连续刚构桥-陛诏大桥73+135+73m连续刚构计算书报告

XX省赤水至望谟高速公路(仁怀至赤水段)施工图设计RCTJ-21合同段陛诏大桥主桥(73+135+73)m连续刚构咨询报告中交第二公路勘察设计研究院XX公司二○一○年七月陛诏大桥主桥(73+135+73)m连续刚构设计咨询报告中交第二公路勘察设计研究院XX公司20__年7月26日目录TOC\o"1-2"\h\z\u1工程概况 11.1桥跨布置 11.2桥梁上部结构 11.3桥梁下部结构 12桥梁设计标准 23采用规程及规范 24主要计算内容及结论 34.1主要计算内容 34.2主要计算结论 35结构计算 35.1结构计算离散图 35.2有关计算参数的选取 45.3主要材料基本数据 55.4荷载组合 65.5上构箱梁结构计算 65.6下部墩柱计算 95.7下部墩柱系梁计算 95.8主墩承台配筋验算 95.9主墩桩基验算 95.10伸缩缝及支座选型 106图纸中存在的问题 106.1设计说明 106.2图纸部分 107附件(程序计算图表) 127.1具有代表意义的施工阶段应力图表 127.2正常使用极限状态标准值组合(计预加力)应力包络图 137.3全预应力构件抗裂验算结果 167.4全预应力构件斜截面抗裂验算结果 167.5全预应力构件斜截面抗裂验算结果 181工程概况1.1桥跨布置陛诏大桥主桥73+135+73m连续刚构桥平面位于右偏圆曲线上，为分离式路基。孔跨布置为73+135+73m，全长281m，采用变截面预应力混凝土悬臂浇筑连续刚构箱梁。1.2桥梁上部结构主桥上部构造为73+135+73m三跨预应力混凝土梁箱梁，箱梁顶板横向宽11.25m，箱底宽6.5m，翼缘悬臂长2.375m。箱梁根部梁高8.2m，跨中梁高3.0m，顶板厚30cm，底板厚从跨中至根部由32cm变化为80cm，腹板从跨中至根部分两段采用50cm、60cm两种厚度，箱梁高度和底板厚度均按1.6次抛物线变化。0号节段为墩顶搭设托架现浇，1~15号节段为挂篮悬臂浇筑，边跨现浇段为过渡墩墩顶托架现浇，合龙段为吊架现浇。箱梁0号节段长12m；悬臂浇筑段共长60.5m，分段情况为7×3.5m+8×4.5m；合龙段长2m；边墩现浇段长4.5m。箱梁中支点设四道厚0.6m的横隔板，边墩梁端设一道厚1.4m的横隔板。主桥上部构造顺桥向按全预应力混凝土构件设计，采用三向预应力，纵、横、竖向预应力采用国家标准《预应力混凝土用钢绞线》(GB/T5224-2003)高强度低松弛钢绞线，其标准强度fpk=1860MPa，Ep=1.95×105MPa，松弛率小于0.035，设计锚下张拉控制应力1395MPa与1339.2MPa。箱梁纵向钢束每股直径15.2mm，大吨位群锚体系；顶板横向钢束每股直径15.2mm，扁锚体系；腹板竖向预应力采用JL32精轧螺纹钢筋。纵向预应力束管道采用预埋塑料波纹管成孔，真空辅助压浆工艺。1.3桥梁下部结构主墩墩身采用双薄壁矩形空心墩，截面外轮廓尺寸2.8×7.5m，顺桥向壁厚为0.6m，横桥向壁厚为1.5m。双薄壁墩之间设两道系梁，系梁为实心截面，截面尺寸为1.6×7.5m。基础为分离式群桩基础，承台尺寸15×15×5m，配9根直径为2.0m的嵌岩桩，顺桥向、横桥向各布置三排。小桩号过渡墩墩身采用等截面矩形实体墩，截面尺寸2.0×7m。基础为群桩基础，承台尺寸7.7×8.7×3.0m，配4根直径为1.6m的嵌岩桩。大桩号过渡墩墩身采用等截面矩形空心墩，截面尺寸3.5×7m。基础为群桩基础，承台尺寸8.8×9.5×3.5m，配4根直径为1.8m的嵌岩桩。过渡墩顶主桥箱梁下设2×GPZ(Ⅱ)4SX/DX盆式橡胶支座。2桥梁设计标准计算行车速度:80km/h。荷载:公路—Ⅰ级。桥宽:全桥按分离式路基设计，左右线桥宽布置为0.5m(护墙)+10.25m(行车道)+0.5m(护墙)。地震烈度:地震动峰值加速度等于0.05g，设防类别为B类。桥面横坡:单向3.0%(半幅桥)。3采用规程及规范《公路工程技术标准》(JTGB01-2003)；《公路桥涵设计通用规范》(JTGD60-2004)；《公路钢筋混凝土及预应力混凝土桥涵设计规范》(JTGD62-2004)；《公路桥涵地基与基础设计规范》(JTGD63-2007)；《公路工程抗震设计规范》(JTJ004-89)；《公路工程抗震设计细则》(JTG/TB02-01-2008)；《公路桥涵施工技术规范》JTJ041—2000；《公路桥梁抗风设计规范》JTG-TD60-01-2004；《公路路线设计规范》JTGD20—2006；《公路桥位勘测设计规范》JTJ062—91；《公路砖石及混凝土桥涵设计规范》JTGD61—2005；《公路桥涵钢结构及木结构设计规范》JTJ025—86；《公路水泥混凝土路面设计规范》JTGD40—2002；《公路沥青路面设计规范》JTGD50—2006；4主要计算内容及结论4.1主要计算内容本计算报告主要内容为:陛诏大桥主桥73+135+73m连续刚构桥上、下构施工及运营阶段的结构安全性计算。4.2主要计算结论(1)经过对陛诏大桥主桥73+135+73m连续刚构桥主梁、下构的施工及运营阶段的结构安全性计算，主桥主梁、下构及其基础等结构尺寸设计基本满足规范规定。(2)主梁承载能力极限状态计算:结构截面弯矩抗力大于承载能力极限组合弯矩内力，但1~5号节段受压区高度不足；结构截面弯剪抗力大于承载能力极限组合剪力内力，但1~2号节段抗剪截面最小尺寸不足。(3)主梁正常使用极限状态计算:按全预应力混凝土构件设计；纵桥向结构正截面抗裂计算满足规范关于全预应力混凝土构件的要求。(4)结构斜截面抗裂性能、施工阶段截面的混凝土压应力、正常使用极限状态跨中挠度、钢束拉应力及混凝土的压应力，满足规范关于全预应力混凝土构件的要求。(5)主桥墩身及其基桩截面强度、抗裂计算均满足规范的要求。5结构计算总体静力计算采用平面杆系有限元，主梁离散为平面梁单元。桥梁施工方式有节段悬浇、节段支架现浇等，总体计算按桥梁施工方式，根据混凝土浇注、张拉预应力钢束、施工桥面系、通车运营的施工流程划分计算阶段，对结构在施工阶段及运营阶段均进行承载能力极限状态和正常使用极限状态的计算。陛诏大桥主桥73+135+73m连续刚构桥结构采用我院开发的商用程序《桥梁计算综合程序》(BrgCal3.6)进行计算分析。5.1结构计算离散图73+135+73m连续刚构主梁及桥墩按照平面杆系理论简化，主梁对应的单元号依次为1～85，简化后结构离散图如下:BrgCal3.6计算模型5.2有关计算参数的选取5.2.1结构用材a)预应力系统纵桥向预应力材料为低松弛预应力钢绞线，标准强度＝1860MPa，弹性模量Ep＝1.95x105MPa，预应力束均采用Φs15.2钢铰线。b)非预应力钢筋:受力筋均采用HRB335普通钢筋。c)混凝土:主梁采用C50混凝土，墩身采用C50混凝土，承台采用C30混凝土，桩基采用C30混凝土。5.2.2有关计算参数的选取锚下控制张拉应力:σcon=0.75×fpk=1395MPa或0.72×fpk=1339.2MPa锚具变形与钢束回缩值(一端):△L＝6mm管道摩阻系数μ＝0.17管道偏差系数κ＝0.00155.2.3主要计算参数一期恒载按实际断面尺寸计取重量，箱梁混凝土容重按27.3kN/m3取值(考虑浇注时超方及齿板增重)，横隔梁按集中力施加在结构上。同时容重按规范规定的取值26kN/m3进行验算。二期恒载桥面现浇层8cm厚C50混凝土，容重25kN/m3；桥面铺装10cm厚沥青混凝土，容重24kN/m3；护栏为混凝土墙式护栏单侧重9.4kN/m。5.2.4活载桥梁设计荷载为公路—I级。汽车活载全桥按2车道布置。车道荷载分配系数=2×1×1.15＝2.3。汽车制动力合计:(10.5×281＋360)×10％×2＝662kN。5.2.5温度作用体系升、降温作用按照+24.1℃，-19.1℃考虑取值(合龙温度按15~20℃考虑)；梯度温差按《公路桥涵设计通用规范》(JTGD60—2004)4.3.10条规定的梯度温度计算，_正温差T1采用14℃，T2采用5.5℃，_反温差T1采用-7.0℃，T2采用-2.75℃。5.2.6支座不均匀沉降过渡墩处按15mm，主墩按20mm计算。5.2.7风力作用风力取值按:V10＝24.9m/s。当参与汽车荷载组合时，桥面高度处的风速取25m/s。5.3主要材料基本数据主梁混凝土及预应力各阶段强度指标(主要材料强度表)名称项目符号单位数值混凝土强度等级C50MPa50弹性模量MPa轴心抗压强度标准值MPa32.4轴心抗拉强度标准值MPa2.65轴心抗压强度设计值MPa22.4轴心抗拉强度设计值MPa1.83施工阶段最大压应力0.70MPa18.76最大拉应力1.15MPa2.76使用阶段最大压应力0.5MPa16.2最大拉应力0.7MPa1.855主压应力0.6MPa19.56主拉应力0.4Mpa1.06预应力钢绞线抗拉强度标准值MPa1860弹性模量MPa最大控制应力0.75MPa1395最大拉应力0.65MPa12095.4荷载组合计算运营阶段时考虑了4组温度变化、4组强迫位移、2组顺桥向风力、汽车制动力，计算过程中考虑了多种组合，最不利组合如下:组合1:恒载+汽车+汽车制动力+墩不均匀沉降+体系温度作用+梯度温差作用+顺桥向风力作用(不利则组合)5.5上构箱梁结构计算5.5.1上构箱梁持久状况正常使用极限状态计算a)箱梁在正常使用极限状态下截面上、下边缘混凝土压应力计算规范限值:使用阶段箱梁截面上缘最大压应力为15.9MPa(20号单元左)，下缘最大压应力为13.1MPa(27号单元左)，规范限值不超过0.5fck=16.2MPa，满足规范要求。但也应注意，标准值组合下的压应力偏大！主梁上缘应力包络图(标准值组合)主梁下缘应力包络图(标准值组合)b)正常使用极限状态下预应力钢束应力计算规范限值:σpe+σp≤0.65fpk=1209MPa运营阶段预应力钢束应力计算，所有钢束应力满足规范要求其中最大拉应力为1158MPa(41单元左截面)。c)箱梁在正常使用极限状态下混凝土主压应力计算规范限值:运营阶段箱梁截面最大主压应力为11.6MPa(20号单元左截面)，规范限值不超过0.6fck=19.44MPa，满足规范要求。d)箱梁正截面抗裂计算全预应力混凝土构件计算，分段浇筑结构短期效应组合下应力应满足:短期效应组合:运营阶段主梁各单元上、下缘在短期效应组合下均表现为压应力；满足规范全预应力混凝土构件要求。其中压应力最小储备情况为:12号单元的左截面上缘压应力为0.3MPa。按全预应力混凝土构件设计其短期效应组合下的上、下缘应力包络如图所示:组合1作用上缘应力包络图(全预应力混凝土构件计算)组合1作用下缘应力包络图(全预应力混凝土构件计算)e)箱梁斜截面抗裂计算按全预应力混凝土构件计算，规范限值:σtp≤0.40ftk=1.06MPa短期效应组合下，不考虑竖向预应力作用时，49号单元左截面上梗肋出现0.73MPa的最大主拉应力，满足规范要求。考虑竖向预应力作用后，更能满足满足规范斜截面抗裂要求。f)正常使用极限状态下箱梁跨中挠度计算可变荷载作用下(汽车荷载)箱梁跨中最大上挠度为3.5mm，最大下挠值为22.8mm，计入挠度长期增长系数1.425后，挠度值为1.425×(3.5＋22.8)=37.5mm，小于L/600=225mm，满足《公路钢筋混凝土及预应力混凝土桥涵设计规范》第6.5.3条对挠度的要求。5.5.2上构箱梁持久状况承载能力极限状态计算a)箱梁在使用阶段正截面抗弯承载力的计算计算结果显示，所有截面正截面抗弯承载力数值均大于承载能力极限组合结构内力。但1~5号节段受压区高度大于规范限值。正截面抗弯承载力验算图(红色为结构抗力)b)箱梁在使用阶段斜截面抗剪承载力的计算计算结果显示，上构箱梁在使用阶段斜截面抗剪承载力数值均大于承载能力极限组合结构内力。但1~2号节段截面抗剪最小尺寸验算不满足《桥规》第5.2.9条的相关规定。5.5.3上构箱梁短暂状况正常使用极限状态计算a)短暂状况应力计算短暂状况应力计算主要对构件在预应力和自重等施工荷载作用下截面边缘混凝土的法向应力进行计算。规范限值:(计算抗压容许应力时取用的施工阶段混凝土的抗压强度标准值按f'ck=0.8fck)时，预拉区应配置其配筋率不小于0.2%的纵向钢筋。计算结果显示，在第64施工阶段时(最大悬臂)，主梁法向压应力最大，最大值为12.43MPa，出现在第20号单元的左截面上缘；在第59施工阶段时(张拉14号节段钢束)，主梁法向拉应力最大，最大值为-0.08MPa，出现在第7号单元的左截面下缘；可见，各个施工阶段混凝土法向拉应力满足规范要求。5.6下部墩柱计算主墩柱在标准值组合、长短期组合下均不出现拉应力，无需计算裂缝宽度。墩柱底部最不利承载能力极限组合下的内力为:顺桥向最大弯矩Mx=17748kN·m，最大弯矩对应的轴力N=70054kN。考虑到系梁对薄壁墩有一定的约束作用，计算长度L0取为L=24m。按偏心受压构件计算，双向对称配筋。墩柱长边配两层48Φ2×32束筋，单侧配筋面积4×562.9cm2；根据规范对偏心受压构件要求:弯矩抗力:Mu=674377.252kN*m≥Nd×e=120397.061kN*m，满足要求！轴力抗力:Nu=392391.865kN≥Nd=70054.000kN，满足要求！5.7下部墩柱系梁计算双薄壁墩之间采用系梁连接虽可提高墩身的稳定性，但是系梁及系梁附近的墩柱极易在使用阶段开裂，本项验算着重考虑系梁的裂缝控制验算。系梁在长短期效应组合下最不利内力如下:短期效应:长期效应:经计算，裂缝宽度为0.08mm，数值较小，满足规范要求。5.8主墩承台配筋验算根据承台顶最不利内力(标准值组合)，利用群桩计算软件计算出主墩桩顶最大反力为:N=24533kN。承台底层配筋为4层99根Φ25钢筋，顶层为3层Φ25钢筋，经按照规范“撑杆-拉杆”方法验算，满足规范要求。经抗冲切验算，满足规范要求。5.9主墩桩基验算根据桩基底部嵌入中风化岩层不小于6m及岩石饱和单轴抗压强度不低于15MPa的设计要求，单桩承载能力满足要求。根据承台顶最不利内力(承载能力极限状态组合)，利用群桩计算软件计算出主墩桩顶最不利内力，按偏心受压圆形截面验算，经验算，配筋满足承载能力要求。5.10伸缩缝及支座选型标准值组合时主桥梁端水平位移量为-51mm~+55mm。考虑到引桥恻引桥的开、闭口量之和约为40mm(小桩号恻)与80mm(大桩号恻)，故过渡墩采用D240型伸缩缝是合理的。边支点标准值组合最大反力为6960kN，现边支点采用2×GPZ(II)4.0支座，可满足要求！6图纸中存在的问题6.1设计说明技术指标中应明确“桥梁设计基准期”、“耐久性设计环境类别”、“桥梁设计安全等级”、“坐标及高程系统”等内容；而“设计温度”一般不列入技术指标中。主要材料钢筋项，有关标准已经废除，请使用最新标准:HRB335钢筋的材质，应符合GB1499.2-2007《钢筋混凝土用钢带肋钢筋》的规定；HPB235(注:原R235)钢筋的材质，应符合GB1499.1-2008《钢筋混凝土用钢第1部分:热轧光圆钢筋》的规定。设计要点中关于封底(应表述为承台垫层)混凝土下的地基承载力的要求比较笼统，未考虑承台有悬空的现象。台有悬空时，由于山坡较陡未必能够采用填方法施工，而采用钢管支架施工或许是最好的方式，此时就不存在垫层地基承载力的要求了。结构受力分析中，设计合龙温度要求为10~15度，要求过于严格，根据桥址处气候环境，取为15~20度较为合理。此时整体升降温分别为:升温24.1度，降20.1度。结构受力分析中，设计基本风速“V0=24.9m/s”应记为。说明中预应力张拉龄期要求“砼强度达设计强度90%”应表述为“混凝土强度等级达设计强度等级90%”。下部结构施工中，“基底岩石单轴抗压强度”是否应为“基底岩石单轴饱和抗压强度”。6.2图纸部分S4-4-6中箱梁立面跨中梁高应标注为300+9.75；主桥平面处于圆曲线上，建议一般构造图给出各梁段顶、底板内外侧边线及箱梁中心线的弦长，以方便施工单位立模；S4-4-9中横向预应力钢束固定端锚具建议采用造价较低、施工方便的H型锚具。S4-4-13中LB03钢束一端采用P型固定端，是否有必要？采用P型锚具后，浇注10号节段时LB03钢束就应预埋，至其张拉，前后经历7个节段的施工时间，钢绞线的防腐很成问题。S4-4-13中W钢束仅单排布置，虽有利于腹板混凝土的浇筑，但造成W钢束的效率降低，是导致主梁超筋的因素之一。建议W钢束双排布置，同时调整竖向预应力的布置，避免与W钢束干扰。S4-4-15中边跨底板合龙束在过渡墩恻的弯起设置不合理，其全部集中于边跨现浇段处弯起，弯起预应力束对箱梁腹板抗剪的改善作用未能照顾到边跨合龙段及其附近的悬浇节段。故建议此处进行优化。S4-4-16箱梁梁高按1.6次抛物线变化，造成跨中底板下缘曲线等效弯曲半径仅190m，而跨中底板钢束采用15-22的大规格钢束，故单根钢束的径向力是同等跨径桥梁的约2倍，增加了底板局部崩裂的可能性。S4-4-76~81中要求边、中跨部分合龙钢束在桥面调平层及护墙施工之后张拉，施工组织较为繁琐；从结构受力上看，其降低了合龙钢束的效率。S4-4-93~97建议腹板竖筋N11A~14A、N11B~14B采用闭合箍筋。S4-4-98~116建议腹板竖筋采用闭合箍筋，建议腹板竖筋的直径取为20mm。S4-4-98~104中N1、N8长度有误，N10、N10A根数有误。S4-4-118中“原箱梁普通钢筋N15”是否应为“原箱梁普通钢筋N12”？S4-4-120中采用内刚性支撑，在混凝土的徐变效应作用下，其消耗了合龙钢束施加到混凝土上的预压力，不甚合理。建议采用可拆除的外刚性支撑。S4-4-139~141建议墩柱外轮廓角点处采用R=5cm或R=10cm进行倒角。S4-4-139根据计算结果，设置一道柱墩系梁即可满足主墩受力及稳定需要。为方便施工，加快下构工程进度，建议取消一道系梁。系梁与墩柱间的倒角偏小，建议加大。S4-4-139注意到地面线较为陡峭，建议主墩桩基的长度适当优化，即靠近沟底恻桩长适当加长，山坡侧在保证嵌岩深度的情况下可适当减短。S4-4-141请明确支座垫石中心高度。S4-4-155S4-4-156承台顶、底层主筋均为两层网片紧贴于一起布置，不利于主筋与混凝土紧密粘结，建议两层主筋网片间隔15cm布置。S4-4-157单根水冷管长度偏长。S4-4-158S4-4-159建议桩基底部主筋向内15度弯曲，形成内缩喇叭管状，以利于桩基钢筋笼的吊放。7附件(程序计算图表)7.1具有代表意义的施工阶段应力图表7.1.1最大悬臂状态应力图:7.1.2边跨合龙后应力图:7.1.3中跨合龙后应力图:7.1.4二期荷载施加后应力图:7.1.5十年徐变后应力图:7.2正常使用极限状态标准值组合(计预加力)应力包络图正常使用极限状态标准值组合(计预加力)应力表单元编号位置上缘Max上缘Min下缘Max下缘Min1i端3.494-1.7470.4-0.21j端6.0580.7187.5516.8152i端6.0110.6657.4316.6982j端6.2790.6127.4436.4013i端6.2810.6117.4636.4263j端7.2730.5517.835.7914i端7.2680.5447.8765.8424j端8.0560.5867.7224.9925i端8.0850.5737.7234.9995j端10.4541.5767.7363.3496i端10.5311.5287.7573.3556j端11.81.9088.5942.9027i端11.9211.8488.6012.8887j端11.7671.23510.4844.0878i端11.9141.16910.4724.058j端12.6461.79511.8335.2069i端12.8221.7411.8015.159j端13.6572.70411.2984.74610i端13.8732.66711.2824.71810j端13.993.13910.2074.1511i端14.2213.11810.1954.12911j端13.3822.66510.2454.59612i端13.5872.6410.2374.56812j端13.7093.19610.0264.81213i端13.8613.14810.0364.80413j端13.9963.60610.8966.00114i端14.1233.56410.9075.99714j端14.3474.08811.5566.94915i端14.4734.05211.5666.94615j端14.6894.54812.1147.77216i端14.8184.52112.1237.76916j端14.9474.87812.6858.54617i端15.0744.85512.698.53917j端15.1875.17213.0849.12118i端15.3195.1613.0929.11718j端15.4355.46613.4349.62619i端15.5655.45813.4419.62319j端15.6495.72513.69810.04120i端16.0245.94713.72610.0620j端15.0235.4159.9647.03321i端15.1775.4829.96.96821j端14.5624.76610.5567.52922i端14.574.90810.4147.51822j端14.6115.16110.2517.54923i端14.6135.16310.2587.55623j端14.3955.23410.2627.75924i端14.4215.23410.2457.7724j端13.9484.96910.4518.16325i端13.9644.98510.4418.15325j端13.5534.6810.658.46226i端13.6664.44710.9138.28926j端14.3345.2110.2187.67927i端14.185.14310.2817.74127j端15.0915.6614.06410.94328i端14.7145.43614.03710.92628j端14.7125.2813.67210.43829i端14.5735.27813.66610.44429j端14.5725.10713.1929.8430i端14.4285.10713.1869.84630j端14.4744.96612.619.11231i端14.3324.97312.6079.12131j端14.3974.83911.8118.15332i端14.254.84811.8048.15932j端14.2754.66410.9147.08533i端14.1264.67710.9067.09133j端14.1984.5259.8355.82134i端14.0514.5489.8265.82734j端13.8954.1629.9755.77335i端13.7144.1829.9825.79835j端14.0384.1989.775.30836i端13.8334.2249.7815.3436j端14.2344.2959.3294.59237i端13.9964.3129.3424.61637j端14.7234.6589.6344.43838i端14.4914.6789.6454.46138j端14.794.6179.1753.6939i端14.5964.6549.1923.73139j端14.8514.5298.8353.01440i端14.6844.5788.8483.04940j端14.8374.4128.4072.3341i端14.6954.4538.3842.32741j端14.8714.3979.052.89842i端14.7984.4489.032.89342j端14.5284.1558.0441.98643i端14.5834.2547.5141.46243j端14.5884.2597.491.43844i端14.5334.168.0211.96344j端14.8034.4539.0082.87145i端14.8764.4029.0272.87545j端14.6994.4578.3642.30746i端14.8414.4168.3872.3146j端14.6874.5818.8293.0347i端14.8554.5338.8152.99447j端14.5984.6569.1813.7248i端14.7914.6189.1633.67848j端14.494.6779.644.45649i端14.7234.6589.6294.43349j端13.9954.3119.344.61450i端14.2334.2949.3264.58950j端13.8314.2229.7815.3451i端14.0364.1969.7695.30751j端13.7134.1819.9825.79852i端13.8934.169.9755.77352j端14.0494.5469.8295.8353i端14.1964.5239.8375.82353j端14.1244.67510.9087.09354i端14.2734.66210.9167.08754j端14.2484.84611.8068.16155i端14.3954.83711.8138.15555j端14.334.97112.6099.12356i端14.4724.96412.6129.11456j端14.4265.10513.1889.84857i端14.575.10513.1959.84357j端14.5715.27613.66810.44658i端14.715.27813.67510.44158j端14.7125.43414.03910.92859i端15.0895.65814.06610.94659j端14.1785.14110.2837.74360i端14.3335.20910.2197.6860j端13.6654.44610.9158.29161i端13.554.67710.6528.46461j端13.9624.98310.4428.15462i端13.9454.96610.4528.16462j端14.425.23310.2467.77163i端14.3945.23310.2637.7663j端14.6145.16410.2577.55564i端14.6125.16210.2517.54964j端14.5714.90910.4147.51865i端14.5624.76610.5577.5365j端15.1765.4819.96.96966i端15.0235.4159.9637.03366j端16.0235.94613.72710.06167i端15.6485.72413.69910.04267j端15.5645.45713.4429.62468i端15.4345.46513.4359.62768j端15.3185.15913.0939.11869i端15.1865.17113.0849.12169j端15.0754.85512.6918.5470i端14.9484.87812.6868.54770j端14.8174.5212.1247.7771i端14.6894.54812.1157.77371j端14.4734.05211.5676.94772i端14.3464.08711.5576.9572j端14.1233.56410.9075.99673i端13.9973.60710.8976.00173j端13.863.14610.0374.80574i端13.7093.19610.0274.81374j端13.5852.63810.244.57175i端13.382.66310.2494.675j端14.223.11710.24.13476i端13.9893.13810.2114.15476j端13.8722.66611.2874.72377i端13.6552.70211.3034.75177j端12.8211.73911.85.1578i端12.6461.79511.8335.20678j端11.9161.17110.4634.04179i端11.7691.23710.4754.07779j端11.9221.8498.5932.8880i端11.8011.9098.5892.89780j端10.5271.5247.7713.36981i端10.451.5727.753.36381j端8.0810.5697.7365.01282i端8.0540.5847.7315.00182j端7.270.5467.8685.83483i端7.2750.5537.825.78183j端6.2840.6147.4516.41484i端6.2810.6147.4316.38984j端6.0130.6677.4196.68685i端6.060.727.5396.80385j端3.494-1.7470.4-0.27.3全预应力构件抗裂验算结果全预应力构件抗裂验算结果表单元编号短期效应左截面短期效应右截面11.398-0.5842-0.542-0.5303-0.529-0.5484-0.542-0.5895-0.578-1.2966-1.258-1.3497-1.301-0.5108-0.457-0.6069-0.562-0.96710-0.937-0.97011-0.953-0.25012-0.230-0.35213-0.314-0.44814-0.414-0.61815-0.589-0.78816-0.766-0.87017-0.852-0.94118-0.931-1.02519-1.018-1.09120-1.268-1.20421-1.258-0.52322-0.733-0.94623-0.948-1.02024-1.017-0.79525-0.808-0.54926-0.235-1.01127-0.957-1.00628-0.827-0.84629-0.844-0.86330-0.863-0.91931-0.924-1.00032-1.007-1.05733-1.067-1.16034-1.179-1.09735-1.113-1.44736-1.468-1.87237-1.885-2.52138-2.537-2.88439-2.914-2.81940-2.847-1.86341-1.861-2.01542-2.011-1.15943-0.740-0.72144-1.141-1.99445-1.997-1.84546-1.847-2.83247-2.803-2.91548-2.885-2.53649-2.521-1.88550-1.871-1.46651-1.445-1.11352-1.096-1.17753-1.159-1.06554-1.055-1.00555-0.998-0.92256-0.917-0.86157-0.861-0.84358-0.844-0.82559-1.004-0.95660-1.010-0.23461-0.546-0.80662-0.793-1.01763-1.019-0.94964-0.947-0.73465-0.523-1.25766-1.204-1.26867-1.090-1.01768-1.024-0.93169-0.940-0.85270-0.871-0.76571-0.788-0.58972-0.617-0.41473-0.449-0.31274-0.352-0.22875-0.248-0.95276-0.969-0.93777-0.966-0.56278-0.606-0.45979-0.512-1.30280-1.350-1.25581-1.293-0.57582-0.587-0.54483-0.549-0.53184-0.531-0.54385-0.5861.3987.4全预应力构件斜截面抗裂验算结果斜截面抗裂验算结果表(短期效应组合下)单元编号左截面上梗肋左截面下梗肋右截面上梗肋右截面下梗肋1-0.665-0.230-0.588-0.2582-0.297-0.124-0.229-0.0993-0.248-0.108-0.284-0.1474-0.390-0.204-0.370-0.2235-0.283-0.170-0.066-0.0536-0.173-0.107-0.231-0.1457-0.358-0.224-0.366-0.1968-0.412-0.221-0.449-0.2389-0.467-0.248-0.483-0.28510-0.498-0.294-0.408-0.26111-0.453-0.290-0.493-0.30512-0.488-0.302-0.505-0.34813-0.541-0.376-0.447-0.29814-0.470-0.313-0.444-0.30415-0.468-0.322-0.467-0.33416-0.495-0.354-0.482-0.35717-0.502-0.372-0.460-0.35518-0.484-0.375-0.469-0.38219-0.494-0.404-0.441-0.37620-0.306-0.268-0.091-0.13321-0.167-0.244-0.219-0.28622-0.058-0.083-0.034-0.05023-0.030-0.044-0.039-0.06224-0.043-0.068-0.092-0.13425-0.099-0.145-0.142-0.19326-0.265-0.320-0.204-0.27727-0.117-0.159-0.378-0.31228-0.535-0.426-0.590-0.46329-0.568-0.439-0.579-0.44230-0.558-0.419-0.597-0.44831-0.582-0.431-0.585-0.44332-0.562-0.419-0.553-0.42333-0.534-0.402-0.550-0.43634-0.533-0.418-0.597-0.44635-0.603-0.443-0.615-0.45936-0.632-0.463-0.584-0.44637-0.578-0.435-0.732-0.57238-0.718-0.557-0.706-0.56539-0.684-0.544-0.585-0.48340-0.592-0.488-0.538-0.46441-0.488-0.421-0.368-0.30942-0.223-0.188-0.122-0.11443-0.042-0.042-0.043-0.04444-0.125-0.118-0.230-0.19345-0.378-0.318-0.502-0.43146-0.550-0.475-0.610-0.49847-0.599-0.493-0.703-0.55248-0.722-0.573-0.739-0.56449-0.749-0.578-0.591-0.44750-0.598-0.460-0.636-0.47651-0.623-0.471-0.603-0.45152-0.597-0.454-0.533-0.42353-0.550-0.444-0.534-0.40454-0.553-0.424-0.562-0.42055-0.585-0.443-0.582-0.43256-0.597-0.449-0.558-0.42057-0.579-0.442-0.568-0.43958-0.590-0.463-0.535-0.42659-0.378-0.312-0.118-0.15960-0.204-0.277-0.265-0.32061-0.142-0.194-0.099-0.14562-0.092-0.135-0.043-0.06863-0.039-0.062-0.030-0.04464-0.034-0.050-0.058-0.08265-0.219-0.286-0.167-0.24466-0.091-0.133-0.306-0.26867-0.441-0.376-0.494-0.40468-0.468-0.382-0.484-0.37669-0.459-0.355-0.502-0.37270-0.482-0.357-0.495-0.35471-0.467-0.334-0.468-0.32272-0.444-0.304-0.470-0.31473-0.447-0.298-0.541-0.36374-0.505-0.339-0.488-0.30275-0.494-0.305-0.453-0.29076-0.408-0.260-0.498-0.29477-0.483-0.285-0.467-0.24878-0.449-0.238-0.411-0.22179-0.366-0.196-0.357-0.22580-0.231-0.145-0.173-0.10781-0.066-0.053-0.283-0.16982-0.370-0.223-0.390-0.20483-0.284-0.147-0.250-0.10984-0.230-0.100-0.299-0.12585-0.587-0.258-0.665-0.2407.5全预应力构件斜截面抗裂验算结果承载能力极限状态组合1内力表单元编号位置最大M最小M最大Q最小Q1i端0.06-0.020.03-1607.251j端-151.49-1552.95-373.79-20__.132i端-183.68-1579.777373.272308.812j端5289.03346.096949.9420__.423i端5230.69297.386949.5820__.553j端21323.765011.355526994.334i端21164.564878.725525.97994.364j端30436.116585.874477.13169.15i端30385.716543.794477.12169.15j端43022.144458.552410.29-20__.856i端42894.44352.152410.29-20__.866j端45513.93-6936.44404.11-4301.517i端45477.85-6966.38404.06-4301.577j端39222.64-28599.94-1609.28-6633.768i端39270.08-28560.56-1609.22-6633.688j端23191.9-59937.51-3640.95-9026.589i端23527.19-59658.21-3640.98-9026.619j端-2373.04-101018.97-5702.1-11489.710i端-20__.89-100739.7-5702.09-11489.6710j端-37745.12-152336.62-7848.89-14086.6511i端-37466.83-152104.74-7848.9-14086.6911j端-83526.1-214724.06-10096.93-16832.4612i端-83194.89-214448.24-10096.81-16832.312j端-139636.99-288872.54-12416.19-19687.5413i端-139573.55-288819.86-12416.39-19687.713j端-190354.44-355757.12-14276.07-21989.8714i端-190297.82-355709.74-14275.92-21989.8314j端-247219.53-430861.16-16189.82-24368.2115i端-247117.89-430776.35-16189.88-24368.1415j端-310324.46-514380.49-18162.51-26826.9116i端-310226.46-514298.73-18162.57-26827.0116j端-380033.35-608296.76-20198.17-29370.1917i端-379965.87-608240.6-20197.95-29369.9517j端-456648.5-711993.55-22300.65-320__.4618i端-456541.04-711903.88-22300.87-320__.7718j端-540283.67-825356.25-24474.6-34725.419i端-540142.02-825238.14-24474.75-34725.3619j端-631320.81-948520.26-26721.88-37544.7420i端-588519.25-912852.51-26722.55-37545.6720j端-602427.79-934382.14-27234.25-38190.7221i端-652641.96-976226.22-27234.4-38190.3621j端-692135.41-1029613.64-28376.33-39622.5122i端-692635.18-1015372.588213.19-11398.1922j端-696873.61-1013435.866854.87-12604.3623i端-696933.87-1013486.176854.92-12605.3823j端-708440.7-1023369.134761.79-15091.7724i端-708461.98-1023349.494761.86-15091.7824j端-725162.06-10420__.272683.56-17592.9425i端-725099.72-1041962.62683.02-17593.3625j端-736106.94-1055132.661525.65-19000.4726i端-724764.08-1079156.1641761.0230590.7626j端-682731.8-1022764.5440331.8329449.227i端-632517.22-980918.4140329.629447.5827j端-617175.64-958004.7939686.2428936.0528i端-659974.3-993670.3739689.6128939.1128j端-562369.88-862784.8536878.1326718.8529i端-562511.3-862902.6236877.9726718.6929j端-472286.67-741873.4834163.0524577.8530i端-472394.51-741963.2134162.8624577.6930j端-388364.81-630251.5931540.852251331i端-388432.28-630307.6831540.8822513.0631j端-311378.38-527905.1929008.0420499.5532i端-311475.83-527986.2829007.9620499.4332j端-241114.49-434315.2226560.4818550.2233i端-241215.46-434399.326560.6118550.4233j端-177216.04-349255.4324194.4516664.0334i端-177256.34-349288.8924194.3416663.9234j端-119349.62-272267.1821905.4314836.435i端-119703.39-272561.9721905.5114836.4935j端-54183.29-185324.6719068.9512566.3236i端-54551.42-185631.3519068.9612566.3136j端1415.28-11111216343.7910377.4737i端989.79-111466.5916343.8710377.5737j端47812.84-49165.113769.478301.438i端47448.62-49468.613769.478301.438j端85614.931244.8811330.936323.9239i端85287.51971.9511330.966323.9339j端115054.1939596.48964.354390.2940i端114850.8439426.988964.334390.2740j端136694.9167304.926659.592490.7141i端136512.61671536659.592490.7141j端152562.9482468.324405.49614.7842i端152535.5282445.474405.52614.842j端158796.989280.142161.06-1272.2243i端158871.6189342.392161.08-1272.2343j端158856.4189327.621257.31-2175.9944i端158788.2989270.871257.27-2176.0144j端152457.6782368.6-629.72-4420.4445i端152483.1782389.87-629.68-4420.3945j端136361.7967005.47-2505.6-6674.4946i端136548.2267160.81-2505.65-6674.5446j端114631.5939212.36-4405.2-8979.2647i端114838.9739385.18-4405.18-8979.2247j端85000.85691.33-6338.81-11345.8248i端85332.18967.47-6338.79-11345.8248j端47093.12-49816.93-8316.28-13784.3649i端47462.43-49509.17-8316.31-13784.3949j端566.42-111881.61-10392.47-16358.7750i端996.15-111523.45-10392.55-16358.950j端-55041.94-186112.43-12581.36-19084.0551i端-54669.56-185801.99-12581.13-19083.7551j端-120261.49-273109.4-14851.31-21920.3152i端-119907.5-272814.41-14851.61-21920.7452j端-177867.35-349888.23-16679.13-24209.6553i端-177826.57-349854.24-16678.94-24209.3953j端-241878.52-435049.81-18565.32-26575.5454i端-241777.08-434965.08-18565.24-26575.4554j端-312191.74-528688.44-20514.47-29022.9755i端-3120__.16-528607.09-20514.48-29022.9655j端-389200.2-631060.91-22527.97-31555.7956i端-389133.12-631005.22-22528.01-31555.8456j端-473215.27-742768.27-24592.7-34177.8557i端-473108.15-742679.32-24592.71-34177.957j端-563384.67-863759.49-26733.56-36892.8158i端-563243.92-863642.34-26733.38-36892.6658j端-660899.57-994578.28-28953.63-39704.1559i端-618099.72-958911.94-28953.85-39705.9859j端-633456.4-981839.58-29465.34-40349.360i端-683668.52-1023683.52-29465.01-40347.7360j端-725722.13-1080096.39-30606.58-41776.9261i端-736532.7-1055540.9619076.6-1447.5761j端-725416.08-1042262.5217669.49-2604.9362i端-725478.8-1042314.4517669.65-2604.8562j端-708583.68-1023458.2315168.47-4683.1663i端-708564.17-1023479.5215168.41-4683.263j端-696860.54-1013403.312682.04-6776.364i端-696800.49-1013352.7412681.05-6776.7764j端-692451.01-1015180.8111474.91-8135.1265i端-691431.12-1028901.1939610.6628364.7465j端-651951.95-975528.8638178.5627222.8166i端-601737.05-933684.638178.2827221.766j端-587831.21-912159.3337533.3226710.0167i端-630631.48-947827.2137534.1326711.2467j端-539489.76-824581.8834714.7124464.0768i端-539630.81-824699.5634714.692446468j端-455925.26-711284.6931991.0922290.3169i端-456033.04-711374.5331991.1122290.369j端-379386.08-607657.3529359.620187.5970i端-379454.03-607713.9229359.5220187.6270j端-309683.91-513752.4326816.3418152.0171i端-309781.86-513834.0226816.5418152.1571j端-246611.23-430265.8124357.7816179.5472i端-246713.27-430351.0724357.5516179.2672j端-189827.94-355236.1521979.1714265.3673i端-189884.82-355283.8721979.314265.5473j端-139140.43-288383.1619677.1412405.8474i端-139204.14-288436.3519677.212405.974j端-82808.39-214058.3416821.9610086.5175i端-83140.26-214334.9816821.8610086.4275j端-37130.56-151765.214076.137838.4276i端-37405.84-151994.5614076.227838.5176j端-1748.94-100448.1311479.255691.7177i端-20__.5-100724.3511479.125691.5977j端23768.99-59413.779016.033630.4778i端23437.75-59689.849016.053630.4978j端39461.93-28365.956623.141598.7679i端39422.44-28398.846623.171598.7879j端45629.25-6813.894290.98-414.5880i端45653.34-6793.884290.96-414.5980j端43003.544461.1520__.31-2420.7681i端43127.944564.7720__.3-2420.7581j端30442.036600.52-179.63-4487.5982i端30513.216659.93-179.54-4487.6182j端21194.44910.1-1004.78-5536.4383i端21366.555053.63-1004.91-5536.4283j端5239.08305.97-20__.13-6960.0384i端5297.2354.29-20__.49-6959.8284j端-183.57-1579.6-2318.88-7383.1485i端-151.27-1552.8220__.83373.5985j端-0.12-0.181607.01-0.23承载能力极限状态弯矩抗力计算结果表单元编号左截面最大M左截面最小M右截面最大M右截面最小M备注10061844.66-60969.45右抗力满足;264711.72-62251.1766904.06-60051.34左抗力满足;右抗力满足;366929.33-60048.8674701.27-56288.14左抗力满足;右抗力满足;474669.47-56315.8575462.65-55930.61左抗力满足;右抗力满足;575478.43-55908.0677611.25-75375.39左抗力满足;右抗力满足;677409.12-75346.0281745.61-98602.05左抗力满足;右抗力满足;781210.05-98639.43920__.66-119390.69左抗力满足;右抗力满足;892355.58-119490.9199384.79-166382.07左抗力满足;右抗力满足;9100374.94-168329.8885471.78-224964.99左抗力满足;右抗力满足;1086058.92-229438.6869087.57-296876.63左抗力满足;右抗力满足;1169001.61-301911.1651487.55-357531.32左抗力满足;右抗力满足;1251462.96-363341.20-451887.1左抗力满足;右抗力满足;130-459136.850-539248.83左抗力满足;右抗力满足;140-547165.720-637667.9左抗力满足;右抗力满足;150-644771.740-744807.73左x>ξh0右x>ξh0160-750779.770-860674.87左x>ξh0右x>ξh0170-864293.110-986068.25左x>ξh0右x>ξh0180-989465.960-1123479.54左x>ξh0右x>ξ320-1271788.21左x