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南天门 大桥 施工图 设计

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南天门大桥施工图设计,南天门,大桥,施工图,设计

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南天门大桥施工图设计11 设计基本资料1.1 技术标准桥跨布置：70+105+70，施工方法为悬臂施工;设计荷载：公路-II 级；桥面组成：全桥 2 车道，全桥宽 12m桥面横坡：双向 2%；结构重要性系数：1.1。1.2 材料规格混凝土规格：主梁采用 C50 混凝土，墩台采用 C40 混凝土。预应力钢绞线：直径为 15.2mm，截面积为 139mm2，标准强度 fpk=1860MPa,弹性模量 Ep=1.95105MPa。预应力管道：采用预埋圆形塑料波纹管成型。普通钢筋：R235、HRB335 钢筋标准营符合 GB 13013-1991 和 GB 1499-1998 的规定。凡钢筋直径大于等于 12mm 者，均采用 HRB335 热轧带肋钢筋；凡钢筋直径小于等于12mm 者，均采用 R235 热轧带肋钢筋，钢板应符合 GB 700-88 规定的 Q235 钢板。桥面铺装：沥青表面处治后 2cm,C25 混凝土垫层厚 8cm，防水层 1cm，2%横坡 C40混凝土三角垫层。伸缩缝：全桥伸用 200mm 的模缩缝采数式橡胶伸缩缝。1.3 设计计算依据公路工程技术标准(JTG B01-2003)。公路桥涵设计通用规范(JTG D60-2004) (以下均简称为通规)。公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004) (以下均简称为公预规)。南天门大桥施工图设计21.4 通航水位无通航要求1.5 支座强迫位移根据公路桥涵地基与基础设计规范要求，考虑桥主墩及桥台分别下沉 1.5cm。1.6 基本计算数据1 混凝土、C50 混凝土（用于主梁及桥墩盖梁）弹性模量：41045. 3Mpa，剪变模量：41038. 1Mpa轴心抗压强度设计值：cdf=22.4 Mpa，轴心抗拉强度设计值：tdf=1.83 Mpa泊松比：0.2，线膨胀系数:C/101.05容重：=26.0 kN/3m、C40 混凝土（用于墩台）弹性模量：41025. 3Mpa，剪变模量：4103 . 1Mpa轴心抗压强度设计值：cdf=18.4 Mpa，轴心抗拉强度设计值：tdf=1.65 Mpa泊松比：0.2，线膨胀系数:C/101.05容重：=25.03kN/m、桥面沥青混凝土铺装 =24.03/mkN。2 普通钢筋、HPB235 钢筋：抗拉设计强度sdf195 MPa，标准强度skf235 Mpa，弹性模量sE2.1510Mpa。、HRB335 钢筋：抗拉设计强度sdf280 MPa，标准强度skf335 Mpa，弹性模量sE2.0510Mpa。南天门大桥施工图设计33 预应力钢材、预应力钢绞线、波纹管采用符合预应力混凝土用钢绞线 （GB/T 5224-2003）中规定的预应力钢绞线。a.标准抗拉强度： 1860 MPab.弹性模量： 1.95105 Mpac.钢绞线的公称直径：s15.2mmd.钢绞线公称面积：1392mme.预应力波纹管摩阻系数：0.15.预应力波纹管管道局部偏差系数：0.0015、预应力钢绞线锚具a.锚具内缩量：6mm。b.锚口摩阻损失：2.52 方案设计与比选截面形式： 翼缘板端部厚度设计为 0.3m,翼缘板端部厚度设计为 0.6m, 悬臂长度为 2.5m;顶板厚 0. 30 m, 底板厚 0. 35 m-0.70m ，符合构造要求。预应力混凝土连续箱梁腹板宽度取 0.5m-0.95m，本方案顶板与腹板接头处设置梗腋设计成 0.60.3m.方案一： （70+105+70）m 预应力混凝土变截面连续箱梁桥施工方法： 采用悬臂浇筑施工， 这种方法是在桥墩两侧对称逐段就地浇筑混凝土，待混凝土达到一定强度后，张拉预应力筋，移动机具、模板继续施工。图 1 桥梁孔径布置 单位（cm)南天门大桥施工图设计4图 2 结构构造图 单位（cm)方案二： （549）预应力混凝土等截面连续箱梁桥施工方法：采用悬臂浇筑施工，先在主墩上浇筑墩顶上面的零号块件，并用预应力筋及临时垫块将梁体与墩自身作临时锚固， 然后采用施工挂篮向桥墩两侧分节段地进行对称平衡悬臂施工。图 3 桥梁孔径布置 单位： （cm)南天门大桥施工图设计5图 4 结构构造图 单位： （cm)方案三： （549）m 预应力混凝土简支 T 型梁桥施工方法：采用预制拼装法施工，即先预制 T 型梁，然后用大型机械吊装的一种施工方法。图 5 桥梁孔径布置 单位（cm)南天门大桥施工图设计6图 6 结构构造图 单位（cm)方案比选：通过对比各方面的性能选出最合适的方案，以下为各个方案的适用性，受力性能，经济性，美观性。我们通过这些性能的对比，根据桥梁所在地的地形，气候， 地质条件，通航要求等，进行对比。下表为各个方面的优缺点表格性能方案一方案二方案三适用性行车平顺舒，抗震能力强。使用变截面可以提高桥下净空。跨越能力相对较大，结构刚度大，行车较为舒适，因为是悬臂施工，所以支架较少。建桥速度快，工期短，变形较大，抗震能力一般，对地基要求低。受力性能主梁采用不等跨截面设计，可以降低跨中设计弯矩，也有余力适应支点截面剪力很大的要求。受力相对合理，由于支点处产生的负弯矩导致了跨中弯矩不会很大。支 点 的 负 弯 矩 较大，温度变化，收缩徐变等对桥梁内里变化的影响较小。南天门大桥施工图设计7所以通过分析各个方案，选择方案一最为合适。方案一为变截面连续梁桥， 连续梁跨径的布置一般采用不等跨的形式。如果采用等跨布置，则边跨内力将控制全桥设计，这样是不经济的。此外，边跨过长，削弱了边跨刚度，将增大活载在跨中截面的弯矩变化幅值，增加预应力赎筋数量。另外从预应力混凝土连续梁的受力特点来分析， 连续梁的立面使用变高度的布置比较好。连续梁在恒载和活载的作用下，支点截面会出现比较大的负弯矩，从绝对值来看，支点截面的负弯矩一般会大于跨中截面的正弯矩， 所以一般采用变截面连续梁能较好地符合梁的内力分布规律，所以选择方案一。3 根据结构受力特点进行尺寸拟定及毛截面几何特性计算3.1.1 设计特点及受力特点1.设计特点。本桥上部结构为三跨预应力混凝土连续梁桥，采用分段悬臂浇筑的方式施工，预应力混凝土连续梁桥采用悬臂施工法需在施工中进行体系转换， 经过一系列施工阶段逐渐形成最终的连续梁体系。在各个阶段，可能具有不同的静力体系，其中包括安装单元、拆除单元、张拉预应力、移动挂蓝等荷载工况，因此恒载能力计算时必须精确模拟各个施工阶段。桥梁的恒载内力由于各个施工阶段的内力叠加而成，显然对于不同的施工方法桥梁的恒载内力是有很大区别。汽车荷载、人群荷载和温度、墩台沉降等作用在成桥以后发生，与施工方法无关。由于计算复杂，采用 Midas 设计计算。经济性采用变截面梁高，可以节省材料，减轻自重，所以较为经济。由于是等截面连续梁桥，导致材料得不到充分利用，较为浪费T 梁的结构可以减少混凝土的用量，施工方法较简单，成桥后养护次数相对较少美观性桥梁外形美观构造简单构造简单是否采用采用弃用弃用南天门大桥施工图设计82受力特点采用悬臂施工的连续梁，在施工阶段中会出现T型刚构受力状态，合拢后形成连续梁桥，恒载产生的内力有各个施工阶段产生的内力迭加而成。由于合龙段较短，其产生的内力一般较小，故T型刚构受力状态为主要部分。对悬臂施工连续梁桥，合龙后根部负弯矩很大，而跨中弯矩则很小；二期恒载加上去以后，根部弯矩将会增大，中跨承受较小的正弯矩。所以，在截面尺寸拟定时，应该根据弯矩的分布特点，来增大主梁根部处的抗弯刚度，用来提高截面下缘的承压能力。在悬臂施工时，浇筑一节段梁体后，等混凝土达到一定强度后张拉此段钢束。梁体自重会产生负弯矩，而预应力钢束则产生正弯矩，二者结合使得梁体基本处于偏心受压受力状态，其轴向力非常大，抗剪强度一般不成问题，而最小正压力又较大，故主拉应力也易满足，所以可不设下弯配索。否则，可微弯纵向束，设置竖向预应力筋。3.1.2 结构尺寸的拟定变截面连续梁桥支点截面梁高支H约为（1/16-1/18）L（L 为中间跨长） ，一般不小于 l/20，跨中梁高中H约为（1/1.5-1/2.5）支H。在这里支点截面梁高为 6m，跨中梁高为 3m。单箱单室截面悬臂端的长度与箱梁底宽之比在 1:(2.5-3)之间横向受力状态比较好，故取悬臂长度为 2.5m，箱梁底宽为 7m。箱梁底板厚度随负弯矩的增大而逐渐加厚至根部，根部底板厚度与主跨之比宜为1/140-1/170，跨中区域底板厚度可按构造要求设计，一般为 0.22-0.28m，在这里支点底板厚度取 70cm，跨中底板厚度取 35cm，顶板厚度取 30cm。腹板厚度根据计算，支点取 95cm，跨中取 50cm，翼板端部厚度取 30cm，根部厚度取 60cm， ，梗腋采用 2:1，为3060cm。本设计需要在箱梁支承处内设横隔板，在支点处设置厚为 16cm 的横隔板，跨中段不设置横隔板。南天门大桥施工图设计9主截面尺寸如图：图 3.13.2 毛截面几何特性计算毛截面几何特性是计算结构内力、配束及变形计算的基础。由于结构对称，故只需要列出计算的 1-22 号截面：节点号截面高度(m)截面面积(m2)截面抗弯惯距(m4)截面中性轴高度(m)10.0009.51012.6651.76324.0009.51012.6651.76338.0009.51012.6651.786412.0009.51012.6651.763516.0009.51012.6651.763618.0009.51012.6651.763722.0009.79313.4501.786826.00010.19315.0331.837930.00010.69217.3371.9011034.00011.28420.4271.9951138.00011.96824.4192.0951241.00012.54228.0992.1791344.00013.16932.4532.2691447.00013.84937.5752.3651550.00014.58543.5662.4671653.00015.37550.5432.575南天门大桥施工图设计10节点号截面高度(m)截面面积(m2)截面抗弯惯距(m4)截面中性轴高度(m)1756.00016.22258.6362.6881859.00017.12667.9902.8071962.00018.08878.7652.9322065.00019.11091.1383.0622169.00019.11091.1383.0622270.00019.11091.1383.0624 主梁恒载内力计算及施工阶段内力分析要计算主梁的恒载内力，需要计算其相关的荷载集度，所以先计算荷载集度4.1.1 单元主梁自重单元单元整体重量 (kN)单元单元整体重量 (kN)单元单元整体重量 (kN)1951.00081044.322151123.5152951.00091098.841161184.9213951.000101162.642171250.5534951.00011919.157181320.5415475.50012964.194191394.9426965.146131013.231201911.0127999.341141066.31121477.7524.1.2 二期载集恒度（包括桥面铺装、防撞栏杆、人行道荷载、人行道栏杆）桥面系细部尺寸如下图所示图 4.1人行道混凝土重度、防撞栏杆和人行道的重度为 243/mkN，沥青混凝土 253/mkN故计算出的沥青混凝土的桥面铺装单位长度的重量为 30mkN /。桥面铺装重量为:88.28251208. 0241202. 0mkN /。南天门大桥施工图设计11人行道的单位长度的重量为 1.50.524=14.13mkN /。防撞栏杆单位长度的重量为 0.31643125=7.91mkN /。故二期恒载为 28.88+14.13+7.91=50.92mkN /。对于单箱单室截面的连续梁桥，目前的趋势为中跨不设置横隔梁，故本桥在跨中和1/4L 截面都不设置横隔梁，在支点处设置横隔梁，由于为支点附近，对主梁作用效益没有什么大的影响，所以在这里不予考虑。4.1.3 施工阶段的模拟本设计变截面部分采用悬臂施工。 它的主要特点： 施工质量很好， 施工操作也简便，成本较低廉等等。在国外，已经广泛地被采用在公路桥、铁路桥连续梁施工之中，是一种较为先进的施工方法。国内已经开始在高速公路、铁路客运专线上广泛使用。下图就是悬臂施工挂篮的安装位置图：图 4.2 挂篮施工布置图结构自重效应应采用 MIDAS 计算，单元的划分应尽量考虑关键截面，全桥一共划分为 92 个节点和 75 个单元，如下图所示：其中支点节点从左至右分别为：77、86、88、91。其中单元 1 到 4 号为支架现浇段上的单元重量，5 号单元为边跨合拢段重量（6 号单元到 19 号单元为悬臂施工单元对应的是 14 号块到 1 号块， （与其对应的悬臂单元或块重度相同） ，20 和 21 号单位为 1/2 零号块。图 4.3 MIDAS 节点划分图南天门大桥施工图设计12图 4.4 MIDAS 单元划分图4.2.1 一期恒载作用下主梁产生的内力图 4.5 恒荷载作用下弯矩图图 4.6 恒荷载作用下剪力图下面所示表格为恒荷载作用下各单元 i 位置弯矩、剪力具体数值表 4-1 恒荷载作用下各单元 i 位置弯矩、剪力单元荷载位置轴向（KN)剪力-z（kN)弯矩-y(KN*m）5cLCB22I90.050-23.69161995.6436cLCB22I10-10.3311785.76158472.4267cLCB22I11-34.7913601.00047701.4618cLCB22I12-73.6915427.86229647.3189cLCB22I13-127.5517272.1514250.93310cLCB22I14-192.4129139.782-28570.36411cLCB22I15-254.48110559.031-58121.74112cLCB22I16-326.19511997.051-91962.02213cLCB22I17-407.95213456.282-130152.24114cLCB22I18-500.23614939.165-172760.91215cLCB22I19-603.53216448.130-219864.01116cLCB22I20-718.37117985.547-271545.01717cLCB22I21-845.29819553.882-327894.84818cLCB22I22-984.85121155.549-389011.915南天门大桥施工图设计13单元荷载位置轴向（KN)剪力-z（kN)弯矩-y(KN*m）19cLCB22I23-1137.64122792.931-455002.14320cLCB22I24-1276.56124469.913-525978.77521cLCB22I260.00024788.021-550624.18422cLCB22I280.000-25439.753-575555.23823cLCB22I30-1310.451-25119.594-550258.45024cLCB22I31-1239.712-24838.012-525247.31225cLCB22I32-1078.251-23161.951-453173.45826cLCB22I33-930.461-21524.082-386086.07827cLCB22I34-795.720-19921.995-323871.81028cLCB22I35-673.440-18353.261-266424.78029cLCB22I36-563.060-16815.480-213646.59030cLCB22I37-464.040-15306.230-165446.30031cLCB22I38-375.840-13823.090-121740.44032cLCB22I39-297.980-12363.620-82453.03033cLCB22I40-229.990-10925.400-47515.56034cLCB22I41-166.730-9506.070-16866.98035cLCB22I42-103.710-7638.30017417.23036cLCB22I43-55.980-5793.82044276.53037cLCB22I44-22.940-3966.83063793.60038cLCB22I45-4.140-2151.52076027.49039cLCB22I460.000-342.04081013.63040cLCB22I47-0.215109.96081129.68041cLCB22I48-11.1181919.40077071.88042cLCB22I49-36.0883734.64065766.33043cLCB22I50-75.5165561.49047177.61044cLCB22I51-129.8937405.77021246.67045cLCB22I52-195.2299273.390-12109.18046cLCB22I53-257.71210692.630-42061.48047cLCB22I54-329.82112130.640-76302.67048cLCB22I55-412.02813589.860-114893.80049cLCB22I56-504.71815072.720-157903.38050cLCB22I57-608.44416581.650-205407.40051cLCB22I58-723.71218119.070-257489.31052cLCB22I59-851.06019687.390-314240.06053cLCB22I60-991.07221289.040-375758.04054cLCB22I61-1144.31122926.400-442149.15055cLCB22I62-1283.53924603.370-513526.74056cLCB22I64-0.01524921.690-538305.85057cLCB22I66-0.015-24305.320-563370.54058cLCB22I68-1251.361-23986.700-539208.20059cLCB22I69-1183.171-23704.950-515331.46060cLCB22I70-1030.925-22028.470-446648.410南天门大桥施工图设计14单元荷载位置轴向（KN)剪力-z（kN)弯矩-y(KN*m）61cLCB22I71-886.871-20390.440-382965.17062cLCB22I72-755.858-18788.210-324154.99063cLCB22I73-637.258-17219.360-270112.01064cLCB22I74-556.826-16467.080-220737.79065cLCB22I75-458.895-14957.820-173583.28066cLCB22I76-371.794-13474.660-130923.14067cLCB22I77-295.000-12015.180-92681.41068cLCB22I78-228.081-10576.960-58789.57069cLCB22I79-166.041-9157.620-29186.57070cLCB22I80-104.400-7289.8503703.62071cLCB22I81-58.040-5445.38029168.99072cLCB22I82-26.350-3618.41047292.23073cLCB22I83-8.890-1803.10058132.37074cLCB22I84-5.420241.40061724.85075cLCB22I86-5.420693.40061257.44076cLCB22I88-5.4202953.40052140.43077cLCB22I90-5.4205213.40031723.42078cLCB22I60.000-2970.73052307.28079cLCB22I80.000-710.73061510.91080cLCB22I20.000-7490.7300.00081cLCB22I40.000-5230.73031803.6405 主梁作用效应计算5.1 活载作用效应计算5.1.1 汽车荷载标准值汽车荷载由车道荷载和车辆荷载两部分组成。车道荷载是由均布荷载qk和集中荷载Pk组成。公路-级的车道荷载的均布荷载标准值qk为10.5kN/m。集中荷载标准值会随计算跨径而变，当计算跨径小于或等于5m时，Pk为180kN；计算跨径大于50m时，Pk为360kN；计算跨径在5m50m之间时，Pk值是采用直线内插求得。对于多跨连续结构，Pk按照最大跨径为基准取值。计算剪力效应时，集中荷载标准值Pk应乘以1.2倍的系数，其主要用于验算下部结构和上部结构的腹板。公路级车道荷载的均布荷载标准值qk和集中荷载标准值Pk按公路级车道荷载0.7的5倍计算。本次设计采用荷载标准为公路-II级， 计算跨径为105米。因此，车道荷载的均布荷载qk=7.875N/m，集中荷载Pk=270kN。南天门大桥施工图设计155.1.2 汽车冲击系数和箱梁横向分布系数1 汽车冲击系数根据通规4.3.2 中的规定，适用于连续梁的结构基频计算公式如下：正弯矩的结构基频计算公式：ccmEIlf212616.13（5-1）负弯矩的结构基频计算公式：2223.6512ccEIflm（5-2）现取边跨跨中截面的计算，全桥偏安全考虑采用边跨跨中截面汽车冲击系数。Ec为混凝土的弹性模量，C50 混凝土为 3.45x1010MPa；Ic为边跨中跨截面的惯性矩，为 15.614m4；mc为结构跨中处的单位长度质量，mc=G/g=11.583 x 25 x 1000/9.81=29518.35kg/m。其中计算连续梁的冲击力引起的正弯矩效益和剪力效益时，采用1f ；计算连续梁的冲击力引起的负弯矩效应时，采用2f。其值在 MIDAS 中自动计算。冲击系数计算公式为0157. 0ln1767. 0f，适用于HzfHz145 . 1253. 00157. 0571. 4ln1767. 01350. 00157. 0941. 7ln1767. 02用于正弯矩效应和剪力效应的冲击系数：253. 1253. 011用于负弯矩效应的冲击系数：350. 1350. 0112 箱梁横向分布效应系数在 MIDAS 中，不能通过简单的计算得到它的布调整系数。在 MIDAS 中将其设置为所承受的汽车总列数，考虑纵横向折减、偏载后的修正值。偏载系数是个经验值， 是考虑了剪力滞约束扭转等贡献的计算系数。 在单梁分析中，MIDAS 无法考虑约束扭转产生的正应力，但根据经验，约束扭转产生的正应力一般占竖向扰曲正应力的 15，这就是 1.15 系数的由来，具体计算这个系数，可以通过建立梁格模型，实体模型等方法来分析。南天门大桥施工图设计16本设计采用 1.15 的偏载系数，则横向分布调整系数为：m=2x 0.67（二车道的横向折减系数）1.15（偏载系数取经验值）1.0（大跨径的纵向折减系数）= 1.5415.1.3 人群荷载标准值当桥梁计算跨径小于或等于 50m 时，人群荷载标准值为 3.0kN/m2；当桥梁计算跨径等于或大于 150m 时，人群荷载标准值为 2.5kN/m2；当桥梁计算跨径在 50150m 之间时，可由线性内插得到人群荷载标准值。对跨径不等的连续结构，以最大计算跨径为准。 本设计采用人群荷载标准值为 2.75kN/m2。根据最不利布载原则，在各个截面的内力影响线上按通规第 4.3.1 条的布载要求布载，可求得汽车和人群在各个截面上的弯矩和剪力，再考虑冲击系数和车道折减系数后，可得到活载内力。计算结果见下面图 5.15.12 图所示。5.1.1 汽车荷载作用下主梁产生的剪力包络图图 5.1 汽车荷载作用下主梁产生的剪力包络图南天门大桥施工图设计175.1.2 汽车荷载作用下主梁产生的弯矩包络图图 5.2 汽车荷载作用下主梁产生的弯矩包络图5.1.3 人群荷载作用下主梁产生的剪力包络图图 5.3 人群荷载作用下主梁产生的剪力包络图5.1.4 人群荷载作用下主梁产生的剪力包络图图 5.4 人群荷载作用下主梁产生的弯矩包络图南天门大桥施工图设计185.2 温度变化引起的内力计算桥梁结构在自然环境中，都会受到温度作用的影响，比如常年气温的变化会导致桥梁沿纵向方向产生均匀地位移，这种位移不会产生结构的内力，只有当结构位移受到约束时才会引起结构的次内力，这也是温度作用的一种形式。温度以及梯度温度作用下产生的弯矩图和剪力图如下图所示：5.2.1 整体温度升温作用下主梁产生的剪力包络图图 5.5 整体温度升温作用下主梁产生的剪力包络图5.2.2 整体温度升温作用下主梁产生的弯矩包络图图 5.6 整体温度升温作用下主梁产生的弯矩包络图南天门大桥施工图设计195.2.3 整体温度降温作用下主梁产生的剪力包络图图 5.7 整体温度降温作用下主梁产生的剪力包络图5.2.4 整体温度降温作用下主梁产生的弯矩包络图图 5.8 整体温度降温作用下主梁产生的弯矩包络图5.2.5 梯度温度升温作用下主梁产生的剪力包络图图 5.9 梯度温度升温作用下主梁产生的剪力包络图南天门大桥施工图设计205.2.6 梯度温度升温作用下主梁产生的弯矩包络图图 5.10 梯度温度升温作用下主梁产生的弯矩包络图5.2.7 梯度温度降温作用下主梁产生的剪力包络图图 5.11 梯度温度降温作用下主梁产生的剪力包络图5.2.8 梯度温度降温作用下主梁产生的弯矩包络图图 5.12 梯度温度降温作用下主梁产生的弯矩包络图南天门大桥施工图设计21温度次内力如下表所示（由于 I 截面和 J 截面的数据相同，所以只列出 I 截面） ：表 51单元荷载位置剪力(kN)弯矩(kN*m)荷载剪力(kN) 弯矩(kN*m)1梯度温度升温I1-203.8500.000梯度温度降温101.930-407.7102梯度温度升温I2-203.850815.410梯度温度降温101.930-815.4103梯度温度升温I3-203.8501630.820梯度温度降温101.930-1223.1204梯度温度升温I4-203.8502446.230梯度温度降温101.930-1630.8205梯度温度升温I5-203.8503261.650梯度温度降温101.930-1834.6806梯度温度升温I6-203.8403669.350梯度温度降温101.920-2242.3807梯度温度升温I7-203.8204484.760梯度温度降温101.910-2650.0908梯度温度升温I8-203.8005300.170梯度温度降温101.900-3057.7909梯度温度升温I9-203.7706115.590梯度温度降温101.890-3465.50010梯度温度升温I10-203.7506931.000梯度温度降温101.870-3873.20011梯度温度升温I11-203.7207746.410梯度温度降温101.860-4178.98012梯度温度升温I12-203.7008357.970梯度温度降温101.850-4484.76013梯度温度升温I13-203.6708969.530梯度温度降温101.840-4790.54014梯度温度升温I14-203.6509581.080梯度温度降温101.820-5096.32015梯度温度升温I15-203.62010192.640梯度温度降温101.810-5402.10016梯度温度升温I16-203.60010804.200梯度温度降温101.800-5707.88017梯度温度升温I17-203.57011415.760梯度温度降温101.790-6013.66018梯度温度升温I18-203.55012027.320梯度温度降温101.770-6319.44019梯度温度升温I19-203.52012638.880梯度温度降温101.760-6625.22020梯度温度升温I20-203.85013250.430梯度温度降温101.930-7032.920南天门大桥施工图设计22单元荷载位置剪力(kN)弯矩(kN*m)荷载剪力(kN) 弯矩(kN*m)21梯度温度升温I21-203.85014065.850梯度温度降温101.930-7134.85022梯度温度升温I220.00014269.700梯度温度降温0.000-7134.85023梯度温度升温I230.00014269.700梯度温度降温0.000-7134.85024梯度温度升温I240.00014269.700梯度温度降温0.000-7134.85025梯度温度升温I250.00014269.700梯度温度降温0.000-7134.85026梯度温度升温I260.00014269.700梯度温度降温0.000-7134.85027梯度温度升温I270.00014269.700梯度温度降温0.000-7134.85028梯度温度升温I280.00014269.700梯度温度降温0.000-7134.85029梯度温度升温I290.00014269.700梯度温度降温0.000-7134.85030梯度温度升温I300.00014269.700梯度温度降温0.000-7134.85031梯度温度升温I310.00014269.700梯度温度降温0.000-7134.85032梯度温度升温I320.00014269.700梯度温度降温0.000-7134.85033梯度温度升温I330.00014269.700梯度温度降温0.000-7134.85034梯度温度升温I340.00014269.700梯度温度降温0.000-7134.85035梯度温度升温I350.00014269.700梯度温度降温0.000-7134.85036梯度温度升温I360.00014269.700梯度温度降温0.000-7134.85037梯度温度升温I370.00014269.700梯度温度降温0.000-7134.85038梯度温度升温I380.00014269.700梯度温度降温0.000-7134.85039梯度温度升温I390.00014269.700梯度温度降温0.000-7134.85040梯度温度升温I400.00014269.700梯度温度降温0.000-7134.85041梯度温度升温I410.00014269.700梯度温度降温0.000-7134.850南天门大桥施工图设计23单元荷载位置剪力(kN)弯矩(kN*m)荷载剪力(kN) 弯矩(kN*m)42梯度温度升温I420.00014269.700梯度温度降温0.000-7134.85043梯度温度升温I430.00014269.700梯度温度降温0.000-7134.85044梯度温度升温I440.00014269.700梯度温度降温0.000-7134.85045梯度温度升温I450.00014269.700梯度温度降温0.000-7134.85046梯度温度升温I460.00014269.700梯度温度降温0.000-7134.85047梯度温度升温I470.00014269.700梯度温度降温0.000-7134.85048梯度温度升温I480.00014269.700梯度温度降温0.000-7134.85049梯度温度升温I490.00014269.700梯度温度降温0.000-7134.85050梯度温度升温I500.00014269.700梯度温度降温0.000-7134.85051梯度温度升温I510.00014269.700梯度温度降温0.000-7134.85052梯度温度升温I520.00014269.700梯度温度降温0.000-7134.85053梯度温度升温I530.00014269.700梯度温度降温0.000-7134.85054梯度温度升温I540.00014269.700梯度温度降温0.000-7134.85055梯度温度升温I55203.85014269.700梯度温度降温-101.930-7032.92056梯度温度升温I56203.85014065.850梯度温度降温-101.930-6625.22057梯度温度升温I57203.52013250.430梯度温度降温-101.760-6319.44058梯度温度升温I58203.55012638.880梯度温度降温-101.770-6013.66059梯度温度升温I59203.57012027.320梯度温度降温-101.790-5707.88060梯度温度升温I60203.60011415.760梯度温度降温-101.800-5402.10061梯度温度升温I61203.62010804.200梯度温度降温-101.810-5096.32062梯度温度升温I62203.65010192.640梯度温度降温-101.820-4790.540南天门大桥施工图设计24单元荷载位置剪力(kN)弯矩(kN*m)荷载剪力(kN) 弯矩(kN*m)63梯度温度升温I63203.6709581.080梯度温度降温-101.840-4484.76064梯度温度升温I64203.7008969.520梯度温度降温-101.850-4178.98065梯度温度升温I65203.7208357.970梯度温度降温-101.860-3873.20066梯度温度升温I66203.7507746.410梯度温度降温-101.870-3465.50067梯度温度升温I67203.7706931.000梯度温度降温-101.890-3057.79068梯度温度升温I68203.8006115.590梯度温度降温-101.900-2650.09069梯度温度升温I69203.8205300.170梯度温度降温-101.910-2242.38070梯度温度升温I70203.8404484.760梯度温度降温-101.920-1834.68071梯度温度升温I71203.8503669.350梯度温度降温-101.930-1630.82072梯度温度升温I72203.8503261.650梯度温度降温-101.930-1223.12073梯度温度升温I73203.8502446.230梯度温度降温-101.930-815.41074梯度温度升温I74203.8501630.820梯度温度降温-101.930-407.71075梯度温度升温I75203.850815.410梯度温度降温-101.9300.0005.3 支座沉降引起的内力计算因为各个支座处的竖向支座反力与地质条件的不同可能会引起支座的不均匀沉降，而支座沉降又会引起桥梁产生次内力。 我们假设三跨连续梁桥的四个支点最多都是下沉0.015m，然后将各个支座沉降情况产生的内力进行组合，取其中最不利的组合。下图为主梁控制截面在支座沉降作用下的弯矩和剪力的包络图：南天门大桥施工图设计255.3.1 支座沉降下主梁的弯矩包络图图 5.13 支座沉降下主梁的弯矩包络图5.3.2 支座沉降下主梁的剪力包络图图 5.14 支座沉降下主梁的剪力包络图因为要进行预应力钢束的计算，所以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 JTG D602004的第 4.1.6 条和第 4.1.7 条的规定，进行荷载效应组合计算。5.4 承载能力极限状态下基本组合基本组合。永久作用的设计值效应和可变作用设计值效应相组合，其效应组合表达式为：)(211100njQjkQjckQQmiGikGiudSSSS（5-3）或)(21100njQjdcdQmiGidudSSSS（5-4）式中：udS承载能力在极限状态下作用基本组合的效应组合设计值；0结构重要性系数，根据桥涵通用设计规范表 1.0.9 规定的结构设计安全等级采用，对应的设计安全等级分为一级、二级和三级分别取 1.1、1.0、0.9；Gi第 i 个永久作用效应的分项系数，应按通规表 4.1.6 的规定选取；Qj作用效应组合中除了汽车荷载效应（含汽车冲击力、离心力） 、风荷载外南天门大桥施工图设计26的其他第 i 个可变作用效应的分项系数，取4 . 1Qj，但风荷载的分项系数取Qj=1.1；GjkS、GjdS在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他第 j 个可变作用效应的标准值和设计值；c在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）外的其他可变作用效应的组合系数，取值见通规第 4.1.6 条。GikS、GidS第 i 个永久作用效应的标准值和设计值；（1）承载能力极限状态基本组合包络图1.承载能力极限状态基本组合剪力包络图如下所示：图 5.15 承载能力极限状态基本组合剪力包络图2.承载能力极限状态基本组合弯矩包络图如下所示：图 5.16 承载能力极限状态基本组合弯矩包络图南天门大桥施工图设计27（2）计算结果表表 5-25-2 承载能力极限状态基本组合承载能力极限状态基本组合截面承载能力极限状态组合（不利）最大弯矩(kN.m)最小弯矩最大剪力最小剪力(kN.m)(kN)(kN)10.100-0.090-5329.870-8094.360228563.92019037.490-4025.930-6584.880350661.01032721.970-2708.050-5081.230466447.45041191.590-1342.060-3590.680575790.89044284.02084.710-2111.410678207.19043961.840799.840-1376.590778369.58039389.7202250.110100.350872235.71029465.4903744.5401605.140959668.97013998.3205295.3503150.9201040481.000-7250.6906913.2204749.4001114433.060-34565.5408609.1806412.49012-9776.610-59227.8109938.4307708.88013-38147.140-87640.03011322.1809053.11014-70836.100-119971.51012765.29010450.41015-108012.490-156411.06014272.78011906.04016-149544.850-197478.98015849.30013424.99017-195481.800-243547.16017499.98015012.66018-246048.330-294842.69019229.89016674.38019-301466.190-351628.01021044.17018415.50020-360883.260-414189.19022986.15020255.03021-459419.230-519109.52023357.08020473.08022-479950.360-541494.870-20591.910-23822.00023-442765.130-501739.430-20533.480-23726.98024-360693.940-410159.080-20288.670-23333.48025-301788.080-345111.070-18495.820-21435.87026-246623.680-285816.970-16789.740-19627.42027-196361.990-232674.720-15165.190-17902.99028-150776.270-185169.660-13616.900-16257.40029-109654.370-142560.040-12116.270-14685.47030-72797.700-104620.680-10673.560-13182.51031-40017.670-71146.680-9290.070-11743.48032-11125.030-41963.510-7960.720-10363.5203314093.240-16949.570-6680.870-9038.2803442701.0009740.580-5042.030-7347.4903564873.45030106.510-3470.830-5734.7303680629.11044690.550-1956.410-4189.730南天门大桥施工图设计28截面承载能力极限状态组合（不利）最大弯矩(kN.m)最小弯矩最大剪力最小剪力(kN.m)(kN)(kN)3790203.57053731.660-487.650-2701.8603893788.86057420.670947.570-1259.2303993766.92057398.1301303.100-903.6104090006.11053532.7502745.500531.5204180256.05044315.2704233.1702000.1104264324.84029554.8705778.0503514.4404341977.0209012.5807390.5005085.3604413193.370-17853.2409081.2106724.10045-12156.930-42998.77010406.5408004.05046-41181.470-72313.74011786.2109333.15047-74093.380-105919.62013225.05010716.46048-111081.930-143990.90014727.99012159.13049-152335.790-186732.39016299.61013659.43050-198053.500-234369.18017945.01015207.53051-248447.440-287639.80019669.20016831.85052-303744.260-347065.48021477.29018537.61053-362784.560-412245.06023413.29020363.92054-461719.500-520688.48023774.58020581.21055-482363.450-543902.480-20560.850-23483.91056-445111.990-504796.850-20502.420-23386.35057-363029.560-416329.910-20256.890-22983.74058-303513.230-353669.600-18450.500-21079.46059-247996.990-296785.140-16709.080-19264.85060-197331.970-245390.370-15047.150-17534.70061-151296.540-199222.900-13459.300-15883.84062-109665.650-158055.740-11940.080-14307.03063-72390.290-121517.470-10484.390-12799.51064-39602.230-89087.310-9086.970-11356.23065-11132.590-60576.430-7742.500-9972.2206613176.210-35815.480-6446.150-8643.0206739356.400-8369.040-4783.010-6947.0206858676.71013011.580-3184.290-5328.8606971375.86028610.320-1638.390-3777.9307077642.15038666.110-133.410-2283.2807177612.13043369.7901343.580-832.8107275429.61043925.3702078.860-117.1507366048.11040794.1703557.6301309.1407450393.89032456.1005050.2902677.2607528275.65018749.8206549.3203990.530南天门大桥施工图设计295.5 正常使用阶段极限状态组合1）作用短期效应组合可变作用频遇值效应可与相永久作用标准值效应相组合，其效应组合表达式为：minjQjkjGiksdSSS111(5-5)式中：sdS作用短期效应组合设计值；j1第 j 个可变作用效应频遇系数，取值于通规第4.1.7条；QjkjS1第 j 个可变作用效应频遇值。（1）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：图5.17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5.18短期效应组合弯矩包络图南天门大桥施工图设计302）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，其效应组合的表达式：minjQjkjGikldSSS112（5-6）式中：ldS作用长期效应组合的设计值；j2第 j 个可变作用效应的准永久值系数，取值于通规第4.1.7条；QjkjS2第 j 个可变作用效应的准永久值。（2）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5.19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5.20长期效应组合弯矩包络图南天门大桥施工图设计31计算结果截面号正常使用极限状态短期组合正常使用极限状态长期组合剪力弯矩剪力弯矩最大最小最大最小最大最小最大最小1-4137-588200-4331-5265002-3049-46612061014462-3244-410818475152003-1953-34473619224584-2153-295432240260604-829-22424675630368-1047-180541300325825327-1045523163181277-66045664347656907-4495322730907640-904608934229720857485130625824178110624341429884833001972443221628129582244359572107994563323132145211941823465235757655105884453614600-16861546147366083-105871172715897-8527-4089668056067-16742-338841283596960-29686-6240378607109-37517-548371394948064-54250-8703489618194-61564-7891514106789212-82352-114932101119326-89021-106260151191710411-114135-1462571131410509-120034-137027161321411663-149498-1814341257511747-154633-171516171457312973-188513-2207471389813044-192941-209957181599814345-231367-2643841528614405-235148-252541191749515784-278245-3125671674415835-281447-299480201909917315-328786-3655321830917361-331725-351001211934217451-398692-4401171850017496-401631-42332722-17179-19316-416181-458976-17274-18406-419154-44155723-17145-19256-398998-439996-17240-18358-401886-42335024-16982-18986-330431-364833-17078-18141-333060-35107025-15488-17418-281222-311372-15586-16610-283772-29955426-14067-15924-235581-262655-14166-15153-238405-25260327-12714-14500-194013-218811-12816-13765-197154-21019928-11424-13143-156329-179454-11530-12444-159823-17203429-10183-11847-122351-144154-10298-11184-126227-13778230-8992-10610-91912-112725-9119-9981-96195-10726031-7851-9425-64855-84995-7991-8832-69565-8030032-6756-8291-41019-60819-6911-7731-46181-5675433-5703-7203-20228-40095-5874-6676-25883-3649934-4356-58163324-17960-4551-5333-3223-1457035-3068-449521577-1080-3289-405414252220236-1827-32313456310982-2077-28302667514156南天门大桥施工图设计32截面号正常使用极限状态短期组合正常使用极限状态长期组合剪力弯矩剪力弯矩最大最小最大最小最大最小最大最小37-626-20154248118425-908-1653342452149138546-8374549121407231-512371222436539837-5464549121407512-231371222436540201562642481184251653908342452149141323018273456310982283020772667514156424494306721577-10804053328814252220243581543563324-1796053324550-3223-145704472025702-20228-4009566755873-25883-364994582906755-41019-6081977306910-46181-567544694247850-64855-8499588317990-69565-8030047106088991-91912-11272599809118-96195-107260481184610181-122351-1441541118310296-126227-137782491314111423-156329-1794541244211529-159823-172034501449812712-194013-2188111376412814-197154-210199511592214065-235581-2626551515114165-238405-252603521741615487-281222-3113721660815584-283772-299554531901717010-330431-3648331817017106-333060-351070541925617145-398998-4399961835817240-401886-42335055-17484-19404-416181-458976-17529-18548-419154-44155756-17451-19342-398692-440117-17496-18500-401631-42332757-17287-19068-328786-365532-17333-18279-331725-35100158-15786-17497-278245-312567-15837-16746-281447-29948059-14347-16000-231367-264384-14407-15288-235148-25254160-12974-14575-188513-220747-13046-13899-192941-20995761-11664-13215-149498-181434-11748-12577-154633-17151662-10412-11919-114135-146257-10510-11316-120034-13702763-9214-10680-82352-114932-9327-10112-89021-10626064-8065-9495-54250-87034-8195-8962-61564-7891565-6961-8360-29686-62403-7110-7861-37517-5483766-5898-7272-8527-40896-6068-6806-16742-3388467-4537-588514600-16861-4737-54626083-1058768-3231-4564321452119-3465-418223575765569-1972-33004432216281-2244-2959359572107970-749-20855130625824-1062-1781434142988471449-907532273090790-6404608934229721045-3275231631812660-77456643476573224282946756303681805104741300325827434471953361922458429542153322402606075466130492061014462410832441847515200南天门大桥施工图设计336 主梁预应力钢筋和普通钢筋的配置及有效预应力基于公路钢筋混凝土以及预应力混凝土桥涵设计规范 JTG D622004的规定，预应力混凝土连续梁必须满足使用荷载作用下的正截面的抗裂要求、 正截面压应力的要求和承载能力极限状态下正截面强度的要求。因此，预应力筋的数量的估算可以从这几个方面综合评定。钢束估算钢束估算均采用2 .15j钢绞线，每根钢绞线的面积2140mmAy，抗拉强度标准值为MPafpk1860， 张拉控制应力取值MPafpkcon1395186075. 075. 0， 预应力损失按张拉控制应力的大概 20%计算。取8 . 0。6.1 按正常使用极限状态正截面抗裂验算要求估束根据公预规的第 6.3.1 条的规定，预应力混凝土的受弯构件应该对正截面混凝土的拉应力进行验算，以满足正截面抗裂要求。08 . 0pcst（6-1）式中：st在作用（或荷载）短期效应组合下构件抗裂验算边缘混凝土的法向拉应力，式中不含正负号。pc扣除全部预应力损失后预加应力在构件抗裂验算边缘所引起的预压应力。由于本设计为估算预应力束，截面特性可以大概的按毛截面特性计算。于是上式可按截面上、下缘的抗裂要求写成下式：截面承受正弯矩maxM时08 . 0maxxxyxyxxsysysxsWeNANWeNANWM（6-2）截面承受负弯矩minM时08 . 0minxxyxyxxsysysxsWeNANWeNANWM（6-3）式中：maxsM、minsM作用 （或荷载） 短期效应组合所引起的弯矩的最大值和最小值；ysN 、yxN截面形心轴上侧和下侧布置预应力筋的永存预应力南天门大桥施工图设计34se 、xe 截面形心轴上侧和下侧布置预应力束与形心轴之间的距离sW 、xW 截面上缘和下缘的抗弯模量，ssyIW ，xxyIW 。（1）只在截面下缘布置预应力筋如下式将上式（6-2）和（6-3）改写成：08 . 0maxxsyxsekNM（6-4）08 . 0minxsyxsekNM（6-5）其中：conyyxyxANn（6-6）conyysysANn（6-7）式中：ysn、yxn截面上下缘预应力筋根数；yA单根预应力筋的面积；con预应力张拉控制应力；可按预应力筋不知情况取 0.6-0.8，当预应力束较长取较大值，当预应力筋较短或弯折较多时可取较小值。（2）只在截面上缘布置预应力钢筋此时，式（5-2）和式（5-3）可写成：08 . 0maxxsyxsekNM（6-8）08 . 0minxsyxsekNM（6-9）南天门大桥施工图设计35计算结果如下所示：表表 6-16-1 按正截面抗裂验算配筋（上缘）按正截面抗裂验算配筋（上缘）单元位置顶/底Mg1 (kN*m)Msum(kN*m)Mj (kN*m) ey (m)Ny (kN)Ay(m2)1I1顶0.000-0.066-0.0930.5540.0510.0002I2顶-317.36712564.14011857.8990.9760.0000.0003I3顶-317.00020643.08619230.6061.0420.0000.0004I4顶-317.02224374.97122256.2501.0420.0000.0005I5顶-473.71523597.50920772.5481.0420.0000.0006I6顶-159.87621665.80018487.7181.0130.0000.0007I7顶-2695.72814529.25110644.9291.0420.0000.0008I8顶-9266.2272932.593-1657.9701.112869.9180.0019I9顶-20673.673-13283.176-18579.9791.2339278.0000.00710I10顶-36323.498-34317.146-43139.5421.16820339.2260.01611I11顶-56461.783-60405.971-74676.5981.28333061.2160.02612I12顶-74679.798-83452.703-102505.5271.35343183.9650.03413I13顶-95713.013-109624.399 -134084.4121.46153676.0890.04314I14顶-119706.049-139062.145 -169582.5561.67964448.4400.05115I15顶-146815.598-171922.686 -209188.7621.76775435.0830.06016I16顶-177208.841-208601.301 -253423.3481.78286696.2880.06917I17顶-215260.749-249389.026 -302658.1871.92398231.8180.07818I18顶-257633.750-294475.299 -357120.3892.074109995.8290.08719I19顶-304163.234-344076.624 -417072.3672.226121960.9340.09720I20顶-355065.740-398428.279 -482800.2022.368134111.1670.10621I21顶-426307.950-476674.474 -577139.9462.416160316.6520.12722I22顶-444227.653-496020.825 -600578.8902.421166827.4690.13223I23顶-426810.936-475188.583 -575608.1982.406159891.1660.12724I24顶-357599.801-399831.728 -483947.7912.462134429.9420.10725I25顶-308217.739-346273.053 -418839.8192.223122477.7750.09726I26顶-263208.706-297449.076 -359485.8002.069110724.3940.08827I27顶-222356.140-253613.013 -306283.5641.91899408.4830.07928I28顶-185456.608-214368.227 -258718.5101.77588507.7660.07029I29顶-152319.567-179157.688 -216048.9011.76877908.9020.06230I30顶-122767.151-147795.137 -178049.5521.68667666.2510.05431I31顶-96633.948-120110.589 -144515.5641.59857851.8430.04632I32顶-74693.936-95957.503-115272.4121.33948562.4520.03933I33顶-56567.990-75228.853-90198.4791.25739933.1450.03234I34顶-37359.678-53011.942-63428.3421.15229904.8930.02435I35顶-22671.242-36034.461-42982.4291.28821463.4800.01736I36顶-12266.026-23875.224-28318.4091.14214858.3550.01237I37顶-5944.880-16335.094-19854.5541.13610820.3270.00938I38顶-3548.772-13255.038-16631.6421.1219239.8010.007南天门大桥施工图设计36单元位置顶/底Mg1 (kN*m)Msum(kN*m)Mj (kN*m) ey (m)Ny (kN)Ay(m2)39I39顶-3548.835-13257.408-16634.1760.9919241.2090.00740I40顶-5945.447-16353.572-19873.3621.06110830.5770.00941I41顶-12267.097-23909.810-28353.7541.09814876.9000.01242I42顶-22672.817-36085.153-43034.1691.23621489.3160.01743I43顶-37361.757-53078.738-63496.4751.15629937.0160.02444I44顶-56570.572-75311.257-90282.3101.28839970.2590.03245I45顶-74693.936-96051.498-115367.8561.34948602.6610.03946I46顶-96638.042-120216.332 -144622.8401.45857894.7870.04647I47顶-122771.710-147912.680 -178168.7321.67967711.5440.05448I48顶-152324.590-179287.054 -216180.0181.76777956.1840.06249I49顶-185462.095-214509.383 -258861.5171.78288556.6890.07050I50顶-222362.091-253765.891 -306438.3701.92599458.7280.07951I51顶-263215.122-297611.253 -359649.0092.074110774.6640.08852I52顶-308224.622-346446.824 -419014.6462.226122528.8980.09753I53顶-357607.150-400017.078 -484134.2352.368134481.7320.10754I54顶-426822.720-477178.561 -577600.1082.416160444.4740.12755I55顶-444235.764-496232.920 -600792.1672.421166886.7130.13256I56顶-426312.123-475094.616 -575560.4832.406159877.9120.12757I57顶-355073.266-398618.355 -482991.3042.462134164.2510.10758I58顶-304170.418-344257.683 -417254.3182.221122014.1400.09759I59顶-257640.592-294647.344 -357293.1812.069110049.0510.08760I60顶-215267.236-249551.991 -302821.7301.91898284.8980.07861I61顶-177208.841-208755.140 -253577.5751.77586749.0490.06962I62顶-146815.598-172067.443 -209333.7361.76875487.3620.06063I63顶-119706.049-139198.194 -169718.7931.68864500.2160.05164I64顶-95713.013-109751.763 -134211.9521.60553727.1460.04365I65顶-74679.798-83571.382-102624.3681.35243234.0310.03466I66顶-56461.783-60515.967-74786.7451.26733109.9810.02667I67顶-36323.498-34415.543-43238.0691.09420385.6790.01668I68顶-20673.673-13369.965-18666.1881.1439321.0500.00769I69顶-9266.2272857.382-1732.6781.007909.1170.00170I70顶-2695.72814465.59610581.6991.0700.0000.00071I71顶-159.90721613.71518435.9811.0360.0000.00072I72顶-317.03723718.79920894.1461.0360.0000.00073I73顶-317.00024337.53022219.0411.0360.0000.00074I74顶-317.21620617.19119204.8651.0350.0000.00075I75顶-1902.00012396.42511690.2610.9440.0000.000南天门大桥施工图设计37表表 6-2 按正截面抗裂验算配筋（下缘）按正截面抗裂验算配筋（下缘）单元位置顶/底Mg1 (kN*m)Msum (kN*m)Mj (kN*m)ey (m)Ny (kN)Ay(m2)1.000I1底0.0000.0670.094-0.9460.0520.0002.000I2底14786.85520598.18525718.688-1.50114288.1600.0113.000I3底25234.66535915.59044970.551-1.59924983.6390.0204.000I4底31343.43746103.22757911.756-1.61232173.1980.0265.000I5底33112.98451020.22764409.963-1.62535783.3130.0286.000I6底32370.70951659.29665403.646-1.63436335.3590.0297.000I7底27613.03049133.99762720.824-1.62534181.5700.0278.000I8底18395.23941474.18553741.706-1.68028197.6780.0229.000I9底4558.34028559.60038329.727-1.66319140.1310.01510.000I10底0.00010227.25919115.883-1.7349012.6660.00711.000I11底0.000-13727.186-5035.296-1.7830.0000.00012.000I12底0.000-35528.544-27126.369-1.8220.0000.00013.000I13底0.000-60748.369-52753.312-1.7550.0000.00014.000I14底0.000-89519.368-82045.476-0.6650.0000.00015.000I15底0.000-121984.134-115141.211-0.7080.0000.00016.000I16底0.000-158072.402-151875.998-1.4130.0000.00017.000I17底0.000-197844.305-192262.878-1.4660.0000.00018.000I18底0.000-241487.772-236488.736-1.5200.0000.00019.000I19底0.000-289190.254-284734.622-1.5810.0000.00020.000I20底0.000-340374.031-336105.112-1.6480.0000.00021.000I21底0.000-412830.517-408435.067-2.7130.0000.00022.000I22底0.068-430545.060-426091.600-2.7130.0000.00023.000I23底0.000-411548.659-407174.435-2.7130.0000.00024.000I24底0.000-342983.984-338865.330-0.0160.0000.00025.000I25底0.000-293812.496-289775.850-2.6000.0000.00026.000I26底0.000-247938.251-243553.277-2.4920.0000.00027.000I27底0.000-206159.666-201402.040-2.3890.0000.00028.000I28底0.000-168285.785-163136.175-2.2910.0000.00029.000I29底0.000-134137.841-128581.625-0.1010.0000.00030.000I30底0.000-103548.583-97575.387-0.7310.0000.00031.000I31底0.000-76359.668-69961.943-0.9000.0000.00032.000I32底0.000-52414.037-45582.675-1.4130.0000.00033.000I33底0.000-31539.384-24252.792-1.6900.0000.00034.000I34底0.000-7952.66998.497-1.74146.4390.00035.000I35底0.00010315.26219025.442-1.6699500.4450.00836.000I36底0.00023311.45532499.253-1.59917051.9980.01437.000I37底3286.18831232.62841372.914-1.57222547.3940.01838.000I38底6016.64034238.67045038.275-1.52225021.2640.02039.000I39底6016.56234236.75445036.357-1.52425020.1980.02040.000I40底3285.49331215.36741355.621-1.58922537.9700.018南天门大桥施工图设计38单元位置顶/底Mg1 (kN*m)Msum (kN*m)Mj (kN*m)ey (m)Ny (kN)Ay(m2)41.000I41底0.00023278.78932466.764-1.67517034.9510.01442.000I42底0.00010267.23518977.680-1.6479476.5950.00843.000I43底0.000-8015.93735.629-1.67316.7980.00044.000I44底0.000-31618.256-24331.273-1.6440.0000.00045.000I45底0.000-52504.696-45672.983-1.6280.0000.00046.000I46底0.000-76462.019-70063.945-1.5670.0000.00047.000I47底0.000-103662.621-97689.075-0.6650.0000.00048.000I48底0.000-134263.558-128706.991-0.7080.0000.00049.000I49底0.000-168423.232-163273.289-1.4130.0000.00050.000I50底0.000-206308.909-201550.996-1.4690.0000.00051.000I51底0.000-248099.441-243714.283-1.5200.0000.00052.000I52底0.000-293985.772-289949.101-1.5810.0000.00053.000I53底0.000-343170.763-339052.832-1.6480.0000.00054.000I54底0.000-413540.395-409167.022-2.7130.0000.00055.000I55底0.068-430758.982-426306.397-2.7130.0000.00056.000I56底0.000-411252.481-406857.896-2.7130.0000.00057.000I57底0.000-340566.158-336298.122-0.0160.0000.00058.000I58底0.000-289373.360-284918.518-2.6000.0000.00059.000I59底0.000-241662.492-236664.397-2.4920.0000.00060.000I60底0.000-198010.571-192430.212-2.3890.0000.00061.000I61底0.000-158230.216-152035.006-2.2910.0000.00062.000I62底0.000-122133.460-115291.841-0.1010.0000.00063.000I63底0.000-89659.894-82187.278-1.0910.0000.00064.000I64底0.000-60879.998-52886.165-1.3970.0000.00065.000I65底0.000-35651.256-27250.246-1.7930.0000.00066.000I66底0.000-13840.978-5150.189-1.7500.0000.00067.000I67底0.00010125.40819013.024-1.6878964.1700.00768.000I68底4554.89528469.77138238.323-1.71319094.4880.01569.000I69底18392.25941396.40353662.585-1.66028156.1640.02270.000I70底27610.49349068.26862654.000-1.61334145.1520.02771.000I71底32368.63151605.59465349.078-1.63036305.0430.02972.000I72底33111.32051140.10964529.125-1.62435849.5140.02973.000I73底31342.05046064.77257872.749-1.61132151.5270.02674.000I74底25233.74435889.04144943.644-1.59824968.6910.02075.000I75底14786.40420430.15825550.488-1.48214194.7160.011南天门大桥施工图设计396.2 钢束布置由于预应力孔道的布置截面比较多，在此计算书中只列出关键截面，预应力孔道布置图如下所示：图 6-1 支点截面预应力孔道布置图图 6-2 跨中截面预应力孔道布置图南天门大桥施工图设计40由于本座桥的全长比较长，全部放在一张图中，难以辨识，故只取半跨列出，钢束纵向布置如下图所示：南天门大桥施工图设计416.3 预应力损失及有效预应力计算根据 公路钢筋混凝土以及预应力混凝土桥涵设计规范（JTG D62-2004） 的第 6.2.1条的规定，预应力混凝土构件在正常使用极限状态的计算中，应考虑由下列几个因素引起的预应力损失：预应力钢束与管道壁之间的摩擦造成的损失1l锚具的变形、钢筋的回缩和接缝的压缩造成的损失2l预应力钢束与台座之间的温差造成的损失3l混凝土弹性压缩造成的损失4l预应力钢筋的应力松弛5l混凝土收缩和徐变6l根据公路钢筋混凝土及预应力混凝土桥涵设计规范 （JTG D62-2004）规定，钢绞线的张拉控制应力con取值 0.75pkf。即：con=0.751860=1395MPa为了便于计算，在平面杆系软件中并没有考虑钢束平弯的作用，采用了简化处理，所以计算出的有效预应力偏大，预应力损失则偏小。由于本设计中梁的预应力钢束都为后张法施工，故而3l不存在。在 MIDAS 软件中，1l、2l、4l在软件中的自动计算已经考虑， 故而在表格中体现的只有预应力钢筋的应力松弛5l和混凝土收缩和徐变6l的数据。全桥共 156 束预应力钢束，取顶板 I14#束为例，列出顶板 I14#束沿程的预应力损失及有效预应力。顶板 I14#预应力损失如下表所示：南天门大桥施工图设计42表表 6-3 张拉阶段各项预应力损失以及有效预应力张拉阶段各项预应力损失以及有效预应力单元位置应力 (考虑瞬间损失) : A(MPa)弹性边形损失: B比值(A+B)/A徐变/收缩损失(MPa)松弛损 失(MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)6.000I1101.030-41.3930.962-22.416-14.2140.9296.000J1169.667-39.2090.967-21.942-21.1610.9307.000I1169.667-38.6130.967-21.808-21.1610.9307.000J1214.236-34.7070.971-19.575-26.0520.9348.000I1214.236-27.2480.978-17.219-26.0520.9428.000J1182.600-23.5310.980-14.756-22.5490.9499.000I1182.600-16.5730.986-12.900-22.5490.9569.000J1151.788-15.7880.986-11.914-19.2830.95910.000I1151.788-8.7330.992-9.978-19.2830.96710.000J1121.778-10.4750.991-10.086-16.2390.96711.000I1121.778-10.2560.991-10.466-16.2390.96711.000J1099.786-11.5490.990-10.605-14.0950.96712.000I1099.786-11.5680.990-10.925-14.0950.96712.000J1078.224-12.8940.988-11.075-12.0640.96713.000I1078.224-13.0500.988-11.311-12.0640.96613.000J1057.085-13.7240.987-11.123-10.1410.96714.000I1057.085-14.1010.987-11.409-10.1410.96614.000J1036.361-13.4310.987-10.712-8.3200.96915.000I1036.361-13.2630.987-10.799-8.3200.96915.000J1016.043-12.6010.988-10.126-6.5990.97116.000I1016.043-12.4440.988-10.193-6.5990.97116.000J996.123-11.7900.988-9.547-4.9720.97417.000I996.123-11.6360.988-9.587-4.9720.97417.000J976.594-11.0100.989-8.980-3.4350.97618.000I976.594-10.8760.989-9.033-3.4350.97618.000J957.447-10.3230.989-8.346-1.9840.97819.000I957.447-10.2030.989-8.410-1.9840.97919.000J938.676-9.6810.990-7.740-0.6150.98120.000I938.676-9.5970.990-7.561-0.6150.98120.000J914.219-9.9030.989-6.8290.0000.98221.000I914.219-57.5940.937-11.0540.0000.92521.000J908.205-55.2850.939-10.5500.0000.92822.000I908.205-55.2830.939-10.5500.0000.92822.000J914.219-57.4370.937-10.9890.0000.92523.000I914.219-9.9580.989-8.0100.0000.98023.000J938.676-9.7860.990-8.741-0.6150.98024.000I938.676-9.8750.990-8.948-0.6150.979南天门大桥施工图设计43单元位置应力 (考虑瞬间损失) : A(MPa)弹性边形损失: B比值(A+B)/A徐变/收缩损失(MPa)松弛损 失(MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)24.000J957.447-10.5270.989-9.511-1.9840.97725.000I957.447-10.6430.989-9.473-1.9840.97725.000J976.593-11.3850.988-9.980-3.4350.97526.000I976.593-11.6810.988-9.541-3.4350.97526.000J996.123-12.5280.987-10.026-4.9720.97227.000I996.123-12.4990.988-10.456-4.9720.97227.000J1016.042-13.3930.987-10.926-6.5990.97028.000I1016.042-13.5490.987-10.879-6.5990.97028.000J1036.361-14.4890.986-11.344-8.3200.96729.000I1036.361-14.6570.986-11.278-8.3200.96729.000J1057.085-15.6460.985-11.732-10.1410.96530.000I1057.085-16.1760.985-11.639-10.1410.96430.000J1078.224-16.4640.985-11.987-12.0640.96231.000I1078.224-17.7830.984-11.883-12.0640.96131.000J1099.785-16.8240.985-12.101-14.0950.96132.000I1099.785-18.0950.984-11.876-14.0950.96032.000J1121.778-15.8320.986-12.061-16.2390.96133.000I1121.778-16.0960.986-11.716-16.2390.96133.000J1151.788-14.8220.987-11.950-19.2830.96034.000I1151.788-14.9300.987-11.564-19.2830.96034.000J1182.600-14.6710.988-11.926-22.5490.95835.000I1182.600-20.3390.983-11.377-22.5490.95435.000J1214.236-20.3050.983-12.036-26.0520.95236.000I1214.236-21.0440.983-11.571-26.0520.95236.000J1169.667-22.1540.981-11.760-21.1610.95337.000I1169.667-22.5150.981-11.375-21.1610.95337.000J1101.030-26.5180.976-10.548-14.2140.953南天门大桥施工图设计44表表 6-4 最大悬臂端各项预应力累计损失以及有效预应力最大悬臂端各项预应力累计损失以及有效预应力单元位置应力 (考虑瞬间损失) : A(MPa)弹性边形损失: B(MPa)比值(A+B)/A徐变/收缩损失(MPa)松弛损失(MPa)应力(考虑所有损失)/ 应力(考虑瞬间损失)31I1150.881-0.2551.000-3.752-16.6940.98231J1175.8350.1121.000-3.423-18.9830.98132I1175.8350.1881.000-5.285-18.9830.98032J1214.4831.2581.001-6.596-22.6890.97733I1214.4831.4621.001-9.785-22.6890.97533J1232.8093.3081.003-12.159-24.5150.97334I1232.8093.6291.003-16.078-24.5150.97034J1200.6595.2901.004-17.455-21.3410.97235I1200.6595.5851.005-20.894-21.3410.97035J1169.3476.9881.006-21.976-18.3800.97236I1169.3477.6361.007-27.170-18.3800.96836J1138.8528.4421.007-27.245-15.6200.97037I1138.8528.5201.008-28.177-15.6200.96937J1109.1528.3281.008-26.929-13.0490.97238I1109.1529.3181.008-39.920-13.0490.96138J1075.5759.2281.009-39.506-10.2830.96239I1075.5758.2491.008-26.647-10.2830.97339J1083.3568.3191.008-27.804-10.9110.97240I1083.3568.2431.008-26.889-10.9110.97340J1112.3587.2811.007-26.198-13.3210.97141I1112.3586.6631.006-21.148-13.3210.97541J1142.1365.2371.005-19.934-15.9110.97342I1142.1364.9321.004-16.465-15.9110.97642J1172.7113.3091.003-15.027-18.6920.97443I1172.7112.9961.003-11.198-18.6920.97743J1202.9891.3991.001-9.502-21.5670.97544I1202.9891.1811.001-6.243-21.5670.97844J1096.7910.0971.000-4.799-12.0140.98545I1096.7910.0211.000-2.866-12.0140.98745J1012.093-0.3371.000-3.313-5.4560.991南天门大桥施工图设计45表表 6-6 考虑考虑五五年收缩徐变后的各项累计预应力损失及有效预应力年收缩徐变后的各项累计预应力损失及有效预应力单元位置应力 (考虑瞬间损失) : A(MPa)弹性边形损失: B (MPa)比值(A+B)/A徐变/收缩损失 (MPa)松弛损失(MPa)应力(考虑所有损失)/应力(考虑瞬间损失)39I1101.029-27.5400.975-76.397-14.2140.89339J1169.667-23.9840.980-72.930-21.1610.89940I1169.667-23.1710.980-76.413-21.1610.89740J1214.236-22.3630.982-72.533-26.0520.90041I1214.236-21.1450.983-75.308-26.0520.89941J1182.599-20.6630.983-71.101-22.5490.90342I1182.599-15.0490.987-69.027-22.5490.91042J1151.787-14.4760.987-66.826-19.2830.91343I1151.787-13.9280.988-69.762-19.2830.91143J1121.778-13.5660.988-68.851-16.2390.91244I1121.778-12.8330.989-71.878-16.2390.91044J1099.785-13.1940.988-71.830-14.0950.91045I1099.785-11.6940.989-72.613-14.0950.91145J1078.224-11.7380.989-72.439-12.0640.91146I1078.224-10.3630.990-72.742-12.0640.91246J1057.085-9.7160.991-71.130-10.1410.91447I1057.085-8.9450.992-72.056-10.1410.91447J1036.360-7.5000.993-68.998-8.3200.91848I1036.360-7.0130.993-70.120-8.3200.91848J1016.042-5.6660.994-67.129-6.5990.92249I1016.042-5.2130.995-68.085-6.5990.92149J996.122-3.9780.996-65.205-4.9720.92650I996.122-2.9560.997-69.497-4.9720.92250J976.593-1.8470.998-66.819-3.4350.92651I976.593-2.0910.998-63.816-3.4350.92951J957.447-1.1430.999-60.969-1.9840.93352I957.447-0.7510.999-62.106-1.9840.93252J938.6760.0011.000-58.968-0.6150.93753I938.6760.2381.000-58.314-0.6150.93853J914.2190.9111.001-54.1420.0000.94254I914.219-46.5560.949-67.1870.0000.87654J908.205-44.1400.951-64.6370.0000.88055I908.205-44.1390.951-64.6360.0000.88055J914.219-46.3810.949-66.8480.0000.87656I914.2190.9971.001-53.7680.0000.94256J938.6760.4841.001-57.844-0.6150.93857I938.6760.2461.000-58.448-0.6150.93757J957.447-0.3981.000-61.267-1.9840.934南天门大桥施工图设计46单元位置应力 (考虑瞬间损失) : A(MPa)弹性边形损失: B (MPa)比值(A+B)/A徐变/收缩损失 (MPa)松弛损失(MPa)应力(考虑所有损失)/应力(考虑瞬间损失)58I957.447-1.2810.999-57.487-1.9840.93758J976.593-2.0760.998-60.351-3.4350.93359I976.593-2.4590.998-59.447-3.4350.93359J996.123-3.4080.997-62.120-4.9720.92960I996.123-3.2460.997-64.454-4.9720.92760J1016.042-4.2720.996-67.093-6.5990.92361I1016.042-4.7270.995-66.113-6.5990.92461J1036.360-5.8310.994-68.828-8.3200.92062I1036.360-6.3160.994-67.658-8.3200.92162J1057.085-7.4760.993-70.402-10.1410.91763I1057.085-7.4810.993-68.575-10.1410.91963J1078.224-7.5470.993-69.528-12.0640.91764I1078.224-7.7730.993-67.852-12.0640.91964J1099.785-7.4990.993-67.827-14.0950.91965I1099.785-1.8050.998-58.446-14.0950.93265J1121.778-0.6960.999-57.582-16.2390.93466I1121.778-1.3890.999-54.121-16.2390.93666J1151.787-0.4831.000-53.425-19.2830.93767I1151.787-7.3270.994-57.651-19.2830.92767J1182.600-8.9950.992-61.091-22.5490.92268I1182.600-15.5780.987-64.393-22.5490.91368J1214.236-19.6840.984-73.146-26.0520.90269I1214.236-28.6300.976-80.236-26.0520.88969J1169.667-33.2520.972-89.118-21.1610.87770I1169.667-34.3210.971-86.568-21.1610.87970J1101.030-35.5060.968-87.156-14.2140.876南天门大桥施工图设计477配束后主梁内力计算及荷载组合7.1 配筋后结构的重力效应计算预加力次内力的一般方法为：选定结构的基本体系，计算出预加力对基本体系产生的弯矩，此为静定力矩，为初预矩，然后用力法求解结构在预加力作用下产生的赘余力，此为所谓的“二次内力矩” 。在 MIDAS 中被称为“钢束一次”和“钢束二次” 。配束后施工阶段重新做了调整。表表 7-1 施工阶段划分施工阶段划分施工阶段号详细描述持续时间CS10号块和1号块的施工，首先激活临时支座，在最后阶段张拉预应力筋，激活挂篮1和混凝土1号块的湿重重量，并添加自重荷载21CS2CS151#-14#块采取悬臂施工，施工过程中分别激活当前张拉预应力，和后一阶段的挂篮重量和混凝土湿重，钝化前一阶段的挂篮重量和混凝土湿重143CS16施工边跨的现浇段部分，激活满堂支架边界条件，在最后阶段施加边跨合拢段的混凝土湿重，在相应最大悬臂端进行配重30CS17合拢边跨，张拉边跨合拢索，在最大悬臂端施加次中跨混凝土湿重，钝化满堂支架和前一阶段的配重和混凝土湿重11CS18合拢次中跨，张拉次中跨合拢索，钝化前一阶段施加的混凝土重量， 激活中跨合拢的混凝土湿重， 并钝化临时支座，激活成桥支座11CS19合拢中跨， 张拉中跨合拢索， 钝化前一阶段的混凝土湿重，并施加二期恒载。11CS20考虑1825天的混凝土收缩徐变1825各施工阶段的预应力效益都已经计入相应阶段的累积效益。 下表给出使用阶段结构重力效应，即结构在二期恒载施加后的累计效应。计算结果如下表所示：南天门大桥施工图设计48表表 7-2 使用阶段结构重力效应使用阶段结构重力效应单元位置轴向 (kN)剪力(-kN)弯矩 (-kN*m)DX (m)DZ (m)RY (rad)1I19.010-3842.1600.0000.0003-0.00010.00122I21.010-2845.24013305.9300.0002-0.00520.00113I30.110-1848.31022624.1400.0000-0.00980.00104I40.030-851.38027954.630-0.0003-0.01340.00085I5-0.060145.55029297.210-0.0006-0.01600.00056I6-5.680666.95028461.720-0.0005-0.01240.00057I7-28.1801677.82023712.200-0.0025-0.0342-0.00068I8-61.3502722.64014853.890-0.0041-0.0468-0.00149I9-102.3603812.2001727.780-0.0053-0.0524-0.002010I10-156.2404955.880-15865.200-0.0063-0.0527-0.002411I11-216.2206163.110-38161.740-0.0068-0.0488-0.002512I12-270.1007126.860-58145.210-0.0070-0.0445-0.002613I13-332.0608135.330-81090.480-0.0070-0.0393-0.002514I14-399.7409192.570-107138.650-0.0069-0.0335-0.002415I15-472.17010302.680-136442.930-0.0066-0.0276-0.002216I16-553.91011469.560-169168.680-0.0062-0.0218-0.002017I17-643.40012697.460-205493.760-0.0056-0.0163-0.001818I18-741.58013990.590-245608.720-0.0049-0.0114-0.001519I19-849.94015353.190-289717.020-0.0041-0.0071-0.001220I2028.46016817.540-338035.190-0.0032-0.0037-0.000921I213.59016905.900-405554.850-0.0019-0.0005-0.000422I229.620-16452.690-422489.020-0.00150.0000-0.000323I2326.090-16396.140-406060.760-0.00110.0001-0.000224I24-904.130-16282.730-340721.7000.0002-0.00060.000325I25-789.580-14845.970-294024.6200.0011-0.00220.000626I26-685.880-13483.050-251537.4200.0019-0.00460.000927I27-591.020-12189.690-213043.5300.0026-0.00780.001228I28-504.480-10961.580-178339.5300.0032-0.01150.001429I29-427.830-9794.410-147234.8700.0037-0.01560.001730I30-356.550-8684.190-119551.6800.0040-0.01980.001931I31-292.300-7626.760-95124.5400.0042-0.02400.002032I32-236.180-6618.030-73800.3100.0043-0.02780.002133I33-180.560-5654.280-55437.8800.0042-0.03070.002134I34-121.230-4446.950-35318.0500.0038-0.03300.002035I35-75.330-3302.970-19901.8000.0031-0.03170.001836I36-37.350-2213.270-8952.4900.0020-0.02560.001337I37-10.280-1168.270-2270.9600.0007-0.01310.000738I380.000-157.240301.800-0.00100.0077-0.000139I39-1.110126.440317.200-0.00050.00770.000140I40-19.4001137.350-2270.200-0.0022-0.0131-0.0007南天门大桥施工图设计49单元位置轴向 (kN)剪力(-kN)弯矩 (-kN*m)DX (m)DZ (m)RY (rad)41I41-50.0202182.220-8966.350-0.0035-0.0255-0.001342I42-88.7303271.840-19930.280-0.0046-0.0317-0.001843I43-140.3704415.580-35361.160-0.0053-0.0330-0.002044I44-199.8105622.820-55495.610-0.0057-0.0307-0.002145I45-251.7206586.640-73857.510-0.0058-0.0277-0.002146I46-311.2807595.190-95181.230-0.0057-0.0240-0.002047I47-376.6408652.530-119607.840-0.0055-0.0198-0.001948I48-447.7909762.690-147290.520-0.0052-0.0155-0.001749I49-528.22010929.640-178394.660-0.0047-0.0115-0.001450I50-616.30012157.610-213098.140-0.0041-0.0078-0.001251I51-713.28013450.800-251591.500-0.0034-0.0046-0.000952I52-820.41014813.460-294078.180-0.0026-0.0022-0.000653I5327.43016277.000-340774.740-0.0017-0.0006-0.000354I543.47016365.370-406132.260-0.00040.00010.000255I559.940-16995.110-422525.8900.00000.00000.000356I5627.070-16938.560-405555.2200.0004-0.00050.000457I57-933.860-16824.340-338046.4600.0017-0.00370.000958I58-818.040-15387.640-289722.1300.0026-0.00710.001259I59-712.940-14024.800-245607.6600.0034-0.01140.001560I60-616.800-12731.500-205486.5100.0041-0.01630.001861I61-528.940-11503.450-169155.2400.0047-0.02180.002062I62-451.020-10336.330-136423.3100.0051-0.02760.002263I63-377.950-9226.190-107112.8900.0054-0.03350.002464I64-310.940-8168.860-81058.5400.0055-0.03940.002565I65-252.700-7160.200-58107.0900.0055-0.04460.002666I66-196.260-6196.470-38117.4500.0053-0.04880.002567I67-134.960-4989.190-15827.9600.0048-0.05270.002468I68-86.740-3845.2801757.9800.0038-0.05240.002069I69-46.280-2755.61014877.0000.0026-0.04680.001470I70-14.820-1710.66023728.2100.0010-0.03420.000671I71-0.060-699.66028470.640-0.0010-0.0124-0.000572I720.030-178.23029325.740-0.0009-0.0160-0.000573I730.110818.70027975.890-0.0012-0.0134-0.000874I741.0501815.63022638.310-0.0015-0.0098-0.001075I758.6802812.56013313.030-0.0017-0.0052-0.0011南天门大桥施工图设计507.2 预应力效应预应力效应，也就是结构构件在使用阶段中由于预加应力损失而产生的结构效应。计算结果如下：单元位置轴向 (kN)剪力 (-kN) 弯矩 (-kN*m)DX (m)DZ (m)RY (rad)1I1-77091.6201865.380-34304.870-0.02012-0.00176-0.000952I2-78034.410-632.770-31815.810-0.019930.00371-0.000663I3-82700.950-2173.670-25052.130-0.019830.00760-0.000444I4-82341.810-1156.650-16315.110-0.019840.01060-0.000295I5-80730.780-125.960-9582.210-0.019920.01300-0.000206I6-87809.540-715.810-4888.310-0.018300.027280.000397I7-93614.7301559.4201132.790-0.018740.01495-0.000018I8-91406.4702544.660-10873.080-0.019040.00759-0.000299I9-95041.0601197.760-29309.400-0.018030.00865-0.0001610I10-88523.670-432.420-27936.200-0.016990.008850.0000811I11-90105.860-1189.220-9095.100-0.015910.008680.0003512I12-90482.130-2508.49013041.860-0.014910.009000.0005313I13-90376.910-2359.41038563.960-0.014220.008200.0005914I14-90687.730-747.52063113.940-0.013670.007310.0006015I15-101888.000-999.93064098.870-0.013180.006810.0005916I16-112902.140-1103.21065558.370-0.012830.006000.0005817I17-123461.520-1182.11067298.970-0.012640.004940.0005518I18-134816.130-1044.60071229.940-0.012550.003810.0005219I19-145980.890-127.30073008.460-0.012600.002620.0004720I20-155217.5408656.66075205.810-0.012770.001450.0004221I21-151140.65014219.5009493.590-0.013130.000220.0003522I22-150901.480-16187.920-6227.170-0.01315-0.000010.0003523I23-155848.550-11450.63034407.770-0.01318-0.000070.0003524I24-145994.680-3627.42066343.670-0.013540.000000.0002825I25-134665.900-2807.96066443.610-0.013720.000330.0002226I26-119051.270-2346.85054570.060-0.013780.000710.0001627I27-113442.800-1887.21064157.540-0.013660.001040.0001328I28-102522.600-1878.84062268.070-0.013580.001410.0000729I29-91553.980-2032.18061172.240-0.013270.001540.0000330I30-87218.790-538.74051489.400-0.012830.001420.0000031I31-83200.1401471.42040769.930-0.012360.00176-0.0000532I32-78418.2303049.58025530.670-0.011800.00225-0.0000933I33-74533.5901991.1004055.600-0.010950.00199-0.0000534I34-70320.590-744.090-10208.400-0.010040.002730.0000035I35-69599.840-1565.920-9460.120-0.009060.003860.0000536I36-70418.810-1301.030-16400.290-0.008030.004900.0000737I37-63708.470-1151.130-14508.720-0.008080.01448-0.00015南天门大桥施工图设计51单元位置轴向 (kN)剪力 (-kN) 弯矩 (-kN*m)DX (m)DZ (m)RY (rad)38I38-55534.630-892.360-12944.170-0.008210.02865-0.0004839I39-62398.120696.310-9677.160-0.004860.028600.0006640I40-69106.4001310.520-9741.260-0.004970.014380.0003541I41-68600.3601487.960-2424.550-0.005000.004690.0001642I42-69001.980578.280-5488.720-0.003960.003590.0002343I43-73730.470-738.8102193.470-0.002980.002430.0003144I44-78588.160-1699.06017155.630-0.002070.001780.0003945I45-82578.730-2831.37031822.890-0.001230.002120.0004546I46-86190.320-2120.88048195.530-0.000660.001660.0004347I47-90585.160-486.13062956.370-0.000200.001340.0003948I48-101838.750-742.48063812.8800.000240.001490.0003649I49-112872.970-846.09065113.4000.000530.001390.0003350I50-129044.360-1203.11078275.3800.001080.001670.0003851I51-135185.380-809.12071158.5000.000770.000770.0002652I52-146458.740107.35073110.8200.000670.000370.0002053I53-155966.8308916.57075914.2300.000460.000020.0001454I54-151579.50014466.4208752.2300.00004-0.000070.0000655I55-151329.610-16113.390-7143.7000.00000-0.000010.0000656I56-156314.650-11375.14033600.270-0.000020.000220.0000557I57-146162.290-3547.38064531.110-0.000370.00142-0.0000358I58-129660.690-2985.48052258.220-0.000530.00256-0.0000959I59-119276.850-2243.09052715.710-0.000500.00370-0.0001360I60-113694.780-1771.40062275.740-0.000630.00524-0.0002361I61-102791.830-1751.96060359.800-0.000310.00590-0.0002562I62-91838.710-1900.75059265.7700.000050.00668-0.0002963I63-90349.490677.63042191.1900.000560.00715-0.0003264I64-89742.8502267.76020302.3600.001110.00799-0.0003565I65-89258.0201671.050-3092.6300.001810.00873-0.0003266I66-88853.880514.910-25153.8800.002810.00834-0.0001967I67-94746.420-1374.650-33852.5400.003940.008380.0000168I68-91080.650-4028.420-23151.0900.005020.008100.0002469I69-95334.200-3266.170-8130.6300.006070.007000.0004270I70-89303.760-403.270-1994.4100.005790.014380.0002271I71-81856.940218.800-7405.8500.005410.02680-0.0001072I72-82451.700764.890-9528.2500.007070.012530.0005373I73-83669.5001815.320-15604.1600.007050.010210.0006874I74-84622.4302874.330-24390.3000.007070.007330.0008875I75-84270.680713.440-36767.2000.007190.003570.00114南天门大桥施工图设计527.3 收缩徐变效应本设计考虑收缩徐变 1825 天，使用阶段的徐变收缩效应见下表：表表 7-4 收缩徐变效应计算表收缩徐变效应计算表单元位置轴向 (kN)剪力 (-kN) 弯矩 (-kN*m)DX (m)DZ (m)RY (rad)1I1-156633.5002596.560-46079.5800.053710.00260-0.001752I2-153357.770-1208.050-45287.8400.052390.00245-0.001303I3-159425.420-3368.630-39359.4000.051020.00229-0.000934I4-158945.310-2116.800-30106.0900.049530.00211-0.000635I5-197293.470-707.790-27638.8900.047960.00193-0.000406I6-171827.770-1577.660-12905.0400.048650.00181-0.000297I7-179385.3701971.590-3132.7300.047300.00161-0.000258I8-177324.5303003.240-17914.1500.046020.00140-0.000169I9-187983.90098.700-43658.7800.045290.001200.0001210I10-185228.320-2606.510-40161.8800.044600.001010.0004911I11-192833.820-3936.930-13919.9700.043880.000830.0007812I12-198101.700-6139.22014333.5000.043310.000720.0009013I13-202852.920-5815.89046225.6400.042480.000610.0009114I14-208704.190-4050.76075948.5200.041500.000510.0008515I15-226368.180-5038.74080852.2600.040400.000410.0007616I16-243932.850-5562.08087292.5200.039180.000320.0006617I17-260797.000-5973.35094070.0500.037840.000230.0005618I18-279509.140-6051.070105330.1300.036420.000170.0004619I19-298040.840-4899.700113098.1500.034880.000130.0003520I20-306158.0106309.460114400.9400.033290.000080.0002421I21-249548.62010275.28010538.9900.031130.000020.0001222I22-248972.260-16053.750-4044.0400.030760.000000.0001223I23-308069.230-11804.58075614.5000.03039-0.000010.0001224I24-304463.140-2718.200114128.3400.02823-0.000070.0000025I25-285313.840-1558.690109538.1500.02663-0.00012-0.0001126I26-257028.660-1222.91079427.4700.02510-0.00015-0.0002227I27-250343.600-571.65096004.3500.02379-0.00016-0.0002928I28-232616.680-852.55088226.3200.02240-0.00017-0.0004129I29-215010.510-1591.39081679.3400.02116-0.00017-0.0005230I30-204280.7409.32068741.4000.02003-0.00016-0.0006231I31-194262.2402364.88054449.6800.01900-0.00015-0.0007132I32-183165.2903756.70033533.5800.01809-0.00014-0.0007733I33-172944.1901889.3205099.2200.01740-0.00013-0.0007634I34-160913.940-1572.700-14810.0500.01655-0.00008-0.0006535I35-151934.290-3577.660-15069.6900.01588-0.00003-0.00048南天门大桥施工图设计53单元位置轴向 (kN)剪力 (-kN) 弯矩 (-kN*m)DX (m)DZ (m)RY (rad)36I36-150463.530-2988.880-25045.7700.015270.00003-0.0003237I37-139411.450-2379.200-23105.4900.014410.00009-0.0001738I38-158215.630-2343.830-34131.3300.013540.00015-0.0000639I39-135971.230161.880-16780.5300.017310.000180.0000940I40-146323.3901559.010-13715.6400.016450.000230.0002141I41-147702.5701616.810-3826.3900.015590.000280.0003542I42-155596.620-708.560-11035.5400.014980.000320.0005043I43-167367.660-3026.730-845.8600.014310.000340.0006644I44-179661.190-4352.71020664.4500.013450.000360.0007745I45-189429.290-6481.81038970.6600.012770.000360.0007846I46-198686.240-5613.89059818.5500.011880.000360.0007247I47-209170.620-3846.79078394.3000.010870.000350.0006348I48-226817.040-4839.16082796.2400.009770.000330.0005349I49-244394.210-5366.69088616.4800.008560.000300.0004450I50-274428.270-6425.440122062.3200.007360.000260.0003751I51-278939.660-5805.170103106.0000.005660.000220.0002052I52-298391.850-4696.490112794.5900.004130.000180.0000953I53-307170.4006524.110115329.5800.002540.00012-0.0000154I54-249965.46010480.2909713.8400.000370.00003-0.0001455I55-249374.410-15919.290-5118.6400.000000.00000-0.0001456I56-307958.430-11670.29074004.130-0.00037-0.00003-0.0001457I57-303554.610-2640.100109862.690-0.00252-0.00016-0.0002558I58-273998.570-1994.27080279.310-0.00410-0.00028-0.0003659I59-256792.020-1091.73076294.270-0.00550-0.00039-0.0004360I60-250135.370-434.65092475.470-0.00691-0.00051-0.0005361I61-232428.400-711.60084247.480-0.00824-0.00064-0.0006362I62-214765.440-1450.94077281.130-0.00947-0.00078-0.0007363I63-207329.7401347.11055694.020-0.01057-0.00093-0.0008264I64-201462.3103291.56028269.600-0.01156-0.00109-0.0008865I65-195713.2002184.760-2721.760-0.01239-0.00126-0.0008766I66-190182.300265.190-33691.570-0.01297-0.00144-0.0007567I67-191357.950-2307.180-48104.480-0.01368-0.00154-0.0004668I68-179963.930-6601.090-36776.140-0.01438-0.00152-0.0001069I69-184125.190-5520.260-19095.190-0.01512-0.001380.0001770I70-175552.630-1479.070-10505.570-0.01644-0.001110.0002471I71-199469.970-364.220-24783.460-0.01782-0.000710.0002872I72-159031.470117.650-22820.440-0.01717-0.000450.0003973I73-160628.5501365.570-29159.680-0.018760.000190.0006174I74-162039.2202659.350-38536.090-0.020290.000990.0009075I75-166317.440-824.250-55509.740-0.021700.001960.00126南天门大桥施工图设计547.4 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。表表 7-5 考虑预应力次效应后的承载能力极限状态基本组合考虑预应力次效应后的承载能力极限状态基本组合截面承载能力极限状态组合（不利）最大弯矩（-kN.m）最小弯矩（-kN.m）最大剪力（-kN）最小剪力（-kN）10.100-0.090-5196.090-7960.580228156.92018630.490-3997.540-6556.500350268.60032329.560-2785.060-5158.240466491.20041235.340-1524.470-3773.090576692.40045185.520-203.090-2399.220679681.88045436.530486.910-1689.520781224.18042244.3101831.830-317.930876891.79034121.5703220.9401081.540966548.10020877.4604666.4302522.0101050004.7802273.0906179.0304015.2001127023.050-21975.5507769.7305573.050125375.900-44075.3009033.8506804.29013-20236.320-69729.21010352.4908083.42014-49971.200-99106.61011730.5409415.65015-83997.710-132396.28013172.94010806.20016-122184.410-170118.54014684.39012260.09017-164579.910-212645.27016270.03013782.71018-211409.220-260203.58017934.92015379.41019-262894.080-313055.90019684.20017055.53020-318182.360-371488.28021558.89018827.77021-410881.160-470571.45021824.43018940.42022-429887.120-491431.630-19413.290-22643.39023-393888.000-452862.310-19339.880-22533.38024-316463.110-365928.250-19202.090-22246.90025-260779.090-304102.080-17474.270-20414.32026-208640.760-247834.050-15833.240-18670.93027-161209.340-197522.080-14273.770-17011.57028-118258.130-152651.510-12790.580-15431.07029-79574.940-112480.610-11355.060-13924.26030-44961.210-76784.180-9977.460-12486.42031-14228.320-45357.330-8659.110-11112.5103212812.960-18025.520-7394.910-9797.7103336375.6505332.840-6180.240-8537.6503463108.09030147.670-4646.700-6952.150南天门大桥施工图设计55截面承载能力极限状态组合（不利）最大弯矩（-kN.m）最小弯矩（-kN.m）最大剪力（-kN）最小剪力（-kN）3583826.76049059.830-3180.820-5444.7203698550.23062611.660-1771.750-4005.07037107514.06071042.150-408.360-2622.57038110910.31074542.130921.460-1285.33039110906.99074538.2001291.990-914.73040107318.77070845.4002629.000415.0204198162.89062222.1104011.3201778.2604283247.43048477.4605450.8603187.2404362336.94029372.5006958.0004652.8604435412.1804365.5708543.4206186.3104511718.920-19122.9309803.5807401.09046-15452.800-46585.08011118.1208665.06047-46316.110-78142.36012491.8509983.26048-81060.270-113969.24013929.67011360.81049-119873.960-154270.56015436.19012796.01050-162955.710-199271.39017016.51014279.03051-210517.920-249710.28018675.64015838.30052-262787.220-306108.43020418.70017479.02053-318604.220-368064.71022287.86019238.49054-412909.310-471878.28022543.75019350.38055-432329.920-493868.950-19082.180-22005.24056-396564.620-456249.480-19008.760-21892.70057-320328.700-373629.040-18870.710-21597.56058-264934.360-315090.730-17129.310-19758.27059-213344.330-262132.490-15452.910-18008.68060-166409.750-214468.150-13856.020-16343.58061-123908.970-171835.330-12333.230-14757.77062-85616.950-134007.040-10879.090-13246.04063-51484.680-100611.860-9488.470-11803.59064-21643.910-71129.000-8156.150-10425.410654074.210-45369.630-6876.820-9106.5306625827.280-23164.420-5645.610-7842.4706748931.9301206.490-4087.740-6251.7406865598.28019933.140-2594.310-4738.8806976065.03033299.490-1153.720-3293.2607080520.51041544.470245.920-1903.9607179101.26044858.9301617.520-558.8707276368.44044864.2002327.660131.6507366119.86040865.9203701.0301452.5407450020.14032082.3505088.3002715.2707527877.98018352.1506481.9403923.140南天门大桥施工图设计567-6 考虑预应力次效应后的考虑预应力次效应后的正常使用阶段短期效应组合正常使用阶段短期效应组合截面 最大轴向 (kN) 最大剪力(-kN)最大弯矩(-kN*m)最小轴向 (kN) 最小剪力(-kN)最小弯矩(-kN*m)1-77089.9501793.980-34304.830-77093.210169.440-34304.9802-78034.120-702.620-28898.090-78034.690-2204.350-34586.8803-82700.900-2238.920-19507.680-82701.000-3631.220-30241.1504-82341.760-1205.510-8431.050-82341.860-2522.430-23574.1105-80730.740-144.510360.740-80730.830-1425.450-18571.8006-87804.860-718.4005981.530-87814.830-1985.850-14619.5407-93606.1201590.15013658.070-93625.520340.960-9843.4308-91395.7602610.3603053.010-91421.5301368.240-22789.6409-95029.1001299.860-14225.520-95059.99054.270-41877.16010-88510.720-292.650-11926.720-88546.750-1551.570-40880.46011-90092.300-1010.6507617.480-90133.150-2292.120-22154.09012-90468.070-2300.13030140.820-90513.130-3604.15061.89013-90362.350-2120.71055931.800-90412.170-3451.84025800.02014-90672.730-477.93080635.720-90727.770-1840.49050699.72015-101872.720-698.93081663.340-101932.490-2097.06052160.02016-112886.610-770.27083160.790-112951.460-2207.88053881.82017-123445.770-816.75084987.530-123515.950-2297.56055504.23018-134800.170-646.30089053.460-134876.030-2173.89058936.64019-145964.730304.43091022.590-146046.650-1273.32059815.96020-155216.7009123.07093707.390-155219.7007479.16060375.85021-151140.55014732.05028978.590-151140.90012991.000-8531.52022-150901.040-16102.56013533.730-150902.110-18064.330-25197.94023-155847.210-11365.24054092.330-155850.440-13303.30016985.59024-145990.270-3541.45085792.770-146086.180-5383.69054665.84025-134661.620-2720.78085821.550-134750.050-4495.72058550.11026-119047.100-2257.88074217.430-119128.450-3967.38049686.73027-113438.700-1795.82084108.670-113513.320-3441.81061591.51028-102518.580-1784.38082551.850-102586.720-3368.91061470.56029-91549.820-1928.94081812.520-91612.320-3465.81061859.30030-87214.550-424.26072505.550-87271.030-1919.80053390.22031-83195.8701598.30062178.470-83246.450140.85043621.41032-78413.9303190.04047350.340-78459.1001767.31029061.10033-74529.2602146.40026319.780-74569.280754.8007944.56034-70316.290-567.01012842.530-70349.990-1922.960-6799.07035-69595.770-1364.67014274.810-69622.980-2692.110-6586.22036-70415.340-1073.2107830.260-70435.360-2379.680-13845.55037-63706.410-894.40010028.360-63716.810-2187.740-12055.89038-55534.620-604.53011710.610-55534.630-1892.780-10376.340南天门大桥施工图设计57截面 最大轴向 (kN) 最大剪力(-kN)最大弯矩(-kN*m)最小轴向 (kN) 最小剪力(-kN)最小弯矩(-kN*m)39-62395.780992.23014977.650-62406.190-295.970-7109.62040-69102.4101639.94014796.060-69122.130346.730-7289.05041-68595.5801852.52021806.440-68622.290546.210129.25042-68996.750979.37018246.860-69029.660-347.910-2616.09043-73725.020-300.01025245.300-73764.020-1655.7805601.15044-78582.720-1221.53039420.770-78627.130-2612.94021043.25045-82573.320-2324.21053643.520-82622.600-3746.76035352.36046-86185.070-1583.66069605.090-86239.910-3040.90051046.22047-90580.13081.56083973.600-90640.840-1413.76064856.53048-101833.850-143.89084454.320-101899.880-1680.55064499.36049-112868.250-216.25085398.380-112939.930-1800.59064315.47050-129039.830-541.66098227.730-129117.360-2187.46075709.16051-135180.980-115.72090807.070-135264.910-1825.00066277.00052-146454.240833.03092489.890-146545.490-941.67065219.61053-155965.4309676.09095363.940-155968.8007831.10064239.72054-151579.34015270.10028437.380-151579.73013332.120-8666.20055-151329.340-15828.54012617.800-151330.300-17594.520-26110.63056-156313.840-11090.25053085.860-156316.710-12831.26015578.96057-146146.810-3261.95083033.170-146232.150-4903.30049704.97058-129645.690-2695.80070272.810-129724.200-4273.72039069.56059-119262.110-1943.80070539.490-119334.640-3471.54040426.53060-113680.290-1461.40079964.370-113747.190-2942.36050485.43061-102777.600-1430.05077962.070-102839.150-2867.79048688.04062-91824.720-1565.67076829.910-91881.290-2963.92047332.00063-90336.1101027.24059712.610-90387.180-335.45029781.86064-89730.0102633.31037669.850-89776.1101302.0707543.03065-89245.6302054.07014005.980-89287.280749.960-16068.28066-88842.190917.010-8441.640-88878.950-364.550-38208.84067-94735.500-944.470-17843.380-94766.780-2203.490-46793.18068-91070.680-3566.930-8067.490-91096.540-4812.590-35715.66069-95326.140-2769.9305795.240-95345.420-4012.120-20044.45070-89299.560131.30010530.710-89309.330-1117.940-12968.35071-81856.900795.3303463.880-81856.990-472.090-17135.25072-82451.6501363.760414.610-82451.75082.900-18516.23073-83669.4402461.590-7720.160-83669.5401144.760-22861.97074-84622.1203571.530-18845.870-84622.7302179.330-29578.53075-84269.0501464.990-33849.480-84272.270-36.630-39537.880南天门大桥施工图设计58表表 7-77-7 考虑预应力次效应后的考虑预应力次效应后的正常使用阶段长期效应组合正常使用阶段长期效应组合截面 最大轴向 (kN)最大剪力(-kN)最大弯矩(-kN*m)最小轴向 (kN)最小剪力(-kN)最小弯矩(-kN*m)1-77088.9701885.270-34304.810-77093.400-331.660-34305.0002-78033.950-610.310-27186.470-78034.720-2660.390-34916.6403-82700.870-2143.570-16323.120-82701.010-4044.410-30900.6804-82341.740-1096.400-4008.370-82341.870-2895.160-24563.4005-80730.710-8.7005793.160-80730.840-1760.240-19890.8606-87802.350-568.81011835.880-87815.950-2302.640-16103.4707-93601.7901767.97020197.210-93628.23058.120-11657.1308-91390.5702817.16010074.600-91425.7201116.590-24933.1009-95023.4201536.210-6912.180-95065.580-168.900-44350.39010-88504.790-26.290-4501.490-88553.960-1748.890-43683.45011-90086.370-713.87014984.440-90142.110-2466.060-25286.83012-90462.160-1980.32037357.430-90523.580-3762.100-3318.18013-90356.560-1777.67062910.030-90424.410-3595.03022172.63014-90667.150-111.49087290.020-90742.010-1970.10046825.00015-101867.300-308.88087911.360-101948.520-2214.17048036.92016-112881.390-356.42088990.870-112969.420-2313.52049440.31017-123440.760-378.89090423.340-123535.930-2392.70050640.32018-134795.400-184.23094119.420-134898.160-2259.42053546.67019-145960.220790.95095747.950-146071.070-1350.10053792.36020-155215.7909635.08098359.670-155219.8307405.93053605.43021-151140.44015277.45033815.030-151140.91012918.400-16485.86022-150900.700-16035.37018436.000-150902.150-18689.300-33483.79023-155846.200-11298.04058935.160-155850.550-13920.4109191.08024-145986.870-3473.87090443.940-146116.370-5968.57048717.33025-134658.320-2652.41090411.210-134777.800-5057.36053856.27026-119043.890-2188.33079068.350-119153.880-4505.90046139.08027-113435.570-1724.67089239.080-113536.510-3957.34058940.61028-102515.510-1711.20087976.250-102607.740-3861.56059524.95029-91546.640-1848.29087541.880-91631.280-3935.69060537.44030-87211.260-333.89078547.650-87287.860-2367.06052613.11031-83192.5301699.26068538.970-83261.210-283.91043311.40032-78410.5503302.51054036.070-78471.9501364.90029138.58033-74525.8302271.34033346.940-74580.260374.5808319.69034-70312.880-423.91020443.130-70358.730-2273.890-6261.43035-69592.540-1201.62022369.660-69629.570-3014.190-5941.42036-70412.570-888.43016283.340-70439.840-2673.460-13093.59037-63704.770-686.18018702.880-63718.940-2453.990-11196.78038-55534.620-371.32020470.060-55534.630-2132.460-9410.07039-62393.9201231.89023737.110-62408.100-529.180-6143.47040-69099.2301906.16023470.680-69126.090138.520-6430.160南天门大桥施工图设计59截面 最大轴向 (kN)最大剪力(-kN)最大弯矩(-kN*m)最小轴向 (kN)最小剪力(-kN)最小弯矩(-kN*m)41-68591.7302146.27030259.670-68628.120361.440880.89042-68992.5301301.40026341.950-69037.340-510.940-1971.71043-73720.61050.87032846.230-73773.690-1798.8606138.28044-78578.310-841.34046448.280-78638.700-2737.85021417.91045-82568.940-1921.83060329.580-82635.910-3859.20035429.45046-86180.850-1158.93075965.920-86255.280-3141.83050735.85047-90576.130528.77090016.040-90658.440-1504.10064079.06048-101829.990325.95090184.030-101919.430-1761.17063177.15049-112864.570276.35090823.130-112961.560-1873.74062369.51050-129036.320-26.180103358.460-129141.140-2258.58073057.95051-135177.600422.75095658.240-135290.980-1894.53062729.80052-146450.7701394.62097079.690-146573.980-1010.02060526.30053-155964.38010261.860100014.700-155968.9107763.43058291.79054-151579.22015887.21033279.720-151579.74013264.930-16460.07055-151329.040-15755.98017519.550-151330.340-18148.320-34395.82056-156312.960-11017.66057921.790-156316.840-13376.6607625.28057-146142.940-3188.84087684.910-146258.330-5414.51042935.22058-129641.830-2618.99074997.700-129748.070-4760.26033046.66059-119258.040-1858.24075604.860-119356.300-3933.64035037.30060-113676.020-1366.23085399.490-113766.750-3380.24045622.32061-102773.140-1324.38083791.370-102856.690-3281.66044247.40062-91820.060-1448.53083077.060-91896.920-3353.98043209.85063-90331.3801156.87066366.050-90400.870-701.92025908.05064-89725.2302776.54044647.250-89788.010959.0303916.49065-89240.7602212.05021221.800-89297.550430.140-19447.56066-88837.3801090.970-1075.430-88887.520-661.340-41340.86067-94730.740-747.140-10418.830-94773.410-2469.870-49595.51068-91066.080-3343.750-754.750-91101.340-5048.960-38188.30069-95322.230-2518.27012816.320-95348.520-4218.930-22187.41070-89297.440414.16017069.450-89310.770-1295.780-14781.62071-81856.8701112.1209317.930-81857.000-621.670-18618.84072-82451.6301698.5305846.770-82451.750-52.900-19834.97073-83669.4102834.300-3297.660-83669.5501035.650-23851.03074-84621.9503984.710-15661.430-84622.7602084.010-30237.90075-84268.1001921.020-32137.920-84272.460-128.920-39867.560南天门大桥施工图设计60配束后按照规范进行承载能力极限状态组合和正常使用极限状态组合，组合的时候各内力分项系数与第四章完全一致，组合结果见下图 7.1图 7.6。图 7.1 考虑预应力次效应后极限承载能力效应组合剪力包络图图 7.2 考虑预应力次效应后极限承载能力效应组合弯矩包络图南天门大桥施工图设计61图 7.3 考虑预应力次效应后正常使用极限状态短期效应组合剪力包络图图 7.4 考虑预应力次效应后正常使用极限状态短期效应组合弯矩包络图南天门大桥施工图设计62图 7.5 考虑预应力次效应后正常使用极限状态长期效应组合剪力包络图图 7.6 考虑预应力次效应后正常使用极限状态长期效应组合弯矩包络图南天门大桥施工图设计638验算8.1 正截面强度验算8.1.1 使用阶段正截面抗弯验算表表 8-1 使用阶段正截面抗弯验算使用阶段正截面抗弯验算单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)1I1最大cLCB9FX-MAXOK0.099145533.4971I1最小cLCB18FX-MINOK-0.08983550.8061J2最大cLCB9FX-MAXOK29776.300176313.7981J2最小cLCB18FX-MINOK15213.219176313.7982I2最大cLCB9FX-MAXOK29932.452176305.1072I2最小cLCB18FX-MINOK15369.370176305.1072J3最大cLCB9FX-MAXOK53398.065181175.2822J3最小cLCB18FX-MINOK26253.531181175.2823I3最大cLCB9FX-MAXOK53398.079181174.2623I3最小cLCB18FX-MINOK26253.546181174.2623J4最大cLCB9FX-MAXOK70553.065182253.5233J4最小cLCB18FX-MINOK32790.677182253.5234I4最大cLCB9FX-MAXOK70553.049182253.7174I4最小cLCB18FX-MINOK32790.660182253.7174J5最大cLCB9FX-MAXOK81435.380183396.3054J5最小cLCB18FX-MINOK34988.752183396.3055I5最大cLCB9FX-MAXOK81265.028183683.1405I5最小cLCB18FX-MINOK34818.435183683.1405J6最大cLCB9FX-MAXOK84365.593184026.6465J6最小cLCB18FX-MINOK34289.341184026.6466I6最大cLCB9FX-MAXOK84365.588183529.9036I6最小cLCB18FX-MINOK34289.337183529.9036J7最大cLCB9FX-MAXOK85896.535184581.8186J7最小cLCB18FX-MINOK29958.017184581.8187I7最大cLCB9FX-MAXOK85896.520183320.6447I7最小cLCB18FX-MINOK29958.009183320.6447J8最大cLCB9FX-MAXOK81131.185194006.6127J8最小cLCB18FX-MINOK21166.601194006.6128I8最大cLCB9FX-MAXOK81131.183192709.9438I8最小cLCB18FX-MINOK21166.594192709.9438J9最大cLCB9FX-MAXOK69932.987203852.8248J9最小cLCB18FX-MINOK7756.072203852.8249I9最大cLCB9FX-MAXOK69932.968215514.072南天门大桥施工图设计64单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)9I9最小cLCB18FX-MINOK7756.056215514.0729J10最大cLCB9FX-MAXOK52113.517212050.3289J10最小cLCB18FX-MINOK-10472.702127586.68510I10最大cLCB9FX-MAXOK52113.536196135.13210I10最小cLCB18FX-MINOK-10472.686125704.30310J11最大cLCB19FX-MAXOK28323.642182874.30410J11最小cLCB8FX-MINOK-34645.872160538.96611I11最大cLCB19FX-MAXOK28323.677164921.03811I11最小cLCB8FX-MINOK-34645.831180882.46111J12最大cLCB19FX-MAXOK8866.169147493.20511J12最小cLCB8FX-MINOK-59314.481215874.71312I12最大cLCB19FX-MAXOK8866.204128285.01812I12最小cLCB8FX-MINOK-59314.439236577.53412J13最大cLCB19FX-MAXOK-14127.173279378.92912J13最小cLCB8FX-MINOK-87733.046279378.92913I13最大cLCB19FX-MAXOK-14127.138301346.58813I13最小cLCB8FX-MINOK-87733.003301346.58813J14最大cLCB19FX-MAXOK-40785.737346523.92213J14最小cLCB8FX-MINOK-120070.870346523.92214I14最大cLCB19FX-MAXOK-40785.701370142.94414I14最小cLCB8FX-MINOK-120070.827370142.94414J15最大cLCB19FX-MAXOK-71247.833415460.48014J15最小cLCB8FX-MINOK-156516.709415460.48015I15最大cLCB19FX-MAXOK-71247.833435881.00515I15最小cLCB8FX-MINOK-156516.709435881.00515J16最大cLCB19FX-MAXOK-105349.018490415.74915J16最小cLCB8FX-MINOK-197590.971490415.74916I16最大cLCB19FX-MAXOK-105349.018510058.13116I16最小cLCB8FX-MINOK-197590.971510058.13116J17最大cLCB19FX-MAXOK-143102.297572604.79016J17最小cLCB8FX-MINOK-243665.487572604.79017I17最大cLCB19FX-MAXOK-143102.293591818.72517I17最小cLCB8FX-MINOK-243665.484591818.72517J18最大cLCB19FX-MAXOK-184694.555662773.58417J18最小cLCB8FX-MINOK-294967.372662773.58418I18最大cLCB19FX-MAXOK-184694.544681856.11818I18最小cLCB8FX-MINOK-294967.358681856.11818J19最大cLCB19FX-MAXOK-230306.822759960.03618J19最小cLCB8FX-MINOK-351759.011759960.03619I19最大cLCB19FX-MAXOK-230306.832778803.41619I19最小cLCB8FX-MINOK-351759.020778803.41619J20最大cLCB19FX-MAXOK-279043.720862779.945南天门大桥施工图设计65单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)19J20最小cLCB8FX-MINOK-414326.529862779.94520I20最大cLCB19FX-MAXOK-279043.721798748.15620I20最小cLCB8FX-MINOK-414326.533798748.15620J21最大cLCB19FX-MAXOK-346080.429821442.20620J21最小cLCB8FX-MINOK-502669.965821442.20621I21最大cLCB19FX-MAXOK-360197.877821442.20621I21最小cLCB8FX-MINOK-519255.318821442.20621J22最大cLCB19FX-MAXOK-376978.173822581.61421J22最小cLCB8FX-MINOK-541642.777822581.61422I22最大cLCB19FX-MAXOK-376978.173822581.61422I22最小cLCB8FX-MINOK-541642.777822581.61422J23最大cLCB19FX-MAXOK-359855.893819431.94022J23最小cLCB8FX-MINOK-518470.860819431.94023I23最大cLCB19FX-MAXOK-345740.393819431.94023I23最小cLCB8FX-MINOK-501887.347819431.94023J24最大cLCB19FX-MAXOK-277497.894797683.17623J24最小cLCB8FX-MINOK-410306.882797683.17624I24最大cLCB19FX-MAXOK-277497.999862473.46024I24最小cLCB8FX-MINOK-410306.994862473.46024J25最大cLCB19FX-MAXOK-228458.562778760.41424J25最小cLCB8FX-MINOK-345259.057778760.41425I25最大cLCB19FX-MAXOK-228458.491759960.03625I25最小cLCB8FX-MINOK-345258.989759960.03625J26最大cLCB19FX-MAXOK-182285.913681976.07125J26最小cLCB8FX-MINOK-285964.955681976.07126I26最大cLCB19FX-MAXOK-182285.854639902.26226I26最小cLCB8FX-MINOK-285964.893639902.26226J27最大cLCB19FX-MAXOK-140184.609571042.49326J27最小cLCB8FX-MINOK-232822.647571042.49327I27最大cLCB19FX-MAXOK-140184.609572604.79027I27最小cLCB8FX-MINOK-232822.647572604.79027J28最大cLCB19FX-MAXOK-101968.737509896.55627J28最小cLCB8FX-MINOK-185317.583509896.55628I28最大cLCB19FX-MAXOK-101968.737490255.72228I28最小cLCB8FX-MINOK-185317.583490255.72228J29最大cLCB19FX-MAXOK-67464.179435449.35328J29最小cLCB8FX-MINOK-142707.966435449.35329I29最大cLCB19FX-MAXOK-67464.179415030.08029I29最小cLCB8FX-MINOK-142707.966415030.08029J30最大cLCB19FX-MAXOK-36507.933369724.76829J30最小cLCB8FX-MINOK-104768.608369724.76830I30最大cLCB19FX-MAXOK-36507.933348620.486南天门大桥施工图设计66单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)30I30最小cLCB8FX-MINOK-104768.608348620.48630J31最大cLCB19FX-MAXOK-8944.481305034.73530J31最小cLCB8FX-MINOK-71294.611305034.73531I31最大cLCB19FX-MAXOK-8944.481286047.58731I31最小cLCB8FX-MINOK-71294.611286047.58731J32最大cLCB19FX-MAXOK15384.79490676.28431J32最小cLCB8FX-MINOK-42111.450243451.36732I32最大cLCB19FX-MAXOK15384.79491292.17432I32最小cLCB8FX-MINOK-42111.450224272.79232J33最大cLCB9FX-MAXOK38043.258117140.34732J33最小cLCB18FX-MINOK-18476.081186972.53733I33最大cLCB9FX-MAXOK38043.258122375.30133I33最小cLCB18FX-MINOK-18476.081165113.41133J34最大cLCB9FX-MAXOK66651.112140185.06333J34最小cLCB18FX-MINOK3890.847140185.06334I34最大cLCB9FX-MAXOK66651.112145291.91534I34最小cLCB18FX-MINOK3890.847145291.91534J35最大cLCB9FX-MAXOK88823.644155313.58434J35最小cLCB18FX-MINOK20944.528155313.58435I35最大cLCB9FX-MAXOK88823.644158675.47735I35最小cLCB18FX-MINOK20944.528158675.47735J36最大cLCB9FX-MAXOK104579.394156520.79835J36最小cLCB18FX-MINOK33179.966156520.79836I36最大cLCB9FX-MAXOK104579.394175659.35736I36最小cLCB18FX-MINOK33179.966175659.35736J37最大cLCB9FX-MAXOK114153.935170207.99136J37最小cLCB18FX-MINOK40796.296170207.99137I37最大cLCB9FX-MAXOK114153.935169827.35837I37最小cLCB18FX-MINOK40796.296169827.35837J38最大cLCB9FX-MAXOK117739.308165443.96037J38最小cLCB18FX-MINOK43952.552165443.96038I38最大cLCB9FX-MAXOK117739.308165018.91238I38最小cLCB18FX-MINOK43952.552165018.91238J39最大cLCB9FX-MAXOK117717.393164999.53238J39最小cLCB18FX-MINOK43933.354164999.53239I39最大cLCB9FX-MAXOK117717.393165424.57839I39最小cLCB18FX-MINOK43933.354165424.57839J40最大cLCB9FX-MAXOK113956.669170716.22539J40最小cLCB18FX-MINOK40627.511170716.22540I40最大cLCB9FX-MAXOK113956.669171097.03840I40最小cLCB18FX-MINOK40627.511171097.03840J41最大cLCB9FX-MAXOK104206.694175005.667南天门大桥施工图设计67单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)40J41最小cLCB18FX-MINOK32861.594175005.66741I41最大cLCB9FX-MAXOK104206.694155864.77041I41最小cLCB18FX-MINOK32861.594155864.77041J42最大cLCB9FX-MAXOK88275.573157460.09441J42最小cLCB18FX-MINOK20476.572157460.09442I42最大cLCB9FX-MAXOK88275.573154097.75942I42最小cLCB18FX-MINOK20476.572154097.75942J43最大cLCB9FX-MAXOK65927.835143359.81242J43最小cLCB18FX-MINOK3273.307143359.81243I43最大cLCB9FX-MAXOK65927.835138253.14843I43最小cLCB18FX-MINOK3273.307138253.14843J44最大cLCB9FX-MAXOK37144.270121419.16743J44最小cLCB18FX-MINOK-19242.509165921.40044I44最大cLCB9FX-MAXOK37144.270115756.42244I44最小cLCB18FX-MINOK-19242.509188605.80644J45最大cLCB19FX-MAXOK14511.27293312.43344J45最小cLCB8FX-MINOK-43146.750223389.26745I45最大cLCB19FX-MAXOK14511.27292685.66845I45最小cLCB8FX-MINOK-43146.750242798.73345J46最大cLCB19FX-MAXOK-9929.682285081.04045J46最小cLCB8FX-MINOK-72461.724285081.04046I46最大cLCB19FX-MAXOK-9929.682304724.29346I46最小cLCB8FX-MINOK-72461.724304724.29346J47最大cLCB19FX-MAXOK-37604.805349020.57446J47最小cLCB8FX-MINOK-106067.608349020.57447I47最大cLCB19FX-MAXOK-37604.805370142.16047I47最小cLCB8FX-MINOK-106067.608370142.16047J48最大cLCB19FX-MAXOK-68672.713415460.48047J48最小cLCB8FX-MINOK-144138.884415460.48048I48最大cLCB19FX-MAXOK-68672.713435879.90448I48最小cLCB8FX-MINOK-144138.884435879.90448J49最大cLCB19FX-MAXOK-103289.004490415.74948J49最小cLCB8FX-MINOK-186880.374490415.74949I49最大cLCB19FX-MAXOK-103289.004510057.08249I49最小cLCB8FX-MINOK-186880.374510057.08249J50最大cLCB19FX-MAXOK-141616.708572604.79049J50最小cLCB8FX-MINOK-234517.224572604.79050I50最大cLCB19FX-MAXOK-141616.661611175.59850I50最小cLCB8FX-MINOK-234517.169611175.59850J51最大cLCB19FX-MAXOK-183829.940684272.18150J51最小cLCB8FX-MINOK-287787.796684272.18151I51最大cLCB19FX-MAXOK-183829.940681734.357南天门大桥施工图设计68单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)51I51最小cLCB8FX-MINOK-287787.797681734.35751J52最大cLCB19FX-MAXOK-230114.744759960.03651J52最小cLCB8FX-MINOK-347213.424759960.03652I52最大cLCB19FX-MAXOK-230114.790778803.52952I52最小cLCB8FX-MINOK-347213.473778803.52952J53最大cLCB19FX-MAXOK-279268.512862779.94552J53最小cLCB8FX-MINOK-412393.055862779.94553I53最大cLCB19FX-MAXOK-279268.515798749.86653I53最小cLCB8FX-MINOK-412393.056798749.86653J54最大cLCB19FX-MAXOK-347660.355821442.20653J54最小cLCB8FX-MINOK-504149.144821442.20654I54最大cLCB19FX-MAXOK-361863.999821442.20654I54最小cLCB8FX-MINOK-520836.480821442.20654J55最大cLCB19FX-MAXOK-379021.662822581.61454J55最小cLCB8FX-MINOK-544050.484822581.61455I55最大cLCB19FX-MAXOK-379021.662822581.61455I55最小cLCB8FX-MINOK-544050.484822581.61455J56最大cLCB19FX-MAXOK-362211.514819431.94055J56最小cLCB8FX-MINOK-521628.292819431.94056I56最大cLCB19FX-MAXOK-348009.772819431.94056I56最小cLCB8FX-MINOK-504942.734819431.94056J57最大cLCB19FX-MAXOK-280861.455797685.92656J57最小cLCB8FX-MINOK-416467.307797685.92657I57最大cLCB19FX-MAXOK-280861.482862473.46057I57最小cLCB8FX-MINOK-416467.337862473.46057J58最大cLCB19FX-MAXOK-232040.521778888.14557J58最小cLCB8FX-MINOK-353800.719778888.14558I58最大cLCB19FX-MAXOK-232040.494736608.41858I58最小cLCB8FX-MINOK-353800.689736608.41858J59最大cLCB19FX-MAXOK-186344.986660873.84458J59最小cLCB8FX-MINOK-296909.888660873.84459I59最大cLCB19FX-MAXOK-186344.986639902.26259I59最小cLCB8FX-MINOK-296909.888639902.26259J60最大cLCB19FX-MAXOK-144669.416571044.21259J60最小cLCB8FX-MINOK-245508.774571044.21260I60最大cLCB19FX-MAXOK-144669.416572604.79060I60最小cLCB8FX-MINOK-245508.774572604.79060J61最大cLCB19FX-MAXOK-106832.824509898.92860J61最小cLCB8FX-MINOK-199334.956509898.92861I61最大cLCB19FX-MAXOK-106832.824490255.72261I61最小cLCB8FX-MINOK-199334.956490255.72261J62最大cLCB19FX-MAXOK-72648.273435451.356南天门大桥施工图设计69单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)61J62最小cLCB8FX-MINOK-158161.455435451.35662I62最大cLCB19FX-MAXOK-72648.273415030.08062I62最小cLCB8FX-MINOK-158161.455415030.08062J63最大cLCB19FX-MAXOK-42102.287369726.04362J63最小cLCB8FX-MINOK-121616.804369726.04363I63最大cLCB19FX-MAXOK-42102.323346220.56663I63最小cLCB8FX-MINOK-121616.847346220.56663J64最大cLCB19FX-MAXOK-15359.786301037.97163J64最小cLCB8FX-MINOK-89180.299301037.97164I64最大cLCB19FX-MAXOK-15359.822279153.21764I64最小cLCB8FX-MINOK-89180.341279153.21764J65最大cLCB19FX-MAXOK7717.521127710.28864J65最小cLCB8FX-MINOK-60663.049237012.74965I65最大cLCB19FX-MAXOK7717.467146911.11365I65最小cLCB8FX-MINOK-60663.113216332.33365J66最大cLCB19FX-MAXOK27258.944164201.85365J66最小cLCB8FX-MINOK-35895.785182065.81466I66最大cLCB19FX-MAXOK27258.910182589.00266I66最小cLCB8FX-MINOK-35895.826160873.14866J67最大cLCB9FX-MAXOK50990.039194948.13566J67最小cLCB18FX-MINOK-11420.302126529.95067I67最大cLCB9FX-MAXOK50990.021210859.47967I67最小cLCB18FX-MINOK-11420.314128493.80767J68最大cLCB9FX-MAXOK68941.656214045.55667J68最小cLCB18FX-MINOK6919.922214045.55668I68最大cLCB9FX-MAXOK68941.677202369.04968I68最小cLCB18FX-MINOK6919.941202369.04968J69最大cLCB9FX-MAXOK80272.131191246.20268J69最小cLCB18FX-MINOK20441.944191246.20269I69最大cLCB9FX-MAXOK80272.158192509.10369I69最小cLCB18FX-MINOK20441.966192509.10369J70最大cLCB9FX-MAXOK85169.786182026.69669J70最小cLCB18FX-MINOK29344.856182026.69670I70最大cLCB9FX-MAXOK85169.794183419.09370I70最小cLCB18FX-MINOK29344.861183419.09370J71最大cLCB9FX-MAXOK83771.088183149.42970J71最小cLCB18FX-MINOK33787.658183149.42971I71最大cLCB9FX-MAXOK83771.107183630.93671I71最小cLCB18FX-MINOK33787.672183630.93671J72最大cLCB9FX-MAXOK80736.640183163.90871J72最小cLCB18FX-MINOK34372.508183163.90872I72最大cLCB9FX-MAXOK80904.255182795.341南天门大桥施工图设计70单元位置最大/最小 组合 名称类型验算rMu (kN*m)Mn (kN*m)72I72最小cLCB18FX-MINOK34540.088182795.34172J73最大cLCB9FX-MAXOK70154.081181735.54572J73最小cLCB18FX-MINOK32453.481181735.54573I73最大cLCB9FX-MAXOK70154.097181735.56373I73最小cLCB18FX-MINOK32453.497181735.56373J74最大cLCB9FX-MAXOK53131.220180478.90473J74最小cLCB18FX-MINOK26027.849180478.90474I74最大cLCB9FX-MAXOK53131.216180480.09974I74最小cLCB18FX-MINOK26027.841180480.09974J75最大cLCB9FX-MAXOK29797.253175278.21974J75最小cLCB18FX-MINOK15254.734175278.21975I75最大cLCB9FX-MAXOK29644.310175291.21075I75最小cLCB18FX-MINOK15101.779175291.21075J76最大cLCB9FX-MAXOK0.768145660.00575J76最小cLCB18FX-MINOK-0.65685076.448可知，正截面抗弯满足了要求。8.1.2 使用阶段斜截面抗剪验算由于没有布置竖向预应力钢筋，所以抗裂截面有许多通不过，后期要加竖向预应力筋使其满足要求。8.2 截面抗裂验算8.2.1 使用阶段正截面抗裂验算根据公预规得第 6.3.1 条的规定，预应力混凝土受弯构件应该按下列规定进行正截面抗裂验算：全预应力混凝土构件，在作用短期效应组合下：分段浇筑或砂浆接缝的纵向分块构件08 . 0pcst（8-1）南天门大桥施工图设计71表表 8-2 使用阶段正截面抗裂验算使用阶段正截面抗裂验算单元验算Sig_T(kN/m2)Sig_B(kN/m2)Sig_TL(kN/m2)Sig_BL(kN/m2)Sig_TR(kN/m2)Sig_BR(kN/m2)Sig_MAX(kN/m2)Sig_ALW(kN/m2)1.0OK2266.09803.42266.09803.42266.09803.42266.00.01.0OK2627.610436.72627.610436.72627.610436.72627.60.02.0OK2653.79363.72653.79363.72653.79363.72653.70.02.0OK3559.99034.33559.99034.33559.99034.33559.90.03.0OK3556.49024.13556.49024.13556.49024.13556.40.03.0OK4113.28174.74113.28174.74113.28174.74113.20.04.0OK4110.78200.74110.78200.74110.78200.74110.70.04.0OK4283.47657.94283.47657.94283.47657.94283.40.05.0OK4350.57624.74350.57624.74350.57624.74350.50.05.0OK4358.07566.14358.07566.14358.07566.14358.00.06.0OK5197.57796.55197.57796.55197.57796.55197.50.06.0OK4861.67788.94861.67788.94861.67788.94861.60.07.0OK11935.45087.811935.45087.811935.45087.85087.80.07.0OK4334.39005.54334.39005.54334.39005.54334.30.08.0OK4107.08818.14107.08818.14107.08818.14107.00.08.0OK2662.89978.72662.89978.72662.89978.72662.80.09.0OK2595.210659.62595.210659.62595.210659.62595.20.09.0OK1760.010881.91760.010881.91760.010881.91760.00.010.0OK1701.69959.41701.69959.41701.69959.41701.60.010.0OK1374.79617.31374.79617.31374.79617.31374.70.011.0OK2298.18621.32298.18621.32298.18621.32298.10.011.0OK2083.18177.82083.18177.82083.18177.82083.10.012.0OK2950.67248.22950.67248.22950.67248.22950.60.012.0OK2750.16808.32750.16808.32750.16808.32750.10.013.0OK3566.55876.53566.55876.53566.55876.53566.50.013.0OK3158.55788.83158.55788.83158.55788.83158.50.014.0OK10147.32967.810147.32967.810147.32967.82967.80.014.0OK3296.75187.93296.75187.93296.75187.93296.70.015.0OK10049.53939.610049.53939.610049.53939.63939.60.015.0OK3280.55879.63280.55879.63280.55879.63280.50.016.0OK3954.86242.23954.86242.23954.86242.23954.80.016.0OK3253.96455.63253.96455.63253.96455.63253.90.017.0OK3869.76793.03869.76793.03869.76793.03869.70.017.0OK3182.76956.03182.76956.03182.76956.03182.70.018.0OK3864.87241.53864.87241.53864.87241.53864.80.018.0OK3084.87408.53084.87408.53084.87408.53084.80.019.0OK3749.77694.23749.77694.23749.77694.23749.70.019.0OK2895.17875.72895.17875.72895.17875.72895.10.020.0OK3521.87983.43521.87983.43521.87983.43521.80.0南天门大桥施工图设计7220.0OK1987.59747.91987.59747.91987.59747.91987.50.021.0OK901.010031.6901.010031.6901.010031.6901.00.021.0OK366.010609.0366.010609.0366.010609.0366.00.022.0OK365.710608.6365.710608.6365.710608.6365.70.022.0OK852.410058.9852.410058.9852.410058.9852.40.023.0OK1931.29777.31931.29777.31931.29777.31931.20.023.0OK3579.37956.13579.37956.13579.37956.13579.30.024.0OK2953.47829.02953.47829.02953.47829.02953.40.024.0OK3798.37616.03798.37616.03798.37616.03798.30.025.0OK3133.87326.53133.87326.53133.87326.53133.80.025.0OK3926.57115.63926.57115.63926.57115.63926.50.026.0OK2705.76959.52705.76959.52705.76959.52705.70.026.0OK3448.26744.83448.26744.83448.26744.83448.20.027.0OK3413.36272.53413.36272.53413.36272.53413.30.027.0OK4137.36024.24137.36024.24137.36024.24137.30.028.0OK3464.75660.13464.75660.13464.75660.13464.70.028.0OK10131.93841.810131.93841.810131.93841.83841.80.029.0OK9396.63447.19396.63447.19396.63447.13447.10.029.0OK10245.42845.310245.42845.310245.42845.32845.30.030.0OK9510.43264.69510.43264.69510.43264.63264.60.030.0OK10172.92901.510172.92901.510172.92901.52901.50.031.0OK9542.83174.19542.83174.19542.83174.13174.10.031.0OK9941.83170.39941.83170.39941.83170.33170.30.032.0OK3070.65417.23070.65417.23070.65417.23070.60.032.0OK3125.25946.23125.25946.23125.25946.23125.20.033.0OK2224.96433.22224.96433.22224.96433.22224.90.033.0OK2521.86750.32521.86750.32521.86750.32521.80.034.0OK1646.07195.11646.07195.11646.07195.11646.00.034.0OK2210.17015.12210.17015.12210.17015.12210.10.035.0OK2060.17159.32060.17159.32060.17159.32060.10.035.0OK2816.96668.02816.96668.02816.96668.02816.90.036.0OK1997.17951.71997.17951.71997.17951.71997.10.036.0OK2704.57371.12704.57371.12704.57371.12704.50.037.0OK1863.47429.71863.47429.71863.47429.71863.40.037.0OK2276.77044.52276.77044.52276.77044.52276.70.038.0OK1459.26803.71459.26803.71459.26803.71459.20.038.0OK1468.26732.01468.26732.01468.26732.01468.20.039.0OK2286.16969.82286.16969.82286.16969.82286.10.039.0OK1816.57389.21816.57389.21816.57389.21816.50.040.0OK2658.47330.52658.47330.52658.47330.52658.40.040.0OK2034.37788.12034.37788.12034.37788.12034.30.041.0OK2852.06511.82852.06511.82852.06511.82852.00.041.0OK2119.46990.72119.46990.72119.46990.72119.40.0南天门大桥施工图设计7342.0OK2270.46816.92270.46816.92270.46816.92270.40.042.0OK1731.66988.41731.66988.41731.66988.41731.60.043.0OK2609.16516.42609.16516.42609.16516.42609.10.043.0OK2238.56389.02238.56389.02238.56389.02238.50.044.0OK3190.75825.53190.75825.53190.75825.53190.70.044.0OK2971.35458.62971.35458.62971.35458.62971.30.045.0OK9834.53234.69834.53234.69834.53234.63234.60.045.0OK9439.43092.89439.43092.89439.43092.83092.80.046.0OK10087.72941.310087.72941.310087.72941.32941.30.046.0OK9472.33177.79472.33177.79472.33177.73177.70.047.0OK10208.92878.510208.92878.510208.92878.52878.50.047.0OK3475.54967.03475.54967.03475.54967.03475.50.048.0OK10095.13878.310095.13878.310095.13878.33878.30.048.0OK3422.15709.03422.15709.03422.15709.03422.10.049.0OK4095.16072.74095.16072.74095.16072.74095.10.049.0OK3365.46325.23365.46325.23365.46325.23365.40.050.0OK4665.66505.34665.66505.34665.66505.34665.60.050.0OK3930.06710.03930.06710.03930.06710.03930.00.051.0OK3982.47146.33982.47146.33982.47146.33982.40.051.0OK3181.57352.33181.57352.33181.57352.33181.50.052.0OK3842.27639.13842.27639.13842.27639.13842.20.052.0OK2986.27850.32986.27850.32986.27850.32986.20.053.0OK3610.57958.23610.57958.23610.57958.23610.50.053.0OK1996.09777.71996.09777.71996.09777.71996.00.054.0OK906.610062.5906.610062.5906.610062.5906.60.054.0OK360.710650.9360.710650.9360.710650.9360.70.055.0OK360.410650.6360.410650.6360.410650.6360.40.055.0OK840.910109.3840.910109.3840.910109.3840.90.056.0OK1928.69825.21928.69825.21928.69825.21928.60.056.0OK3508.98049.73508.98049.73508.98049.73508.90.057.0OK2883.97922.52883.97922.52883.97922.52883.90.057.0OK3698.87747.93698.87747.93698.87747.93698.80.058.0OK2427.17610.82427.17610.82427.17610.82427.10.058.0OK3199.67441.93199.67441.93199.67441.93199.60.059.0OK2560.17147.52560.17147.52560.17147.52560.10.059.0OK3269.06978.03269.06978.03269.06978.03269.00.060.0OK3234.26506.83234.26506.83234.26506.83234.20.060.0OK3928.56301.13928.56301.13928.56301.13928.50.061.0OK3254.05939.03254.05939.03254.05939.03254.00.061.0OK3957.65658.83957.65658.83957.65658.83957.60.062.0OK3263.95263.03263.95263.03263.95263.03263.90.062.0OK10104.23051.810104.23051.810104.23051.83051.80.063.0OK3118.05831.83118.05831.83118.05831.83118.00.0南天门大桥施工图设计74注：表中应力压为正拉为负，Sig_T：截面上端最小应力，Sig_B：截面下端最小应力，Sig_TL：截面左上端最小应力，Sig_BL：截面左下端最小应力，Sig_TR：截面右上端最小应力，Sig_BR：截面右下端最小应力，Sig_MAX：上述各点应力中最小应力，Sig_ALW：容许拉应力从上表可知：使用阶段正截面抗裂验算满足了要求。8.2.2 使用阶段斜截面抗裂验算根据公预规的第 6.3.3 条的规定，预应力混凝土受弯构件的作用（或荷载） 短期效应组合和预加应力产生的混凝土主拉应力tp应符合下列规定：全预应力混凝土构件，在作用（或者荷载）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tktpf4 . 0（8-3）上式中：st在作用短期效应组合下构件抗裂验算边缘混凝土的法向拉应力；pc扣除全部预应力损失后的预加应力在构件抗裂验算边缘产生的混凝63.0OK3521.45953.63521.45953.63521.45953.63521.40.064.0OK2707.26837.22707.26837.22707.26837.22707.20.064.0OK2955.37256.52955.37256.52955.37256.52955.30.065.0OK2078.08138.02078.08138.02078.08138.02078.00.065.0OK2330.58577.62330.58577.62330.58577.62330.50.066.0OK1347.49592.91347.49592.91347.49592.91347.40.066.0OK1713.99902.11713.99902.11713.99902.11713.90.067.0OK1757.310797.51757.310797.51757.310797.51757.30.067.0OK2632.210552.32632.210552.32632.210552.32632.20.068.0OK2683.69862.62683.69862.62683.69862.62683.60.068.0OK4143.48681.94143.48681.94143.48681.94143.40.069.0OK4544.28892.64544.28892.64544.28892.64544.20.069.0OK12141.55062.912141.55062.912141.55062.95062.90.070.0OK5071.87766.35071.87766.35071.87766.35071.80.070.0OK5335.97868.55335.97868.55335.97868.55335.90.071.0OK4494.97630.64494.97630.64494.97630.64494.90.071.0OK4536.17700.74536.17700.74536.17700.74536.10.072.0OK4468.17724.44468.17724.44468.17724.44468.10.072.0OK4262.18260.14262.18260.14262.18260.14262.10.073.0OK4265.68233.04265.68233.04265.68233.04265.60.073.0OK3754.69096.73754.69096.73754.69096.73754.60.074.0OK3758.29107.03758.29107.03758.29107.03758.20.074.0OK2808.09349.52808.09349.52808.09349.52808.00.075.0OK2797.910424.32797.910424.32797.910424.32797.90.075.0OK2414.89996.02414.89996.02414.89996.02414.80.0南天门大桥施工图设计75土预压应力；tp由作用短期效应组合和预加应力产生的混凝土主拉应力；tkf 混凝土的抗拉设计强度标准值表表 8-3 使用阶段斜截面抗裂验算使用阶段斜截面抗裂验算截面验算Sig_MAXSig_AP截面验算Sig_MAXSig_AP1OK-213.7029-106038OK-367.1784-10601OK-351.5888-106039OK-20.5426-10602OK-529.3144-106039OK-114.0246-10602OK-1023.402-106040OK-56.2495-10603OK-1059.1193-106040OK-84.1764-10603OK-484.8818-106041OK-66.5749-10604OK-513.4287-106041OK-120.4247-10604OK-141.9608-106042OK-17.4216-10605OK-157.9562-106042OK-52.9808-10605OK-49.6238-106043OK-18.4755-10606OK-66.4511-106043OK-8.4624-10606OK-96.1052-106044OK-40.5649-10607OK-44.506-106044OK-22.4734-10607OK-229.4166-106045OK-77.5092-10608OK-97.6055-106045OK-17.3072-10608OK-275.6815-106046OK-38.7525-10609OK-24.3414-106046OK-22.9716-10609OK-56.1551-106047OK-3.9213-106010OK-16.1816-106047OK-76.2158-106010OK-10.7626-106048OK-4.8932-106011OK-27.2161-106048OK-53.3011-106011OK-15.0124-106049OK-4.6612-106012OK-66.7567-106049OK-42.8869-106012OK-20.6524-106050OK-6.2678-106013OK-51.2266-106050OK-32.9441-106013OK-7.8475-106051OK-3.0904-106014OK-8.9111-106051OK-45.9826-106014OK-55.5885-106052OK-2.2713-106015OK-9.7716-106052OK-52.8324-106015OK-41.1891-106053OK-562.4265-106016OK-8.7491-106053OK-904.4649-106016OK-33.5168-106054OK-1001.2298-106017OK-7.7692-106054OK-1021.2816-106017OK-32.0484-106055OK-1055.8922-1060南天门大桥施工图设计76截面验算Sig_MAXSig_AP截面验算Sig_MAXSig_AP18OK-5.3531-106055OK-908.5652-106018OK-38.5189-106056OK-946.7130-106019OK-1.256-106056OK-538.3966-106019OK-45.7028-106057OK-46.6878-106020OK-510.1734-106057OK-1.5189-106020OK-905.2788-106058OK-45.7691-106021OK-921.9631-106058OK-3.6331-106021OK-947.9187-106059OK-38.3425-106022OK-1050.7157-106059OK-5.8882-106022OK-971.3677-106060OK-33.5954-106023OK-1009.2137-106060OK-9.3888-106023OK-587.7904-106061OK-39.6628-106024OK-54.1697-106061OK-9.9192-106024OK-2.5748-106062OK-52.3159-106025OK-46.3695-106062OK-10.4067-106025OK-3.03-106063OK-4.3204-106026OK-46.7333-106063OK-46.4592-106026OK-3.2897-106064OK-25.4334-106027OK-41.9599-106064OK-51.0837-106027OK-5.5957-106065OK-15.7333-106028OK-50.2148-106065OK-23.4411-106028OK-5.8234-106066OK-6.0204-106029OK-66.773-106066OK-13.9975-106029OK-5.4497-106067OK-62.1398-106030OK-28.2672-106067OK-17.1706-106030OK-49.2462-106068OK-289.9571-106031OK-7.3003-106068OK-66.5165-106031OK-134.4029-106069OK-201.7815-106032OK-53.9171-106069OK-8.0815-106032OK-112.5358-106070OK-25.0667-106033OK-24.2156-106070OK-63.0546-106033OK-13.4245-106071OK-42.8687-106034OK-55.6329-106071OK-139.5529-106034OK-22.7381-106072OK-124.4841-106035OK-120.8457-106072OK-453.9738-106035OK-69.2266-106073OK-427.9873-106036OK-104.8257-106073OK-967.4822-106036OK-50.0592-106074OK-932.1564-106037OK-106.3202-106074OK-375.9206-106037OK-19.1956-106075OK-219.6051-106038OK-361.2288-106075OK-91.2722-1060南天门大桥施工图设计77从上表可知：使用阶段斜截面抗裂验算满足要求8.3 持久状况构件的应力验算8.3.1 正截面混凝土压应力验算根据公预规 （JTG D62-2004）的第 7.1.5 条规范的规定，使用阶段的预应力混凝土受弯的构件的正截面混凝土压应力，应符合下列规定：受压区混凝土的最大压应力未开裂构件ckptkcf5 . 0=16.2MPa（8-3）式中：kc由作用（或者荷载）标准值产生的混凝土法向压应力，00kcyIMk，见公预规的式（7.1.3-1）pt由预加应力产生的法向拉应力，nnpnnpnpnpyIMyIeNAN2pt，见公预规的式（6.1.5-4）计算结果如下表所示：单元验算Sig_TSig_BSig_TLSig_BLSig_TRSig_BRSig_MAXSig_ALW1OK 7766.1877 12806.2822 7766.1877 12806.2822 7766.1877 12806.2822 12806.2822162001OK 7973.8465 13929.8495 7973.8465 13929.8495 7973.8465 13929.8495 13929.8495162002OK 8029.3762 12572.1906 8029.3762 12572.1906 8029.3762 12572.1906 12572.1906162002OK9020.948 12353.3733 9020.948 12353.3733 9020.948 12353.3733 12353.3733162003OK 9021.0277 12334.2612 9021.0277 12334.2612 9021.0277 12334.2612 12334.2612162003OK 11376.3975 8997.375 11376.3975 8997.375 11376.3975 8997.375 11376.3975162004OK 11374.1447 9028.5277 11374.1447 9028.5277 11374.1447 9028.5277 11374.1447162004OK 12071.697 7690.8722 12071.697 7690.8722 12071.697 7690.8722 12071.697162005OK 12154.413 7636.5649 12154.413 7636.5649 12154.413 7636.5649 12154.413162005OK 12416.1064 7218.999 12416.1064 7218.999 12416.1064 7218.999 12416.1064162006OK 13476.9553 7510.8551 13476.9553 7510.8551 13476.9553 7510.8551 13476.9553162006OK 13514.7175 6907.9195 13514.7175 6907.9195 13514.7175 6907.9195 13514.7175162007OK 14549.3457 6858.329 14549.3457 6858.329 14549.3457 6858.329 14549.3457162007OK 13282.3379 7974.9755 13282.3379 7974.9755 13282.3379 7974.9755 13282.3379162008OK 13039.9314 7741.4826 13039.9314 7741.4826 13039.9314 7741.4826 13039.931416200南天门大桥施工图设计78单元验算Sig_TSig_BSig_TLSig_BLSig_TRSig_BRSig_MAXSig_ALW8OK 3182.1245 12638.8998 3182.1245 12638.8998 3182.1245 12638.8998 12638.8998162009OK 3095.7317 13489.0782 3095.7317 13489.0782 3095.7317 13489.0782 13489.0782162009OK 2403.0847 13310.1145 2403.0847 13310.1145 2403.0847 13310.1145 13310.11451620010 OK 2326.6238 12162.7179 2326.6238 12162.7179 2326.6238 12162.7179 12162.71791620010 OK 2292.8692 11274.4711 2292.8692 11274.4711 2292.8692 11274.4711 11274.47111620011 OK 11736.6377 6711.1902 11736.6377 6711.1902 11736.6377 6711.1902 11736.63771620011 OK 11596.7188 6074.3108 11596.7188 6074.3108 11596.7188 6074.3108 11596.71881620012 OK 12716.9183 4905.6336 12716.9183 4905.6336 12716.9183 4905.6336 12716.91831620012 OK 12571.5422 4308.8081 12571.5422 4308.8081 12571.5422 4308.8081 12571.54221620013 OK 13629.9979 3136.8011 13629.9979 3136.8011 13629.9979 3136.8011 13629.99791620013 OK 13209.0406 3010.5813 13209.0406 3010.5813 13209.0406 3010.5813 13209.04061620014 OK 14299.2214 1779.134 14299.2214 1779.134 14299.2214 1779.134 14299.22141620014 OK 13497.0485 2260.4323 13497.0485 2260.4323 13497.0485 2260.4323 13497.04851620015 OK 14411.2436 2757.5328 14411.2436 2757.5328 14411.2436 2757.5328 14411.24361620015 OK 13604.1974 3125.5221 13604.1974 3125.5221 13604.1974 3125.5221 13604.19741620016 OK 14494.2762 3578.8433 14494.2762 3578.8433 14494.2762 3578.8433 14494.27621620016 OK 13707.3326 3831.833 13707.3326 3831.833 13707.3326 3831.833 13707.33261620017 OK 14524.2876 4252.3011 14524.2876 4252.3011 14524.2876 4252.3011 14524.28761620017 OK 13761.1305 4432.6546 13761.1305 4432.6546 13761.1305 4432.6546 13761.13051620018 OK 14660.1049 4787.7345 14660.1049 4787.7345 14660.1049 4787.7345 14660.10491620018 OK 13787.4789 4964.2588 13787.4789 4964.2588 13787.4789 4964.2588 13787.47891620019 OK 14663.5407 5319.4078 14663.5407 5319.4078 14663.5407 5319.4078 14663.54071620019 OK 13725.8046 5482.2945 13725.8046 5482.2945 13725.8046 5482.2945 13725.80461620020 OK 14543.7544 5640.4703 14543.7544 5640.4703 14543.7544 5640.4703 14543.75441620020 OK 13331.8534 7069.0872 13331.8534 7069.0872 13331.8534 7069.0872 13331.85341620021 OK 11838.6212 7459.7648 11838.6212 7459.7648 11838.6212 7459.7648 11838.62121620021 OK 11346.3196 7984.8191 11346.3196 7984.8191 11346.3196 7984.8191 11346.31961620022 OK 11345.9371 7984.538 11345.9371 7984.538 11345.9371 7984.538 11345.93711620022 OK 11779.521 7493.5049 11779.521 7493.5049 11779.521 7493.5049 11779.5211620023 OK 13263.1765 7105.3013 13263.1765 7105.3013 13263.1765 7105.3013 13263.17651620023 OK 14609.2699 5613.3822 14609.2699 5613.3822 14609.2699 5613.3822 14609.26991620024 OK 13793.1039 5431.6867 13793.1039 5431.6867 13793.1039 5431.6867 13793.10391620024 OK 14698.1906 5252.5836 14698.1906 5252.5836 14698.1906 5252.5836 14698.19061620025 OK 13822.352 4892.6665 13822.352 4892.6665 13822.352 4892.6665 13822.3521620025 OK 14692.5878 4682.9418 14692.5878 4682.9418 14692.5878 4682.9418 14692.58781620026 OK 13130.6064 4487.2775 13130.6064 4487.2775 13130.6064 4487.2775 13130.60641620026 OK 13956.673 4251.2838 13956.673 4251.2838 13956.673 4251.2838 13956.6731620027 OK 13854.8701 3664.3484 13854.8701 3664.3484 13854.8701 3664.3484 13854.87011620027 OK 14672.8561 3366.7734 14672.8561 3366.7734 14672.8561 3366.7734 14672.85611620028 OK 13784.6391 2911.7088 13784.6391 2911.7088 13784.6391 2911.7088 13784.63911620028 OK 14626.8816 2502.1456 14626.8816 2502.1456 14626.8816 2502.1456 14626.881616200南天门大桥施工图设计79单元验算Sig_TSig_BSig_TLSig_BLSig_TRSig_BRSig_MAXSig_ALW29 OK 13714.9017 2002.8711 13714.9017 2002.8711 13714.9017 2002.8711 13714.90171620029 OK 14562.8392 1455.9344 14562.8392 1455.9344 14562.8392 1455.9344 14562.83921620030 OK 13650.6551 1972.7113 13650.6551 1972.7113 13650.6551 1972.7113 13650.65511620030 OK 14262.0184 1737.1733 14262.0184 1737.1733 14262.0184 1737.1733 14262.01841620031 OK 13480.2118 2071.7074 13480.2118 2071.7074 13480.2118 2071.7074 13480.21181620031 OK 13761.7717 2295.6106 13761.7717 2295.6106 13761.7717 2295.6106 13761.77171620032 OK 12880.1093 2522.8253 12880.1093 2522.8253 12880.1093 2522.8253 12880.10931620032 OK 12942.5077 3110.0095 12942.5077 3110.0095 12942.5077 3110.0095 12942.50771620033 OK 11777.8173 3714.8326 11777.8173 3714.8326 11777.8173 3714.8326 11777.81731620033 OK 12244.044 3879.3128 12244.044 3879.3128 12244.044 3879.3128 12244.0441620034 OK 11102.7634 4435.3764 11102.7634 4435.3764 11102.7634 4435.3764 11102.76341620034 OK 11937.8896 3929.7496 11937.8896 3929.7496 11937.8896 3929.7496 11937.88961620035 OK 11701.8003 4110.9588 11701.8003 4110.9588 11701.8003 4110.9588 11701.80031620035 OK 12787.124 3195.6732 12787.124 3195.6732 12787.124 3195.6732 12787.1241620036 OK 11732.2642 4820.0033 11732.2642 4820.0033 11732.2642 4820.0033 11732.26421620036 OK 12744.00463815.8612744.00463815.8612744.00463815.8612744.00461620037 OK 11665.1853 3886.1848 11665.1853 3886.1848 11665.1853 3886.1848 11665.18531620037 OK 12264.1012 3216.7554 12264.1012 3216.7554 12264.1012 3216.7554 12264.10121620038 OK 11236.9124 2913.7963 11236.9124 2913.7963 11236.9124 2913.7963 11236.91241620038 OK 11248.2843 2823.9767 11248.2843 2823.9767 11248.2843 2823.9767 11248.28431620039 OK 12276.4001 3122.5509 12276.4001 3122.5509 12276.4001 3122.5509 12276.40011620039 OK 11605.9564 3838.6993 11605.9564 3838.6993 11605.9564 3838.6993 11605.95641620040 OK 12685.5206 3768.7645 12685.5206 3768.7645 12685.5206 3768.7645 12685.52061620040 OK 11781.111 4610.9883 11781.111 4610.9883 11781.111 4610.9883 11781.1111620041 OK 12832.5311 2997.101 12832.5311 2997.101 12832.5311 2997.101 12832.53111620041 OK 11778.2549 3895.041 11778.2549 3895.041 11778.2549 3895.041 11778.25491620042 OK 12015.2444 3677.2935 12015.2444 3677.2935 12015.2444 3677.2935 12015.24441620042 OK 11212.2732 4171.1771 11212.2732 4171.1771 11212.2732 4171.1771 11212.27321620043 OK 12355.9263 3580.6045 12355.9263 3580.6045 12355.9263 3580.6045 12355.92631620043 OK 11796.1583 3656.9262 11796.1583 3656.9262 11796.1583 3656.9262 11796.15831620044 OK 13025.2899 2955.7137 13025.2899 2955.7137 13025.2899 2955.7137 13025.28991620044 OK 12756.4323 2575.0871 12756.4323 2575.0871 12756.4323 2575.0871 12756.43231620045 OK 13629.0409 2373.824 13629.0409 2373.824 13629.0409 2373.824 13629.04091620045 OK 13352.4213 1967.8052 13352.4213 1967.8052 13352.4213 1967.8052 13352.42131620046 OK 14157.1389 1784.6348 14157.1389 1784.6348 14157.1389 1784.6348 14157.13891620046 OK 13604.3593 1862.2434 13604.3593 1862.2434 13604.3593 1862.2434 13604.35931620047 OK 14518.51891495.614518.51891495.614518.51891495.614518.51891620047 OK 13669.6441 2047.0342 13669.6441 2047.0342 13669.6441 2047.0342 13669.64411620048 OK 14582.1776 2545.9662 14582.1776 2545.9662 14582.1776 2545.9662 14582.17761620048 OK 13732.816 2970.9082 13732.816 2970.9082 13732.816 2970.9082 13732.8161620049 OK 14621.5523 3425.5198 14621.5523 3425.5198 14621.5523 3425.5198 14621.552316200南天门大桥施工图设计80单元验算Sig_TSig_BSig_TLSig_BLSig_TRSig_BRSig_MAXSig_ALW49 OK 13796.6862 3728.3702 13796.6862 3728.3702 13796.6862 3728.3702 13796.68621620050 OK 15458.7049 3954.4106 15458.7049 3954.4106 15458.7049 3954.4106 15458.70491620050 OK 14641.5567 4178.0541 14641.5567 4178.0541 14641.5567 4178.0541 14641.55671620051 OK 14764.2492 4719.4022 14764.2492 4719.4022 14764.2492 4719.4022 14764.24921620051 OK 13883.678 4923.2951 13883.678 4923.2951 13883.678 4923.2951 13883.6781620052 OK 14754.7614 5279.7678 14754.7614 5279.7678 14754.7614 5279.7678 14754.76141620052 OK 13835.6649 5456.7014 13835.6649 5456.7014 13835.6649 5456.7014 13835.66491620053 OK 14649.8453 5614.205 14649.8453 5614.205 14649.8453 5614.205 14649.84531620053 OK 13343.8692 7104.8511 13343.8692 7104.8511 13343.8692 7104.8511 13343.86921620054 OK 11846.9202 7496.8756 11846.9202 7496.8756 11846.9202 7496.8756 11846.92021620054 OK 11341.2143 8035.584 11341.2143 8035.584 11341.2143 8035.584 11341.21431620055 OK 11340.8528 8035.3262 11340.8528 8035.3262 11340.8528 8035.3262 11340.85281620055 OK 11766.872 7554.6882 11766.872 7554.6882 11766.872 7554.6882 11766.8721620056 OK 13261.8247 7163.4022 13261.8247 7163.4022 13261.8247 7163.4022 13261.82471620056 OK 14529.1937 5721.9515 14529.1937 5721.9515 14529.1937 5721.9515 14529.19371620057 OK 13713.4716 5539.3707 13713.4716 5539.3707 13713.4716 5539.3707 13713.47161620057 OK 14601.4813 5384.9568 14601.4813 5384.9568 14601.4813 5384.9568 14601.48131620058 OK 12977.5329 5213.1834 12977.5329 5213.1834 12977.5329 5213.1834 12977.53291620058 OK 13840.8868 5034.3555 13840.8868 5034.3555 13840.8868 5034.3555 13840.88681620059 OK 12995.062 4668.0856 12995.062 4668.0856 12995.062 4668.0856 12995.0621620059 OK 13785.7412 4479.6843 13785.7412 4479.6843 13785.7412 4479.6843 13785.74121620060 OK 13684.2016 3894.1118 13684.2016 3894.1118 13684.2016 3894.1118 13684.20161620060 OK 14463.0325 3650.7609 14463.0325 3650.7609 14463.0325 3650.7609 14463.03251620061 OK 13572.7354 3198.0072 13572.7354 3198.0072 13572.7354 3198.0072 13572.73541620061 OK 14372.1793 2848.9485 14372.1793 2848.9485 14372.1793 2848.9485 14372.17931620062 OK 13457.7617 2352.6129 13457.7617 2352.6129 13457.7617 2352.6129 13457.76171620062 OK 14247.2144 1882.0031 14247.2144 1882.0031 14247.2144 1882.0031 14247.21441620063 OK 13160.2028 3062.6366 13160.2028 3062.6366 13160.2028 3062.6366 13160.20281620063 OK 13575.5166 3231.1419 13575.5166 3231.1419 13575.5166 3231.1419 13575.51661620064 OK 12519.6991 4343.056 12519.6991 4343.056 12519.6991 4343.056 12519.69911620064 OK 12724.6211 4913.2441 12724.6211 4913.2441 12724.6211 4913.2441 12724.62111620065 OK 11592.2788 6021.7621 11592.2788 6021.7621 11592.2788 6021.7621 11592.27881620065 OK 11777.3356 6654.7207 11777.3356 6654.7207 11777.3356 6654.7207 11777.33561620066 OK 2260.5141 11241.8086 2260.5141 11241.8086 2260.5141 11241.8086 11241.80861620066 OK 2343.3997 12089.6926 2343.3997 12089.6926 2343.3997 12089.6926 12089.69261620067 OK 2401.2852 13203.0614 2401.2852 13203.0614 2401.2852 13203.0614 13203.06141620067 OK 3143.3872 13353.6567 3143.3872 13353.6567 3143.3872 13353.6567 13353.65671620068 OK 3209.5178 12492.3943 3209.5178 12492.3943 3209.5178 12492.3943 12492.39431620068 OK 13087.2483 7566.2151 13087.2483 7566.2151 13087.2483 7566.2151 13087.24831620069 OK 13546.6167 7828.6366 13546.6167 7828.6366 13546.6167 7828.6366 13546.61671620069 OK 14808.8007 6825.5452 14808.8007 6825.5452 14808.8007 6825.5452 14808.800716200南天门大桥施工图设计81单元验算Sig_TSig_BSig_TLSig_BLSig_TRSig_BRSig_MAXSig_ALW70 OK 13777.774 6876.6849 13777.774 6876.6849 13777.774 6876.6849 13777.7741620070 OK 13650.4167599.60213650.4167599.60213650.4167599.60213650.4161620071 OK 12587.7742 7298.1775 12587.7742 7298.1775 12587.7742 7298.1775 12587.77421620071 OK 12387.0646 7730.1625 12387.0646 7730.1625 12387.0646 7730.1625 12387.06461620072 OK 12303.4094 7772.5922 12303.4094 7772.5922 12303.4094 7772.5922 12303.40941620072 OK 11564.3702 9101.8841 11564.3702 9101.8841 11564.3702 9101.8841 11564.37021620073 OK 11567.8119 9069.3209 11567.8119 9069.3209 11567.8119 9069.3209 11567.81191620073 OK 9270.6285 12424.4678 9270.6285 12424.4678 9270.6285 12424.4678 12424.46781620074 OK 9269.8383 12444.9736 9269.8383 12444.9736 9269.8383 12444.9736 12444.97361620074 OK 8222.6592 12556.0687 8222.6592 12556.0687 8222.6592 12556.0687 12556.06871620075 OK 8186.7153 13916.2698 8186.7153 13916.2698 8186.7153 13916.2698 13916.26981620075 OK 7952.0416 13048.7031 7952.0416 13048.7031 7952.0416 13048.7031 13048.703116200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从上表可知：正截面混凝土压应力验算满足了要求。8.3.2 预应力筋拉应力验算根据公预规的第 7.1.5 条的规定，使用阶段的预应力混凝土的受弯构件的预应力钢筋拉应力，应符合下列规定：对于钢绞线、钢丝，未开裂构件MPafpkppc120965. 0。（8-4）结果如下表所示表表 8-5 预应力筋拉应力验算预应力筋拉应力验算钢束验算Sig_DL(kN/m2)Sig_LL(kN/m2)Sig_ADL(kN/m2)Sig_ALL(kN/m2)边跨底板1OK1119841.0321106830.55913950001209000边跨底板1-1OK1119841.0321107724.35413950001209000边跨底板1-2OK1112458.6031096030.82613950001209000边跨底板1-3OK1112458.6031110122.52313950001209000边跨底板2OK1116906.7841105983.47213950001209000边跨底板2-1OK1116906.7841107103.71313950001209000边跨底板2-2OK1112458.5851095418.93713950001209000边跨底板2-3OK1112458.5851108367.6913950001209000边跨底板3OK1094108.0631095019.90413950001209000边跨底板3-1OK1094108.0631096256.01213950001209000边跨底板3-2OK1112100.0951079394.29213950001209000边跨底板3-3OK1112100.0951079394.29213950001209000南天门大桥施工图设计82钢束验算Sig_DL(kN/m2)Sig_LL(kN/m2)Sig_ADL(kN/m2)Sig_ALL(kN/m2)边跨底板4OK1094601.6441100920.73613950001209000边跨底板4-1OK1094601.6441102155.36513950001209000边跨底板4-2OK1112100.0951086858.64813950001209000边跨底板4-3OK1112100.0951097870.74813950001209000边跨底板5OK1094601.6441126490.35313950001209000边跨底板5-1OK1094601.6441127724.98113950001209000边跨底板5-2OK1112100.0951113580.09813950001209000边跨底板5-3OK1112100.0951122878.27513950001209000边跨顶板2OK1103021.2211127691.25813950001209000边跨顶板2-1OK1103021.2211127544.24413950001209000边跨顶板2-2OK1103021.0071108660.85813950001209000边跨顶板2-3OK1103021.0071121464.72313950001209000边跨顶板3OK1113394.2071138335.3213950001209000边跨顶板3-1OK1113394.2071138984.14913950001209000边跨顶板3-2OK1113394.3541124027.04713950001209000边跨顶板3-3OK1113394.3541134256.57513950001209000边跨顶板钢束1OK1126466.8091123947.28513950001209000边跨顶板钢束1-2OK1126466.8091123438.26913950001209000边跨顶板钢束1-3OK1126465.8951110592.72313950001209000边跨顶板钢束1-4OK1126465.8951125772.43613950001209000顶板钢束0-1OK1103242.1631025601.91713950001209000顶板钢束0-2OK1103242.1631027286.13413950001209000顶板钢束0-3OK1103242.1631028472.56813950001209000顶板钢束0-4OK1103242.1631024455.71913950001209000顶板钢束1-1OK1173350.8331111815.81113950001209000顶板钢束1-2OK1173350.8331113163.1913950001209000顶板钢束1-3OK1173350.8331114116.35713950001209000顶板钢束1-4OK1173350.8331110902.88313950001209000顶板钢束10-1OK1119857.1791124724.42613950001209000顶板钢束10-2OK1119857.1791127690.7913950001209000顶板钢束10-3OK1119857.2441126974.6213950001209000顶板钢束10-4OK1119857.2441136933.41513950001209000顶板钢束11-1OK1134062.7761149316.3813950001209000顶板钢束11-2OK1134062.7761151583.94713950001209000顶板钢束11-3OK1134062.3881142084.84713950001209000顶板钢束11-4OK1134062.3881159623.44413950001209000顶板钢束12-1OK1120471.5141141792.90913950001209000顶板钢束12-2OK1120471.5141144806.33413950001209000南天门大桥施工图设计83钢束验算Sig_DL(kN/m2)Sig_LL(kN/m2)Sig_ADL(kN/m2)Sig_ALL(kN/m2)顶板钢束12-3OK1120471.6361131858.5313950001209000顶板钢束12-4OK1120471.6361157790.1513950001209000顶板钢束13-1OK1119660.1181128944.85913950001209000顶板钢束13-2OK1119660.1181129866.28713950001209000顶板钢束13-3OK1119660.0481129370.35713950001209000顶板钢束13-4OK1119660.0481136479.06213950001209000顶板钢束14-1OK1101029.8951100365.51613950001209000顶板钢束14-2OK1101029.8951101292.04913950001209000顶板钢束14-3OK1101029.5251101284.18113950001209000顶板钢束14-4OK1101029.5251101096.19713950001209000顶板钢束2-1OK1165853.7931139556.99313950001209000顶板钢束2-2OK1177304.9031141066.17113950001209000顶板钢束2-3OK1165163.131113514.94413950001209000顶板钢束2-4OK1176959.3981116273.49213950001209000顶板钢束3-1OK971352.94141035701.23613950001209000顶板钢束3-2OK1088593.8371078249.83313950001209000顶板钢束3-3OK1088593.7851078834.4813950001209000顶板钢束3-4OK1088593.7851076167.71913950001209000顶板钢束4-1OK1094456.131074901.66213950001209000顶板钢束4-2OK1094456.131077510.96713950001209000顶板钢束4-3OK1094455.8991082012.25413950001209000顶板钢束4-4OK1094455.8991078292.06513950001209000顶板钢束5-1OK1094115.081079173.26513950001209000顶板钢束5-2OK1094115.081081138.73813950001209000顶板钢束5-3OK1094115.0761083526.30913950001209000顶板钢束5-4OK1094115.0761081053.22313950001209000顶板钢束6-1OK1084469.4251065621.75713950001209000顶板钢束6-2OK1084469.4251068453.11913950001209000顶板钢束6-3OK1084469.4251071527.35813950001209000顶板钢束6-4OK1084469.4251067771.26613950001209000顶板钢束7-1OK1059212.0151052392.80913950001209000顶板钢束7-2OK1059212.0151054283.83813950001209000顶板钢束7-3OK1059212.0151054749.21213950001209000顶板钢束7-4OK1059212.0151052401.77113950001209000顶板钢束8-1OK1147773.8891130339.86313950001209000顶板钢束8-2OK1147773.8891132865.03713950001209000顶板钢束8-3OK1147773.8551136888.69613950001209000顶板钢束8-4OK1147773.8551133379.70713950001209000顶板钢束9-1OK1147773.8891135127.98813950001209000顶板钢束9-2OK1190017.3371165889.67113950001209000顶板钢束9-3OK1190017.3371166570.0513950001209000南天门大桥施工图设计84钢束验算Sig_DL(kN/m2)Sig_LL(kN/m2)Sig_ADL(kN/m2)Sig_ALL(kN/m2)顶板钢束9-4OK1190017.3371163747.40713950001209000钢束0OK1095135.7941068575.95213950001209000钢束0-1OK1095135.7941069647.74913950001209000钢束0-2OK1095135.8221070389.59113950001209000钢束0-3OK1095135.8221067767.03913950001209000钢束1OK1163398.9141113533.44513950001209000钢束1-1OK1163398.9141114605.24713950001209000钢束1-2OK1163399.4651115394.90813950001209000钢束1-3OK1163399.4651112772.36213950001209000钢束10OK1115505.8161111342.2313950001209000钢束10-1OK1115505.8161113134.61113950001209000钢束10-2OK1115505.4241115802.1413950001209000钢束10-3OK1115505.4241118316.98913950001209000钢束11OK1139877.9021146834.1513950001209000钢束11-1OK1139877.9021148467.70913950001209000钢束11-2OK1139877.791142330.93413950001209000钢束11-3OK1139877.791157031.16313950001209000钢束2OK1127126.1091081297.92913950001209000钢束2-1OK1127126.1091082032.09313950001209000钢束2-2OK1127126.1091078716.6613950001209000钢束2-3OK1127126.1091076123.60613950001209000钢束3OK1118937.2441079049.39113950001209000钢束3-1OK1118937.2441080555.51813950001209000钢束3-2OK1118937.2641084494.95713950001209000钢束3-3OK1118937.2641082210.3871395