工过程图示.36四、预应力钢束的估算及布置 .374.1 预应力钢筋的估算.374.2 预应力钢筋的布置原则.43五、预应力损失及有效预应力计算 .445.1 控制应力及有关参数的确定.445.2 预应力钢筋与管道壁间摩擦引起的应力损失计算.445.3 锚具变形、钢筋回缩和接缝压缩引起的应力损失.45沩水大桥左幅施工图设计 5.4 钢筋与台座间的温差引起的应力损失.455.5 混凝土弹性压缩引起的应力损失.455.6 预应力钢束松弛引起的损失.465.7 混凝土收缩徐变引起的应力损失.465.8 预应力损失计算结果.47六、截面强度验算 .496.1 基本理论.496.2 计算公式及结果.49七、抗裂验算.557.1 抗裂验算要求.557.2 正截面抗裂验算结果.557.3 斜截面抗裂验算.57八、持久状况构件的应力验算 .628.1 正截面混凝土压力验算.628.2 预应力筋拉应力验算.648.3 混凝土主压应力验算.69九、短暂状况应力验算 .71十、变形验算.7510.1挠度的计算与验算.75十一、施工图绘制 .7811.1 概述.7811.2 总体布置图.7811.3 主梁一般构造图.7811.4 主梁预应力钢束构造图.78十二、参考文献.79总结.80致谢.81附件1：开题报告附件2：译文及原文沩水大桥左幅施工图设计图1-1 连续刚构桥桥型布置示意图(单位：m) 一、设计基本资料及方案必选1.1概括 拟建的湘江特大桥沩水大桥主桥位于湖南省望城县内，分左右两幅，本设计为左幅。该桥起点桩号为K117+618.6，终点桩号为K117+888.6，桥梁各分跨线与道路设计线成90度夹角。起行车道为公路一级，设计时速为120Km/h，设计荷载为公路级，桥面宽度为16.75m，设计洪水频率为1/300。1.2 方案比选方案比选的基本原则是：技术先进、安全可靠、适用耐久、经济合理、美观、环境保护和可持续发展。 1.2.1方案描述经参阅各种文献资料，从多方面考虑，拟定了2个方案，分别是变截面预应力连续刚构桥、简支梁桥。现分别综述如下：方案一：变截面预应力混凝土连续刚构桥（1） 力学特点：梁体连续梁体连续，墩、梁、基础三者固结为一个整体共同受力。由于墩梁固结共同参与工作，连续刚构桥由活载引起的跨中正弯矩较连续梁要小，因而可以降低跨中区域的梁高，并使恒载内力进一步降低。因此，连续刚构桥的主跨径可以比连续梁桥设计大一些。顺桥向抗弯刚度和横桥向抗扭刚度大，受力性能好。由于顺桥向抗推刚度要小，故适宜高墩情况。桥型布置图如下： 1沩水大桥左幅施工图设计图1-3 简支梁桥纵断面示意图（单位：m） 图1-2 主梁横截面尺寸图（单位：cm）（2）孔径布置：跨径70m+130m+70m，总长270m（3）结构构造：主梁：采用单箱单室变截面混凝土箱梁桥墩：桥墩设计采用钢筋混凝土矩形墩承台：采用四边形棱柱体钢筋混凝土结构桩基础：钻孔灌注桩，按摩擦桩设计主梁：（4）施工方法：采用悬臂浇筑施工方法，悬臂施工法的施工程序：桥墩施工0#块施工施工挂篮浇筑梁段混凝土合龙段施工及施工控制方案二：预应力混凝土简支梁桥（1）简支梁桥是受力和构造最简单的桥型，外形简单，制作方便，既可现场整体浇筑，也可工厂成批生产，并且转配构件质量小，架设方便。但是相对于刚构桥和连续梁桥而言，简支梁桥跨中的弯矩较大，因而跨中截面相对要做的大。桥型布置图如下： 2沩水大桥左幅施工图设计 预应力混凝土连续刚构桥等截面形式能大量节约模技术成熟，方法简单，易掌控，需要的机具少，无需大型设备，可充分减用，而且基础设计量大各梁受力相对独立，避免超静定梁的复杂问题，行车较量，桥下净空大，河床压缩较少，有利于汛期泄洪。全桥为一个整体，无工简便采用预制吊装法施工，施工承受船舶撞击，但可减低梁高，基础构造简单，线条简洁、单一来更轻巧，主桥线条简洁流畅，与环图1-4 预应力钢筋混凝土T梁（单位：cm）简支梁桥板，加快建桥进度，节约经济，但不能充分利用截面作舒适，且耐久，在使用年限内能不会出现太大问题，施简单、安全，质量可靠 （2）孔跨布置：930m，总长270m（3）结构构造：主梁：采用预制预应力钢筋混凝土T梁，如下图 桥墩：桥墩设计采用钢筋混凝土矩形墩 承台：采用四边形棱柱体钢筋混凝土结构 桩基础：钻孔灌注桩，按摩擦桩设计（5）施工方案：预制吊装法，先预制预应力混凝土T梁，然后采用桥面吊机进行吊装1.2.2 方案比选表1-1 方案比选表方案无需支座，节省大型支座费用，施工经济低施工成本，所用材料普通，价格低行车平顺，通畅，安全，可满足交通要求，施工技术成熟，易保证施工质适用伸缩缝，行车时不会出现“跳车”的现象，实用性较好。一般做成薄壁墩，墩的刚度小，难以安全沉降对结构影响大墩梁固结作用可减低梁高，使梁看起美观境相协调3沩水大桥左幅施工图设计25 由于简支梁桥孔跨较多，导致桥墩多，造价过高，且连续刚构桥受力较简支梁桥更合理，施工方法简单，无重型机械，成桥后刚构桥较简支桥美观，故选择方案一，采用预应力混凝土连续刚构桥1.3 主要材料（1）混凝土 连续刚构桥主梁采用C55混凝土；桥面铺装采用11cm厚沥青混凝土和6cm厚的C50混凝土调平层。主墩采用C50混凝土，桥墩承台、桩基采用C30混凝土。其质量要求符合公路桥涵施工技术规范的有关规定。（2）普通钢筋 钢筋直径10mm者采用R235光圆钢筋，直径10mm者采用HRB335带肋钢筋，其技术性能应分别符合中华人民共和国国家标准钢筋混凝土用热轧光圆钢筋（GB 13013-1991）、钢筋混凝土用热轧带肋钢筋（GB 1499-1998）的规定。机械接头应符合中华人民共和国行业标准钢筋机械连接通用技术规程（JGJ107-2003）中级接头要求。（3）预应力钢筋 低松弛高强度预应力钢绞线应符合 GB/T 5224-2003 的规定，单根钢绞线直径d=15.2mm，钢绞线面积A=139mm，钢绞线抗拉强度标准值f =1860MPa，锚下控制应力为0.7f=1302MPa，弹性模量E=1.9510MPa。（4）支座、伸缩缝、预应力管道 采用盆式橡胶支座，其技术性能应符合JT391-1999公路桥梁盆式橡胶支座的规定，垫石应保证水平并与盖梁同时浇筑；伸缩缝采用D240型伸缩缝，其橡胶类别为氯丁橡胶，其技术性能应符合中华人民共和国交通行业标准 JT/T 327-2004公路桥梁伸缩装置的规定。预应力管道采用耐腐蚀、密封性能好的高密度聚乙烯或聚丙烯塑料波纹管，波纹管的技术标准符合预应力混凝土桥梁用塑料波纹管（TJ/T 529-2004）的要求。（5）其他材料 其他材料及工程质量应符合公路工程质量检验评定标准（JTJ071-98）、公路桥涵施工技术规范（JTJ041-2000）的要求。4沩水大桥左幅施工图设计 1.4 设计计算依据 中华人民共和国行业标准公路工程技术标准（JTG B01-2003） 中华人民共和国行业标准公路桥涵设计通用规范（JTG D60-2004）中华人民共和国行业标准公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）中华人民共和国行业标准公路桥涵施工技术规范（JTJ041-2000）（体系编号JTG F50）5沩水大桥左幅施工图设计图2-1 计算模型 二、上部结构尺寸拟定及内力计算2.1 主梁尺寸拟定上部结构拟采用变截面单箱单室箱梁，支点处和跨中处箱梁尺寸见图1-2，主梁变高段梁高按1.8次抛物线变化，底板和腹板按一次曲线变化。2.2midas建模用midas civil软件建模，单元的划分与箱梁施工的节段划分一致，即每一个施工节段划分为一个单元，主梁共分为70个单元，计算模型如下图： 单元划分图如下：（结构的一半，另一半与次对称）图 2-2 单元划分图（单位：m）6沩水大桥左幅施工图设计3表2-1 自重作用下主梁内力表荷载自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32轴向(kN)029.5144.7135.023.11-51.99-132.24-240.05-377.99-542.36-698.55-877.66-1081.16-1310.6-1567.66-1854.1-2176.47-2176.47-8437.92-8108.81-7810.23-7540.31-7297.3-7079.58-6885.64-6704.17-6515.57-6358.94-6231.62-6130.97-6054.47-5999.83剪力-y (kN)00000000000000000000000000000000剪力-z (kN)-6799.52-4797.17-3281.02-1726.85-116.281568.053343.325226.837236.129389.4311174.5413066.3515073.7717205.8819471.9421881.3516202.9618863.34-29062.3-26525.6-24142.5-21903.4-19798.9-17819.8-15956.8-14205.7-12090.8-10119.9-8274.96-6538.32-4892.88-3322.32扭矩(kN*m)00000000000000000000000000000000弯矩-y (kN*m)034790.3252977.864264.9568437.565200.3354179.6334922.866897.72-30509.2-66531.5-109010-158339-214945-279288-351859-465182-526548-655724-558203-469351-388637-315567-249680-190546-137769-78671.9-28787.912498.4345720.2171330.2789703.64弯矩-z (kN*m)00000000000000000000000000000000 2.3 主梁内力计算 主梁的内力计算考虑了自重、二期恒载、支座沉降、收缩徐变、温度荷载、汽车荷载、等对结构内力的影响。2.3.1 自重作用下主梁的内力计算 主梁的容重按=26kN/m计入。通过midas分析可得： 单元12345678910111213141516171819202122232425262728293031327沩水大桥左幅施工图设计自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重自重I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68-5965.27-5954.01-5954.01-5955.95-5978.65-6021.8-6085.92-6172.74-6284.38-6423.19-6591.55-6782.35-6961.08-7162.15-7386.98-7637.12-7914.22-8220.06-2176.47-2176.47-2071.95-1762.25-1483.72-1234.49-1012.81-817.05-645.66-490.62-332.43-206.8-110.87-41.942.3623.5320.180000000000000000000000000000000000000-1812.99-333.710297.081768.353282.324853.696498.918234.9610079.2312049.5114168.5115924.0417786.7519765.6321869.8124108.5626491.29-21523.7-18863.3-24452.4-21888.9-19478.5-17211.5-15078.5-13070.3-11177.7-9392.28-7238.36-5228.25-3344.1-1568.35116.31727.053281.264797.26000000000000000000000000000000000000101140.8105877.8106044.7105877.8101140.889703.6571330.2945720.2312498.46-28787.9-78671.9-137769-190545-249680-315567-388637-469351-558203-597225-526548-433187-351859-279288-214945-158339-109010-66531.5-30509.26897.7234922.8654179.6465200.3368437.564264.9552977.834790.32000000000000000000000000000000000000 3334353637383940414243444546474849505152535455565758596061626364656667688沩水大桥左幅施工图设计图2-3 自重作用下主梁弯矩图（kNm）图2-4 自重作用下主梁剪力图（kN）31=0.1115.7524=41.58 kN/m32=0.0615.7526=24.57 kN/m3=0.293626=7.631+q2+q3=73.78 kN/m 2.3.2 二期恒载作用下主梁的内力计算 二期恒载以均布荷载的形式添加，计算如下： 1）11cm厚的沥青混凝土铺装，宽15.75m，容重24kN/m； q 2）6cm厚的C50混凝土调平层，宽15.75m，容重26 kN/m； q 3）防撞护栏，C50混凝土； q kN/m 二期恒载q=q 计算结果如下：9沩水大桥左幅施工图设计荷载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40轴向(kN)05.647.965.11-2.13-13.64-29.4-49.36-73.44-100.33-124.66-151.21-179.89-210.6-243.23-277.71-428.51-428.51-1513.26-1473.95-1436.33-1400.49-1366.53-1334.54-1304.63-1275.07-1243.02-1214.97-1191.03-1171.27-1155.67-1144.15-1136.68-1134.21-1134.21-1134.64-1139.63-1148.94-1162.4-1180.03剪力-y (kN)0000000000000000000000000000000000000000剪力-z (kN)-1358.92-916.22-584.17-252.1779.76411.58743.231074.691405.911736.951994.182251.232508.092764.753021.223277.483346.993605.22-4425.5-4174.42-3923.25-3672-3420.66-3169.23-2917.71-2666.98-2343.29-2019.4-1695.3-1371-1046.59-722.28-398.81-73.78066.8390.3714.651039.111363.47扭矩(kN*m)0000000000000000000000000000000000000000弯矩-y (kN*m)06825.4710201.5212083.5312471.4911365.418765.284671.1-917.12-7999.38-14540.7-21985.9-30334.8-39587.6-49744.2-60804.5-79096-91262.4-115249-100156-85949.8-72630.6-60197.5-48650.1-37988-28210.9-16940.2-7131.31216.088102.0813526.7717490.3719993.9121041.5521078.4421041.5519993.9117490.3813526.778102.09弯矩-z (kN*m)0000000000000000000000000000000000000000 表2-2 二期恒载作用下主梁内力表单元1234567891011121314151617181920212223242526272829303132333435363738394010沩水大桥左幅施工图设计二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载二期恒载图2-5 二期恒载作用下主梁弯矩图（kNm）I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68-1201.85-1227.79-1257.75-1289.74-1318.43-1349.22-1382.02-1416.72-1453.23-1491.46-428.51-428.51-299.52-263.96-230.21-198.37-168.52-140.77-115.22-90.76-64.59-42.52-24.65-11.01-1.623.443.59000000000000000000000000000001687.652011.632335.422659.912911.53163.013414.433665.773917.024168.2-3863.44-3605.21-3534.78-3278.61-3022.24-2765.66-2508.88-2251.91-1994.75-1737.47-1406.35-1074.98-743.4-411.65-79.78252.2584.22916.2400000000000000000000000000001216.09-7131.29-16940.2-28210.9-37988-48650.1-60197.5-72630.6-85949.8-100156-104333-91262.4-72768.7-60804.5-49744.2-39587.6-30334.8-21985.9-14540.7-7999.38-917.124671.18765.2811365.4112471.4912083.5310201.526825.470000000000000000000000000000 41424344454647484950515253545556575859606162636465666768 11沩水大桥左幅施工图设计图2-6 二期恒载作用下主梁剪力图（kN）荷载支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23轴向(kN)04.149.1813.661822.3226.6230.935.1338.8442.0245.1448.1851.1554.0556.87-170.05-170.05-348.71-350.78-352.9-355.07-357.29剪力-y (kN)00000000000000000000000剪力-z (kN)959594.9994.9894.9794.9594.9394.994.8794.8494.8294.7994.7694.7394.6994.663278.143278.14494.38492.92491.4489.83488.22扭矩(kN*m)00000000000000000000000弯矩-y (kN*m)04041.057071.8410102.6313133.4116164.219194.9922225.7825256.5628287.3530644.6333001.9135359.1937716.4740073.7542431.0340923.3836587.2130210.6828474.1426743.3525018.4723299.65弯矩-z (kN*m)00000000000000000000000 2.3.3 支座沉降引起的主梁内力计算 考虑支座不均匀沉降：26mm计算结果如下：表2-3 支座沉降引起的主梁内力表（最大）单元123456789101112131415161718192021222312沩水大桥左幅施工图设计支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)支座沉降(最大)I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66-359.55-361.85-364.51-367.54-370.59-373.64-376.68-379.73-382.86-386.35-389.2-389.2-386.35-382.86-379.73-376.68-373.64-370.59-367.54-364.51-361.85-359.55-357.29-355.07-352.9-350.78-348.71-170.05-170.0556.8754.0551.1548.1845.1442.0238.8435.1330.926.6222.321813.669.180000000000000000000000000000000000000000000486.56484.85482.85480.54478.2475.82473.41470.97468.44465.56463.18463.18460.77457.83455.19452.61450.03447.43444.83442.24439.96437.99436.05434.15432.28430.45428.66-1238.91-1238.91671.1671.34671.56671.78671.99672.2672.39672.59672.8672.98673.14673.27673.37673.45000000000000000000000000000000000000000000021587.0319880.7618180.9616005.1813840.4511686.889544.527413.45293.583185.421254.371254.371254.373185.425293.587413.49544.5211686.8813840.4516005.1818180.9619880.7621587.0323299.6525018.4726743.3528474.1432251.0436587.2244788.3142431.0340073.7537716.4735359.233001.9130644.6328287.3625256.5722225.7819194.9916164.213133.4210102.630000000000000000000000000000000000000000000 2425262728293031323334353637383940414243444546474849505152535455565758596061626364656613沩水大桥左幅施工图设计支座沉降(最大)支座沉降(最大)图2-7 支座沉降引起的主梁内力（kNm）荷载整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温I67I68位置I1I2I3I4I5I6I7I8I9I10I11I124.140轴向(kN)00.591.31.932.553.163.774.374.975.495.946.3900剪力-y (kN)000000000000673.5673.51剪力-z (kN)-95.28-95.28-95.27-95.26-95.25-95.23-95.21-95.18-95.15-95.12-95.1-95.0700扭矩(kN*m)0000000000007071.844041.05弯矩-y (kN*m)0571.691000.461429.221857.992286.762715.523144.293573.064001.824335.314668.7900弯矩-z (kN*m)000000000000 6768 2.3.4 温度荷载引起的主梁内力温度作用分为均匀温度作用和梯度温度作用。均匀温度作用是指常年气温变化导致桥梁结构沿纵向均匀的移动，当结构的位移受到约束时就会引起温度次内力。计算桥梁结构因均匀温度作用引起外加变形或约束变形时，应从结构受到约束时的结构温度作为起点，计算结构最高和最低有效温度的温度效应。温度梯度作用是在太阳辐射的作用下，结构沿梁高度方向形成非线性的温度梯度，导致结构产生温度次内力。结构的合拢温度取17。1）整体升温：取体系升温25表2-4 整体升温引起的主梁内力表单元12345678910111214沩水大桥左幅施工图设计整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I556.827.247.658.04-665.32-665.32-1156.3-1156.7-1157.09-1157.47-1157.83-1158.18-1158.51-1158.86-1159.22-1159.54-1159.81-1160.03-1160.2-1160.34-1160.42-1160.44-1160.44-1160.42-1160.34-1160.2-1160.03-1159.81-1159.54-1159.22-1158.86-1158.51-1158.18-1157.83-1157.47-1157.09-1156.7-1156.3-665.32-665.328.047.657.240000000000000000000000000000000000000000000-95.04-95.01-94.97-94.94-1499.44-1499.4497.9893.1288.1483.0277.7772.466.9260.5353.2445.8638.4531.0223.5315.817.1400-7.14-15.81-23.53-31.02-38.45-45.86-53.24-60.53-66.92-72.4-77.77-83.02-88.14-93.12-97.981499.441499.4494.9494.9795.0100000000000000000000000000000000000000000005002.285335.765669.256002.73-2850.922397.13881.64537.49210.5-98.88-390.19-663-916.9-1151.51-1424.29-1664.11-1870.66-2043.79-2183.43-2289.34-2360.5-2392.62-2392.62-2392.62-2360.5-2289.34-2183.43-2043.79-1870.66-1664.11-1424.29-1151.51-916.9-663-390.19-98.88210.5537.497645.172397.136336.226002.745669.250000000000000000000000000000000000000000000 1314151617181920212223242526272829303132333435363738394041424344454647484950515253545515沩水大桥左幅施工图设计整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温整体升温图2-8 整体升温引起的主梁弯矩图(kNm)荷载整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温I56I57I58I59I60I61I62I63I64I65I66I67I68位置I1I2I3I4I5I6I7I8I9I10I116.826.395.945.494.974.373.773.162.551.931.30.590轴向(kN)0-2.71-6-8.94-11.78-14.6-17.42-20.22-22.99-25.41-27.490000000000000剪力-y (kN)0000000000095.0495.0795.195.1295.1595.1895.2195.2395.2595.2695.2795.2895.28剪力-z (kN)440.68440.67440.64440.59440.52440.43440.33440.21440.08439.94439.820000000000000扭矩(kN*m)000000000005335.765002.284668.794335.314001.823573.063144.292715.522286.761857.991429.221000.46571.69弯矩-y (kN*m)0-2644.06-4627.11-6610.15-8593.2-10576.3-12559.3-14542.3-16525.4-18508.4-20050.80000000000000弯矩-z (kN*m)00000000000 56575859606162636465666768 2）整体降温：取体系降温-20表2-5 整体降温引起的主梁内力表单元123456789101116沩水大桥左幅施工图设计整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54-29.53-31.53-33.47-35.36-37.213077.13077.15347.895349.745351.555353.35354.985356.595358.125359.745361.45362.865364.15365.135365.955366.555366.955367.055367.055366.955366.555365.955365.135364.15362.865361.45359.745358.125356.595354.985353.35351.555349.745347.893077.13077.1-37.21-35.360000000000000000000000000000000000000000000439.69439.55439.4439.26439.16934.926934.92-453.15-430.7-407.64-383.96-359.69-334.85-309.5-279.97-246.23-212.12-177.84-143.47-108.84-73.12-33.010033.0173.12108.84143.47177.84212.12246.23279.97309.5334.85359.69383.96407.64430.7453.15-6934.92-6934.92-439.1-439.260000000000000000000000000000000000000000000-21593.2-23135.5-24677.9-26220.3-27762.713185.51-11086.7-4077.59-2485.88-973.55457.311804.633066.394240.665325.726587.327696.538651.829452.5210098.3510588.2110917.311065.8511065.8511065.8510917.310588.2110098.359452.528651.827696.536587.325325.724240.663066.391804.63457.31-973.55-2485.88-35358.9-11086.7-29305-27762.70000000000000000000000000000000000000000000 1213141516171819202122232425262728293031323334353637383940414243444546474849505152535417沩水大桥左幅施工图设计整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温整体降温图2-9 整体降温引起的主梁弯矩图（kNm）图2-10 温度梯度计算示意图I55I56I57I58I59I60I61I62I63I64I65I66I67I68-33.47-31.53-29.53-27.49-25.41-22.99-20.22-17.42-14.6-11.78-8.94-6-2.71000000000000000-439.4-439.55-439.69-439.82-439.94-440.08-440.21-440.33-440.44-440.52-440.59-440.64-440.67-440.6800000000000000-26220.3-24677.9-23135.5-21593.2-20050.8-18508.4-16525.4-14542.3-12559.3-10576.3-8593.2-6610.16-4627.11-2644.0600000000000000 5556575859606162636465666768 3）温度梯度：根据公路桥涵设计通用规范规定，温度基数T1为14，T2为5.5，梁高都大于400mm，A取300mm。 计算结果如下：18沩水大桥左幅施工图设计荷载温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40轴向(kN)0-8.33-18.45-27.46-36.19-44.86-53.51-62.12-70.63-78.08-84.48-90.74-96.87-102.84-108.66-114.32871.24871.241803.771804.41805.011805.61806.171806.711807.221807.771808.331808.821809.241809.591809.861810.071810.21810.241810.241810.21810.071809.861809.591809.24剪力-y (kN)0000000000000000000000000000000000000000剪力-z (kN)1354.011353.981353.881353.731353.531353.271352.951352.581352.171351.761351.371350.971350.541350.11349.641349.18-3052.95-3052.95-152.84-145.27-137.49-129.51-121.32-112.94-104.39-94.43-83.05-71.55-59.98-48.39-36.71-24.66-11.130011.1324.6636.7148.3959.98扭矩(kN*m)0000000000000000000000000000000000000000弯矩-y (kN*m)0-8124.06-14217.1-20310.2-26403.2-32496.3-38589.3-44682.3-50775.4-56868.4-61607.5-66346.5-71085.5-75824.6-80563.6-85302.7-77340.1-66654.8-42006.8-41469.9-40959.8-40477.2-40022.8-39597.2-39201.1-38835.1-38409.6-38035.5-37713.3-37443.2-37225.4-37060.2-36949.2-36899.1-36899.1-36899.1-36949.2-37060.2-37225.4-37443.2弯矩-z (kN*m)0000000000000000000000000000000000000000 表2-6 温度梯度作用引起的主梁内力表单元1234567891011121314151617181920212223242526272829303132333435363738394019沩水大桥左幅施工图设计温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度温度梯度图2-11 温度梯度引起的主梁内力（kNm）I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I681808.821808.331807.771807.221806.711806.171805.61805.011804.41803.77871.24871.24-114.32-108.66-102.84-96.87-90.74-84.48-78.08-70.63-62.12-53.51-44.86-36.19-27.46-18.45-8.330000000000000000000000000000071.5583.0594.43104.39112.94121.32129.51137.49145.27152.843052.953052.95-1349.18-1349.64-1350.1-1350.54-1350.97-1351.37-1351.76-1352.17-1352.58-1352.95-1353.27-1353.53-1353.73-1353.88-1353.98-1354.010000000000000000000000000000-37713.3-38035.5-38409.6-38835.1-39201.1-39597.2-40022.8-40477.2-40959.8-41469.9-55969.4-66654.8-90041.7-85302.7-80563.6-75824.6-71085.6-66346.5-61607.5-56868.4-50775.4-44682.4-38589.3-32496.3-26403.2-20310.2-14217.1-8124.060000000000000000000000000000 41424344454647484950515253545556575859606162636465666768 20沩水大桥左幅施工图设计KK KK荷载车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30轴向(kN)07.8414.5717.9419.3219.318.3116.6614.5812.1410.338.546.85.163.642.26324.23324.23594.6594.61594.6594.59594.56594.52594.46594.38594.26594.12593.96593.76剪力-y (kN)281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.6574.7474.7473.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.02剪力-z (kN)233.21338.09498.21663.39830.07995.761158.921318.811475.221628.321745.21860.351973.922086.092196.992306.774643.684678.0484.0587.2991.74109.21132.73159.45189.77224.02274.73333.89402.55481.7扭矩(kN*m)5211.574374.673832.183476.343480.423526.723607.983717.553849.874000.014128.054316.484603.074889.355176.075463.795278.175212.127854.267544.297238.066935.546632.466328.456023.195714.775317.154914.984507.224093.35弯矩-y (kN*m)08060.0812299.415102.5316609.381697116331.1314814.9612558.5510215.938499.476891.915405.364047.562823.11734.511682.812868.455079.714913.844815.65353.986127.426957.927840.118766.9910009.9511289.2312576.2713837.7弯矩-z (kN*m)12850.8611215.889987.528765.257547.486340.995166.254036.422960.381982.891593.411876.592281.222827.653621.934428.175333.085454.325167.85056.944948.54846.274779.224769.814758.074746.024723.754696.994665.64629.53 2.3.5 移动荷载作用下主梁内力计算本桥梁移动荷载只考虑汽车荷载作用，汽车荷载为公路级，车道荷载的均布荷载为10.5kN/m，集中荷载标准值随计算跨径而变，当计算跨径小于或等于5m时，P为180kN；计算跨径大于或等于50m时，P为360kN；计算跨径在5m-50m之间时，P值采用直线内插求得。对于多跨连续结构，P按照最大跨径为基准取值。本桥最大跨径为130m，故集中荷载取360kN。设置为单向4车道。在midas中进行组合，最少加载车道为1，最多加载车道为4。表2-7 汽车荷载引起的主梁内力表单元12345678910111213141516171819202122232425262728293021沩水大桥左幅施工图设计车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)车载(最大)I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68593.55593.3592.99592.71592.71592.99593.3593.55593.76593.96594.12594.26594.38594.46594.52594.56594.59594.6594.61594.6324.23324.230.982.153.454.866.377.959.5510.9812.8214.3515.3515.5714.6512.056.58073.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0273.0274.7474.74281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65281.65572.04673.68785.79908.33937.61963.061094.711231.031369.551508.631647.2917851921.612057.782162.592266.942370.962474.732578.372681.952817.222851.2713.5631.3553.0179.1110.24147.16190.64241.61319.68413.97526.87660.68817.38998.221203.341431.383673.73555.173489.83461.33460.323461.053488.353552.93687.564106.914520.694928.45330.535726.646033.526338.766642.756945.837252.347562.455200.475212.125742.065454.975169.184884.334599.834314.934126.13995.673841.413704.953590.83504.573452.833442.253766.124315.1515039.2516125.8916943.4417432.4817450.4117432.4816943.4416125.8915039.2613837.712576.2811289.2310009.958766.997840.116957.916127.425353.984815.64913.842343.742868.45782.591734.512823.14047.565405.366891.928499.4710215.9412558.5614814.9616331.131697116609.3815102.5312299.48060.084588.784543.414493.444437.934425.094437.874490.494538.214581.254619.594653.234682.234706.724729.014742.044752.724761.164828.394930.235038.25667.115454.3252554437.573630.442835.242287.821881.591590.351978.612960.34038.745170.826347.717556.298776.3410002.1411229.65 313233343536373839404142434445464748495051525354555657585960616263646566676822沩水大桥左幅施工图设计图2-12 汽车荷载作用下主梁内力图（kNm）荷载横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重位置I1I2I3I4I5I6I7I8I9I10轴向(kN)0-0.28-0.61-0.91-1.2-1.49-1.78-2.07-2.35-2.6剪力-y (kN)0000000000剪力-z (kN)-164.2545.0545.0545.0445.0445.0345.0245.0144.9944.98扭矩(kN*m)0000000000弯矩-y (kN*m)0985.48782.75580.01377.27174.53-28.2-230.94-433.68-636.42弯矩-z (kN*m)0000000000 2.3.6 横隔板横隔板以集中力的形式加载，如下图：图2-13 横隔板加载图表2-8 横隔板作用下引起的主梁内力表单元1234567891023沩水大桥左幅施工图设计横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53-2.81-3.02-3.22-3.42-3.62-3.8-28.59-28.59-74.73-74.31-73.88-73.44-72.99-72.53-72.05-71.5-70.86-70.21-69.56-68.9-68.23-67.55-66.77-66.13-66.13-66.77-67.55-68.23-68.9-69.56-70.21-70.86-71.5-72.05-72.53-72.99-73.44-73.88-74.31-74.73-28.59-28.59-3.8000000000000000000000000000000000000000000044.9644.9544.9444.9244.9144.89218.43218.43-98.69-99.01-99.33-99.65-99.98-100.32-100.66-101.06-101.51-101.95-102.4-102.85-103.29-103.74-104.24-104.65104.65104.24103.74103.29102.84102.4101.95101.51101.06100.66100.3299.9899.6599.3399.0198.69-218.43-218.43-44.890000000000000000000000000000000000000000000-794.1-951.78-1109.47-1267.15-1424.84-1582.52-2170.25-2934.74-4277.24-3930.58-3582.93-3234.29-2884.61-2533.88-2182.08-1829.17-1373.79-916.53-457.383.68466.65931.541398.411867.511972.161867.511398.41931.54466.653.68-457.38-916.53-1373.79-1829.17-2182.08-2533.88-2884.61-3234.29-3582.93-3930.58-3699.24-2934.74-1740.210000000000000000000000000000000000000000000 1112131415161718192021222324252627282930313233343536373839404142434445464748495051525324沩水大桥左幅施工图设计横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重横隔板重0承载能力极限状态下作用基本组合的效应组合设计值；第i个永久作用效应的标准值和设计值；汽车荷载效应（含汽车冲击力、离心力）的标准值和设计值；I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68m-3.62-3.42-3.22-3.02-2.81-2.6-2.35-2.07-1.78-1.49-1.2-0.91-0.61-0.280Gii=1000000000000000SGik+ +yj=2-44.91-44.92-44.94-44.95-44.96-44.98-44.99-45.01-45.02-45.03-45.04-45.04-45.05-45.05164.25Q1SQ1k000000000000000c-1582.52-1424.84-1267.15-1109.47-951.78-794.1-636.42-433.68-230.94-28.2174.53377.27580.01782.75985.48000000000000000nQj QjkS （2-1） 5455565758596061626364656667682.4 荷载组合（1）按承载能力极限状态进行荷载组合 公路桥涵结构按承载能力极限状态设计时，应采用以下两种作用效应组合 ：基本组合和偶然组合，由于本设计不考虑偶然作用的影响，故只采用基本组合。永久作用的设计值效应和可变作用设计值效应组合，其效应组合表达式为：=式中：Sud1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级、三级分别为1.1、1.0、0.9； 第i个永久作用效应的分项系数，应按通规表4.1.6的规定采用；SGik汽车荷载效应（含汽车冲击力、离心力）的分项系数，取1.4；SQ k125沩水大桥左幅施工图设计在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第j个可最小位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27轴向 (kN)054.8987.4479.0135.82-28.94-124.47-252.71-415.8-608.88-790.54-997.37-1230.65-1491.82-1782.39-2104.022809.072809.07-187.94183.33522.28830.671110.151362.21588.231801.532024.4剪力-z (kN)-5762.62-3108.32 64426.16-1065.29 97509.561051.93229.145880.068636.3111517.55 79089.4514544.49 36866.5617739.4120353.24 -54644.723092.4425967.9228990.832172.3835524.1436210.0739760.51-33221.6-30430.3-27790.9-25277.2-22889.6-20622.8-18467.1-16418.7-13910.7 -74969.4弯矩-y (kN*m)019.12 -9142.64 27240.8915.52 -6605.44 37081.41118509127363.4123929.8107961.1-520.23 5430.72 -45119.1-749.04 7903.32 -90455.4-10699-1258.2 12610.76 -214722-105798-164536-231275-306467-390603-523630-598435-753032-641173-538770-444497-358421-280329-209799-146444-11595.2 -20732.1 -191296轴向 剪力-z 弯矩-y (kN) (kN) (kN*m)0 -12796.6 0-19.25 -4054.8 38527.54-82.9 -1472.28 31365.04-189.89 763.3 15298.76-334.77 3057.63 -10045.1-1012.11 10497.01 -154497-1535.42 14820.57 -283780-1845.33 17136.61 -362143-2189.58 19569.08 -455129-2570 22128.21 -559516-2988.54 24824.29 -675637-4158.52 11211.72 -810159-4158.52 14215.99 -907014-14394.1 -45101.8 -1088932-13928.6 -41579.2 -939371-13502.6 -38240 -802026-13114 -35072.5 -676923-12760.7 -32065.4 -564028-12441.1 -29207.4 -461471-12153.6 -26487.5 -368748-11881.1 -23896.8 -285394 在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）、风荷载外的其他第j个可变作用效应的分项系数，取1.4；SQjk变作用效应的标准值和设计值；应的组合系数，取0.5；承载能力极限状态基本组合计算结果如下：表2-9 承载能力极限状态下主梁内力表最大单元12345678910111213141516171819202122232425262726沩水大桥左幅施工图设计I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I682210.932363.652485.122577.92644.312686.122699.262699.262697.482670.012617.32539.052433.542298.612132.021931.481706.421496.821262.611002.48715398.6451.722809.072809.07-2345.47-1999.79-1686.94-1405.17-1152.86-928.5-730.69-550.79-365.69-217.7-104.35-23.3527.1753.0939.470-11534.7 -14110.6-9271.18 39358.79-7101.08 88736.22-5006.42 127150.1-2970.97 154973.7-983.15991.111669.822189.874585.97034.359553.3312161.19 88736.2514877.117721.05 -14110.620713.88 -74969.323879.3426471.1829190.1632047.1535053.1938219.5341557.58-17182.3-14216-27677.5-24832.9-22135.7-19575.5-17142-14825-12614.4 -54644.7-10500.2-7905.76 36866.57-5432.19 79089.45-3058.34 107961.1-763.451472.54055.266605.939393.97-11354.4 -17737.8 -111179-11155.8 -14892.6 -47201.6-10996.3 -12175.5 -5483.93-10872.8 -9566.65 27141.98-10782.3 -7047.16 51051.26172353.2 -10722.2 -4599.37 66544.77179576.9 -10699.7 -2200.34 73860.52179972.1 -10699.7 -1439.59 74400.5179576.9 -10707.5 -1041.97 73860.52172353.2 -10749.1 921.84 66544.78154973.7 -10822 2916.7 51051.27127150.1 -10927 4953.96 27142-11066.2 7049.04 -5483.939358.83 -11242.4 9219.11 -47201.6-11458.2 11482.53 -111179-11716.2 13858.45 -191296-146444 -12004.1 16372.25 -285394-209799 -12271.2 18426.56 -368748-280329 -12568.8 20582.36 -461471-358421 -12898.3 22849.22 -564028-444497 -13261.2 25236.81 -676923-538770 -13659.5 27752.16 -802026-641173 -14095.2 30391.21 -939371-685850 -4158.52 -43348.9 -1041785-598435 -4158.52 -39760.5 -907014-484206 -3288.81 -39071.6 -804084-390603 -2840.49 -35536.5 -675637-306467 -2432.38 -32183.3 -559516-231275 -2062.42 -29000.3 -455129-164536 -1728.68 -25976.1 -362143-105798 -1429.4 -23099.4 -283780-1162.93 -20359 -214722-10699 -915.55 -17744.8 -154497-658.77 -14549 -90455.4-448.16 -11520.7 -45119.1-280.66 -8638.32 -10045.1123929.8 -153.19 -5881.19 15298.75127363.4 -62.89 -3229.63 31365.03118509 -12.93 -1052.02 38527.5497509.56 7.01 1065.37 37081.464426.16 0 3317.68 27240.89 282930313233343536373839404142434445464748495051525354555657585960616263646566676827沩水大桥左幅施工图设计S S S= + y作用短期效应组合设计值；Qjksd Gik j Qjk1第j个可变作用效应的频遇值。 图2-14 承载能力极限状态下弯矩包络图（kNm）图2-15 承载能力极限状态基本组合剪力包络图(kN)（2）按正常使用极限状态进行荷载组合1、 作用短期效应组合永久作用标准值效应与可变作用频遇值组合，其效应组合表达式为：m n i j= =1 1 （2-2）式中：Ssdj个可变作用效应的频遇值系数，取值见通规第4.1.7条；S28沩水大桥左幅施工图设计最小位置(kN*m) (kN) (kN) (kN*m)I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39轴向 剪力-z 0 -6540.5544.571.4365.44 148.9531.3 2207.88-31.29 4339.68-123.98 6560.43-248.92 8886.87-408.44-597.95-776.77-980.78-1211.33 20623.28-1469.85 23090.03-1757.91 25689.63-2077.17 28431.561197.42 30789.641197.42 33732.31-3167.49 -33033.3-2798.37 -30245-2461.57 -27609.4-2155.33 -25108.8-1878 -22738.4-1628.07 -20491.2-1404.15 -18357.5-1193.22 -16334-972.95-788.91-638.59-519.39-428.78-364.47-324.87-313.41 586.87-313.41 1224.15-313.5 1644.96-338.77 3579.37-389.38 5555.37-465.47 7589.12弯矩-y 轴向 剪力-z 弯矩-y 0 0 -10232.5 0-3812.82 52284.38-1852.66 79643.4897602.88 -1.98 -3306.02 50359.44106046.2 -57.31 -1236.83 46746.5104784.2 -141.35 889.12 34229.7993543.49 -256.08 3089.86 12435.5171959.26 -403.78 5384.02 -19088.911336.36 39594.4713927.37 -3706.4816051.06 -45272.118280.02 -94121.3 -1220.02-150640 -1470.59 16877.87 -287859-215250 -1749.46 19288.65 -362931-288407 -2058.16 21829.63 -447052-370601 -2398.34 24510.68 -540694-504347 -3447.46 15026.76 -650221-582150 -3447.46 17988.2 -734780-741483 -11789.1 -36543.1 -886512-630376 -11409.1 -33656.4 -764589-528769 -11061.6 -30922.6 -652632-435736 -10745 -28331.9 -550690-351060 -10457.6 -25875 -458778-274406 -10197.9 -23542.4 -375255-205347 -9964.57 -21325 -299700-143491 -9743.87 -19215.4 -231718-13862.7 -73973.7 -9512.58-11529.3 -15092.9 -9318.22-9315.06 33747.41 -9158.27-7201.56 73056.89 -9030.19-5171.35 103264.6 -8931.41-3208.33 124707.3 -8859.52-1300.42 137578.9142244 -8795.39 -1652.41 96344.93142564.9 -8795.39 -1014.85 97149.77142244 -8800.51 -636.09 96344.93137578.9 -8832.66 1240.79 87847.96124707.3 -8890.27 3155.25 70942.77103264.6 -8973.97 5119.75 45356.523.58 -7343.77 31973.6525.75 -5335.86 45363.73-586.82 7790.73 -60899.5-798.2 10329.89 -114012-996.32 12408.08 -16366514587.55 -221387-16642.2 -154863-14211.5 -89257.8-11905.5 -34308.5-9706.79 10505.53-7598.52 45356.47-5564.38 70942.76-8812.4 -3588.88 87847.96 表2-10 短期效应组合下的主梁内力表最大单元(kN) (kN)12345678910111213141516171819202122232425262728293031323334353637383929沩水大桥左幅施工图设计I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68-568.7 9696.67-701.24-865.33-1063.27 16628.87-1285.96 19202.51-1493.46 21312.87-1725.54 23529.4-1983.52 25861.09-2268.85 28317.12-2583.06 30906.81-2927.83 33639.631197.42 -20930.61197.42 -17988.2-2317.72 -27351.4-1974.27 -24519.2-1663.78 -21837-1384.49 -19295-1134.75 -16883.2-913.05-717.95 -12411.6-540.91 -10333-359.21-214.43-103.94-25.25 -889.2923.74 1237.0243.97 3306.3932.24 5336.260 7553.2173056.92 -9085.5411894.45 33747.45 -9227.1414199.37 -15092.8 -9401.03-73973.7 -9609.44-143491-205347-274406-351060-435736-528769-630376-671365-582150-462360-370601-288407-215250-150640-14591.9 -94121.3 -1135.77-45272-3706.47-7793.13 39594.48-5385.49 71959.27-3090.58 93543.49104784.2106046.397602.8879643.4952284.387150.05 10505.569263.19 -34308.411477.04 -89257.813810.08 -154863-9842.52 16287.03 -231718-10059.1 18316.29 -299699-10300.6 20449.89 -375255-10568.4 22697.09 -458777-10863.8 25067.31 -550690-11188.4 27568.68 -652632-11543.8 30203.91 -764588-3447.46 -36694 -849438-3447.46 -33732.3 -734780-2644.34 -31336.6 -644363-2279.53 -28441.4 -540694-1947.95 -25698.3 -447052-1647.85 -23097.6 -362931-1377.63 -20629.8 -287859-18285.5 -221387-920.89 -16055.6 -163665-722.05 -13931.6 -114012-516.09 -11339.9 -60899.5-347.84 -8889.29 -19088.9-214.69 -6561.96 12435.51-114.03 -4340.51 34229.79-43.48 -2208.21 46746.5-1.33 -148.97 50359.4411.62 1852.8 45363.730 4022.19 31973.65 4041424344454647484950515253545556575859606162636465666768图2-16 短期效应组合弯矩包络图(kNm)30沩水大桥左幅施工图设计1112sd G G Q Q= + + +1 2 1 20.7 0.8ld 2jQjk2122ld G G Q Q= + + +1 2 1 20.4 0.8=0.7=0.8 （2-3） y第j个可变作用效应的准永久值。=0.4=0.8m n 图2-17 短期效应组合剪力包络图（kN）根据通规第4.1.7条规定，各种作用的分项系数取值如下：汽车荷载（不计冲击力）效应的频遇值系数y温度作用效应的频遇值系数y则作用短期效应组合为：S S S S S2 、作用长期效应组合永久作用标准值效应与可变作用永久值组合，其效应组合表达式为： S = SGik+ SQjk （2-4）i=1 j=1式中：作用短期效应组合设计值；j个可变作用效应的准永久值系数；S根据通规第4.1.7条规定，各种作用的分项系数取值如下：汽车荷载（不计冲击力）效应的频遇值系数y温度作用效应的频遇值系数y则作用短期效应组合为：S S S S S31沩水大桥左幅施工图设计最小位置(kN*m) (kN) (kN) (kN*m)I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39轴向 剪力-z 0 -6199.7846.85 -3440.5975.79 -1432.4270.82 618.7237.09 2727.61-25.5 4909.06-118.49 7178.7-243.92 9553.03-404.07-594.31 14686.22-773.67-978.21-1209.28 21485.56-1468.3 23985.88-1756.82 26618.65-2076.49 29393.421468.94 31572.151468.94 34525.13-2628.35 -33008.1-2259.11 -30218.8-1922.19 -27581.9-1615.83 -25076-1338.4 -22698.6-1088.38 -20443.3-864.37 -18300.6-653.36 -16266.8-433-248.91-98.5520.66 -7057.05111.25175.53 -3006.22215.07226.45 859.37226.45 1505.44226.44 1936.11201.23 3912.72150.65 5932.0274.58 8009.66弯矩-y 轴向 剪力-z 弯矩-y 0 0 -10762.4 054702.4 21.35 -7773.18 2995783333.3 20.24 -5696.84 41834.59102133.6 -11.06 -3605.45 45317.8111029.1 -70.47 -1482.01 40192.37109875.5 -159.14 690.96 26163.1798442.83 -279.07 2931.84 2856.476403.75 -432.5 5259.86 -30180.512049.36 43362.04-641.7 -839.34 10257.43 -12833116844.89 -42722.2 -1042.9219108.31 -92053.7 -1272.29-149019 -1528.75 16844.8 -307684-214036 -1813.69 19264.92 -385156-287560 -2128.64 21813.74 -471853-370081 -2475.22 24501.28 -568237-503842 -3616.4 13542.44 -678570-581289 -3616.4 16522.23 -762464-739959 -12212.4 -37410.4 -914979-628901 -11827.4 -34491.2 -790618-527325 -11475.2 -31724.8 -676366-434129 -11154 -29101.4 -572277-349222 -10862.2 -26611.8 -478361-272319 -10598.3 -24246.3 -392980-202995 -10361.1 -21996 -315712-140861 -10136.4 -19853.2 -246169-13780.3 -70970.8 -9900.68-11429.2 -11706.1 -9702.34-9194.29 37520.29 -9538.8777208.2 -9407.72 -10170.7 1617.21-4999.74 107776.4 -9306.32129545 -9232.24 -5940.18 62984.14-1064.69 142661.9 -9183.24147473.7 -9165.1 -1942.59 88667.65147800.1 -9165.1 -1296.14 89486.75147473.7 -9171.12 -909.8 88667.66142662 -9204.87 1003.72 80091.37129545 -9264.43 2952.09 62984.15107776.4 -9350.52 4947.25 37060.8-621.77 7694.85 -73513.812350.9 -17947414543.42 -238990-17237 -167527-14763 -100393-12413.4 -44183.4-8018.3 37060.78-3921.17 80091.37 表2-11 长期效应组合下的主梁内力表最大单元(kN) (kN)12345678910111213141516171819202122232425262728293031323334353637383932沩水大桥左幅施工图设计I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67I68-28.67-161.24-325.39 14751.48-523.41-746.18 19840.72-953.76 21984.23-1185.94 24233.74-1444.03 26598.28-1729.46 29087.04-2043.79 31709.37-2388.7 34474.781468.94 -19474.91468.94 -16522.2-2317.43 -27347.4-1973.63 -24509.8-1662.74 -21821.1-1383.03 -19271.2-1132.84 -16850.1-910.67-715.09-537.61 -10260.5-355.37-210.13-99.33-20.57 -691.0928.14 1482.2347.58 3605.8634.22 5697.260 7982.6310161.26 77208.23 -9464.9212402.95 37520.33 -9609.81-1170617224.24 -70970.7-140861-202995-272319-349222-434129-527324-628901-670662-581289-462125-370081-287560-214036-149019-14547.8 -92053.7 -1184.44-12354.4 -42722.2-641.69-7697.23 43362.05-5261.29 76403.76-2932.52 98442.83109875.5111029.1102133.683333.3154702.47004.8 1617.249141.83 -44183.3-9787.43 11376.42 -100393-10000 13727.34 -167527-10237.4 16219.66 -246169-10457.7 18259.29 -315712-10703.3 20402.04 -392980-10975.4 22657.33 -478361-11275.2 25034.65 -572277-11604.4 27541.69 -676366-11964.6 30178.24 -790618-3616.4 -37505.2 -878108-3616.4 -34525.1 -762464-2723.94 -32331.4 -674805-2352.6 -29403.6 -568237-2014.65 -26627.6 -471853-1708.36 -23993.7 -385156-1432.11 -21492.3 -307684-19114.1 -238990-963.96 -16849.7 -179475-759.26 -14690.7 -128331-546.83 -12053.1 -73513.8-372.59 -9555.63 -30180.5-233.96 -7180.37 2856.4-128.39 -4910 26163.17-53.46 -2728.02 40192.37-7.43 -618.79 45317.89.14 1432.53 41834.580 3649.96 29957 4041424344454647484950515253545556575859606162636465666768图2-18 长期作用组合弯矩包络图(kNm)33沩水大桥左幅施工图设计 图2-19 长期作用组合剪力包络图（kN）34沩水大桥左幅施工图设计 三、施工方法及施工过程图示3.1 施工方法 施工方法采用悬臂挂篮施工，施工阶段共53个，第1个施工阶段为0号块浇筑，第2个施工阶段为1号块浇筑，并采用托塔的形式施工，在midas中模拟为刚臂连接，接下来是3至15号单元的施工，采用悬臂挂篮施工，其中每个阶段分为：挂篮前移，节段现浇和预应力张拉，合拢阶段为先合拢边跨，然后中跨合拢。边跨合拢时，两边各有5m的现浇块。施工阶段： 图3-1 施工阶段定义35沩水大桥左幅施工图设计 3.2 施工过程图示图3-2 1号块浇筑图3-3 5号块张拉图3-4 边跨合拢浇筑36沩水大桥左幅施工图设计0.85( )1Ms按作用(或荷载)短期效应组合计算的弯矩值；构件混凝土全截面面积；W构件全截面对抗裂验算边缘弹性抵抗矩；ep 预应力钢筋的合力作用点至截面重心轴的距离。2M Ws/epA W+ （4-1） 四、预应力钢束的估算及布置4.1 预应力钢筋的估算预应力混凝土梁应进行承载能力极限状态计算和正常使用极限状态计算，并满足公路桥规中对不同受力状态下规定的设计要求（如承载力、应力、抗裂性、和变形等），预应力钢筋截面积估计就是根据这些限值条件进行的。预应力混凝土梁一般以抗裂性（全预应力混凝土或A类部分预应力混凝土）控制设计。在截面尺寸确定以后，结构的抗裂性主要与预加力的大小有关。因此，预应力混凝土梁钢筋数量估算的一般方法是，首先根据结构正截面抗裂性确定预应力钢筋的数量（A类部分预应力混凝土），然后再由构件承载能力极限状态要求确定非预应力钢筋数量。本桥按全预应力混凝土构件设计，按构件正截面抗裂性要求估算预应力钢筋数量。 对于全预应力构件，根据跨中截面抗裂要求，所需的有效预加力为：Npe 式中：Npe使用阶段预应力钢筋永存应力的合力； A 下面估算支点截面处的预应力钢筋面积：1）通过midas软件的合作组合计算，得到最大的Ms为-831818.0 kNm，组合是：自重+二期恒载+支座沉降+车辆荷载+整体升温+温度梯度。2)主梁全截面几何特性的计算： 采用分块数值求和法进行计算，全截面面积：A=29235000 mm 分块示意图如下：37沩水大桥左幅施工图设计分块面积Ai（mm2）m)2*200*4000=16000004000*500= 20000002*900*8000=144000006950*500= 34750002200*300= 660000500*300= 1500006950*1000=6950000A=Ai =29235000=3862.43I=Ix+Ii=232169420096151yi（mm）100366.67400025060069007500yu=Si/A =112918090000Si=Ai*yi(mm3) (yu-yi)(m16000000073334000057600000000868750000396000000103500000052125000000Si =193080660096151Ix=Ai*(yu-yi)2(mm4)3762.433495.76-137.573612.433262.43-3037.57-3637.57Ix=39088760000000Ii(mm4)2.26494E+132.44407E+132.72527E+114.53475E+137.02468E+121.38402E+129.19618E+13II5.33E+092.78E+103.84E+137.24E+103.30E+097.50E+085.79E+11 图4-1 支点截面分块示意图表4-1 支点截面全截面几何特性表分块号1234567合计yb=8000-3862.43=4137.5738沩水大桥左幅施工图设计2.M Ws/epA W+=22表4-2 预应力钢筋量估算表 Mg1 Msum Mj (kN*m) (kN*m) (kN*m)000.011100.01240.00040.01480.00530.0117=5.61110（4-2）Npe( )s scon s p- AAy (m2)3 （4-3） 3）钢筋截面估算设预应力钢筋截面重心距截面上缘为a，=180 mm，则预应力钢筋的合力作用点至截面重心轴的距离为e=y-a，=3862.43-180=3682.43mm，A=29235000mm，全截面对抗裂验算边缘的弹性抵抗矩为：W= mm所以有效预加力合力为：Npe0.85( )1 带入数值得： Npe 1.48493721710 N预应力钢筋的张拉控制应力为con=0.75fpk=0.751860=1395 MPa预应力损失按张拉控制应力的20%估算，则可得需要预应力钢筋的面积为：np 式中：Npe con s 0.2 Ap带入数值得到：Ap=156539.8711mm采用66束17j15.24钢绞线，预应力钢筋的截面积为：A=6617170=157080mmA，满足要求。Midas计算预应力钢筋量估算： 单元 位置 顶/底 ey (m) Ny (kN)1 I37 底 0 0 0 -1.2785 01 I37 顶 0 0 0 0.5265 02 I39 底 10880.91 21693.43 25157.45 -1.7582 13976.362 I39 顶 -152.502 1539.594 372.2192 0.669 03 I41 底 11625.27 24359.01 28133.01 -1.8033 15629.453 I41 顶 0 415.5959 -985.253 0.6671 547.3634 I43 底 9910.564 30328.95 34100.58 -1.8253 18655.514 I43 顶 -4733.96 -9706.71 -12158.2 0.7389 6651.4215 I45 底 0 26415.92 27950.71 -1.8812 14732.7339沩水大桥左幅施工图设计I45I47I47I49I49I51I51I53I53I55I55I57I57I59I59I61I61I63I63I65I65I67I67I69I69I71I71I73I73I75I75I77I77I79I79I81I81I83I83I85I85I87I87顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶-19035.80-40421.90-69191.40-1057220-1504710-2039750-2668560-3226890-3849790-4592240-5431910-6357980-737540-36.3108-8452394578.914-8582070-8960770-7815640-6767020-5809630-4938540-4149130-343714-28223.712544.18-55349.8-11432-91380.2-45743.5-136689-90718.1-191727-146785-257030-214002-333687-274154-401840-341569-477847-416626-562397-499740-656895-591364-760658-691985-874158-798639-976372-814677-994479-855733-1032989-743143-907264-640125-792405-545556-687682-459300-592089-381144-505167-310665-426496-31765.613284.37-63686-11966.4-106292-47975.5-160031-95020.8-225446-153490-303177-223220-394603-285290-476082-354584-567085-431475-668497-516374-782199-609730-907145-712028-1043895-818657-1168121-831756-1186759-868769-1231851-755409-1080550-651592-942327-555957-816330-468511-701392-389141-596959-317425-5025320.8363-1.96640.9569-1.88191.0849-1.94771.2173-1.95351.4046-2.11841.5885-1.81741.7786-1.96581.9136-2.12442.0862-2.29392.2729-1.29422.5653-1.46822.7852-0.45263.0163-3.63763.2597-3.63763.27-3.63763.2597-0.45033.0156-0.27662.7836-0.11582.565-2.9792.2707-2.56572.0884-2.64541.92416743.566636.76731817.03049705.76069406.7090101.870111189.90132486.501491190165689.60182251.10199100.30215763.30232241.90243358.60247241.50256635.60240396.70224131.10207788.10191219.10174418.20157403.80.01330.00530.025300.039400.055100.071500.088200.105100.118300.131500.144600.15800.171200.184300.193100.196200.203700.190800.177900.164900.151800.138400.1249 5667788991010111112121313141415151616171718181919202021212222232324242525262640沩水大桥左幅施工图设计I89I89I91I91I93I93I95I95I97I97I99I99I101I101I103I103I104I104I105I105I106I106I107I107I102I102I100I100I98I98I96I96I94I94I92I92I90I90I88I88I86I86I84底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底0-2798630-2079880-1501460-1054890-69037.40-40332.80-18995.313939.58-6871.5919904-1969.6920107.74-1802.8319901.63-1969.0613937.83-6871.40-18995.30-40332.80-69037.40-1054890-1501460-2079910-2798660-3437170-4149150-247478-355693-176387-275658-116098-207381-66020.3-150277-25658-1040385408.4-6851727505.92-42494.640844.56-25624.645758.85-17817.945982.44-1756045755.31-17815.540850.37-25613.227514.42-42474.45431.821-68488-25627.6-104001-65982.1-150234-116049-207328-176329-275598-247411-355625-310591-426421-381062-505083-459210-252982-417652-180254-321874-118310-240386-66572-172915-24556-1224908145.202-83192.131836.52-54569.949484.54-39057.656598.92-32284.156870.81-32079.456594.7-32282.449489.88-39046.931844.32-54550.58168.534-83163.5-24525.7-122453-66533.7-172870-118261-240335-180196-321814-252915-417584-317351-502458-389058-596877-468421-2.47891.7951-2.43351.618-2.21231.4457-2.13011.2873-1.95011.1819-1.92281.0674-1.82150.9856-1.78190.9279-1.76640.8409-1.76640.8409-1.76860.7014-1.78420.8255-1.85460.9107-1.94161.0644-1.97051.1268-2.09931.2281-2.22451.43-2.37151.5985-2.44911.7853-2.45811.917-2.12442.0862-2.29390140225.20118046.8096072.81074994.65057280.874069.27841562.116780.9328763.6227071.6621367.3731443.8517935.631594.917821.8731441.517934.6927074.5921361.5216785.0428753.414080.93441547.82057263.4074975.04096052.10118024.90140202.40157380.60174394000.111300.093700.076200.059500.04550.00320.0330.01330.02280.02150.0170.0250.01420.02510.01410.0250.01420.02150.0170.01330.02280.00320.03300.045400.059500.076200.093700.111300.124900.13840 2727282829293030313132323333343435353636373738383939404041414242434344444545464647474841沩水大桥左幅施工图设计I84I82I82I80I80I78I78I76I76I74I74I72I72I70I70I68I68I66I66I64I64I62I62I60I60I58I58I56I56I54I54I52I52I50I50I48I48I46I46I44I44I42I42顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶-4938550-5809640-6767030-781568-36.3108-8813924578.914-8582090-8489420-7375390-6357980-5431910-4592240-3849790-3226890-2668560-2039750-1504710-1057220-69191.40-40421.90-19035.89910.498-3383.9611625.230-591997-545459-687583-640022-792300-743036-907149-841934-1041774-814595-994396-802072-997842-691934-874106-591318-760612-499697-656851-416585-562356-341531-477809-274119-401805-213970-333654-146756-257001-90692.6-191702-45721.3-136666-11413.3-91361.512559.2-55334.726427.49-28212.130337.07-9698.5524363.67420.2661-701300-555859-816232-651488-942222-755301-1080435-856521-1240255-831674-1186677-823736-1192992-711978-1043843-609684-907099-516331-782155-431434-668456-354546-567047-285255-476047-223187-394570-153461-303148-94995.1-225421-47953.2-160008-11947.7-10627313299.46-63670.827962.33-31753.934108.73-1215028137.67-980.5342.2729-1.29492.5653-1.4692.785-0.45263.0158-3.63763.2597-3.63763.27-3.63763.2597-0.45023.0151-0.27812.7833-0.11722.565-2.9792.2707-2.83362.0856-2.6961.9179-2.23781.7857-2.54791.5854-2.12441.3947-2.04771.2397-1.94891.1139-1.96510.9525-1.87940.7847-1.82310.7557-1.80110.6693191194.20207763.20224106.20240371.20258386.50247224.402485400232230.40215752.30199089.20182239.90165678.601491080132475.60111179.2090091.53069396.97049696.926644.30331809.4314738.8516737.3818659.976646.91415632.04544.74110.151700.164900.177900.190800.205100.196200.197300.184300.171200.15800.144600.131500.118300.105100.088200.071500.055100.03940.00530.02520.01170.01330.01480.00530.01240.0004 4849495050515152525353545455555656575758585959606061616262636364646565666667676868696942沩水大桥左幅施工图设计I40I40底顶10880.89 21696.86 25160.89 -1.7582 13978.27 0.0111-313.219 1543.038 375.7042 0.669 0 0 70704.2 预应力钢筋的布置原则（1）预应力钢筋的布置，应使其重心线不超出束界范围。因此，大部分预应力的钢筋在靠近支点时，均须逐步弯起。只有这样，才能保证构件无论是在施工阶段还是在使用阶段，其任意截面上、下缘混凝土的法向应力都不超过规定的限制值。同时，构件端部逐步弯起的预应力钢筋将产生预剪力，这对抵消支点附近较大的外荷载剪力也是非常有利的；而且从构造上来说，预应力钢筋的弯起，可使锚固点分散，有利于锚具的布置。锚具的分散，使梁端部承受的集中力也相应地分散，这对改善锚固区的局部承压也是有利的。（2）预应力钢筋弯起的角度，应与所承受的剪力变化规律相配合。根据受力要求，预应力钢筋弯起后所产生的预剪力Vp应能抵消作用（或荷载）产生的剪力组合设计值V的一部分。抵消后所剩余的外剪力，通常称为减余剪力，将其绘制成图，则称为减余剪力图，它是配置抗剪钢筋的依据。（3）预应力钢筋的布置应符合构造要求。许多构造规定，一般虽未经详细计算，但却是根据长期设计、施工和使用的实践经验而确定的。这对保证构件的耐久性和满足设计、施工的具体要求，都是必不可少的。钢筋布置图见图纸。43沩水大桥左幅施工图设计con=0.1712H V考虑每米管道对其设计位置的偏差系数，按表6.3.4-1采用。=0.75 （5-1）；fpk=1395MPa，这里去=1302 MPa 五、预应力损失及有效预应力计算5.1 控制应力及有关参数的确定张拉控制应力是指预应力钢筋锚固前张拉钢筋的千斤顶所显示的总拉力除以预应力钢筋截面积所求得的钢筋应力值。对于有锚圈口摩阻损失的锚具，应为扣除锚圈口摩擦损失后的锚下拉应力值，故公路桥规特别指出，为张拉钢筋的锚下控制应力控制应力：s摩擦偏差系数：k=0.0015摩阻系数： 5.2 预应力钢筋与管道壁间摩擦引起的应力损失计算产生原因：后张法的预应力筋，一般由直线段和曲线段组成。张拉时，预应力筋将沿管道壁滑移而产生摩擦力，使钢筋中的预应力形成张拉端高，向跨中方向逐渐减少的情况。- +( )kxl con= -1 e式中 ：张拉钢筋（锚下）控制应力（MPa）；从张拉端至计算截面的长度上，钢筋弯起角之和（rad）可按下式计算：= +q2从张拉端至计算截面的管道长度（m）；钢筋与管道壁之间的摩擦系数，按表6.3.4-1采用；k44沩水大桥左幅施工图设计LL预应力钢筋的有效长度（m）；锚头变形、钢筋回缩和接缝压缩值（m）；l2 （5-2） 由公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）表6.3.4-1可知，管道类型为塑料波纹管时，取0.17，k取0.0015。取值为跨中截面到张拉端的距离。5.3 锚具变形、钢筋回缩和接缝压缩引起的应力损失 产生原因：后张法构件，当张拉结束并进行锚固时，锚具将受到巨大的压力并使锚具自身及锚下垫板压密而变形，同时有些锚具的预应力钢筋还要向内回缩；此外，拼装式构件的接缝，在锚固后也将继续被压密变形，所有这些变形都将使锚固后的预应力钢筋放松，因而引起应力损失。按下式计算：= E式中：由于于锚头变形、钢筋回缩和接缝压缩引起的应力损失（MPa）；LDL E预应力钢筋的弹性模量。减少s 的方法：（1）采用超张拉；（2）注意选用L值小的锚具，对于短小构件尤为重要。5.4 钢筋与台座间的温差引起的应力损失此项预应力损失，仅在先张法构件采用蒸汽或其他加热方法养护混凝土时予以考虑，本设计采用的是后张法，故不考虑5.5 混凝土弹性压缩引起的应力损失在后张法结构中，由于一般预应力筋的数量较多，限于张拉设备等条件的限制，一般都采用分批张拉、锚固预应力筋。在这种情况下，已张拉完毕、锚固的预应力筋，将会在后续分批张拉预应力筋时发生弹性压缩变形，从而产生应力损失。l4按下式计算： l4 = （5-3）式中：预应力钢筋弹性模量与混凝土的弹性模量的比值；45沩水大桥左幅施工图设计l5=0.3；传力锚固时的钢筋应力，s(tu)= （5-5）=yzpe0.9Epe (tu,t )+a ,t0)1+15rrps(0.52 -=sconcs 0 EP pc upef-sl10.26)s （5-4）pk-sl2pe-sl4。 在计算截面上先张拉的钢筋重心处，由后张拉各批钢筋所产生的混凝土法向应力之和。5.6 预应力钢束松弛引起的损失产生原因：与混凝土一样，钢筋在持久不变的应力作用下，也会产生随持续加荷时间延长而增加的徐变变形（又称蠕变）。如果钢筋在一定拉应力值下，将其长度固定不变，则钢筋中的应力将随时间延长而降低，一般称这种现象为钢筋的松弛或应力松弛。钢筋松弛一般又如下特点：（1）钢筋初拉应力越高，其应力松弛愈甚。（2）钢筋松弛量的大小主要与钢筋的品质有关。例如：我国的预应力钢丝与钢绞线依其加工工艺不同而分为级松弛（普通松弛）和级松弛（低松弛）两种，低松弛钢筋的松弛值，一般不到前者的1/3.（3）钢筋松弛与时间有关。初期发展最快，第一小时内松弛最大，24h内可完成50%，以后渐趋稳定，但在持续5-8年的试验中，仍可测到其影响。（4）采用超张拉，即用超过设计拉应力5%-10%的应力张拉并保持数分钟后，再回降至设计拉应力值，可使钢筋应力松弛减少40%-60%。（5）钢筋松弛与温度变化有关，它随温度升高而增加，这对采用蒸汽养护的预应力混凝土构件会有所影响。对于预应力钢丝，钢绞线 式中：张拉系数，对于本设计，不采用超张拉，取1.0钢筋松弛系数，对于低松弛钢绞线，取zpe5.7 混凝土收缩徐变引起的应力损失 产生原因：混凝土收缩、徐变会使预应力混凝土构件缩短，因而引起应力损失。6式中: 46沩水大桥左幅施工图设计f= += + ； =构件受拉区预应力钢筋和非预应力钢筋截面重心至构件截面重心轴的距离。表5-1 F1-1-L钢束在张拉阶段的应力损失表位置IJIJIJIJIJIJlogt0ck( ) /A A Ap s n1In虑瞬时损失) : A 112028311357111135711118576211857621174525117452511857621185762113571111357111120283log28；其中Ap、As分别为受拉区的预应力钢e2psi2/An；弹性变形损失: B (kN/m2)14.401420.129520.338835.038434.83238.656438.656434.831935.038420.338820.129514.4014，则可得t0徐变/收比值 (A+B)/A(kN/m2)11111111111120d。 对于二期恒载的加载龄期t0，假定t0=虑所有损缩损失(kN/m2)瞬时损-518.821-579.046-472.971-696.807-645.723-708.089-708.089-645.722-696.807-472.971-579.046-518.82190d。松弛损失力(考虑-8939.4-9797.3-9797.3-12717.9-12717.9-12043.9-12043.9-12717.9-12717.9-9797.3-9797.3-8939.4失)/ 应钢束数0.99160.99090.9910.98870.98880.98920.98920.98880.98870.9910.99090.9916端部有效111111111111 ,t0)加载龄期为t0时混凝土收缩应变终极值和徐变系数终极值；t0加载龄期，即达到设计强度为90%的龄期，近似按标准养护条件计算则有：0.9fck =对于后张法构件，r筋和非预应力钢筋的截面面积，An为换算截面面积；psi截面回转半径，对于后张法构件i2eps5.8 预应力损失计算结果全桥共有190束钢束，现在以计算腹板F1-1-L号钢束的预应力损失及有效应力为例。由midas 软件计算它在张拉阶段，各施工阶段和成桥状态下的预应力损失和有效预应力。 应力(考应力 (考单元(kN/m2)失)钢束组F1-1-L的应力损失，在施工阶段2号块张拉16161717181819192020212147沩水大桥左幅施工图设计位置IJIJIJIJIJIJ位置IJIJIJIJIJIJ虑瞬时损失) : A 112028311357111135711118576211857621174525117452511857621185762113571111357111120283虑瞬时损失) : A 112028311357111135711118576211857621174525117452511857621185762113571111357111120283弹性变形损失: B (kN/m2)-11976-14418.2-14219.9-14194.6-14038.2-14090.3-14090.3-14028.4-14184.9-14244.3-14441-11965弹性变形损失: B (kN/m2)-40643.4-32302.1-32011.9-23586.4-23457.7-22074.7-22074.7-23320.8-23680.2-31640.2-31927.6-38785.1比值(A+B)/A0.98930.98730.98750.9880.98820.9880.9880.98820.9880.98750.98730.9893比值(A+B)/A0.96370.97160.97180.98010.98020.98120.98120.98030.980.97210.97190.9654徐变/收缩损失(kN/m2)-8493.8-9370.55-8468.95-8772.73-8278.2-8451.38-8451.38-8272.42-8766.77-8482.38-9384.14-8489.27徐变/收缩损失(kN/m2)-30697.5-26696.9-25056.8-21368.6-20490.5-20077.7-20077.7-20438.3-21406-24924.4-26560.3-29953虑所有损松弛损失(kN/m2)瞬时损-17878.8-19594.6-19594.6-25435.8-25435.8-24087.8-24087.8-25435.8-25435.8-19594.6-19594.6-17878.8虑所有损松弛损失(kN/m2)瞬时损-17878.8-19594.6-19594.6-25435.8-25435.8-24087.8-24087.8-25435.8-25435.8-19594.6-19594.6-17878.8失)/ 应力(考虑0.96580.96180.96280.95920.95970.96030.96030.95970.95920.96270.96180.9658失)/ 应力(考虑0.92040.93080.93250.94060.94150.94360.94360.94160.94050.93290.93120.9227端部有效钢束数111111111111端部有效钢束数111111111111 表5-2 F1-1-L钢束在8号块张拉阶段的预应力损失表应力(考应力 (考单元(kN/m2)失)钢束组F1-1-L的应力损失，在施工阶段8号块张拉161617171818191920202121表5-3 F1-1-L钢束在成桥状态下的预应力损失表应力(考应力 (考单元(kN/m2)失)钢束组F1-1-L的应力损失，在施工阶段二期恒载16161717181819192020212148沩水大桥左幅施工图设计R=R(f ,ad)作用效应的组合设计值（其中汽车荷载应计入冲击系数），当进行预应力混凝土连Sp p构件承载力设计值；d+g Spp， 六、截面强度验算6.1 基本理论 预应力混凝土受弯构件截面强度的验算内容包括两大类，即正截面强度验算和斜截面强度验算。其验算原则基本上与普通钢筋混凝土受弯构件相同：当预应力钢筋的含筋量配置适当时，受拉区混凝土开裂退出工作，预应力钢筋和非预应力钢筋分别达到各自的抗拉设计强度和；受压区混凝土应力达到抗压设计强度， 非预应力钢筋达到其抗压设计强度，并假定受压区的混凝土应力按矩形分布。但受压区布有预应力钢筋时，其应力却达不到抗压设计强度，这就是与普通钢筋混凝土构件的唯一区别。6.2 计算公式及结果根据上述基本原理，给出承载能力极限状态下，预应力混凝土连续梁上、下缘均布置预应力钢筋的正截面强度计算公式；有关斜截面抗剪强度，因现行桥梁设计规范尚无连续梁桥的计算公式，将通过主应力来验算控制。根据公预规第5.1.5条桥梁构件的承载能力极限状态计算，应采用下列表达式：R （6-1）式中：1.1、1.0、0.9；桥梁的抗震设计不考虑结构的重要性系数；S续梁等超静定结构的承载能力极限状态计算时，公式中的作用效应项应改为g0其中g 为预应力（扣除全部预应力损失）引起的次效应；g 为预应力分项系数，当预应力效应对结构有利时取1.0；对结构不利时，取1.2。RR(*)构件承载力函数；49沩水大桥左幅施工图设计材料强度设计值；几何参数设计值，当无可靠数据时，可采用几何参数标准值，即设计文件规定值。sd pd cd f sd p0 f bx(h0- +fsd As(h0-as)+(fpd- )Ap(h0-ap) （6-3）sd pd sd p0fcd - -b)hf(h0- ) +f As(h0-as)+(fpd-sp0)Ap(h0-ap)sd pd sd p0A、AsA、b矩形截面宽度或箱形截面腹板宽度：h0截面有效高度，h0=a、aa、0h （6-2）x2) （6-4） x hf +sph-asfbx(h （6-6）Ap，此处h为截面全高；ap受压区普通钢筋合力点、预应力钢筋合力点至受压区边缘的距离；2)+(bf 2受拉区、受压区纵向预应力钢筋的截面面积； fdad根据公预规（JTG D62-2004）第5.2.3条，翼缘位于受压区的箱形截面受弯构件，其正截面抗弯承载力计算应符合下列规定。当符合下列条件时：f An+f Ap f b hf+f As+(fpd-s )Ap按式（9-3）和式（9-4）计算正截面抗弯承载力：d cd p0f As+f Apfcdbx+f As+(fpd-s )Ap当不符合上述条件时，计算中应考虑截面腹板受压作用，正截面抗弯承载力应按下列规定计算：d 0 sd （6-5）受压区高度x应按下式计算：f As+f Apfcdbx+(bf-b)hf f As+(fpd-s )Ap以上各式中： 受拉区、受压区纵向普通钢筋的截面面积； 受拉区、受压区普通钢筋和预应力钢筋的合力点至受拉区、受压区边缘的距离； 受压区预应力钢筋合力点处混凝土法向应力等于零时预应力钢筋的应力； 箱形截面受压翼缘厚度：50沩水大桥左幅施工图设计b表6-1 使用阶段正截面抗弯验算位置I37I37I39I39I41I41I43I43I45I45I47I47I49I49I51I51I53I53I55I55I57I57I59I59I61I61I63I63I65I65I67I67I69I69I71I71I73I73f最大/最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小组合 名称cLCB1cLCB7cLCB2cLCB10cLCB2cLCB10cLCB2cLCB10cLCB2cLCB10cLCB8cLCB4cLCB8cLCB4cLCB8cLCB4cLCB8cLCB4cLCB8cLCB4cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB5cLCB8cLCB6类型FX-MAXFX-MAXFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINMX-MAXMX-MINMX-MAXMX-MIN验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrMu (kN*m)0031991.41563965.253636128.14513183.197646578.7166-5906.797843656.3613-24230.98128491.0597-53224.4223918.1904-96206.707-32488.493-151435.87-81034.943-219509.15-142147.13-301129.06-215646.04-397838.56-281431.28-484447.14-355163.03-581531.64-437252.36-690057.21-528150.93-812108.99-628351.83-946529.72-738389.58-1093933.3-844759.97-1217487.6-842931.13-1218669.6Mn (kN*m)60019.660019.662718.4862718.4863370.0863370.0864168.77137661.666465.24161914.470738.02191941.169454.72247593.3328127.4328127.4388405.9388405.9473211.4473211.4565957.3565957.3693865.7693865.7803558.3803558.3925810.6925810.61061495106149512112191211219137654713765471499082149908215011791501179 箱形截面受压翼缘宽度，按公预规第4.2.2条规定采用。Midas软件计算结果见下表： 单元112233445566778899101011111212131314141515161617171818191951沩水大桥左幅施工图设计I75I75I77I77I79I79I81I81I83I83I85I85I87I87I89I89I91I91I93I93I95I95I97I97I99I99I101I101I103I103I104I104I105I105I106I106I107I107I102I102I100I100I98最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大cLCB8cLCB6cLCB8cLCB6cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2cLCB9cLCB2FY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINFZ-MAXFZ-MINFZ-MAXFZ-MINFY-MAXFY-MINFY-MAXFY-MINFY-MAXFY-MINMY-MAXFX-MAXMY-MAXFX-MAXMY-MAXFX-MAXMY-MAXFY-MAXMY-MAXFY-MAXMY-MAXFY-MAXMY-MAXOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK-844838.29-1221899.7-719525.13-1054729.3-604739.71-902002.69-498989.86-762739.56-402278.3-635679.99-314488.38-520223.24-235158.46-415819.15-163863.7-321958.37-83387.796-216027-14834.953-125887.7244589.6039-53395.21100189.814-6667.1853143444.6729807.9556174752.12856423.501194393.34873521.4069202269.88181015.7586202568.3181240.4354202277.19781028.0465194398.84373533.5972174766.3156452.0602143458.03529830.5329100209.55714990821499082133692113369211175426117542610283821028382895421895421773894.6773894.6636535.8636535.8540346540346419109.2419109.2334392.5334392.5192999.5218710.5216100.3157163226404.6226404.6250184.4250184.4242194.6242194.6239063.5239063.5239063.5239063.5225685.4225685.4228382.7228382.7217071.7217071.7207756.5207756.5196276.9 2020212122222323242425252626272728282929303031313232333334343535363637373838393940404152沩水大桥左幅施工图设计I98I96I96I94I94I92I92I90I90I88I88I86I86I84I84I82I82I80I80I78I78I76I76I74I74I72I72I70I70I68I68I66I66I64I64I62I62I60I60I58I58I56I56最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小cLCB9cLCB2cLCB9cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB5cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB6cLCB8cLCB4FY-MAXMY-MAXFY-MAXMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINMY-MAXMY-MINFY-MAXFY-MINFY-MAXFY-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK-6635.205444613.7227-53357.386-14801.215-125855.92-83349.796-215993.67-163818.66-321920.16-235110.45-415779.8-314438.62-520183.39-402228.46-635640.98-498936.1-762697.84-604681.84-901958.15-719462.3-1054671.9-853995.03-1258256.7-842889.78-1218640.1-858810.02-1254959.7-738365.18-1093915.5-628330.52-946514.84-528130.85-812095.01-437233.52-690044.11-355145.41-581519.87-281414.9-484436.23-215630.76-397828.35-142133.68-301119.61168353.1192147273208.2355339.3355339.3461124.7461124.7566970.1566970.1689474.7689474.7803557.3803557.3925813925813106149310614931211169121116913764591376459149907814990781501179150117914990781499078133683413368341175377117537710283731028373895421895421775428775428640169.4640169.4547561.8547561.8449596449596 4142424343444445454646474748484949505051515252535354545555565657575858595960606161626253沩水大桥左幅施工图设计I54I54I52I52I50I50I48I48I46I46I44I44I42I42I40I40最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小cLCB8cLCB4cLCB8cLCB4cLCB8cLCB4cLCB8cLCB4cLCB2cLCB10cLCB2cLCB10cLCB2cLCB10cLCB2cLCB10FX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINFX-MAXFX-MINOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK-81022.966-219500.7-32478.059-151428.483926.985-96200.4628498.0427-53219.51843660.0141-24225.45146581.2971-5902.904736129.63153185.435431992.15913966.6322386264.2386264.2292882.2292882.237522.11213252.843699.42175241.788345.43143710.560152.68104906.463491.6163491.6162679.4862679.48 63636464656566666767686869697070由上表可知，截面验算符合要求。54沩水大桥左幅施工图设计ststpctpstpctpftk短/长短期短期短期短期短期-0.80.4ftk （7-2）验算OKOKOKOKOKpcSig_T (kN/m2)1958.5682373.8624214.4175817.3716190.3180 （7-1）Sig_B (kN/m2)4561.3744010.5172624.6331565.3051668.941Sig_MAX (kN/m2)1958.5682373.8622624.6331565.3051668.941Sig_ALW (kN/m2)00000 七、抗裂验算7.1 抗裂验算要求根据公预规第6.3.1条规定，预应力混凝土受弯构件应按下列规定进行正截面和斜截面抗裂验算（1）正截面抗裂应对构件正截面混凝土的拉应力进行验算，并应符合下列要求。全预应力混凝土构件，在作用短期效应组合下：分段浇筑构件 上式中： 在作用短期效应组合下构件抗裂验算边缘混凝土的法向拉应力； 扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压应力；（2）斜截面抗裂应对构件斜截面混凝土的主拉应力进行验算，并应符合下列规定：全预应力混凝土构件，在作用（或荷载）短期效应组合下：分段浇筑构件 上两式中：s 在作用短期效应组合下构件抗裂验算边缘混凝土的法向拉应力； 扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压应力； 由作用短期效应组合和预加力产生的混凝土主拉应力； 混凝土的抗拉设计强度标准值，采用C55时f=2.74 MPa7.2 正截面抗裂验算结果表7-1 正截面抗裂验算表单元1234555沩水大桥左幅施工图设计短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK5992.5656109.076318.3313764.4643146.8192630.5572715.9122405.982124.5831814.6521529.8531266.154557.8586380.409429.7024425.7303764.44941159.1431581.5461968.8171921.662331.8642721.2783600.0513070.8883428.9364772.0775049.9826255.9895547.3465563.7396577.6167284.37623.9086308.5294258.5714821.7664202.8743708.3672906.5442861.0622463.5142007.7032591.5613324.7423735.9216923.6358156.6788390.3329040.2569575.9049988.1310318.0710545.9810430.9610241.3110421.731100810985.1510735.4310373.129870.469783.4959757.93110136.899652.0199487.1248891.5418511.8427484.4127582.4533833.9453328.4073287.0633387.63799.6552861.2173889.6887345.6758441.7888391.439240.9539137.2689341.9679457.4410106.312591.5613324.7423735.9213764.4643146.8192630.5572715.9122405.982124.5831814.6521529.8531266.154557.8586380.409429.7024425.7303764.44941159.1431581.5461968.8171921.662331.8642721.2783600.0513070.8883428.9364772.0775049.9823833.9453328.4073287.0633387.63799.6552861.2173889.6884258.5714821.7664202.8743708.3672906.5442861.0622463.5142007.7030000000000000000000000000000000000000000000 678910111213141516171819202122232425262728293031323334353637383940414243444546474856沩水大桥左幅施工图设计短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期短期图7-1 各点位置图验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKSig_P1 (kN/m2)000000001568.6911182.353843.50535.8686384.7664512.8199862.59581122.4071411.7121704.591981.631838.4292112.9782665.4553675.1723527.953267.8715453.3925537.8144762.1812375.4922378.192Sig_P4 (kN/m2)0000000010591.810935.3210904.810831.8310420.1210476.8610512.1910345.8810095.399749.6189314.5598833.9038739.2487821.6287250.2886969.2856697.2012687.6851919.421623.2484080.5824020.768Sig_P5 (kN/m2)-832.24-229.094-198.692-305.377-308.988-120.207-59.9353-393.5351568.6911182.353843.50535.8686384.7664512.8199862.59581122.4071411.7121704.591981.631838.4292112.9782665.4553675.1723527.953267.8712687.6851919.421623.2482375.4922378.192Sig_P7 (kN/m2)-784.075-221.685-192.178-296.542-312.248-128.172-65.1947-416.9240000000000000000000000Sig_P9 (kN/m2)-454.419-137.385-118.747-186.607-225.845-112.781-61.945-346.046Sig_MAX (kN/m2)-832.24-229.094-198.692-305.377-312.248-128.172-65.1947-416.924Sig_AP (kN/m2)-1096-1096-1096-1096-1096-1096-1096-1096 495051525354555657585960616263646566676869707.3 斜截面抗裂验算 各点代表的位置图如下： 表7-2 斜截面抗裂验算表单元1122334457沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK00000000000000000000000000000000000000000000000000000000000000000000000000000000000000-182.006-457.573-313.405-385.826-167.865-278.885-105.44-285.902-136.604-414.973-158.026-316.501-157.505-322.158-119.611-251.95-106.65-232.639-101.353-210.563-100.556-183.265-106.392-166.956-164.987-240.579-69.6892-69.094-69.0981-151.076-353.22-238.157-246.658-159.596-267.378-153.485-301.976-154.791-329.288-162.149-315.113-190.286-408.67-197.625-478.682-335.075-396.448-181.173-294.77-117.477-311.857-152.421-443.53-171.634-331.665-173.344-344.604-133.992-277.742-119.655-258.12-114.675-236.025-115.076-208.079-123.845-193.054-199.042-284.367-84.0549-92.8911-92.8957-193.31-357.1-256.743-250.874-169.955-275.572-165.395-317.503-169.973-354.082-182.079-336.305-211.008-417.878-174.532-362.397-262.523-272.649-136.038-205.34-89.2616-219.577-108.909-289.458-110.999-201.38-109.235-207.929-83.1803-167.18-71.9858-151.708-67.4917-136.018-66.4978-117.827-70.6237-107.897-113.895-158.238-46.5602-55.3529-55.3562-112.074-182.557-137.253-129.803-91.4601-146.202-91.5683-174.268-97.8347-202.548-110.18-195.471-130.216-239.542-197.625-478.682-335.075-396.448-181.173-294.77-117.477-311.857-152.421-443.53-171.634-331.665-173.344-344.604-133.992-277.742-119.655-258.12-114.675-236.025-115.076-208.079-123.845-193.054-199.042-284.367-84.0549-92.8911-92.8957-193.31-357.1-256.743-250.874-169.955-275.572-165.395-317.503-169.973-354.082-182.079-336.305-211.008-417.878-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096 556677889910101111121213131414151516161717181819192020212122222323242425252658沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK00000000000000000000000000000000000000000000000000000000000000000000000000000000000000-261.226-412.666-275.356-559.083-298.564-442.967-338.447-642.794-477.791-710.343-674.368-741.758-441.179-583.463-197.773-342.764-42.9384-93.4138-32.301-32.301-89.3733-41.325-330.65-191.429-565.556-428.315-719.552-686.296-724.924-490.488-717.36-289.188-426.263-287.398-534.496-263.933-391.53-248.093-384.715-179.892-295.231-152.14-306.388-280.812-411.313-292.098-556.217-317.531-442.933-352.434-614.905-488.141-675.281-692.863-736.178-464.411-568.508-200.423-338.731-43.2237-91.503-31.7247-31.7247-92.3962-43.5895-341.524-201.958-572.411-467.699-741.016-727.217-709.56-516.087-708.559-312.382-445.862-319.601-559.887-294.032-413.992-282.677-420.354-212.164-337.913-182.891-355.562-173.076-233.966-183.84-325.611-209.561-266.357-233.616-355.784-325.556-392.627-489.731-476.68-364.629-356.485-141.761-223.215-30.4098-59.3085-20.6764-20.6764-71.7881-36.531-260.198-165.078-399.008-421.696-528.374-563.606-437.687-369.739-434.755-222.95-287.959-228.984-351.459-199.337-251.907-188.142-258.659-141.172-210.816-119.251-218.035-280.812-412.666-292.098-559.083-317.531-442.967-352.434-642.794-488.141-710.343-692.863-741.758-464.411-583.463-200.423-342.764-43.2237-93.4138-32.301-32.301-92.3962-43.5895-341.524-201.958-572.411-467.699-741.016-727.217-724.924-516.087-717.36-312.382-445.862-319.601-559.887-294.032-413.992-282.677-420.354-212.164-337.913-182.891-355.562-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096 2627272828292930303131323233333434353536363737383839394040414142424343444445454646474759沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK00000000000000000000000000000000000000000000000000000000000000000000000000000000000000-143.898-285.032-137.295-266.219-130.488-248.098-193.607-323.355-167.634-73.6773-73.6732-68.4279-254.844-149.271-191.504-95.565-205.733-99.8888-220.76-103.937-237.925-108.961-257.527-122.335-330.158-161.637-323.417-161.932-425.411-140.503-294.183-108.491-288.144-173.033-398.671-322.665-472.772-186.839-405.668-61.2454-123.924-300.29-294.534-170.194-325.85-160.364-301.237-151.555-279.937-228.839-364.608-197.546-92.7027-92.6965-87.5383-289.686-173.997-214.326-107.9-226.858-111.334-241-114.882-257.823-119.466-277.379-133.822-344.308-173.186-331.287-171.453-443.119-152.26-311.763-117.324-294.498-180.952-395.279-334.872-478.487-197.547-416.84-65.1334-128.089-312.189-296.39-104.883-190.929-94.556-170.373-86.4627-154.215-129.469-197.698-108.701-52.7719-52.7688-50.362-156.873-96.6681-116.896-59.8361-125.295-62.6178-135.236-65.7718-147.364-69.6751-161.81-80.0803-200.188-104.287-193.11-104.975-273.685-100.62-204.127-81.0995-187.563-121.901-244.993-232.128-320.874-151.421-302.032-53.6849-97.0649-254.177-211.728-170.194-325.85-160.364-301.237-151.555-279.937-228.839-364.608-197.546-92.7027-92.6965-87.5383-289.686-173.997-214.326-107.9-226.858-111.334-241-114.882-257.823-119.466-277.379-133.822-344.308-173.186-331.287-171.453-443.119-152.26-311.763-117.324-294.498-180.952-398.671-334.872-478.487-197.547-416.84-65.1334-128.089-312.189-296.39-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096-1096 4848494950505151525253535454555556565757585859596060616162626363646465656666676768686960沩水大桥左幅施工图设计OKOKOK0000 -192.485 -192.344 -132.906 -192.485 -10960 -222.042 -221.861 -153.563 -222.042 -10960 -831.062 -782.949 -453.722 -831.062 -1096 69707061沩水大桥左幅施工图设计pt= y0，见公预规式由预应力产生的法向拉应力，s验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK0.5fckMkI0ptSig_T (kN/m2)2448.3146020.2157403.319062.6789338.7219041.9249246.7329642.3336368.5945812.5115405.1595668.1975428.0275208.474934.4374677.2024433.6753956.7393831.32=16.2MPa （8-1）=Sig_B (kN/m2)5701.8213856.5323782.7982972.9693273.6514301.4784895.9174980.1198898.2149915.7929733.46810217.8310598.5110864.2511066.9811172.9910875.8310221.510175.79NpAnSig_TL Sig_BL Sig_TR (kN/m2) (kN/m2) (kN/m2)2448.314 5701.821 2448.3146020.215 3856.532 6020.2157403.31 3782.798 7403.319062.678 2972.969 9062.6789338.721 3273.651 9338.7219041.924 4301.478 9041.9249246.732 4895.917 9246.7329642.333 4980.119 9642.3336368.594 8898.214 6368.5945812.511 9915.792 5812.5115405.159 9733.468 5405.1595668.197 10217.83 5668.1975428.027 10598.51 5428.0275208.47 10864.25 5208.474934.437 11066.98 4934.4374677.202 11172.99 4677.2024433.675 10875.83 4433.6753956.739 10221.5 3956.7393831.32 10175.79 3831.32Sig_BR (kN/m2)5701.8213856.5323782.7982972.9693273.6514301.4784895.9174980.1198898.2149915.7929733.46810217.8310598.5110864.2511066.9811172.9910875.8310221.510175.79N epnInSig_MAX (kN/m2)5701.8216020.2157403.319062.6789338.7219041.9249246.7329642.3338898.2149915.7929733.46810217.8310598.5110864.2511066.9811172.9910875.8310221.510175.79pSig_ALW (kN/m2)17750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750ynMInp2yn，见公预规式 八、持久状况构件的应力验算8.1 正截面混凝土压力验算根据公预规第7.1.5条规定，使用阶段正截面压应力应按符合下列要求：+式中：kc（7.1.3-1）；pt（6.1.5-4）；正截面混凝土压应力验算的计算见下表。表8-3 正截面压应力验算表单元1234567891011121314151617181962沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK3068.5954401.3864747.3955139.1795538.5865860.8395611.8675898.4276036.6376716.4725591.6615523.3696676.66533.3726225.2955305.5325325.0556585.8677479.0038080.6346771.5796480.4527678.8767368.8047154.2396518.8076685.5726381.0145969.0335548.7825167.8764824.343404.783836.2083659.4074025.8634266.9714530.2444782.9114996.4384672.6634859.5575331.30510405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.3211402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.110086.3510443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.9763068.5954401.3864747.3955139.1795538.5865860.8395611.8675898.4276036.6376716.4725591.6615523.3696676.66533.3726225.2955305.5325325.0556585.8677479.0038080.6346771.5796480.4527678.8767368.8047154.2396518.8076685.5726381.0145969.0335548.7825167.8764824.343404.783836.2083659.4074025.8634266.9714530.2444782.9114996.4384672.6634859.5575331.30510405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.3211402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.110086.3510443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.9763068.5954401.3864747.3955139.1795538.5865860.8395611.8675898.4276036.6376716.4725591.6615523.3696676.66533.3726225.2955305.5325325.0556585.8677479.0038080.6346771.5796480.4527678.8767368.8047154.2396518.8076685.5726381.0145969.0335548.7825167.8764824.343404.783836.2083659.4074025.8634266.9714530.2444782.9114996.4384672.6634859.5575331.30510405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.3211402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.110086.3510443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.97610405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.3211402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.110086.3510443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.97617750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750177501775017750 2021222324252627282930313233343536373839404142434445464748495051525354555657585960616263沩水大桥左幅施工图设计OKOKOKOKOKOKOKOK+kc由预应力产生的法向拉应力，s验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOK6364.2945973.2945489.5296024.8698585.417790.0796081.6956032.038pkcptSig_DL (kN/m2)1143528114273811427381143528111542711190191119019111542711495041148877114887711495041140548114698811469889294.3649469.8649606.88637.4713594.7873059.8723833.6693858.8690.65fpk= y0，见公预规式=Sig_LL (kN/m2)1196442119538411953821196439118004411748351174832118003411861771186665118666211861741178436117885411788516364.2945973.2945489.5296024.8698585.417790.0796081.6956032.038=1209MPaMkI0NpAnSig_ADL (kN/m2)1395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950009294.3649469.8649606.88637.4713594.7873059.8723833.6693858.869 Sig_ALL (kN/m2)1209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090006364.2945973.2945489.5296024.8698585.417790.0796081.6956032.038N epnIn9294.3649469.8649606.88637.4713594.7873059.8723833.6693858.869p9294.3649469.8649606.88637.4718585.417790.0796081.6956032.038yn1775017750177501775017750177501775017750MInp2yn，见公预规式 63646566676869708.2 预应力筋拉应力验算根据公预规第7.1.5条规定，使用阶段预应力混凝土受弯构件预应力钢筋的拉应力应按符合下列规定：对钢绞线、钢丝，未开裂构件：pe式中：s 由作用标准值产生的混凝土的法向压应力，s（7.1.3-1）；pt（6.1.5-4）；在MIDAS软件中将自动计算预应力筋的拉应力，见下表。表8-4 预应力筋拉应力验算表钢束B1B1B1-RB1-复制B2B2B2-RB2-复制B3B3B3-RB3-复制B4B4B4-R64沩水大桥左幅施工图设计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复制BT1BT1BT1-RBT1-复制BT2BT2BT2-RBT2-复制BT3BT3BT3-RBT3-复制BT4BT4BT4-RBT4-复制F1-1-LF1-1-RF1-10-LF1-10-RF1-2-LF1-2-RF1-3-LF1-3-RF1-4-LF1-4-RF1-5-LF1-5-RF1-6-LF1-6-RF1-7-LF1-7-RF1-8-LF1-8-RF1-9-LF1-9-RF2-1-LF2-1-L-复制F2-10-LF2-10-RF2-2-LF2-2-L-复制65沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK1103586110358610956991095699108936810893681084543108454310881091088109108591510859151085589108558911212341121234112123411212341106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250112248511224831120929112092611233171123315112495211249491132970113296711370901137087114136511413621085451108539510853921085468116895411689831168983116898011689801168950116899311689981171545117156911715661171566117156911715401171594117159911723311172338117233811723351172335117233011723451172346117163113950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000 F2-3-LF2-3-L-复制F2-4-LF2-4-L-复制F2-5-LF2-5-L-复制F2-6-LF2-6-L-复制F2-7-LF2-7-L-复制F2-8-LF2-8-L-复制F2-9-LF2-9-RT1T1T1-复制T1-复制T10T10T10(翼)T10-RT10-R(翼)T10(翼)T10-RT10-R（翼）T11T11T11-RT11-R(翼)T11（翼）T11(翼)T11-RT11-R（翼）T12T12T12(翼)T12-RT12-R(翼)T12(翼)T12-RT12-R(翼)T1366沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK1106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011062501106250110625011701731170173117017311701731122556112115911211591122556112917411291741129174112917410955191095519109551910955191095519109551910955191087118117163011716301171627117162711716301171632117163311662391166238116623811662351166235116623911662381166238116104011610331161034116103011610301161040116103711610371139068113899411389961139054114614311448581144855114616011611771161115116111311611911155630115556711555641155647116136611613011161298115508613950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000 T13T13(翼)T13-RT13-R(翼)T13(翼)T13-RT13-R(翼)T14T14T14(翼)T14-RT14-R(翼)T14(翼)T14-RT14-R(翼)T15T15T15(翼)T15-RT15-R(翼)T15(翼)T15-RT15-R(翼)T2T2T2-复制T2-复制T3T3T3-RT3-RT4T4T4-RT4-RT5T5T5-RT5-RT6T6T6-RT6-R（翼）67沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK1087118108711810955191087118108711810871181087118108711810918881091888109188810918881091888109188810918881091888110625011062501106250110625011434311143431112946111294611159940115994011655681165568116556811655681135947113594711315301131530113153011315301127464112746411250361125036112503611250361120250115508911551531161379115516811548721156211115620911548981155735115579711557951155795115579711557321155758115576211687241168771116876811687631196122119611811825251182533118108911810971157406115741511574061157416119390311938491189627118963011896261189630118745811874641186837118684211868371186842118011613950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001395000139500013950001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000120900012090001209000 T6（翼）T6(翼)T6-RT6-R（翼）T7T7T7-RT7-RT8T8T8-RT8-R(翼)T8（翼）T8(翼)T8-RT8-R(翼)T9T9T9-RT9-RZ1Z1-复制Z10Z10-复制Z11Z11-复制Z12Z12-复制Z13Z13-复制Z2Z2-复制Z3Z3-复制Z4Z4-复制Z5Z5-复制Z6Z6-复制Z7Z7-复制Z868沩水大桥左幅施工图设计OKOKOKcpcp表8-5 混凝土主压应力验算表验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK1120250112946111294610.6fck =Sig_P1 (kN/m2)5247.2876020.2157403.319062.6789338.7219041.9249246.7329642.3338696.1825812.5115405.1595668.1975428.0275208.474934.4374677.2024433.6753956.7393831.323068.5954401.3864747.3955139.1795538.5865860.8395611.8675898.4276036.6376716.4721180122118252511825330.635.5Sig_P4 (kN/m2)5020.1363856.5323782.7982972.9693273.6514301.4784895.9174980.1195310.5829915.7929733.46810217.8310598.5110864.2511066.9811172.9910875.8310221.510175.7910405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.32139500013950001395000=21.3MPaSig_P5 (kN/m2)6411.1436336.8737367.5488480.4978899.3329061.6699297.2759654.3219027.1317404.8717012.6977250.4587056.1726864.9756618.0256377.6766154.3735605.7755425.9844210.2226254.5366590.8256962.3667310.677621.6317545.9727965.7418250.7738854.16120900012090001209000Sig_P7 (kN/m2)6277.9785961.9896830.5877624.7887970.8028226.9338401.6178578.9648109.1648200.3727934.6698294.3828346.8078376.2398357.6248315.8178152.7847558.6367397.776929.6868054.6658137.6978219.7018250.8748450.6168471.6358965.469126.5959608.161Sig_P9 (kN/m2)5618.5214507.5174732.8924453.5044867.9555734.776107.3746185.3416286.4549481.7179261.6539697.9029972.37410161.410292.3610350.3510106.379417.5069318.9539409.3249748.1229643.8469471.5949191.7369338.749547.1910266.1110345.0510830.94Sig_MAX (kN/m2)6411.1436336.8737403.319062.6789338.7219061.6699297.2759654.3219027.1319915.7929733.46810217.8310598.5110864.2511066.9811172.9910875.8310221.510175.7910405.4610455.9110254.529947.5769507.99637.1689902.02710744.0610728.5711257.32Sig_AP (kN/m2)2130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300 Z8-复制Z9Z9-复制8.3 混凝土主压应力验算根据公预规第7.1.6条规定，使用阶段斜截面混凝土主压应力应按符合下列要求： 作用短期效应组合和预加力产生的混凝土主压应力s 应公预规第7.1.6条规定公式计算，计算结果见表8-5。由以上表格数据可知，应力符合要求。 单元123456789101112131415161718192021222324252627282969沩水大桥左幅施工图设计OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK5591.6615523.3696676.66533.3726225.2955305.5325325.0556585.8677479.0039750.3166771.5796480.4527678.8767368.8047154.2396518.8076685.5726381.0145969.0335548.7825167.8764824.343404.783836.2083659.4074025.8634266.9714530.2444782.9114996.4384672.6634859.5575331.3056364.2945973.2945489.5296024.8698585.417790.0796081.6956032.03811402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.16920.51210443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.9769294.3649469.8649606.88637.4713594.7873059.8723833.6693858.8698172.5828342.5369306.5199348.7878681.0527589.4717549.4378520.6529320.58810204.428726.8858339.5869221.958776.8098620.4527955.0928025.2287712.0997407.5227065.9496734.7366436.6115259.555500.9185660.5975976.8426237.3646508.0776757.9846962.7056752.776989.4417432.8218152.9257881.6337661.437980.7838436.8367534.4056473.8186408.4389085.9849257.4469914.05610079.829262.7658207.458161.138987.2519752.1049684.2419158.7668894.4079682.2179155.6569173.3668529.0298554.4738315.8138352.1948331.1248280.7918117.467596.6727481.8577923.5338084.0528162.7918222.288243.738220.9357939.838094.4278171.4698550.6758339.798168.4078206.9917619.626821.6466096.5826037.48510799.3611238.7511355.5412162.911143.4910369.7810310.3710658.0511216.527991.88410217.6910132.7610590.129783.62210010.179300.0119217.0029031.3239434.3979713.479889.4779745.9669772.0899363.0139949.31610102.5710094.5710027.59888.649687.59404.7339583.3789188.0549137.6419186.5789261.4358660.6624900.6074206.464601.1464576.29311402.2711948.1911758.4712930.2111878.3911327.111277.5311395.1111817.110204.4210443.5310492.4610840.159900.52410225.519507.1279397.8479246.7649818.90310237.9910522.110370.6510684.7110174.1610790.5310963.0210907.3310773.8710552.3410259.299948.45210158.859488.9769294.3649469.8649606.88660.6628585.417790.0796473.8186408.4382130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300213002130021300 303132333435363738394041424344454647484950515253545556575859606162636465666768697070沩水大桥左幅施工图设计ccctftk与构件制作、运输，安装各施工阶段混凝土立方体抗压强度相应的轴心抗压35.5MPa，=2.74MPa。表9-1 施工阶段混凝土法向应力验算最大/最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小0.7fck=1.15ftk=阶段边跨张拉边跨合拢浇筑中跨挂篮边跨合拢浇筑中跨挂篮15号块张拉中跨合拢浇筑14号块张拉中跨合拢浇筑13号块张拉中跨合拢浇筑12号块张拉中跨合拢浇筑11号块浇筑0.735.51.152.74验算OKOKOKOKOKOKOKOKOKOKOKOKOKOK=24.85MPa=3.151MPaSig_T (kN/m2)2488.286-0.00112489.374-152.5143799.5081418.4485103.3911412.0245299.8721399.1855146.3841381.2545674.030.0267 Sig_B (kN/m2)5816.022-0.00116093.907279.08516257.144-55.12566156.82-71.24616664.754-94.68037489.653-120.8587612.9390.0267Sig_MAX (kN/m2)5816.022-0.00116093.907-152.5146257.144-55.12566156.82-71.24616664.754-94.68037489.653-120.8587612.9390.0267Sig_ALW (kN/m2)19880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.4 九、短暂状况应力验算此阶段指初始预加力与主梁自重力共同作用的阶段，验算混凝土截面下缘的最大压应力和上缘到最大拉应力。根据公预规第7.2.8条规定，施工阶段正截面应力验算应符合下列要求： 式中：按短暂状况计算时截面预压区、预拉区边缘混凝土的压应力、拉应力，按公预规第6.1.5条和第7.1.3条到公式进行计算；fck强度、轴心抗拉强度标准值。本设计考虑混凝土强度达到C55时开始张拉预应力钢束，则 fck=ftk 单元1122334455667771沩水大桥左幅施工图设计最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大二期恒载10号块浇筑15号块浇筑9号块浇筑15号块浇筑8号块浇筑15号块浇筑7号块浇筑15号块浇筑6号块浇筑15号块浇筑5号块浇筑15号块浇筑4号块浇筑15号块浇筑3号块浇筑15号块浇筑2号块浇筑15号块浇筑1号块浇筑15号块浇筑1号块浇筑15号块浇筑1号块张拉15号块浇筑1号块浇筑15号块浇筑2号块浇筑15号块浇筑3号块浇筑15号块浇筑4号块浇筑15号块浇筑5号块浇筑15号块浇筑6号块浇筑15号块浇筑7号块浇筑15号块浇筑8号块浇筑15号块浇筑9号块浇筑二期恒载OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK7152.2890.02943209.9290.02563653.6830.0293410.3040.02253962.510.02563986.5380.0264024.8180.02634016.2340.02654005.1790.02653985.644-96.49933337.175-59.91033407.688503.49193339.314-47.95743489.572-60.06433508.194-63.43553533.645-67.02973523.396-70.87053474.745-74.9592862.129-79.33242834.376-139.2482450.829-149.8536774.0525875.1020.02947588.9240.02568388.4220.0299070.940.02259401.8780.02569651.7310.0269800.1470.02639878.8060.02659885.6310.02659507.65479.12859226.78561.79389127.132-105.1199360.07142.29269585.62479.99329602.32285.14999570.70790.99179475.58497.62029307.862105.18669142.136113.84218694.24200.59478044.61224.70228205.7397152.2890.02947588.9240.02568388.4220.0299070.940.02259401.8780.02569651.7310.0269800.1470.02639878.8060.02659885.6310.02659507.654-96.49939226.785-59.91039127.132-105.1199360.071-47.95749585.624-60.06439602.322-63.43559570.707-67.02979475.584-70.87059307.862-74.9599142.136-79.33248694.24-139.2488044.61-149.8538205.73919880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880-1534.419880 889910101111121213131414151516161717181819192020212122222323242425252626272728282972沩水大桥左幅施工图设计最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小最大最小10号块浇筑中跨合拢张拉11号块浇筑中跨合拢张拉13号块浇筑撤挂篮13号块浇筑撤挂篮14号块浇筑撤挂篮中跨合拢浇筑撤挂篮中跨合拢浇筑撤挂篮中跨合拢浇筑撤挂篮中跨合拢浇筑撤挂篮中跨合拢浇筑二期恒载13号块张拉撤挂篮13号块浇筑中跨合拢张拉11号块浇筑中跨合拢张拉10号块浇筑撤挂篮9号块浇筑15号块浇筑8号块浇筑15号块浇筑7号块浇筑15号块浇筑6号块浇筑15号块浇筑5号块浇筑15号块浇筑4号块浇筑15号块浇筑3号块浇筑15号块浇筑2号块浇筑OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK-161.2865476.262-173.4745126.03-608.5865925.852-198.9355477.214-210.3614900.0351639.6723807.137488.57893821.069499.6815128.7651874.4146213.493013.8818167.541395.8736084.69-272.556171.430.02427674.3830.03447763.5560.02863645.0160.03183407.3560.02513974.9620.0284013.6180.0264057.2030.02634044.8530.02644028.4350.0264252.51368426.197284.26829171.2691600.5179214.712354.716310714.16388.97129903.834-348.0849578.454-891.2099537.099-912.5499645.306-915.9799856.535-416.0815905.14-94.81967876.486489.84967666.0730.02427847.2020.03446478.4280.02868405.6540.03189074.620.02519390.6260.0289626.9490.0269772.5630.02639847.6070.02649856.720.0264-161.286842
- 温馨提示:
1: 本站所有资源如无特殊说明，都需要本地电脑安装OFFICE2007和PDF阅读器。图纸软件为CAD,CAXA,PROE,UG,SolidWorks等.压缩文件请下载最新的WinRAR软件解压。
2: 本站的文档不包含任何第三方提供的附件图纸等，如果需要附件，请联系上传者。文件的所有权益归上传用户所有。
3.本站RAR压缩包中若带图纸，网页内容里面会有图纸预览，若没有图纸预览就没有图纸。
4. 未经权益所有人同意不得将文件中的内容挪作商业或盈利用途。
5. 人人文库网仅提供信息存储空间，仅对用户上传内容的表现方式做保护处理，对用户上传分享的文档内容本身不做任何修改或编辑，并不能对任何下载内容负责。
6. 下载文件中如有侵权或不适当内容，请与我们联系，我们立即纠正。
7. 本站不保证下载资源的准确性、安全性和完整性, 同时也不承担用户因使用这些下载资源对自己和他人造成任何形式的伤害或损失。
人人文库网所有资源均是用户自行上传分享，仅供网友学习交流，未经上传用户书面授权，请勿作他用。
川公网安备: 51019002004831号