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排头山桥施工图设计谢兆君号：级:业：彭晖201018020123桥梁10-01班土木工程(桥梁工程方向)排头山桥施工图设计CHAOKSHATECHNOLOGYUNIVERSITYOFSCIENCE&毕业设计（论文）题目：学生姓名：学班专指导教师：2013年6月连续梁桥；预应力混凝土；桩基础；MIDAS排头山桥施工图设计排头山桥施工图设计摘要根据设计任务书要求和设计规范的规定，本着“安全、经济、美观、实用”的原则，对排头山大桥进行了设计。该桥结构形式是连续梁桥，设计桥梁跨度为 340m, 主梁采用预制T梁，桥面分两幅，总宽 26m，分为6车道，基础采用双排桩基础。设计过程如下：首先， 确定主梁主要构造及细部尺寸，它必须与桥梁的规定和施工保持一致。其次，利用MIDAS计算结构的内力(包括恒载和活载的内力计算)。用于计算的内力组合结果也由MIDAS计算而得， 从而估算出纵向预应力筋的数目， 然后再布置预应力钢束。再次，计算预应力损失及次内力。然后进一步进行截面强度的验算，其中包括承载能力极限状态和正常使用极限状态。在正常使用极限状态验算中包括计算截面的混凝土法向应力验算、 预应力钢筋中的拉应力验算、 截面的主应力计算。关键词:continuousgirderbridge;prestressedconcrete;pile;MIDAS排头山桥施工图设计THEPAITOUSHANBRIDGECONSTRICTIONDESGNAbstractAccording to the specification requirements and general design code for bridges andculverts,andonthebasisoftheprincipleofthesafety,economy,aestheticsandutility,wehavecarriedoutthesevenuniteoftheArampofPaitoushanbridge.Thebridgeisstructuredwiththreespansofprestressed.Thespansofthebridgeare340m,beamofonesuithasoneboxoneroomandthreetrafficway.Thewidthofthebridgesurfaceis26m.,Thefoundationsadopttwopilesfoundations.Theprocedureofthedesignislistedbelow:Thefirststepastodimensionthestructuralelementsanddetailsofwhichitiscomposed,itcantandcertainlyshouldwithoutbeingfullycoordinatedwiththeplanningandworkingphrasesoftheproject.ThesecondstepistouseDoctorBridgesoftwaretoanalyzeinternalgross force of the structures (including dead load and lived load), the internal forcecomposition can be done by using the compute results. According to the internal forcecomposited,theevaluatedamountoflongitudinaltendonscanbeworkedout,thenwecandistributethetendonstothebridge.Thethirdstepsistocalculatethelossofpre-stressingandsecondaryforceduetopre-stressing,firstdeadloadsandtemperature,bearingdisplacement,andsoon.Thelaststepsischeckingthemaincrosssection.Keywords:录排头山桥施工图设计目1 设计说明.11.1设计技术标准.11.2设计规范.11.3设计方案比选.11.3.1 方案比选的原则.11.3.2 方案比选.11.4主要建筑材料.52 设计要点及结构尺寸设定.62.1设计要点.62.2横桥方向尺寸拟定.62.2.1 主梁片数与主梁间距.62.2.2 横截面沿跨长的变化.72.2.3 横隔梁的布置.72.3 毛截面几何特性计算.82.3.1 计算原理.82.3.2 截面几何特性计算结果.103 建立模型及恒载内力计算.113.1 单元节点划分.113.2 结构自重作用效应计算.113.2.1 结构自重作用内力计算.113.2.2 结构一期恒载内力计算表.123.2.3 结构二期横在内力计算表.174 主梁作用效应计算.224.1 汽车荷载作用效应计算.224.1.1 冲击系数和车道折减系数.224.1.2 计算主梁的横向分布系数.224.1.3 连续梁桥的影响线.23排头山桥施工图设计4.1.4 汽车荷载效应内力计算.244.2温度内力计算.304.2.1温度内力计算.304.2.2 温度梯度内力图.354.3基础沉降计算.354.4 主梁作用效应组合.384.4.1 承载能力极限状态基本组合.384.4.2 正常使用阶段极限状态组合.415 预应力钢束的布置及预应力损失.465.1预应力筋估算.475.2 预应力筋估算结果.485.3 预应力束布置情况.515.4 预应力损失计算.515.5 配束后主梁内力组合.556 验算.616.1 正截面强度验算.616.1.1 使用阶段正截面抗弯验算.616.1.2 使用阶段斜截面抗剪验算.636.2 截面抗裂验算.656.2.1 使用阶段正截面抗裂验算.656.2.2 使用阶段斜截面抗裂验算.706.3 持久状况构件的应力验算.716.3.1 正截面混凝土压应力验算.716.3.2 预应力筋拉应力验算.746.3.3 使用阶段斜截面主压应力验算.756.4 短暂状态应力验算.766.5 挠度验算.796.6 预拱度的设置.807 施工图设计.817.1 概述.81排头山桥施工图设计7.2 总体布置图.817.3T梁一般构造图.817.4T梁预应力钢束构造图.81设计总结.82参考文献.83致谢.84附件：开题报告附件：译文及原文影印件排头山桥施工图设计1 设计说明1.1设计技术标准设计荷载 公路-I级。桥梁宽度（分两幅设计）：0.5m（防撞墙）+12m(车行道)+0.5m（防撞栏杆）=13m平曲线半径：无平曲线桥面设2%的双向横坡。1.2设计规范1JTGB01-2003，公路工程技术标准S北京：人民交通出版社，20032JTGD60-2004， 公路桥涵设计通用规范S 北京： 人民交通出版社， 20043JTGD62-2004，公路钢筋砼及预应力砼桥涵设计规范S 北京：人民交通出版社 20041.3设计方案比选1.3.1 方案比选的原则(1)桥型方案要求符合技术先进、安全可靠、经济合理、适用耐久、环保、美观等要求。(2)桥孔设计满足通航需要，本设计无通航要求。1.3.2 方案比选根据桥梁结构的经济性、适用性、美观性、安全性和施工难易程度等，综合考虑各种方案的优缺点，从以下几种合理方案中选出最优方案，作为此次的设计方案。方案一：340m三跨预应力混凝土连续T梁桥(1) 结构组成：上部结构采用C50预应力砼T梁，跨径是标准跨径340m。下部结构桥台采用肋板台，墩台采用C30墩基台,采用C25混凝土桩基。按设计要求，桥面净宽212m。预应力混凝土T梁先预支简支安装，后形成连续结构。第1页共84页立面图（尺寸单位：mm）梁中横断面图（尺寸单位：mm）排头山桥施工图设计(2)使用该结构的原因先简支后连续桥梁有施工简易、行车条件好并且经济合理的特点，它能克服简支梁整体性较差的弱点，同时还能克服现浇连续梁对支架跟地基的要求过高的缺点。其相对于传统连续梁桥降低了施工难度，同时在一定程度上达到了连续的目的。而相对于简支梁桥而言，其减少了跨中正弯矩，提高了结构的承载能力，减少了伸缩缝数量。因此，先简支后连续桥梁是一种经济合理的桥梁，它兼备了简支梁与连续梁桥的优势。图1-1图1-2第2页共84页立面图（尺寸单位：mm）排头山桥施工图设计方案二：620m六跨等截面简支梁（1）结构组成：上部结构采用C50预应力砼空心板，跨径620m。下部结构桥台采用肋板台，墩台采用C30墩基台,采用C25混凝土桩基。按设计要求，桥面净宽212m（2）使用该结构的原因简支梁桥设计计算，跨径不大，各梁受力相对独立，具有建桥速度快、工期短、摸板支架少等优点，桥跨跨径在20-50之间，符合此设计跨径要求图1-3图1-4 梁中横断面图（尺寸单位：mm）第3页共84页立面图（尺寸单位：cm）方案对比方案二各梁受力相对独立，避内里不受基础不均匀沉降其简支结构使行车舒等跨径布置细部尺寸相同，可以重复利用模板预 同，可以重复利用模板模，对地基承载力有保证。线形简洁大方空心板可预制，质量量有保证，减少模板损施工简单，所需机具相对较少。选用方案三耐久性好，受力均免超静定梁的复杂问题，少。混凝土拱桥由于模板为曲线，难以支要求较高，处理不便。线形简洁，构造简单对地基要求较大，需有保证，减少模板损耗，资金，耐久性好维护费用少。弃用匀，相关维修费用外形美观要在地基上花费较多弃用排头山桥施工图设计方案三：340m三跨混凝土连拱桥净矢高8m，跨径40m使用该结构的原因：拱桥的力学特点，将桥面的竖向荷载转化为部分水平推力，使拱的弯矩减少，拱主要承受压力，充分发挥了圬工材料的抗压性能，结构简单，受力简洁明确，形式多样，外形美观图1-5表1-1方案一桥面连续，整体性好，适用性等附加变形影响。适性受到影响。等跨径布置细部尺寸相施工难度制，施工方便，质量有保 预制，施工方便，质量证。美观性等截面T梁可预制质经济性耗，施工简单，养护费用少。结论第4页共84页1860MPa，抗拉强度设计值fpd=1.95105MPa。锚具：采用OVM夹片式群锚，并且采用与其配套的千斤顶。预应力管道：采用预埋波纹管成型。1260MPa，公称直径15.24mm ，公称面积排头山桥施工图设计本设计经过方案比选后，桥跨布置为340米预应力混凝土等截面连续T梁桥，全长130米。1.4主要建筑材料1.混凝土T梁结构采用C50混凝土；墩身、承台采用C30 混凝土；基桩采用采用C25混凝土；桥面铺装采用10cm厚的C50混凝土与10cm厚的沥青混凝土；2.预应力钢材预应力钢筋采用ASTMA416-97a标准的低松弛钢绞线（17标准型），抗拉强度标准值fpk=为140mm2，弹性模量EP=3.普通钢筋：R235、HRB335钢筋标准应符合GB130131991和GB14991998的规定。4.5.第5页共84页主梁片数与主梁间距立面图（尺寸单位：mm）排头山桥施工图设计2 设计要点及结构尺寸设定2.1设计要点本桥上部结构为3跨连续梁桥，采用先简支后连续的施工方法。施工工序为：1.后张法预制T梁并吊装到位2.浇筑墩顶连续段的混凝土，在混凝土达到强度后张拉预应力3.拆除临时支座，进行体系转换4.完成主梁横向接缝浇筑5.进行桥面铺装和防撞护栏的施工2.2横桥方向尺寸拟定2.2.1主梁间距通常应随着梁高和跨径的变大而加宽为经济，同时加宽翼缘板能有效地提高主梁截面效率，因此条件允许的情况下应适当加宽T梁翼缘板。本桥主梁中梁翼缘板宽度为260cm,边梁翼缘板宽度为260cm，中梁翼缘宽200cm，边梁的为230cm，单侧湿接缝为60cm。单幅桥面宽为13m，由5片T形梁组成，根据规范，梁高为 1/141/25L，取L/18, 即220m。主梁工作截面有两种：预加应力，运输，吊装阶段的小形截面（上翼缘板宽度为200cm）和运营阶段的大形截面（上翼缘板宽度为260cm）。翼缘板板厚取15cm，翼板根部加厚到25cm翼板以抵抗根部较大的弯矩，梁肋宽度20cm，马蹄最下缘宽60cm。主梁横断面如图2-1 ，2-2， 2-3所示。图2-1第6页共84页中梁截面（尺寸单位：cm）中梁截面（尺寸单位：cm）排头山桥施工图设计图2-2图2-32.2.2 横截面沿跨长的变化设计主梁采用等高形式，在梁端一定范围内将腹板加厚到与马蹄同宽。马蹄部分为配合钢束弯起从距离支点为L/8开始向支点处逐渐抬高，腹板宽度也逐渐变宽。2.2.3 横隔梁的布置为减小对主梁设计起主要控制作用的跨中弯矩，在跨中设置了一道横隔梁。跨度较第7页共84页12（ab+2a3(a+b)=）hhh3(a2+4ab+b2)36(a+b)排头山桥施工图设计大时适当增加横隔梁。本设计在跨中、四分点和支点处分别设置五道横隔梁，间距为9.4m,或10m。横隔梁的厚度为22cm到20cm的渐变厚度，方便模板拆卸。横隔梁分布图如下图2-4所示。图2-4 横隔梁分布图（尺寸单位：cm）2.3 毛截面几何特性计算毛截面几何特性是结构内力、配筋和变形计算的基础。2.3.1 计算原理梯形分块法计算原理：梯形各数据如图2-5所示几何特性：面积A= +b形心轴位置 ye=对形心轴的惯性矩Ie图2-5 梯形截面示意图当a=0或b=0时，上式仍然适用如图2-6所示，将T形截面分成五小块，然后分别对每块进行结构计算，再累加。第8页共84页T形截面梯形分块示意图+1Ai=yciIciSxi=IciA=i=1yxbi，高h=12(bi=Ai(yci+(yci+Ai=1=Sxhi+bi+2bi3(bi+1+bi)(hi+1(h36(bi+1+bi)hi)hi)2Ani/A+1b+1)(hi+1-+1i+1iSx=-hi，代入几何特性计i-hi)-Shi)hi)3(b2i+1+4bi+1bniiIx=+b2iI)nxi排头山桥施工图设计图2-6按梯形分块分为5个梯形块，6条节线。每条节线距离截面底缘x轴的距离为hi，节线宽度为bi。第i个梯形分块，上底宽a=bi ，下底宽度b=算公式可得：面积形心轴位置对自身形心轴的惯性矩对整体截面底缘x轴的面积矩根据惯性轴的移轴原理，可以得到分块Ai对x轴的惯性矩是Ixi将各个分块的面积、面积矩和惯性矩累加，就可以得到整个截面的面积A、对x轴的面积矩Sx和惯性矩Ixi=1整个截面的形心轴到截面底缘的距离第9页共84页Ic截面面积A（m ）0.9001.5660.9001.5660.9901.6550.9901.655=Ix20.5710.7450.5710.7450.6200.8090.6200.809-y2xA截面惯矩I(m )2.22.22.22.22.22.22.22.24截面高度（m）排头山桥施工图设计整个截面的惯性矩为2.3.2 截面几何特性计算结果本设计主梁变化不大，其预制和成桥状态下的支点截面和跨中截面的几何特性结果见表2-1。表2-1 毛截面几何特性计算表截面位置跨中预制中梁支点跨中预制边梁支点跨中成桥中梁支点跨中成桥边梁支点注：表中所列的为毛截面。第10页共84页排头山桥施工图设计3 建立模型及恒载内力计算3.1 单元节点划分本桥为三跨等截面T梁桥，为了简化计算跟建模，单独以一片梁建模，为尽量使得计算结果符合真实情况，单元节点数不宜太少。本设计每隔2m设置一个节点，在控制截面（跨中截面、支点截面、L/4截面）处设置节点，然后在各支座，细部尺寸处设置节点，支点节点分别为3、27、29、31、55、57、59、83号节点，具体见下图3-1。图3-1 单元节点划分图在MIDAS中进行边界条件的设定，下图为边界条件与体系转化示意图。图3-2 简支阶段图3-3 连续段现浇图3-4 简直变连续的支座转换3.2 结构自重作用效应计算3.2.1 结构自重作用内力计算主梁自重利用迈达斯软件的自重荷载进行加载。主梁横隔板重量主梁横隔板总荷载用节点荷载加载到跨中、支点和L/4截面。横隔板的宽度均为22cm到20cm的渐变宽度，方便模板的拆卸。第11页共84页=0.211.83226=10.003kN,/2%。每侧护栏按每延米0.3m 混凝土计。由于本设计采用5片梁构造，故每片梁=荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载120.071(1.00+120.1(0.5+N2m3，路拱横坡3(0.1位置I1J2I2J3I3J4I4J5I5J6I6J7I7J8I8J9I90.5)+11.2)+1.21.55+=0.212.16526=11.821kN1326+0.11223+0.3262)/5=轴向 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剪力-y(kN)剪力-z(kN)000.040.04-1.24-1.24-24.08-23.39-21.65-18.77-14.92-13.01-9.75-9.38-0.65-0.65-0.33-0.33-0.16-0.16-0.1-0.1-0.04-0.04-0.01-0.010000-0.01-0.01-0.07-0.07-0.15-0.15-0.21弯矩-y(kN*m)0000000000000000000000000000000000000弯矩-z(kN*m)013.4413.4434.87-804.61-746.69-746.3-723.46-723.52-618.46-618.56-527.43-527.5-502.62-502.7-445.84-445.84-364.6-352.78-271.55-271.55-190.31-190.32-109.08-109.08-27.85-27.8553.3965.21146.44146.44227.68227.68308.91308.91390.15390.150-1.55-1.55-10.48-10.48765.16765.161059.251059.252399.332399.333543.523543.523852.563852.564516.544516.545326.985326.985951.325951.326413.186413.186712.586712.586849.56849.56823.966823.966612.316612.316238.196238.195701.65701.65002.545002.540000000000000000000000000000000000000排头山桥施工图设计3.2.3 结构二期横在内力计算表利用MIDAS计算得到各个节点截面恒载内力见表3-2。表3-2 结构二期恒载内力表单元11223344556677889910101111121213131414151516161717181819第17页共84页荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载位置J20I20J21I21J22I22J23I23J24I24J25I25J26I26J27I27J28I28J29I29J30I30J31I31J32I32J33I33J34I34J35I35J36I36J37I37J38I38J39I39J40轴向 (kN) 剪力-y(kN)剪力-z(kN)-0.21-0.39-0.39-0.79-0.79-11.61-11.98-15.91-17.82-22.25-25.11-27.04-27.72-1.51-1.51-1.67-1.670000-1.35-1.35-1.35-1.35-25.8-25.12-23.31-20.45-16.4-14.49-10.87-10.5-0.73-0.73-0.37-0.37-0.19-0.19-0.13-0.13弯矩-y(kN*m)00000000000000000000000000000000000000000弯矩-z(kN*m)471.38483.2564.44564.43621.3621.19646.08645.99737.12737841.54841.48864.21864.65922.31932.31953.65953.65967.03-908.93-895.54-895.54-874.21-864.21-806.55-806.14-783.41-783.46-678.93-679.04-587.91-587.98-563.1-563.19-506.33-506.33-425.1-413.28-332.04-332.04-250.814141.024141.023093.383093.382263.362263.361883.171883.17501.79501.79-1074.97-1074.97-1416.26-1416.26-2309.74-2309.74-2658.65-2658.65-2879.53-2879.53-2672.01-2672.01-2344.61-2344.61-1509.23-1509.23-1191.18-1191.18269.37269.371534.541534.541879.871879.872628.542628.543559.973559.974305.284305.284888.1300000-0.01-0.01-0.01-0.01-0.01-0.01-0.01-0.010000000000000000000000000000排头山桥施工图设计单元1920202121222223232424252526262727282829293030313132323333343435353636373738383939第18页共84页荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载位置I40J41I41J42I42J43I43J44I44J45I45J46I46J47I47J48I48J49I49J50I50J51I51J52I52J53I53J54I54J55I55J56I56J57I57J58I58J59I59J60I60轴向 (kN) 剪力-y(kN)剪力-z(kN)-0.06-0.06-0.01-0.010000-0.01-0.01-0.05-0.05-0.13-0.13-0.19-0.19-0.34-0.34-0.71-0.71-10.49-10.85-14.44-16.34-20.43-23.29-25.1-25.78-1.41-1.41-1.56-1.560000-1.43-1.43-1.44-1.44-27.65弯矩-y(kN*m)00000000000000000000000000000000000000000弯矩-z(kN*m)-250.81-169.57-169.57-88.34-76.524.724.7285.9585.95167.19167.19248.42248.42329.65341.47422.71422.71503.94503.94560.81560.71585.6585.52676.65676.54781.08781.02803.75804.16861.82871.82893.16893.16906.54-967.02-953.64-953.64-932.3-922.3-864.64-864.24888.135308.515308.515566.425566.425638.235638.235547.565547.565294.425294.424878.824878.824300.744300.743536.563536.562609.912609.911864.581864.581520.681520.68260.29260.29-1195.49-1195.49-1512.58-1512.58-2345.57-2345.57-2672.1-2672.1-2879.06-2879.06-2658.19-2658.19-2309.29-2309.29-1415.81-1415.8100000000000000000000000000-0.01-0.01000000000000-0.01排头山桥施工图设计单元4040414142424343444445454646474748484949505051515252535354545555565657575858595960第19页共84页荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载位置J61I61J62I62J63I63J64I64J65I65J66I66J67I67J68I68J69I69J70I70J71I71J72I72J73I73J74I74J75I75J76I76J77I77J78I78J79I79J80I80J81轴向 (kN) 剪力-y(kN)剪力-z(kN)-26.97-25.05-22.19-17.81-15.91-11.95-11.58-0.81-0.81-0.42-0.42-0.22-0.22-0.15-0.15-0.08-0.08-0.02-0.02000000-0.04-0.04-0.1-0.1-0.15-0.15-0.3-0.3-0.63-0.63-9.4-9.77-13.02-14.93-18.82-21.69弯矩-y(kN*m)00000000000000000000000000000000000000000弯矩-z(kN*m)-841.47-841.53-736.99-737.11-645.98-646.07-621.18-621.29-564.42-564.42-483.19-471.37-390.13-390.13-308.9-308.9-227.67-227.67-146.43-146.43-65.2-53.3827.8627.86109.09109.09190.33190.33271.56271.56352.8364.62445.85445.85502.71502.63527.51527.44618.57618.47723.53-1074.53-1074.53502.21502.211883.561883.562263.752263.753093.753093.754141.364141.365002.865002.865701.95701.96238.466238.466612.566612.566824.196824.196849.76849.76712.756712.756413.336413.335951.455951.455327.095327.094516.624516.623852.633852.633543.583543.582399.372399.371059.26-0.01-0.01-0.01-0.01-0.01-0.01-0.010000000000000000000000000000000000排头山桥施工图设计单元6061616262636364646565666667676868696970707171727273737474757576767777787879798080第20页共84页荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载恒荷载结构自重剪力图结构自重弯矩图位置I81J82I82J83I83J84I84J85轴向 (kN) 剪力-y(kN)剪力-z(kN)-23.45-24.14-1.31-1.310.040.0400弯矩-y(kN*m)00000000弯矩-z(kN*m)723.47746.31746.7804.62-34.87-13.44-13.4401059.26765.17765.17-10.48-10.48-1.55-1.55000000000排头山桥施工图设计单元8181828283838484图3-7图3-8第21页共84页=Gg=0.62m4=38.8m=3.45104MPa=3.174HzHz=0.1761ln3.174-0.0157=0.188=0.1761ln5.531-0.0157=0.287=1+0.188=1.188=1+0.287=1.28713.616 EIc2pl2 mc=，f2=ff243.191039.815.531Hz14Hz时，冲击系数m=4402.65kN/m=0.1767ln23.651 EIc2pl2 mcf-0.0157，则排头山桥施工图设计4 主梁作用效应计算4.1 汽车荷载作用效应计算4.1.1 冲击系数和车道折减系数汽车冲击系数根据通规4.3.2中的规定，适用于连续梁桥的结构基频公式如下:f1其中 mc=IclE由上面的公式可以得到f1而由规范当1.512用于正弯矩效应和剪力效应：1+用于负弯矩效应：1+车道折减系数根据通规表4.3.1-4中的规定，三车道的横向折减系数为0.784.1.2 计算主梁的横向分布系数（1）按空间结构计算活载内力按空间结构计算连续梁桥活载内力的方法有：第22页共84页二号梁0.7310.6364三号梁0.5830.76110.40.7611排头山桥施工图设计计算各主梁的荷载横向分布系数，按最不利荷载横向分布系数确定相应的主梁；按平面杆系结构计算绘制该主梁的纵桥向内力影响线；将荷载乘以最不利横向分布系数，沿桥梁纵向按最不利位置分别将荷载加至影响线下负效应区，即可求得绝对值最大正负活载内力。（2）按平面杆系结构计算活载内力计算方法与空间结构类同，只是无需计算横向分布系数。荷载横向分部系数的计算方法：杠杆原理法把横向结构（桥面板和横隔板）视作在主梁上断开简支在其上的简支梁；偏心压力法把横隔板视作刚性极大的梁，当计及主梁抗扭刚度影响时，此法又称为修正偏心压力法；（3）横向铰接板（梁）法把相邻板（梁）之间视为铰接，只传递剪力；（4）横向刚接梁法把相邻主梁之间视为刚接，即传递剪力和弯矩；（5）比拟正交异性板法将主梁和横隔梁的刚度换算成两向刚度不同的比拟弹性平板来求解，并由实用的曲线图表进行荷载横向分布计算。本桥计算中采用桥梁博士横向分布系数中的刚接板梁法计算，其计算结果如下：一号梁跨中支点4.1.3 连续梁桥的影响线桥梁在移动荷载作用下，结构的反力和内力将随着荷载位置的移动而变化，因此在结构设计中，必须通过影响线求出移动荷载作用下产生最不利荷载位置，从而求出该量值的最大值。通过MIDAS软件处理得到关键截面的影响线，由于结构对称，取其中一半图形，如下所示：图4-1 边跨支点截面影响线第23页共84页(1+mP)xmi k(Pyi+qk排头山桥施工图设计图4-2 边跨1/4截面影响线图4-3 边跨1/2截面影响线图4-4 中跨支点截面影响线图4-5中跨1/4截面影响线图4-6 中跨1/2截面影响线4.1.4 汽车荷载效应内力计算计算原理主梁汽车荷载效应乘以相应的横向分布系数，然后在主梁内力影响线上最不利布载，就可以得到主梁最大汽车荷载效应内力，计算通用公式如下：SP=其中：S 主梁最大汽车荷载效应内力；(1+车道横向折减系数，本设计中采用0.78；mi荷载横向分布系数；Pk车道荷载中的集中荷载；第24页共84页荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载位置I1J2I2J3I3J4I4J5I5J6I6J7I7J8I8J9I9J10I10J11I11J12I12J13I13J14I14J15I15最大剪力(kN)0236.95236.95239.3333.6933.7933.7833.8833.8840.7140.7257.757.7162.9462.9575.475.493.7193.71112.58112.58131.95131.95151.74151.74171.88171.88192.3192.3最大弯矩(kN*m)00000300.47300.47415.3415.3943.56943.561395.641395.641516.491516.491772.211772.212074.432074.432303.742303.742461.972461.972551.242551.242574.062574.062533.262533.26最小剪力(kN)0000-349.32-335.37-335.22-329.69-329.72-302.63-302.68-276.48-276.51-268.84-268.87-251.29-251.29-227.05-227.05-203.86-203.86-181.75-181.75-160.76-160.76-140.93-140.93-122.27-122.27最小弯矩(kN*m)0-49.02-49.02-128.66-128.66-139.24-139.24-143.48-143.48-164.65-164.65-185.83-185.83-198.04-198.04-243.95-243.95-309.54-309.54-375.14-375.14-440.73-440.73-506.33-506.33-571.92-571.92-637.51-637.51排头山桥施工图设计yi主梁内力影响线的竖坐标值；qk车道荷载中的均布荷载标准值；主梁内力影响线中均布荷载所在范围的面积。车道荷载车道荷载取值：公路I级车道荷载的均布荷载标准值为qk=10.5kN/m；计算剪力效应时，集中荷载标准值Pk应乘以1.2的系数。由MIDAS计算所得公路一级汽车荷载作用下，各控制截面的内力值如表4-1示：表4-1 汽车荷载内力表单元1122334455667788991010111112121313141415第25页共84页荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载位置J16I16J17I17J18I18J19I19J20I20J21I21J22I22J23I23J24I24J25I25J26I26J27I27J28I28J29I29J30I30J31I31J32I32J33I33J34I34J35I35J36最大剪力(kN)212.92212.92233.66233.66254.43254.43275.15275.15295.73295.73316.07316.07330.12330.08336.05336.01355.59355.54374.68374.65378.43378.6387.97387.97391.4391.4393.5353.1253.1353.1353.1453.1453.2753.2453.3353.3354.0454.0555.355.355.79最大弯矩(kN*m)2432.032432.032273.912273.912062.772062.771802.831802.831498.681498.681158.961158.96938.54938.54851.76851.76591.77591.77387.22387.22386.73386.73390.11390.11392.94392.94395.1395.1384.28384.28367.7367.7328.29328.29360.18360.18569569809.55809.55887.67最小剪力(kN)-104.83-104.83-88.61-88.61-73.64-73.64-59.94-59.94-47.52-47.52-36.4-36.4-29.38-29.38-26.57-26.57-18.05-18.05-11.3-11.3-11.25-11.25-11.16-11.16-11.15-11.15-11.15-386.08-383.68-383.68-379.81-379.81-369.27-369.11-364.86-364.89-343.4-343.45-321.57-321.6-314.97最小弯矩(kN*m)-703.11-703.11-768.7-768.7-834.29-834.29-899.89-899.89-965.48-965.48-1035.13-1035.13-1124.95-1124.95-1176.76-1176.76-1400.39-1400.39-1692.72-1692.72-1758.47-1758.47-2040.91-2040.91-2155.23-2155.23-2227.22-2227.22-2183.64-2183.64-2115.22-2115.22-1940.88-1940.88-1875.57-1875.57-1589.22-1589.22-1374.8-1374.8-1324.84排头山桥施工图设计单元1516161717181819192020212122222323242425252626272728282929303031313232333334343535第26页共84页荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载位置I36J37I37J38I38J39I39J40I40J41I41J42I42J43I43J44I44J45I45J46I46J47I47J48I48J49I49J50I50J51I51J52I52J53I53J54I54J55I55J56I56最大剪力(kN)55.7965.0165.0179.4179.4195.1195.11112.03112.03130.04130.04149.06149.06168.96168.96189.61189.61210.89210.89232.66232.66254.77254.77277.08277.08299.43299.43315314.97321.6321.57343.46343.4364.89364.86369.11369.27379.81379.81383.68383.68最大弯矩(kN*m)887.671077.541077.541375.351375.351630.111630.111832.21832.21978.681978.682067.42067.42097.122097.122067.42067.41978.671978.671832.191832.191630.091630.091375.331375.331077.521077.52887.65887.65809.53809.53569569360.2360.2328.33328.33367.76367.76384.33384.33最小剪力(kN)-315-299.43-299.43-277.08-277.08-254.77-254.77-232.66-232.66-210.89-210.89-189.61-189.61-168.96-168.96-149.06-149.06-130.04-130.04-112.02-112.02-95.11-95.11-79.41-79.41-65.01-65.01-55.8-55.79-55.31-55.3-54.05-54.04-53.33-53.33-53.25-53.27-53.15-53.15-53.13-53.13最小弯矩(kN*m)-1324.84-1232.03-1232.03-1169.3-1169.3-1112.87-1112.87-1056.43-1056.43-999.99-999.99-943.56-943.56-887.12-887.12-943.54-943.54-999.97-999.97-1056.4-1056.4-1112.83-1112.83-1169.26-1169.26-1231.98-1231.98-1324.8-1324.8-1374.76-1374.76-1589.19-1589.19-1875.53-1875.53-1940.85-1940.85-2115.19-2115.19-2183.61-2183.61排头山桥施工图设计单元3636373738383939404041414242434344444545464647474848494950505151525253535454555556第27页共84页荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载位置J57I57J58I58J59I59J60I60J61I61J62I62J63I63J64I64J65I65J66I66J67I67J68I68J69I69J70I70J71I71J72I72J73I73J74I74J75I75J76I76J77最大剪力(kN)386.0811.1511.1611.1611.1711.1711.2611.2511.3111.3118.0518.0626.5726.5829.3929.3936.436.447.5347.5359.9559.9573.6573.6588.6288.62104.83104.83122.28122.28140.93140.93160.77160.77181.76181.76203.86203.86227.06227.06251.3最大弯矩(kN*m)395.15395.15392.99392.99390.17390.17386.78386.78387.27387.27591.84591.84851.83851.83938.6938.61159.021159.021498.731498.731802.881802.882062.812062.812273.952273.952432.072432.072533.292533.292574.082574.082551.262551.262461.982461.982303.762303.762074.442074.441772.22最小剪力(kN)-53.13-393.53-391.4-391.4-387.97-387.97-378.6-378.43-374.65-374.68-355.54-355.59-336.01-336.04-330.08-330.12-316.07-316.07-295.73-295.73-275.15-275.15-254.43-254.43-233.66-233.66-212.92-212.92-192.3-192.3-171.88-171.88-151.74-151.74-131.95-131.95-112.58-112.58-93.71-93.71-75.4最小弯矩(kN*m)-2227.18-2227.18-2155.2-2155.2-2040.87-2040.87-1758.5-1758.5-1692.76-1692.76-1400.43-1400.43-1176.8-1176.8-1125-1125-1035.18-1035.18-965.54-965.54-899.95-899.95-834.36-834.36-768.78-768.78-703.19-703.19-637.6-637.6-572.02-572.02-506.43-506.43-440.84-440.84-375.26-375.26-309.67-309.67-244.08排头山桥施工图设计单元5657575858595960606161626263636464656566666767686869697070717172727373747475757676第28页共84页荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载汽车荷载车辆荷载弯矩包络图车辆荷载剪力包络图位置I77J78I78J79I79J80I80J81I81J82I82J83I83J84I84J85最大剪力(kN)251.3268.87268.84276.52276.49302.68302.63329.72329.7335.22335.37349.330000最大弯矩(kN*m)1772.221516.51516.51395.641395.64943.56943.56415.3415.3300.47300.4700000最小剪力(kN)-75.4-62.95-62.94-57.71-57.7-40.72-40.72-33.88-33.88-33.78-33.8-33.69-287.08-284.7-284.70最小弯矩(kN*m)-244.08-213-213-207.15-207.15-187.64-187.64-168.14-168.14-164.24-164.24-154.48-154.48-58.9-58.90排头山桥施工图设计单元77777878797980808181828283838484图4-7图4-8第29页共84页=0yy=0.00001；3.45104MPa；y梯度温度内力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A=-Ayty位置I1J2I2J3I3J4I4J5ytyc剪力-y(kN)剪力-z(kN)0000-0.08-0.08-0.08-0.08cEcey弯矩-y(kN*m)0000-33.31-33.31-33.3-33.3Ec弯矩-z(kN*m)0000033.3133.3146.640000338.9338.97338.82338.85排头山桥施工图设计4.2温度内力计算4.2.1温度内力计算温度作用分为系统温度作用和梯度温度作用。系统温度作用是指常年气温变化导致桥梁纵向长度的变化，当这种变化受到约束时就会引起温度次内力，但是由于建模时没考虑桥墩，故而系统温度不会是结构产生次内力，这里不予计算。 梯度温度作用是在太阳照射的作用下，结构沿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。计算原理温差应力按公预规附录B计算：NiMt式中：A截面内的单元面积；ty单元面积A内温差梯度平均值，均以正值代入；混凝土膨胀系数，acEc混凝土弹性模量，Ec=ey单位面积A重心至截面重心轴的距离，重心轴以上取正值，以下取负值。温度梯度产生的内力见表4-2表4-2单元11223344第30页共84页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温度梯度位置I5J6I6J7I7J8I8J9I9J10I10J11I11J12I12J13I13J14I14J15I15J16I16J17I17J18I18J19I19J20I20J21I21J22I22J23I23J24I24J25I25剪力-y(kN)剪力-z(kN)-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08-0.08弯矩-y(kN*m)-33.3-33.3-33.3-33.3-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.31-33.3-33.3-33.3-33.3-33.3弯矩-z(kN*m)46.64113.26113.26179.88179.88199.87199.87246.5246.5313.12313.12379.75379.75446.37446.37512.99512.99579.61579.61646.24646.24712.86712.86779.48779.48846.1846.1912.73912.73979.35979.351045.971045.971092.611092.611112.591112.591179.221179.221245.841245.84338.88339.03339.09339.24339.28339.32339.36339.47339.47339.62339.62339.78339.78339.93339.93340.09340.09340.24340.24340.39340.39340.55340.55340.7340.7340.86340.86341.01341.01341.17341.17341.32341.32341.43341.39341.44341.4341.56341.5341.66341.63排头山桥施工图设计单元556677889910101111121213131414151516161717181819192020212122222323242425第31页共84页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温度梯度位置J26I26J27I27J28I28J29I29J30I30J31I31J32I32J33I33J34I34J35I35J36I36J37I37J38I38J39I39J40I40J41I41J42I42J43I43J44I44J45I45J46剪力-y(kN)剪力-z(kN)-0.08-0.08-0.08-0.08-0.08-0.08-0.080000000000000000000000000000000000弯矩-y(kN*m)-33.3-33.31-33.31-33.31-33.31-33.31-33.310000000000000000000000000000000000弯矩-z(kN*m)1259.161259.161292.471292.471304.81304.81312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.46341.66341.81341.89341.89341.92341.92341.94340.92340.92340.92340.92340.92340.92340.77340.77340.79340.79340.84340.84340.88340.88340.92340.92340.92340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91340.91排头山桥施工图设计单元2526262727282829293030313132323333343435353636373738383939404041414242434344444545第32页共84页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温度梯度位置I46J47I47J48I48J49I49J50I50J51I51J52I52J53I53J54I54J55I55J56I56J57I57J58I58J59I59J60I60J61I61J62I62J63I63J64I64J65I65J66I66剪力-y(kN)剪力-z(kN)00000000000000000000000.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.08弯矩-y(kN*m)000000000000000000000033.3133.3133.3133.3133.3133.3133.333.333.333.333.333.333.3133.3133.3133.3133.3133.3133.31弯矩-z(kN*m)1312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461312.461304.81304.81292.471292.471259.161259.161245.841245.841179.211179.211112.591112.591092.61092.61045.971045.97979.35979.35340.91340.91340.91340.91340.91340.91340.91340.9340.87340.87340.83340.83340.78340.77340.75340.75340.9340.9340.9340.9340.9340.9341.96341.94341.94341.91341.91341.83341.68341.65341.67341.52341.57341.41341.45341.4341.44341.33341.33341.18341.18排头山桥施工图设计单元4646474748484949505051515252535354545555565657575858595960606161626263636464656566第33页共84页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位置J67I67J68I68J69I69J70I70J71I71J72I72J73I73J74I74J75I75J76I76J77I77J78I78J79I79J80I80J81I81J82I82J83I83J84I84J85剪力-y(kN)剪力-z(kN)0.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080000弯矩-y(kN*m)33.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.3133.333.333.333.333.333.333.3133.310000弯矩-z(kN*m)912.72912.72846.1846.1779.48779.48712.86712.86646.24646.24579.61579.61512.99512.99446.37446.37379.75379.75313.12313.12246.5246.5199.87199.87179.88179.88113.26113.2646.6446.6433.3133.3100000341.02341.02340.86340.86340.71340.71340.55340.55340.39340.39340.24340.24340.08340.08339.93339.93339.77339.77339.61339.61339.46339.46339.35339.31339.26339.23339.07339.02338.86338.84338.81338.96338.880000排头山桥施工图设计单元66676768686969707071717272737374747575767677777878797980808181828283838484第34页共84页温度梯度剪力图支座沉降剪力包络图排头山桥施工图设计4.2.2 温度梯度内力图图4-9图4-10 温度梯度弯矩图4.3基础沉降计算基础沉降中考虑每一个支座的沉降，沉降值为-0.01m。1.沉降包络图如下所示：图4-11第35页共84页支座沉降弯矩包络图基础沉降产生的次内力荷载沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26最大剪力(kN)0015.8215.8115.8115.8115.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8115.8115.8115.82最大弯矩(kN*m)00015.8222.1453.7885.4194.9117.05148.68180.32211.95243.59275.22306.86338.49370.13401.76433.39465.03496.66518.81528.3559.93591.57597.89最小剪力(kN)00-15.82-15.81-15.81-15.81-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.81-15.81-15.81-15.82最小弯矩(kN*m)000-15.82-22.14-53.78-85.41-94.9-117.05-148.68-180.32-211.95-243.59-275.22-306.86-338.49-370.13-401.76-433.39-465.03-496.66-518.81-528.3-559.93-591.57-597.89排头山桥施工图设计图4-122.基础沉降计算结果如下所示：表4-3单元1234567891011121314151617181920212223242526第36页共84页荷载沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降位置I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56I57I58I59I60I61I62I63I64I65I66I67最大剪力(kN)15.8215.8231.1631.1631.1631.1531.1531.1531.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1631.1531.1531.1531.1631.1631.1615.8215.8215.8215.8115.8115.8115.8215.8215.8215.8215.82最大弯矩(kN*m)613.71619.56623.2616.04604.51573.35560.88498.56436.24417.55373.92325.4278.78232.15185.53184.57184.57184.57185.53232.15278.78325.4373.92417.55436.24498.56560.88573.35604.51616.04623.2619.56613.71597.89591.57559.93528.3518.81496.66465.03433.39最小剪力(kN)-15.82-15.82-31.16-31.16-31.16-31.15-31.15-31.15-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.16-31.15-31.15-31.15-31.16-31.16-31.16-15.82-15.82-15.82-15.81-15.81-15.81-15.82-15.82-15.82-15.82-15.82最小弯矩(kN*m)-613.71-619.56-623.2-616.04-604.51-573.35-560.88-498.56-436.24-417.55-373.92-325.4-278.78-232.15-185.53-184.57-184.57-184.57-185.53-232.15-278.78-325.4-373.92-417.55-436.24-498.56-560.88-573.35-604.51-616.04-623.2-619.56-613.71-597.89-591.57-559.93-528.3-518.81-496.66-465.03-433.39排头山桥施工图设计单元2728293031323334353637383940414243444546474849505152535455565758596061626364656667第37页共84页荷载沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降沉降Sud=g0(gj=20j=2位置I68I69I70I71I72I73I74I75I76I77I78I79I80I81I82I83I84GiSud=g0(S最大剪力(kN)15.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8215.8115.8115.8115.8200SGik+Gid最大弯矩(kN*m)401.76370.13338.49306.86275.22243.59211.95180.32148.68117.0594.985.4153.7822.1415.8200Q1+最小剪力(kN)-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.82-15.81-15.81-15.81-15.8200SQ1k+ySQ1d+y最小弯矩(kN*m)-401.76-370.13-338.49-306.86-275.22-243.59-211.95-180.32-148.68-117.05-94.9-85.41-53.78-22.14-15.8200ccnQjnSQjd)SQjk)排头山桥施工图设计单元68697071727374757677787980818283844.4 主梁作用效应组合为了进行预应力钢束的计算，在不考虑预应力引起的结构次内力的前提下，按桥涵通用设计规范JTGD602004第4.1.6条和第4.1.7条规定，进行荷载效应组合计算。4.4.1 承载能力极限状态基本组合基本组合。永久作用的设计值效应和可变作用设计值效应相组合，其效应组合的表达式为：m0i=1m或i=1式中：Sud承载能力极限状态下作用几本组合的效应组合设计值；1.0.9规定的结构设计安全等级采用，对应于设计安全等级一级、二级和三级分别取1.1、1.0、0.9；i个永久作用效应的分项系数，应依据通规表4.1.6的规定第38页共84页=1.4，但风荷载的分项系数取gQj=1.1；排头山桥施工图设计SGik、SGid第i个永久作用效应的标准值和设计值；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i个可变作用效应的分项系数，取gQjSGjk、SGjd在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其它第j个可变作用效应的标准值和设计值；其它可变作用效应的组合系数，取值见通规第4.1.6条。MIDAS中将结构恒荷载效应、汽车荷载效应、支座不均匀沉降效应和温度内力效应这四项进行组合，分别乘以对应的系数得出最不利组合。（1）承载能力极限状态基本组合包络图承载能力极限状态基本组合剪力包络图如下所示：图4-13 承载能力极限状态基本组合剪力包络图承载能力极限状态基本组合弯矩包络图如下所示：图4-14 承载能力极限状态基本组合弯矩包络图第39页共84页荷载cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37最大剪力(kN)0337.16-888.84-818.2-790.47-653.99-520.43-483.15-397.17-259.44-135.13-10.16115.39241.42382508.68635.51762.38889.191029.991156.291244.31282.481419.41572.541606.021700.851731.46-1027.81-1011.68-973.71-903-875.3-747.13-634.91-604.07-522.47最大弯矩(kN*m)0-1.86-12.621298.621796.274064.475991.876508.537609.078927.929922.1710622.6211032.1911154.2510992.6410523.339779.468766.287489.535955.394147.232787.562185.5279.88-2188.24-2618.68-3737.5-4171.55-4445.66-4209.23-3835.53-2878.29-2450.41-402.041451.721974.383134.77最小剪力(kN)016.13-1412.5-1322.87-1287.83-1123.98-977.99-937.45-844.53-698.76-568.6-439.92-312.75-187.14-48.9573.43194.14313.15430.45560.2674.01752.54786.5908.511044.891073.11155.351181.32-1632.21-1612.83-1569.64-1484.56-1451.26-1295.03-1154.9-1115.78-1025.57最小弯矩(kN*m)0-68.27-186.93698.141032.582546.893823.624157.154842.385653.426238.626626.356816.66809.396604.76174.175546.174720.73697.752477.341025.59-163.77-721.28-2787.16-5183.69-5704.45-7215.26-7809.78-8185.43-7873.15-7380.84-6124.65-5647.75-3475.66-1638.58-1148.48-106.49排头山桥施工图设计（2）计算结果数据由于截面太多，只列出一部分截面表4-4 承载能力极限状态基本组合单元12345678910111213141516171819202122232425262728293031323334353637第40页共84页荷载cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6Sj=1S位置I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55mGik第j最大剪力(kN)-390.04-270.03-148.38-25.23113.45239.14365.86493.43621.66764.54893.51022.511112.61151.711291.771448.11482.161578.58n+y最大弯矩(kN*m)4662.685906.726881.937584.318017.838145.77995.587568.176871.915902.824636.533114.741958.641437.82-409.81-2452.03-2878.64-3832.811j最小剪力(kN)-882.38-753.42-624.72-496.49-354.74-228.02-102.3322.17145.32281.15401.16519.41600.94631.77743.95872.17900.34982.64SQjk最小弯矩(kN*m)1117.472106.82898.653493.033883.094047.163860.863476.932888.682102.961091.4-126.44-1164.15-1652.41-3483.37-5649.34-6125.02-7378.15排头山桥施工图设计单元3839404142434445464748495051525354554.4.2 正常使用阶段极限状态组合（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效应相组合，其效应组合表达式为：Ssd=i=1式中：S 作用短期效应组合设计值；sd第jj（2）短期效应组合包络图正常使用阶段短期效应组合剪力包络图如下所示：第41页共84页正常使用阶段极限状态短期组合荷载cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18位置I1I2I3I4I5I6I7I8I9I10I11I12I13最大剪力(kN)0148.52-739.2-680.39-657.34-547.43-445.62-417.48-352.79-248.25-155.21-61.8931.67最大弯矩(kN*m)0-1.55-10.52899.441244.042809.344133.224487.345240.86141.336812.17277.787539.6最小剪力(kN)013.44-967.03-900.23-874.1-752.67-645.64-616.13-548.52-440.59-345.09-250.21-155.97最小弯矩(kN*m)0-29.49-83.86639.28912.222145.323180.443453.014021.244693.115176.785495.895650.44排头山桥施工图设计图4-15 正常使用阶段短期效应组合剪力包络图正常使用阶段短期效应组合弯矩包络图如下所示：图4-16 正常使用阶段短期效应组合弯矩包络图（3）短期效应组合计算表4-5单元12345678910111213第42页共84页荷载cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18位置I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54最大剪力(kN)125.43231.17325.21419.31513.43607.52713.35807.23872.74901.241004.421121.351147.061220.841244.43-880.77-867.32-835.69-776.83-753.79-647.39-554.56-529.14-466.29-363.98-272.75-180.83-88.2816.66110.28204.34298.75393.44500.14595.14690.16756.55785.45889.961008.241034.16最大弯矩(kN*m)7598.977457.527093.416532.325776.444828.183690.162343.671313.11851.04-787.93-2593.27-2957.62-3906.66-4275.42-4508.45-4306.62-3987.95-3173.66-2837.1-1257.72141.75530.371383.622481.953368.124059.74555.024866.564956.544848.084541.714051.563365.142460.51367.33517.7130.63-1263.67-2837.86-3173.38最小剪力(kN)-62.3842.35134.58226.1316.92407.01508.19596.81658.33685.06781.97891.85915.33983.831005.46-1149.84-1135.03-1101.2-1036.28-1010.89-892.68-788.12-759.21-692.74-585.9-490.91-396.02-301.33-195.1-101.05-7.4285.7178.25281.99373.22463.71526.5551.92644.7751.15774.59最小弯矩(kN*m)5640.435465.865103.094575.773883.883027.432006.42794.9-174.49-622.32-2259.54-4133.91-4539.25-5660.72-6099.77-6377.25-6140.12-5766.08-4811.24-4448.14-2787.18-1365.2-981.43-157.33836.111637.192273.712745.673039.373144.593020.912732.382265.591634.24814.68-173.58-994.07-1376.29-2793.1-4448.9-4810.96排头山桥施工图设计单元1415161718192021222324252627282930313233343536373839404142434445464748495051525354第43页共84页荷载cLCB18cLCB18Sj=1S位置I55I56mGik第j最大剪力(kN)1108.611132.45n+y最大弯矩(kN*m)-3985.08-4302.82j最小剪力(kN)843.1864.74SQjk最小弯矩(kN*m)-5763.22-6136.3排头山桥施工图设计单元5556（4）长期效应组合包络图永久标准值效应与可变作用准永久值效应相组合，其效应组合表达式为：Sld=i=1式中：S 作用长期效应组合设计值；ld第jj（5)长期效应组合包络图正常使用阶段长期效应组合剪力包络图如下所示：图4-17 正常使用阶段长期效应组合剪力包络图正常使用阶段长期效应组合弯矩包络图如下所示：图4-18 正常使用阶段长期效应组合弯矩包络图第44页共84页荷载cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38最大剪力(kN)090.63-747.43-688.64-665.62-557.38-459.72-432.86-371.21-271.15-182.72-94.13-5.483.44184.19273.19362.22451.27540.3641.1730.01792.09819.15917.561029.821054.561126.061148.8-893.75-880.3-848.67-789.84-766.82-660.59-568.07-542.77-482.18-383.39最大弯矩(kN*m)0-1.55-10.52826.031142.582578.823792.254116.844807.835634.526249.276676.296916.36970.096838.616499.245976.775272.484387.733324.012060.521083.82642.95-932.5-2687.88-3052.1-4001.97-4371.42-4604.98-4400.51-4077.79-3253.87-2925.09-1396.73-56.03313.51120.362145.94最小剪力(kN)013.44-881.69-818.33-793.55-678.73-578.08-550.44-487.12-385.12-295.29-205.81-116.69-27.9572.23160.19247.75334.91421.65519.8605.7665.51691.55786.38894.61918.08986.551008.18-1055.51-1041.29-1008.41-946.1-921.74-808.77-709.55-682.26-619.59-518.21最小弯矩(kN*m)0-17.51-52.43673.3947.282185.553225.843501.394080.844768.735268.435603.575774.145780.165621.625274.874763.574087.713247.282242.31047.79100.35-334.82-1917.41-3720.36-4109.64-5162.1-5573.22-5833.12-5606.63-5249.31-4337.06-3989.92-2398.91-1029.32-657.75143.671121.78排头山桥施工图设计（2）计算结果表4-6 正常使用阶段极限状态长期组合单元1234567891011121314151617181920212223242526272829303132333435363738第45页共84页荷载cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21位置I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56最大剪力(kN)-295.99-208.2-120.05-19.7669158.01247.22336.6437.9527.45617679.6706.88806.06919.1943.941015.821038.71最大弯矩(kN*m)2969.863612.074071.64361.464444.194342.994058.33603.932966.892124.491104.08300.83-67.14-1402.68-2925.86-3253.59-4074.93-4396.69最小剪力(kN)-428.66-339.18-249.81-148.78-59.7728.99117.47205.62305.23392.62479.59540.13565.43657.91764.18787.6856.09877.72最小弯矩(kN*m)1909.072531.812989.983269.93361.333251.432976.682523.681906.111100.35127.41-670.4-1040.42-2404.84-3990.68-4336.79-5246.45-5602.82排头山桥施工图设计单元394041424344454647484950515253545556第46页共84页0.7ftkpc=NpeA（5-1）MsdW+（5-2）NpeepW（5-3）排头山桥施工图设计5 预应力钢束的布置及预应力损失5.1预应力筋估算本桥采用后张法预应利混凝土T梁结构。设计时要满足不同状况下的规范所规定的控制条件。本桥采用先简支安装预制构件后现浇连续段混凝土的施工方法，连续段采用的是钢筋混凝土连续方式。计算时，为了使结构受力明确，预制T梁部分按A类预应力构件设计，在正常使用阶段与短期荷载组合下，不能超过规范容许(0.7ftk)的拉应力。现浇整体化层按照钢筋混凝土结构进行设计，按照正常使用阶段时裂缝不能超过规范容许值(0.2mm)进行控制。按公路钢筋混凝土及预应力混凝土桥涵设计规范JTGD6220046.3.1条规定，A类预应力混凝土构件正截面抗裂性是控制混凝土的法向拉应力，并且符合以下的条件：在作用短期效应组合下，应该要满足：-式中：sst在作用短期效应组合下Msd的作用下，构件抗裂边缘混凝土的法向拉应力；，s 可按下列公式近似计算：st=式中：A，W构件毛截面面积及对毛截面受拉边缘的弹性抵抗矩；ep预应力钢筋重心对毛截面重心轴的偏心距，可预先假定。代入(4-1)可得满足部分预应力A类构件正截面抗裂性要求所需有效预加力为：第47页共84页=预应力钢束估算表位置J3J3J4J4J5J5J6J6J7J7J8J8J9J9J10J10J11J11J12J12J13J13J14J14W1Npe(scon顶/底 Mg1(kN*m) Msum(kN*m)底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶底顶-+W-s)ApMj(kN*m)-7.748-10.52775.8712546.09711074.1066755.6262433.70111708.64513595.31432525.27853909.17332747.65474583.67293230.25435407.36773832.16626042.86074307.47636513.79374679.82646820.16664949.21656961.97965115.64670.7ftkep（5-5）ley(m)-10.52-135.02621158.6025688.59751604.75141001.72593659.58022435.78565442.82063671.86395928.89924003.21666979.85034699.94148280.36755555.38949322.23066222.634510130.79936725.319710708.11487063.44411056.5467237.0104（5-4）Ny(kN)-10.52-186.93271431.8293637.18481982.7747949.66914517.5362380.50836711.673613.3667308.38413941.81418595.76024624.324910181.6655459.467211443.09476106.406712410.82426588.786313087.71176906.604913477.07237059.8656Ay(m2)-0.40570.3932-0.53330.2611-0.59290.1967-0.65470.7527-0.87560.7108-0.9270.7019-1.01920.7019-1.09750.7019-1.14790.7019-1.19120.7019-1.22090.7019-1.23030.70190141.60931595.96977612.22852076.82567103.09734413.534905247.697905536.654606511.939607713.382608669.011109402.139509914.9331010209.9032000.00010.00130.0060.00160.00560.003500.004200.004400.005200.006100.006900.007500.007900.00810排头山桥施工图设计MsdNpeA所须的预应力钢铰线的根数：np式中：scon 预应力钢筋的张拉控制应力；sl全部预应力损失值，按张拉控制应力的 20%估算。5.2 预应力筋估算结果MIDAS程序估算所需的预应力钢筋表如下：由于截面太多，这里只取一部分截面表5-1单元22334455667788991010111112121313第48页共84页位置J15J15J16J16J17J17J18J18J19J19J20J20J21J21J22J22J23J23J24J24J25J25J26J26J27J27J28J28J29J29J30J30J31J31J32J32J33J33J34J34J35J35顶/底 Mg1(kN*m) Msum(kN*m)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Mj(kN*m)6939.23265179.11686728.28565115.98696352.77854949.8975812.71154680.84715108.08454308.83724238.89743833.86733232.3463181.51042749.98812343.42622527.71541959.45961711.4271564.1541759.218-1029.1327549.9876-1374.1066-2.9285-2277.34412.1867-2630.05443.325-2853.33962.1863-2643.2173-2.9285-2311.6818551.2912-1465.6743761.0431-1143.59241715.8253335.23422534.72631616.0789ey(m)11178.78627246.015711054.22427066.820610709.86076723.06610149.39086214.74999376.86685541.8768396.69174704.44117192.73323675.84516267.25432819.75335853.42212415.00924387.6343900.34622774.0848-879.69272465.2645-1269.13521656.9239-2393.46291340.8591-2839.07821140.7483-3121.00821338.3216-2866.60971650.4804-2465.47332449.3287-1441.6132802.1767-1052.68544465.2834721.11845962.15862226.5238Ny(kN)13582.67797048.565313380.40066849.064412903.31316485.004212156.58915956.382411145.90055263.20289877.41284405.46228333.26833355.37627156.15922468.97716632.56282046.01954789.4411450.6072984.8758-1642.96582676.5009-2125.79181871.0791-3535.70631556.7076-4095.1321357.8074-4448.97271552.355-4136.84961859.9705-3644.79992648.6241-2389.33783017.2461-1912.75194838.4495190.27956695.24361768.0273Ay(m2)-1.23070.7019-1.23060.7019-1.22360.7019-1.19810.7019-1.15550.7019-1.10690.7019-1.03430.7019-0.94530.7019-0.89240.7108-0.67530.7527-0.61380.5536-0.55220.5844-0.41870.6317-0.36590.6494-1.30560.7671-1.30560.7671-0.41060.6335-0.53820.5874-0.59790.5573-0.66010.6814-0.87560.710810289.9075010136.667109775.237209209.537208443.86407482.888506313.082105654.640505571.322905188.761403514.2151244.6193326.46281610.37512612.3862678.44372264.73593102.23171028.59523370.28061175.9733133.83462629.16962761.08663355.9121810.02213607.86791448.99395357.195705748.417900.008200.00800.007800.007300.006700.005900.00500.004500.004400.004100.00280.0010.00260.00130.00210.00210.00180.00250.00080.00270.00090.00250.00210.00220.00270.00140.00290.00110.004300.00460排头山桥施工图设计单元141415151616171718181919202021212222232324242525262627272828292930303131323233333434第49页共84页位置J36J36J37J37J38J38J39J39J40J40J41J41J42J42J43J43J44J44J45J45J46J46J47J47J48J48J49J49J50J50J51J51J52J52J53J53J54J54J55J55J56J56顶/底 Mg1(kN*m) Msum(kN*m)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Mj(kN*m)2757.78311965.70753241.9712723.66953846.1523666.59624421.3234323.69845011.48974698.31565437.09654969.97275698.14325138.66985770.98995180.76695679.27675119.9045423.00344956.08115002.17014689.29824416.77684319.55533823.28183643.18363223.98272705.03032743.21211950.40972521.61991602.21321707.6006326.1415757.6311-1147.9112548.8541-1469.0383-2.9285-2312.65891.1616-2643.2953ey(m)6382.5412629.4597312.94913488.79698531.64394505.19579519.30075328.479310291.28185987.202910844.71866481.365811191.89216796.650611293.77416923.505411173.44966778.033710831.47376467.850810283.22885978.78639516.43535325.16398510.31544483.34097296.78363472.04526369.94812616.30355951.08892214.9214459.255714.69562801.1824-1053.93442449.2498-1441.83051652.9523-2463.1181341.7549-2863.2874Ny(kN)7219.05432187.04058382.17033074.6929913.10934106.983211157.83594944.593212133.52865617.643112836.17156126.132313270.06916462.903313398.06256611.289313247.87896444.242412820.15876112.5612123.68665609.155811154.15764941.1949887.2124085.03168362.40213057.83097203.51972173.77776681.51091756.32154830.6763183.77243016.2857-1914.93282648.5345-2390.29451862.4254-3642.70391555.7694-4133.6064Ay(m2)-0.9270.7019-1.01920.7019-1.09750.7019-1.14790.7019-1.19120.7019-1.22090.7019-1.23030.7019-1.23070.7019-1.23060.7019-1.22360.7019-1.19810.7019-1.15550.7019-1.10690.7019-1.03430.7019-0.94530.7019-0.89240.7108-0.67530.7527-0.61380.5536-0.55220.5844-0.41870.6317-0.36590.64945835.744306350.12907509.931308452.90609192.067109724.3723010053.0827010150.0474010036.271909712.241509184.611108450.119407490.312206335.153105747.296105664.282805273.459203548.54221450.6463304.85361810.74692606.12412759.49882266.24893131.37770.004600.00500.00600.006700.007300.007700.00800.008100.00800.007700.007300.006700.005900.00500.004600.004500.004200.00280.00120.00260.00140.00210.00220.00180.0025排头山桥施工图设计单元353536363737383839394040414142424343444445454646474748484949505051515252535354545555第50页共84页位置J57J57con顶/底 Mg1(kN*m) Msum(kN*m)底 2.2927 1144.7698顶 -2852.8685 -3117.095=0.75fpkMj(kN*m)1361.8092-4445.0285=0.751860=1395MPa，预埋波纹管成孔。由表5-1 可ey(m)-1.30560.7671Ny(kN)1031.62673367.2928Ay(m2)0.00080.0027排头山桥施工图设计单元5656注：Mg1：结构自重引起的弯矩；Msum：正常使用极限状态荷载组合下的最大最小弯矩；Mj：承载能力极限状态荷载组合下的最大最小弯矩；ey：预应力钢筋合力点至截面中性轴的距离；Ny：传力锚固之后的预应力钢筋的合力；Ay：预应力钢筋面积。5.3 预应力束布置情况预应力钢筋采用s15.2钢绞线，抗拉强度标准值 fpk=1860MPa，抗拉强度设计值fpd=1260MPa，直径15.24mm，每根钢绞线的截面积139mm2，弹性模量EP=1.95105MPa，张拉控制应力取s初步估算出各个截面所需预应力钢筋的数量，经过反复调试，最终确定实际预应力钢束束数，边梁选用两种钢绞线：第一种为10S15.2一束，第二种为9S15.2三束,并在支座附近上缘加入顶板钢束。中梁与边梁采取同样布置也符合要求。边梁的钢束布置如下图，详细见施工图纸。5.4 预应力损失计算根据公路钢筋混凝土及预应力混凝土桥涵设计规范（JTGD62-2004）的规定，预应力混凝土构件在正常使用极限状态的计算中，应该考虑下列因素所引起的预应力损失：预应力钢束与管道壁之间摩擦损失锚具变形、钢筋回缩和接缝的压缩损失预应力钢筋跟台座之间的温差损失混凝土的弹性压缩损失预应力钢筋应力松弛混凝土收缩徐变第51页共84页conl3l1钢束组1简支阶段各项预应力损失与有效预应力位置(kN/m2)JJJJJJJJJJJJJJJJJJJJJJJJJl2瞬时损失):1149.991161.661167.581195.321225.761232.681247.141263.401245.021228.471209.321192.741174.341187.651203.651222.721239.731256.841254.071227.601220.561190.301161.141155.261140.50l4失:B0.510.630.751.763.584.325.075.665.645.635.495.244.995.195.455.635.665.695.284.493.831.920.790.640.50比值(A+B)/A1.00041.00051.00061.00151.00291.00351.00411.00451.00451.00461.00451.00441.00431.00441.00451.00461.00461.00451.00421.00371.00311.00161.00071.00061.0004徐变/收缩损失(kN/m2)-16.48-17.72-19.27-29.77-44.98-51.21-54.98-56.44-54.45-52.90-51.00-48.83-47.00-48.50-50.77-52.93-54.57-56.63-56.35-52.76-48.28-33.04-20.49-17.99-16.46应力(考虑所松弛损失(kN/m2) 力(考虑瞬时损失)-11.68-12.41-12.79-14.61-16.69-17.18-18.21-19.40-18.06-16.89-15.55-14.43-13.21-14.09-15.17-16.48-17.69-18.92-18.74-16.83-16.33-14.28-12.38-12.01-11.10有损失)/ 应0.9760.97460.97320.96430.95260.9480.94540.94450.94630.94780.94950.95140.9530.95170.94970.94780.94630.94440.94430.9470.95020.96190.97240.97460.9763有效预应力1122.341132.161136.271152.701167.681168.611179.021193.221178.161164.311148.251134.721119.121130.251143.171158.941173.141186.981184.251162.501159.771144.911129.061125.901113.44排头山桥施工图设计按公路钢筋混凝土及预应力混凝土桥涵设计规范规定，钢绞线张拉控制应力s取0.75fpk。即：scon=0.751860=1395MPa为方便计算，没有考虑钢束平弯的影响，进行简化处理，所以计算出的有效预应力会偏大，预应力损失会相对偏小。由于本桥的预应力钢束都是后张法施工，因此s 不存在。在MIDAS软件中，s 、s 、s 在软件中已经自动计算，全桥共16束预应力钢束，下面列出正弯矩刚束组预应力损失和负弯矩刚束组预应力损失。表5-2应力 (考虑 弹性变形损单元A(kN/m2)234567891011121314151617181920212223242526第52页共84页位置(kN/m2)JJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJJ瞬时损失):1136.381149.991161.661167.581195.321225.761232.681247.141263.401245.021228.471209.321192.741174.341187.651203.651222.721239.731256.841254.071227.601220.561190.301161.141155.261140.501136.381149.991161.661167.581195.321225.761232.681247.141263.401245.031228.471209.321192.74失:B0.460.510.630.751.763.584.325.075.655.635.625.485.234.995.195.455.635.655.695.284.493.831.930.790.640.500.460.510.630.751.763.584.325.075.665.645.635.495.24比值(A+B)/A1.00041.00041.00051.00061.00151.00291.00351.00411.00451.00451.00461.00451.00441.00421.00441.00451.00461.00461.00451.00421.00371.00311.00161.00071.00061.00041.00041.00041.00051.00061.00151.00291.00351.00411.00451.00451.00461.00451.0044徐变/收缩损失(kN/m2)-15.69-16.49-17.71-19.26-29.73-44.92-51.14-54.89-56.33-54.32-52.76-50.84-48.64-46.98-48.47-50.72-52.86-54.48-56.71-56.42-52.81-48.32-33.06-20.49-18.00-16.46-15.69-16.49-17.72-19.27-29.75-44.96-51.19-54.96-56.42-54.44-52.90-51.00-48.82应力(考虑所松弛损失(kN/m2) 力(考虑瞬时损失)-10.85-11.68-12.41-12.79-14.61-16.69-17.18-18.21-19.40-18.06-16.89-15.55-14.43-13.21-14.09-15.17-16.48-17.69-18.92-18.74-16.83-16.33-14.28-12.38-12.01-11.10-10.85-11.68-12.41-12.79-14.61-16.69-17.18-18.21-19.40-18.06-16.89-15.55-14.43有损失)/ 应0.97710.9760.97460.97320.96440.95270.94810.94540.94450.94640.94790.94960.95150.9530.95170.94980.94790.94630.94440.94430.94690.95020.96190.97240.97460.97630.97710.9760.97460.97320.96440.95260.9480.94540.94450.94630.94780.94950.9514有效预应力1110.301122.331132.171136.281152.741167.731168.681179.101193.321178.271164.451148.411134.891119.131130.281143.211159.001173.211186.901184.201162.461159.741144.891129.051125.891113.441110.301122.331132.161136.281152.721167.691168.631179.031193.241178.171164.321148.261134.73排头山桥施工图设计应力 (考虑 弹性变形损单元A(kN/m2)273031323334353637383940414243444546474849505152535455585960616263646566676869第53页共84页位置(kN/m2)JJJJJJJJJJJJJJ跨中合拢段各项预应力损失与有效预应力位置(kN/m2)JIIIIIIIIIIIIIIIII瞬时损失):1174.341187.651203.651222.721239.731256.841254.071227.601220.561190.301161.141155.261140.501136.38瞬时损失):1074.131074.131077.711086.641089.931091.971089.931086.641077.711074.131039.421074.131077.711086.641089.931091.971089.931086.64失:B4.995.195.455.635.665.695.284.493.831.920.790.640.500.46失:B7.577.568.1114.6213.8013.3310.866.735.264.782.125.305.823.467.409.9210.3910.06比值(A+B)/A1.00431.00441.00451.00461.00461.00451.00421.00371.00311.00161.00071.00061.00041.0004比值(A+B)/A1.0071.0071.00751.01351.01271.01221.011.00621.00491.00451.0021.00491.00541.00321.00681.00911.00951.0093徐变/收缩损失(kN/m2)-47.00-48.51-50.78-52.94-54.58-56.64-56.37-52.77-48.30-33.05-20.50-18.00-16.45-15.67徐变/收缩损失(kN/m2)-7.33-6.97-6.52-5.87-4.42-3.84-5.10-5.74-6.36-7.03-8.47-6.64-6.26-5.68-4.33-3.81-5.13-5.85应力(考虑所松弛损失(kN/m2) 力(考虑瞬时损失)-13.21-14.09-15.17-16.48-17.69-18.92-18.74-16.83-16.33-14.28-12.38-12.01-11.10-10.85应力(考虑所松弛损失(kN/m2) 力(考虑瞬时损失)-7.13-7.13-7.33-7.84-8.03-8.14-8.03-7.84-7.33-7.13-5.24-7.13-7.33-7.84-8.03-8.14-8.03-7.84有损失)/ 应0.9530.95170.94970.94780.94630.94440.94430.9470.95020.96190.97240.97460.97630.9771有损失)/ 应0.99360.99390.99471.00081.00121.00120.99790.99370.99220.99130.98890.99210.99280.99070.99550.99810.99750.9967有效预应力1119.121130.251143.161158.931173.131186.961184.241162.491159.761144.901129.051125.891113.451110.32有效预应力1075.581075.561079.501094.441096.711098.171093.771086.531076.651072.791037.301073.301077.211083.261090.311094.761093.301089.88排头山桥施工图设计应力 (考虑 弹性变形损单元A(kN/m2)7071727374757677787980818283表5-3应力 (考虑 弹性变形损单元A(kN/m2)242526272829303132335253545556575859第54页共84页位置(kN/m2)II荷载cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6瞬时损失):1077.711074.13位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29失:B8.367.85最大剪力(kN)0337.16-990.37-919.75-892.02-755.43-621.93-584.65-498.7-361.03-236.78-111.8613.64139.62280.17406.82533.65660.53787.36928.191054.531142.661180.891317.91471.081504.421599.261629.87-1028.5比值(A+B)/A1.00781.0073最大弯矩(kN*m)0-1.86-12.621400.141938.414409.86540.557118.258361.279883.7911081.8511986.212599.7112925.6912967.9212702.2712161.811351.7110277.648945.787338.256116.785574.173667.671593.91203.86186.1-210.54-461.38徐变/收缩损失(kN/m2)-6.63-7.38最小剪力(kN)016.13-1514-1424.42-1389.4-1225.59-1079.64-1039.09-946.19-800.46-670.33-541.67-414.52-288.91-150.71-28.3292.42211.48328.83458.65572.53651.18685.19807.29943.919721054.251080.22-1632.01应力(考虑所松弛损失(kN/m2) 力(考虑瞬时损失)-7.33-7.13最小弯矩(kN*m)0-68.27-186.93799.471174.442891.424370.824766.35593.676607.767396.027986.88380.118575.958574.328346.857921.97299.496479.65462.244214.893170.832675.34815.09-1377.1-1857.08-3259.89-3816.68-4168.89有损失)/ 应0.99480.9938有效预应力1079.751075.85排头山桥施工图设计应力 (考虑 弹性变形损单元A(kN/m2)60615.5 配束后主梁内力组合根据前面计算得到的各分项荷载作用下的内力，可按照公预规的要求进行承载能力极限状态和正常使用极限状态组合。表5-4考虑预应力次效应后的承载能力极限状态基本组合单元1234567891011121314151617181920212223242526272829第55页共84页荷载cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6cLCB6考虑预应力次效应后的承载能力极限状态基本组合位置I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56最大剪力(kN)-1012.36-974.39-903.75-876.05-747.87-635.63-604.28-522.62-390.17-270.15-148.5-25.36113.31238.98365.68493.23621.44764.32893.291022.311112.481151.611291.711448.0414821578.411609.6最大弯矩(kN*m)-224.81149.111106.951539.993589.895446.675970.477133.588664.59909.2110884.8811587.5112021.3912149.3611999.1611571.4210874.939905.388638.427113.595954.75432.683581.831537.841105.86151.04-221.77最小剪力(kN)-1612.63-1569.44-1484.46-1451.16-1294.91-1154.74-1115.58-1025.35-882.15-753.18-624.49-496.27-354.54-227.84-102.1622.32145.46281.3401.32519.58601.23632.57744.76872.98901.08983.381009.35最小弯矩(kN*m)-3856.77-3364.72-2109.27-1632.69537.372371.272860.213899.445120.36108.836899.97493.497882.458045.397859.987477.036889.446104.385093.483878.632843.642356.54528.76-1635.19-2110.56-3362.96-3853.88排头山桥施工图设计单元303132333435363738394041424344454647484950515253545556图5-1第56页共84页考虑预应力次效应后的承载能力极限状态基本组合荷载cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18位置I1I2I3I4I5I6I7I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27最大剪力(kN)0853.96-138.764.0651.6234.63-46.53-125.89-104.81-169.11-135.68-48.85-24.1228.21125215.95274.37301.19377.29436.33473.04296.63263.0518.51102.2340.47373.08最大弯矩(kN*m)0-707.15-954.61-646.36-592.75-334.3-42.7382.78401.87948.11579.912051.942426.052712.892867.792675.352324.191880.861361.88697.2660.83-211.99-340.261058.761261.541313.11244.19最小剪力(kN)0718.89-366.78-156.04-165.41-170.95-246.87-324.86-300.85-361.76-325.85-237.45-212.02-159.86-64.0525.1180.97104.49176.6231.01262.4882.0846.73-204.09-127.37108.7136.01最小弯矩(kN*m)0-735.09-1027.95-906.85-925.06-999.53-997.54-953.35-820-503.21-59.33265.25531.2747.78868.72676.84358.78-21.09-448.63-996.43-1496.82-1705.85-1818.94-415.97-278.53-267.91-506.58排头山桥施工图设计图5-25-5 考虑预应力次效应后的正常使用阶段短期效应组合单元123456789101112131415161718192021222324252627第57页共84页荷载cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18cLCB18荷载cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21位置I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48I49I50I51I52I53I54I55I56位置I1I2I3I4I5I6I7最大剪力(kN)1138.36-880.79-176.15-142.51132.91113.8831.05-58.11-138.25-118.82-181.92-149.17-63.61-38.5825.65110.48201.49260.62288.6377.22425.52463.33288.52255.2311.6795.79334.04367.071132.63最大剪力(kN)0796.07-146.8855.8643.424.72-60.59最大弯矩(kN*m)1867.391665.221164.051227.91325.491295.68-497.49-306.54-202.3578.14614.531247.031728.342116.332432.672597.892436.822115.321711.861228.45574.62-34.1-283.54-404.721012.851229.741264.471208.581851.79最大弯矩(kN*m)0-707.15-954.61-719.79-694.25-564.93-383.92最小剪力(kN)899.33-1150-444-408.16-126.69-143.37-214.39-291.8-368.66-345.63-404.2-367.68-279.16-251.99-186.47-101.22-10.6347.273.05158.71203.24236.5358.1321.56-233.73-161.4474.34101.44864.8最小剪力(kN)0718.89-281.42-74.12-84.82-96.97-179.28最小弯矩(kN*m)46.35-200.25-666.11-546.91-308.82-314.2-2026.26-1814.39-1715.7-1465.95-1036.47-488.9-62.42302.56600.23780.16604.29301.39-79.1-507.75-1076.69-1578.53-1797.22-1912.88-516.16-380.29-369.93-566.2921.57最小弯矩(kN*m)0-723.12-996.52-872.85-890.03-959.38-952.25排头山桥施工图设计单元28293031323334353637383940414243444546474849505152535455565-6 考虑预应力次效应后的正常使用阶段长期期效应组合单元1234567第58页共84页荷载cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21位置I8I9I10I11I12I13I14I15I16I17I18I19I20I21I22I23I24I25I26I27I28I29I30I31I32I33I34I35I36I37I38I39I40I41I42I43I44I45I46I47I48最大剪力(kN)-141.22-123.18-191.94-163.11-81-61.09-13.6878.13164.05217.4239.14310.17364.18395.91216.07181.04-68.2910.73248.04278.361042.8-893.61-188.98-155.34120.06101.0118.01-71.46-151.81-134.64-201.26-172.35-90.93-70.3-10.7169.26155.23209.16231.83315.05357.89最大弯矩(kN*m)-287.98-31.46440.771016.381449.541801.632082.682247.372079.491766.851375.05919.59329.37-223.68-441.98-548.79914.41168.671220.381150.711773.231570.541071.991139.831246.921208.37-636.16-504.59-419.71-186.15276.918471278.791630.911925.512083.451929.651629.871262.27828.35236.92最小剪力(kN)-259.12-239.41-306.23-275.99-192.98-172.67-125.36-34.1150.78102.67122.53191.29242.65271.3889.2653.22-199.69-124.66111.39138.69902-1055.73-350.32-315.43-36.57-54.28-130.54-213.29-291.76-272.54-336.57-305.51-222.39-200.54-140.21-6025.7378.92100.37181.89222.59最小弯矩(kN*m)-905.3-760.81-428.131.69372.19654.05886.541023.4847.43545.28181.33-230.3-762.18-1245.91-1433.64-1534.31-77.28131.25157.87-13.02567.8338.76-137.71-35.17160.48139.21-1642.39-1482.28-1395.58-1167.97-753.22-219.26193.61544.98829.04995.39833.13543.84176.97-238.06-793.38排头山桥施工图设计单元89101112131415161718192021222324252627282930313233343536373839404142434445464748第59页共84页荷载cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21cLCB21位置I49I50I51I52I53I54I55I56最大剪力(kN)390.24211.63176.73-72.176.71243.88274.341038.96最大弯矩(kN*m)-298.46-500.97-602.84874.131142.41185.91120.531759.74最小剪力(kN)252.3571.6934.92-220.69-148.5787.19114.26877.62最小弯矩(kN*m)-1280.48-1477.03-1580.71-132.2473.1699.41-54.52550排头山桥施工图设计单元4950515253545556图5-3 考虑预应力次效应后的正常使用阶段效应组合剪力包络图图5-4 考虑预应力次效应后的正常使用阶段效应组合弯矩包络图第60页共84页验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrMu(kN*m)-1.70-75.10-11.57-205.631540.16671.862132.251003.974850.782519.807194.613817.857830.084161.719197.394871.8110872.175732.3712190.036385.9013184.826858.4313459.687149.9313218.267260.4213264.727189.9013572.506912.3513377.986453.79Mn(kN*m)12325.8112325.8112106.7812106.787857.097857.098137.698137.699388.949388.9410386.5610386.5610624.6910624.6912229.5312229.5312751.6912751.6913088.0513088.0513377.0813377.0813574.8313574.8313637.3713637.3713640.1813640.1813639.8313639.8313593.1013593.10单元4343444445454646474748484949505051515252535354545555565657575858验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrMu(kN*m)13364.306127.7813199.085944.0112728.565579.1411962.435025.3810895.924290.619502.263348.817824.952218.876550.171246.405975.95787.204097.22-1099.832173.12-3480.171768.59-4003.08903.88-5380.72566.54-5920.73353.18-6263.30578.63-5866.08Mn(kN*m)13640.1813640.1813639.8313639.8313593.1013593.1013422.8413422.8413138.4413138.4412814.3312814.3312330.1912330.1910867.0710867.0710637.6710637.679720.7810466.698406.3710685.607959.6810999.814228.0717228.061052.218141.861052.398141.864091.1617391.34排头山桥施工图设计6 验算6.1 正截面强度验算6.1.1 使用阶段正截面抗弯验算表6-1 使用阶段正截面抗弯验算单元223344556677889910101111121213131414151516161717第61页共84页验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrMu(kN*m)12486.885814.2111305.404993.629840.353992.018072.082778.826728.461763.116131.591280.434115.98-614.162196.98-3110.921846.15-3655.97931.14-5241.74574.58-5870.00349.11-6267.24563.11-5923.91901.48-5382.661769.00-4001.662174.48-3477.424104.03-1090.355991.34800.306567.521261.217846.942237.629530.953373.12Mn(kN*m)13422.8413422.8413138.4413138.4412814.3312814.3312330.1912330.1910870.0010870.0010639.7510639.759720.8510464.588406.1510685.797959.4811000.054228.1117228.061052.198141.861052.398141.864090.9817391.344251.1217244.907875.8811056.308154.6910723.059386.976056.0510375.9110375.9110611.3410611.3412229.5312229.5312751.6912751.69单元595960606161626263636464656566666767686869697070717172727373747475757676777778787979验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrMu(kN*m)935.13-5237.871850.02-3651.522200.80-3106.514119.42-609.946134.701284.476731.471767.108074.892782.679842.963995.6111307.844996.9612489.145817.2913380.106456.6113574.456914.9113266.517192.1913219.897262.4513561.147151.7013186.106859.9412191.136387.1510873.085733.359198.114872.537830.664138.817195.133786.67Mn(kN*m)4251.4717244.907875.6611056.568154.4410723.269387.186056.3410377.7410377.7410613.9110613.9112229.5312229.5312751.6912751.6913088.0513088.0513377.0813377.0813574.8313574.8313637.3713637.3713640.1813640.1813639.8313639.8313593.1013593.1013422.8413422.8413138.4413138.4412814.3312814.3312330.1912330.1910881.5110881.5110649.1710649.17排头山桥施工图设计单元181819192020212122222323242425252626272728282929303031313232333334343535363637373838第62页共84页单元8080818182828383验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK验算OKOKOKOKOKOKOKOKrVd(kN)370.8814.79-873.10-1665.40-808.36-1566.87-782.91-1528.34-655.98-1348.15-529.39-1187.61-493.92-1143.00-412.05-1040.81-281.31-880.51-162.74-737.37-43.43-595.8476.52-455.97197.00-317.80350.87-185.75rMu(kN*m)4851.112485.912132.39967.371540.25634.72-11.57-244.12Vn(kN)5030.35 OK 跳过5030.35 OK 跳过4969.43 OK 跳过4969.43 OK 验算4241.69 OK 跳过4241.69 OK 验算4225.28 OK 跳过4225.28 OK 验算3686.58 OK 跳过3686.58 OK 验算3270.81 OK 验算3270.81 OK 验算3038.34 OK 验算3038.34 OK 验算3103.78 OK 跳过3103.78 OK 验算3043.27 OK 跳过3043.27 OK 验算3052.24 OK 跳过3052.24 OK 验算3098.13 OK 跳过3098.13 OK 验算3073.37 OK 跳过3073.37 OK 跳过3047.96 OK 跳过3047.96 OK 跳过3040.47 OK 跳过3040.47 OK 跳过Mn(kN*m)9671.819671.818389.248389.247941.037941.036441.436441.43截面 剪力验算 验算43434444454546464747484849495050515152525353545455555656单元OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK验算262.88-251.66402.24-131.52542.55-12.69683.59104.66840.75233.38982.62347.301124.54459.291223.73536.441266.78565.381420.88668.531592.85786.251630.20812.021736.25887.491770.56911.30rVd(kN)3040.47 OK 跳过3040.47 OK 跳过3043.18 OK 跳过3043.18 OK 跳过3066.63 OK 验算3066.63 OK 跳过3095.89 OK 验算3095.89 OK 跳过3061.26 OK 验算3061.26 OK 跳过3044.32 OK 验算3044.32 OK 跳过3012.61 OK 验算3012.61 OK 验算3157.88 OK 验算3157.88 OK 验算3350.71 OK 验算3350.71 OK 验算4082.99 OK 验算5059.18 OK 跳过4510.29 OK 验算5324.71 OK 跳过4149.51 OK 验算5257.15 OK 跳过5389.84 OK 验算5389.84 OK 跳过4699.06 OK 验算4699.06 OK 跳过Vn(kN)截面 剪力验算 验算排头山桥施工图设计单元 验算 rMu(kN*m) Mn(kN*m)39 OK 10900.13 13088.0539 OK 4294.48 13088.0540 OK 11973.37 13377.0840 OK 5034.81 13377.0841 OK 12746.26 13574.8341 OK 5594.14 13574.8342 OK 13223.52 13637.3742 OK 5964.57 13637.37由上表可知正截面抗弯满足要求。6.1.2 使用阶段斜截面抗剪验算表6-2 使用阶段斜截面抗剪验算单元2233445566778899101011111212131314141515第63页共84页验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKrVd(kN)490.18-69.22629.6945.50769.26158.36908.77269.351063.69391.441202.66498.611299.60572.461341.65604.341492.35718.401660.85845.351697.54871.101801.86946.521835.54970.33-928.88-1795.21-914.09-1773.89-879.28-1726.39-814.51-1632.90-789.09-1596.27-671.41-1424.40-568.22-1270.22-539.27Vn(kN)3043.18 OK 验算3043.18 OK 跳过3066.63 OK 验算3066.63 OK 跳过3095.88 OK 验算3095.88 OK 跳过3061.23 OK 验算3061.23 OK 跳过3044.29 OK 验算3044.29 OK 跳过3012.57 OK 验算3012.57 OK 验算3157.70 NG 验算3157.70 OK 验算3350.52 OK 验算3350.52 OK 验算4082.89 OK 验算4082.89 OK 跳过5324.69 OK 验算5324.69 OK 跳过5257.15 OK 验算5257.15 OK 跳过5389.85 OK 验算5389.85 OK 跳过4699.06 OK 验算4699.06 OK 跳过4367.57 OK 跳过4699.06 OK 验算3785.52 OK 跳过5372.58 OK 验算3871.56 OK 跳过5343.81 OK 验算4429.82 OK 跳过5455.99 OK 验算4410.22 OK 跳过5290.74 OK 验算3687.38 OK 跳过4787.32 OK 验算3271.83 OK 验算3271.83 OK 验算3039.23 OK 验算截面 剪力验算 验算5757585859596060616162626363646465656666676768686969707071717272737374747575767677单元OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK验算-985.01-1856.35-970.22-1835.43-935.42-1788.56-870.67-1696.77-845.29-1660.84-718.37-1492.44-604.27-1341.65-572.37-1299.57-498.51-1202.57-378.34-1047.99-269.25-908.67-158.26-769.16-45.40-629.5969.31-490.08198.85-335.16317.91-196.89456.07-76.41595.9443.54737.47162.85896.22294.421040.92rVd(kN)4367.57 OK 跳过4699.06 OK 验算3785.52 OK 验算5372.58 OK 验算3871.56 OK 跳过5343.81 OK 验算4429.82 OK 跳过5455.99 OK 验算4410.21 OK 跳过5290.72 OK 验算3687.29 OK 验算4787.23 OK 验算3271.65 OK 验算3271.65 OK 验算3039.05 OK 验算3039.05 NG 验算3104.15 OK 验算3104.15 OK 验算3043.32 OK 跳过3043.32 OK 验算3052.27 OK 跳过3052.27 OK 验算3098.14 OK 跳过3098.14 OK 验算3073.37 OK 跳过3073.37 OK 验算3047.96 OK 跳过3047.96 OK 验算3040.47 OK 跳过3040.47 OK 跳过3043.18 OK 跳过3043.18 OK 跳过3066.63 OK 跳过3066.63 OK 跳过3095.87 OK 验算3095.87 OK 跳过3061.20 OK 验算3061.20 OK 跳过3044.23 OK 验算3044.23 OK 跳过3012.49 OK 验算Vn(kN)截面 剪力验算 验算排头山桥施工图设计单元1616171718181919202021212222232324242525262627272828292930303131323233333434353536第64页共84页验算OKOKOKOKOKOKOKOKOKOKOKOKOKD62-2004）第0.7ftk0kPaSig_T(kN/m2)2388.972070.102200.872269.242771.953634.414001.194199.166764.13rVd(kN)-1227.14-462.11-1127.89-337.12-970.36-223.20-828.50-107.49-686.949.87-545.90141.70-389.99Sig_B(kN/m2) (kN/m2) (kN/m2)4376.504848.304722.184951.906225.547525.227840.747696.083545.54Vn(kN)3039.233104.283104.283043.353043.353052.303052.303098.153098.153073.383073.383047.963047.96Sig_TL(kN/m2) (kN/m2)2388.972070.102200.872269.242771.953634.414001.194199.166764.13截面 剪力验算 验算OKOKOKOKOKOKOKOKOKOKOKOKOKSig_BL(kN/m2) (kN/m2)4376.504848.304722.184951.906225.547525.227840.747696.083545.54单元验算验算验算跳过验算跳过验算跳过验算跳过验算跳过跳过Sig_TR2388.972070.102200.872269.242771.953634.414001.194199.166764.13验算77787879798080818182828383Sig_BR4376.504848.304722.184951.906225.547525.227840.747696.083545.54rVd(kN)OKOKOKOKOKOKOKOKOKOKOKOKOKSig_MAX Sig_ALW2388.97 -18552070.10 -18552200.87 -18552269.24 -18552771.95 -18553634.41 -18554001.19 -18554199.16 -18553545.54 -1855Vn(kN)412.161143.04494.021187.62529.481348.09656.031528.36782.991567.58808.78-38.57-474.13截面 剪力验算 验算3012.49 OK 跳过3157.01 OK 验算3157.01 OK 验算3349.70 OK 验算3349.70 OK 验算3787.69 OK 验算3787.69 OK 跳过4319.65 OK 验算4319.65 OK 跳过4149.55 OK 验算4149.55 OK 跳过5011.72 OK 跳过5011.72 OK 跳过排头山桥施工图设计单元36373738383939404041414242由上表6-2可知，斜截面抗剪满足要求。6.2 截面抗裂验算6.2.1 使用阶段正截面抗裂验算根据公预规（JTG 6.3.1条的相关规定，预应力混凝土受弯构件应符合下列公式进行正截面抗裂验算：A类预应力混凝土构件，在作用的短期效应组合下：-但在荷载长期组合下：-MIDAS计算结果如下表6-3所示表6-3短期荷载组合下使用阶段正截面抗裂验算单 验元 算2 OK3 OK4 OK5 OK6 OK7 OK8 OK9 OK10 OK第65页共84页Sig_T(kN/m2)7508.658053.848456.248753.318874.608671.708275.027767.327150.173244.392461.572029.481565.767002.716186.246045.615961.443586.483370.952723.205957.976070.336222.81269.261347.301783.562176.062838.616981.497544.947972.328314.438455.028299.797948.837499.776936.212760.932053.981664.141223.54Sig_B(kN/m2) (kN/m2) (kN/m2)2163.191133.20292.50-369.04-768.33-324.18455.681426.982544.869389.0510528.5310987.3910865.653786.022766.972586.022668.62-1453.76-1123.687469.912707.572573.352704.5210114.9211204.1611411.6010901.7710063.812762.291715.72850.78134.34-280.36105.96832.211729.122782.1110118.0711154.9911561.6611405.16Sig_TL(kN/m2) (kN/m2)7508.658053.848456.248753.318874.608671.708275.027767.327150.173244.392461.572029.481565.767002.716186.246045.615961.443586.483370.952723.205957.976070.336222.81269.261347.301783.562176.062838.616981.497544.947972.328314.438455.028299.797948.837499.776936.212760.932053.981664.141223.54Sig_BL(kN/m2) (kN/m2)2163.191133.20292.50-369.04-768.33-324.18455.681426.982544.869389.0510528.5310987.3910865.653786.022766.972586.022668.62-1453.76-1123.687469.912707.572573.352704.5210114.9211204.1611411.6010901.7710063.812762.291715.72850.78134.34-280.36105.96832.211729.122782.1110118.0711154.9911561.6611405.16Sig_TR7508.658053.848456.248753.318874.608671.708275.027767.327150.173244.392461.572029.481565.767002.716186.246045.615961.443586.483370.952723.205957.976070.336222.81269.261347.301783.562176.062838.616981.497544.947972.328314.438455.028299.797948.837499.776936.212760.932053.981664.141223.54Sig_BR2163.191133.20292.50-369.04-768.33-324.18455.681426.982544.869389.0510528.5310987.3910865.653786.022766.972586.022668.62-1453.76-1123.687469.912707.572573.352704.5210114.9211204.1611411.6010901.7710063.812762.291715.72850.78134.34-280.36105.96832.211729.122782.1110118.0711154.9911561.6611405.16Sig_MAX Sig_ALW2163.19 -18551133.20 -1855292.50 -1855-369.04 -1855-768.33 -1855-324.18 -1855455.68 -18551426.98 -18552544.86 -18553244.39 -18552461.57 -18552029.48 -18551565.76 -18553786.02 -18552766.97 -18552586.02 -18552668.62 -1855-1453.76 -1855-1123.68 -18552723.20 -18552707.57 -18552573.35 -18552704.52 -1855269.26 -18551347.30 -18551783.56 -18552176.06 -18552838.61 -18552762.29 -18551715.72 -1855850.78 -1855134.34 -1855-280.36 -1855105.96 -1855832.21 -18551729.12 -18552782.11 -18552760.93 -18552053.98 -18551664.14 -18551223.54 -1855排头山桥施工图设计单 验元 算11 OK12 OK13 OK14 OK15 OK16 OK17 OK18 OK19 OK20 OK21 OK22 OK23 OK24 OK25 OK26 OK27 OK28 OK29 OK30 OK31 OK32 OK33 OK34 OK35 OK36 OK37 OK38 OK39 OK40 OK41 OK42 OK43 OK44 OK45 OK46 OK47 OK48 OK49 OK50 OK51 OK第66页共84页Sig_TL(kN/m2) (kN/m2) (kN/m2)3831.636146.335988.965906.903560.093362.892749.235991.686133.536267.83524.951679.562136.952568.013300.087195.167806.048285.548666.918876.658762.188449.688018.707467.116710.954095.043883.563507.752624.112163.982093.892011.56Sig_BL(kN/m2) (kN/m2)8967.602814.902659.532709.63-1437.97-1124.317429.792669.702493.992651.749720.1210678.9710853.6010297.869367.192524.671422.42493.26-266.86-771.36-432.39249.271133.192179.343567.697928.677995.517736.616473.355087.904830.754873.66Sig_TR(kN/m2) (kN/m2)3831.636146.335988.965906.903560.093362.892749.235991.686133.536267.83524.951679.562136.952568.013300.087195.167806.048285.548666.918876.658762.188449.688018.707467.116710.954095.043883.563507.752624.112163.982093.892011.56Sig_BR8967.602814.902659.532709.63-1437.97-1124.317429.792669.702493.992651.749720.1210678.9710853.6010297.869367.192524.671422.42493.26-266.86-771.36-432.39249.271133.192179.343567.697928.677995.517736.616473.355087.904830.754873.66Sig_MAX Sig_ALW3831.63 -18552814.90 -18552659.53 -18552709.63 -1855-1437.97 -1855-1124.31 -18552749.23 -18552669.70 -18552493.99 -18552651.74 -1855524.95 -18551679.56 -18552136.95 -18552568.01 -18553300.08 -18552524.67 -18551422.42 -1855493.26 -1855-266.86 -1855-771.36 -1855-432.39 -1855249.27 -18551133.19 -18552179.34 -18553567.69 -18554095.04 -18553883.56 -18553507.75 -18552624.11 -18552163.98 -18552093.89 -18552011.56 -1855排头山桥施工图设计单 验 Sig_T Sig_B元 算 (kN/m2)52 OK 3831.63 8967.6053 OK 6146.33 2814.9054 OK 5988.96 2659.5355 OK 5906.90 2709.6356 OK 3560.09 -1437.9757 OK 3362.89 -1124.3158 OK 2749.23 7429.7959 OK 5991.68 2669.7060 OK 6133.53 2493.9961 OK 6267.83 2651.7462 OK 524.95 9720.1263 OK 1679.56 10678.9764 OK 2136.95 10853.6065 OK 2568.01 10297.8666 OK 3300.08 9367.1967 OK 7195.16 2524.6768 OK 7806.04 1422.4269 OK 8285.54 493.2670 OK 8666.91 -266.8671 OK 8876.65 -771.3672 OK 8762.18 -432.3973 OK 8449.68 249.2774 OK 8018.70 1133.1975 OK 7467.11 2179.3476 OK 6710.95 3567.6977 OK 4095.04 7928.6778 OK 3883.56 7995.5179 OK 3507.75 7736.6180 OK 2624.11 6473.3581 OK 2163.98 5087.9082 OK 2093.89 4830.7583 OK 2011.56 4873.66注：表中应力压为正拉为负；Sig_T：截面上端最大应力；Sig_B：截面下端最大应力；Sig_TL：截面左上端最大应力；Sig_BL：截面左下端最大应力；Sig_TR：截面右上端最大应力；Sig_BR：截面右下端最大应力；Sig_MAX：上述各点应力中最大应力；Sig_ALW：容许拉应力。第67页共84页kPaSig_T(kN/m2)2402.112104.762242.562315.202839.463722.694097.534317.594797.256354.146773.327070.247280.627333.747080.836650.746124.094414.843712.412963.592567.052120.374699.563992.483852.903633.152089.49943.313505.323602.053812.503927.37916.411925.862342.722689.483313.983931.164398.405961.18Sig_B(kN/m2)4357.264798.004658.914881.246113.557369.987671.287488.656978.214173.603358.742698.212186.071905.002435.923274.644282.017306.408572.639650.0110040.749900.117569.236046.815790.616082.89752.172453.646321.646163.025879.856136.559061.3410197.0910428.4710002.709234.248073.917184.414341.54Sig_TL(kN/m2)2402.112104.762242.562315.202839.463722.694097.534317.594797.256354.146773.327070.247280.627333.747080.836650.746124.094414.843712.412963.592567.052120.374699.563992.483852.903633.152089.49943.313505.323602.053812.503927.37916.411925.862342.722689.483313.983931.164398.405961.18Sig_BL Sig_TR(kN/m2) (kN/m2)4357.26 2402.114798.00 2104.764658.91 2242.564881.24 2315.206113.55 2839.467369.98 3722.697671.28 4097.537488.65 4317.596978.21 4797.254173.60 6354.143358.74 6773.322698.21 7070.242186.07 7280.621905.00 7333.742435.92 7080.833274.64 6650.744282.01 6124.097306.40 4414.848572.63 3712.419650.01 2963.5910040.74 2567.059900.11 2120.377569.23 4699.566046.81 3992.485790.61 3852.906082.89 3633.15752.17 2089.492453.64 943.316321.64 3505.326163.02 3602.055879.85 3812.506136.55 3927.379061.34 916.4110197.09 1925.8610428.47 2342.7210002.70 2689.489234.24 3313.988073.91 3931.167184.41 4398.404341.54 5961.18Sig_BR(kN/m2)4357.264798.004658.914881.246113.557369.987671.287488.656978.214173.603358.742698.212186.071905.002435.923274.644282.017306.408572.639650.0110040.749900.117569.236046.815790.616082.89752.172453.646321.646163.025879.856136.559061.3410197.0910428.4710002.709234.248073.917184.414341.54Sig_MAX(kN/m2)2402.112104.762242.562315.202839.463722.694097.534317.594797.254173.603358.742698.212186.071905.002435.923274.644282.014414.843712.412963.592567.052120.374699.563992.483852.903633.15752.17943.313505.323602.053812.503927.37916.411925.862342.722689.483313.983931.164398.404341.54Sig_ALW(kN/m2)0000000000000000000000000000000000000000排头山桥施工图设计表6-4长期荷载组合下使用阶段正截面抗裂验算单 验元 算2 OK3 OK4 OK5 OK6 OK7 OK8 OK9 OK10 OK11 OK12 OK13 OK14 OK15 OK16 OK17 OK18 OK19 OK20 OK21 OK22 OK23 OK24 OK25 OK26 OK27 OK28 OK29 OK30 OK31 OK32 OK33 OK34 OK35 OK36 OK37 OK38 OK39 OK40 OK41 OK第68页共84页Sig_T(kN/m2)6277.686409.356263.065937.934354.083886.603236.192567.202222.271801.624469.323851.303729.113551.062059.65935.233525.043663.263943.054073.551140.582234.592675.493070.183768.164459.286162.356661.107076.087335.847289.567063.916738.656313.004744.884213.403984.103602.282698.152216.662143.47Sig_B(kN/m2)3668.093268.793639.624322.157194.748090.739289.0010256.8510578.8410398.837918.136245.275962.306164.38773.062453.066290.796084.745702.215932.948717.779712.779906.719418.488550.337288.704279.103312.802493.231901.882122.572654.323357.304188.406997.687721.467817.317570.226350.345007.274758.94Sig_TL(kN/m2)6277.686409.356263.065937.934354.083886.603236.192567.202222.271801.624469.323851.303729.113551.062059.65935.233525.043663.263943.054073.551140.582234.592675.493070.183768.164459.286162.356661.107076.087335.847289.567063.916738.656313.004744.884213.403984.103602.282698.152216.662143.47Sig_BL Sig_TR(kN/m2) (kN/m2)3668.09 6277.683268.79 6409.353639.62 6263.064322.15 5937.937194.74 4354.088090.73 3886.609289.00 3236.1910256.85 2567.2010578.84 2222.2710398.83 1801.627918.13 4469.326245.27 3851.305962.30 3729.116164.38 3551.06773.06 2059.652453.06 935.236290.79 3525.046084.74 3663.265702.21 3943.055932.94 4073.558717.77 1140.589712.77 2234.599906.71 2675.499418.48 3070.188550.33 3768.167288.70 4459.284279.10 6162.353312.80 6661.102493.23 7076.081901.88 7335.842122.57 7289.562654.32 7063.913357.30 6738.654188.40 6313.006997.68 4744.887721.46 4213.407817.31 3984.107570.22 3602.286350.34 2698.155007.27 2216.664758.94 2143.47Sig_BR(kN/m2)3668.093268.793639.624322.157194.748090.739289.0010256.8510578.8410398.837918.136245.275962.306164.38773.062453.066290.796084.745702.215932.948717.779712.779906.719418.488550.337288.704279.103312.802493.231901.882122.572654.323357.304188.406997.687721.467817.317570.226350.345007.274758.94Sig_MAX(kN/m2)3668.093268.793639.624322.154354.083886.603236.192567.202222.271801.624469.323851.303729.113551.06773.06935.233525.043663.263943.054073.551140.582234.592675.493070.183768.164459.284279.103312.802493.231901.882122.572654.323357.304188.404744.884213.403984.103602.282698.152216.662143.47Sig_ALW(kN/m2)00000000000000000000000000000000000000000排头山桥施工图设计单 验元 算42 OK43 OK44 OK45 OK46 OK47 OK48 OK49 OK50 OK51 OK52 OK53 OK54 OK55 OK56 OK57 OK58 OK59 OK60 OK61 OK62 OK63 OK64 OK65 OK66 OK67 OK68 OK69 OK70 OK71 OK72 OK73 OK74 OK75 OK76 OK77 OK78 OK79 OK80 OK81 OK82 OK第69页共84页Sig_T(kN/m2)2053.08tp0.7ftkst扣除全部的预应力损失后预加应力在构件的抗裂验算边缘处产kPa验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKSig_B(kN/m2)4813.19Sig_MAX(kN/m2)-233.17-45.41-8.21-9.85-15.55-61.87-145.54-122.34-170.03-138.57-74.38-59.77-369.04-768.33Sig_TL(kN/m2)2053.08Sig_AP(kN/m2)-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855Sig_BL Sig_TR(kN/m2) (kN/m2)4813.19 2053.08单元4344454647484950515253545556Sig_BR(kN/m2)4813.19验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKSig_MAX(kN/m2)2053.08Sig_MAX(kN/m2)-280.36-82.50-104.35-111.70-188.43-238.33-305.01-135.04-78.43-21.16-6.96-25.15-29.14-1437.97Sig_ALW(kN/m2)0Sig_AP(kN/m2)-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855排头山桥施工图设计单 验元 算83 OK由上表6-3,6-4可知，使用阶段正截面抗裂满足要求。6.2.2 使用阶段斜截面抗裂验算根据公预规（JTGD62-2004）的第6.3.3条的相关规定，预应力混凝土受弯构件的荷载短期效应组合与预加应力产生的混凝土主拉应力s 应符合下列规定：A类预应力混凝土构件，在荷载短期效应组合下：预制构件分段浇筑或砂浆接缝的纵向分块构件stp其中：s 在作用短期组合下构件的抗裂验算边缘混凝土的法向拉应力；pc生的混凝土预压应力；ftk混凝土的抗拉设计强度值。下表6-5为MIDAS软件计算结果。表6-5 使用阶段斜截面抗裂验算单元23456789101112131415第70页共84页验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK0.5fck=16.2MPakcSig_MAX(kN/m2)-324.18-127.50-142.73-214.33-279.36-336.31-161.93-96.62-16.21-4.42-30.56-34.79-1453.76-1123.68-42.99-37.88-4.46-4.68-50.37-138.86-279.36-226.04-264.50-198.34-107.37-85.62-47.55kcSig_AP(kN/m2)-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855= y0；单元575859606162636465666768697071727374757677787980818283MkI0验算OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKSig_MAX(kN/m2)-1124.31-49.27-43.80-5.32-7.05-58.37-156.75-305.86-250.54-287.87-220.01-132.19-111.99-266.86-771.36-432.39-99.17-92.30-139.20-193.34-236.70-84.04-45.73-8.24-5.79-29.16-288.14Sig_AP(kN/m2)-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855-1855排头山桥施工图设计单元161718192021222324252627282930313233343536373839404142由上表6-5可知，构件满足斜截面抗裂要求6.3 持久状况构件的应力验算6.3.1 正截面混凝土压应力验算根据公预规（JTGD62-2004）第7.1.5条的相关规定，使用阶段的预应力混凝土受弯构件的正截面混凝土的压应力，应满足下列的规定：受压区混凝土的最大压应力为+式中：s 作用标准值产生的混凝土法向压应力，s第71页共84页ptkPa验算4407.814930.254812.545048.466354.867685.118011.757905.311622.7722.01-1164.84-2105.30-2814.38-3209.18-2709.29-1826.77-711.128827.5510211.3111414.3211955.9511863.439642.568133.437862.838453.794584.305042.028842.368606.028126.458398.0311337.5312368.9412550.73=Sig_B(kN/m2)2367.572013.782141.932207.132694.883544.293903.984079.727865.858738.269376.069837.6910162.7310281.4610046.429590.148997.863540.972773.041955.421480.10993.613440.982600.252434.822016.15-511.06-813.211788.421936.222282.012418.23-481.12678.621135.71NpAnSig_TL(kN/m2)4407.814930.254812.545048.466354.867685.118011.757905.311622.7722.01-1164.84-2105.30-2814.38-3209.18-2709.29-1826.77-711.128827.5510211.3111414.3211955.9511863.439642.568133.437862.838453.794584.305042.028842.368606.028126.458398.0311337.5312368.9412550.73Sig_BL(kN/m2)2367.572013.782141.932207.132694.883544.293903.984079.727865.858738.269376.069837.6910162.7310281.4610046.429590.148997.863540.972773.041955.421480.10993.613440.982600.252434.822016.15-511.06-813.211788.421936.222282.012418.23-481.12678.621135.71N epnInSig_TR(kN/m2)4407.814930.254812.545048.466354.867685.118011.757905.311622.7722.01-1164.84-2105.30-2814.38-3209.18-2709.29-1826.77-711.128827.5510211.3111414.3211955.9511863.439642.568133.437862.838453.794584.305042.028842.368606.028126.458398.0311337.5312368.9412550.73pSig_BR(kN/m2)4407.81 162004930.25 162004812.54 162005048.46 162006354.86 162007685.11 162008011.75 162007905.31 162007865.85 162008738.26 162009376.06 162009837.69 1620010162.73 1620010281.46 1620010046.42 162009590.14 162008997.86 162008827.55 1620010211.31 1620011414.32 1620011955.95 1620011863.43 162009642.56 162008133.43 162007862.83 162008453.79 162004584.30 162005042.02 162008842.36 162008606.02 162008126.45 162008398.03 1620011337.53 1620012368.94 1620012550.73 16200ynSig_MAX Sig_ALW(kN/m2) (kN/m2)MInp2yn。排头山桥施工图设计预加应力产生的法向拉应力，s由迈达斯计算的结果如下表6-6所示。表6-6正截面混凝土压应力验算表单 Sig_T元 (kN/m2)2 OK 2367.573 OK 2013.784 OK 2141.935 OK 2207.136 OK 2694.887 OK 3544.298 OK 3903.989 OK 4079.7210 OK 7865.8511 OK 8738.2612 OK 9376.0613 OK 9837.6914 OK 10162.7315 OK 10281.4616 OK 10046.4217 OK 9590.1418 OK 8997.8619 OK 3540.9720 OK 2773.0421 OK 1955.4222 OK 1480.1023 OK 993.6124 OK 3440.9825 OK 2600.2526 OK 2434.8227 OK 2016.1528 OK -511.0629 OK -813.2130 OK 1788.4231 OK 1936.2232 OK 2282.0133 OK 2418.2334 OK -481.1235 OK 678.6236 OK 1135.71第72页共84页验算11955.0211058.849782.97-435.28-1418.97-2208.89-2648.79-2237.25-1437.088788.959798.9811112.5512207.2212700.6912569.1910185.568505.818204.258607.024643.415041.608784.288456.337778.908020.2510798.8711677.1911821.8811184.3810189.798810.41-716.78-1789.56-2651.89-3212.07-2877.53-2147.84-1163.3339.611646.438137.68Sig_B(kN/m2)1574.622268.462949.688782.569279.999665.009820.139650.369256.383436.562905.272190.861452.731017.64555.423092.272342.472194.911885.17-566.84-821.411826.652046.092528.832681.13-136.691106.891586.252061.762828.723585.399036.879600.7310041.5710283.4310171.509830.879340.438696.297812.233975.65Sig_TL(kN/m2)11955.0211058.849782.97-435.28-1418.97-2208.89-2648.79-2237.25-1437.088788.959798.9811112.5512207.2212700.6912569.1910185.568505.818204.258607.024643.415041.608784.288456.337778.908020.2510798.8711677.1911821.8811184.3810189.798810.41-716.78-1789.56-2651.89-3212.07-2877.53-2147.84-1163.3339.611646.438137.68Sig_BL(kN/m2)1574.622268.462949.688782.569279.999665.009820.139650.369256.383436.562905.272190.861452.731017.64555.423092.272342.472194.911885.17-566.84-821.411826.652046.092528.832681.13-136.691106.891586.252061.762828.723585.399036.879600.7310041.5710283.4310171.509830.879340.438696.297812.233975.65Sig_TR(kN/m2)11955.0211058.849782.97-435.28-1418.97-2208.89-2648.79-2237.25-1437.088788.959798.9811112.5512207.2212700.6912569.1910185.568505.818204.258607.024643.415041.608784.288456.337778.908020.2510798.8711677.1911821.8811184.3810189.798810.41-716.78-1789.56-2651.89-3212.07-2877.53-2147.84-1163.3339.611646.438137.68Sig_BR(kN/m2)11955.02 1620011058.84 162009782.97 162008782.56 162009279.99 162009665.00 162009820.13 162009650.36 162009256.38 162008788.95 162009798.98 1620011112.55 1620012207.22 1620012700.69 1620012569.19 1620010185.56 162008505.81 162008204.25 162008607.02 162004643.41 162005041.60 162008784.28 162008456.33 162007778.90 162008020.25 1620010798.87 1620011677.19 1620011821.88 1620011184.38 1620010189.79 162008810.41 162009036.87 162009600.73 1620010041.57 1620010283.43 1620010171.50 162009830.87 162009340.43 162008696.29 162007812.23 162008137.68 16200Sig_MAX Sig_ALW(kN/m2) (kN/m2)排头山桥施工图设计单 Sig_T元 (kN/m2)37 OK 1574.6238 OK 2268.4639 OK 2949.6840 OK 8782.5641 OK 9279.9942 OK 9665.0043 OK 9820.1344 OK 9650.3645 OK 9256.3846 OK 3436.5647 OK 2905.2748 OK 2190.8649 OK 1452.7350 OK 1017.6451 OK 555.4252 OK 3092.2753 OK 2342.4754 OK 2194.9155 OK 1885.1756 OK -566.8457 OK -821.4158 OK 1826.6559 OK 2046.0960 OK 2528.8361 OK 2681.1362 OK -136.6963 OK 1106.8964 OK 1586.2565 OK 2061.7666 OK 2828.7267 OK 3585.3968 OK 9036.8769 OK 9600.7370 OK 10041.5771 OK 10283.4372 OK 10171.5073 OK 9830.8774 OK 9340.4375 OK 8696.2976 OK 7812.2377 OK 3975.65第73页共84页验算8180.967914.826620.705200.734934.894972.09+kPa验算1174080.531174080.511174080.661176911.081176911.191176911.191148415.941148416.091148416.411115014.031115014.361115014.471039417.651039417.651039417.651039417.65Sig_B(kN/m2)3779.563407.472536.422090.932021.981943.98pSig_DL(kN/m2) Sig_LL(kN/m2)1124318.441110494.771122028.641117997.021098230.801116199.301112370.871089192.841106319.131106560.981084849.491097447.981038785.311035458.231039299.611035972.04Sig_TL(kN/m2)8180.967914.826620.705200.734934.894972.090.65fpkSig_ADL(kN/m2)1395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.001395000.00Sig_BL(kN/m2)3779.563407.472536.422090.932021.981943.98=1209MPaSig_ALL(kN/m2)1209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.001209000.00Sig_TR(kN/m2)8180.967914.826620.705200.734934.894972.09Sig_BR(kN/m2)8180.96 162007914.82 162006620.70 162005200.73 162004934.89 162004972.09 16200Sig_MAX Sig_ALW(kN/m2) (kN/m2)排头山桥施工图设计单 Sig_T元 (kN/m2)78 OK 3779
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