【《某单塔双索面斜拉桥主体结构计算案例》9800字】

某单塔双索面斜拉桥主体结构计算案例目录TOC\o"1-3"\h\u25990某单塔双索面斜拉桥主体结构计算案例 1251991.1模型建立 2119471.1.1计算理论 2275191.1.2计算参数 2207611.1.3作用 225511.1.4边界条件 3103782.1.5计算模型 478671.2斜拉索索力优化 5322831.3主梁内力计算结果 7130781.1.1恒载效应 740981.1.2汽车荷载效应 11261351.1.3温度荷载效应 12153601.4主梁验算 1455641.4.1荷载组合 1426411.4.2主梁普通钢筋估算 14109151.4.3主梁预应力钢筋估算 1713201.4.4验算结果 19251141.5主塔内力计算结果 23268691.5.1恒载效应 2345401.5.2汽车荷载效应 26235681.5.3风荷载效应 27309831.5.4温度荷载效应 2742181.6索塔验算 2862841.6.1塔柱纵向钢筋量估算 2822501.6.2索塔裂缝宽度验算 309311.6.3塔柱抗压承载力验算 30167841.7支座验算 3322561.7桩基验算 351.1模型建立1.1.1计算理论斜拉桥是高次超静定结构，有限元分析首先是建立计算模型，对整体结构划分单元和节点，形成结构离散图，研究各单元的性质，并用合适的单元模型进行模拟。对于柔性拉索，可用拉压桁架单元进行模拟，对于梁和塔单元，则用梁单元进行模拟。建模过程主要由建外形、加荷载、施工阶段模拟、规范验算四部分构成。在完成某一阶段的建模后，需要对所建模型进行大致验算，以避免建模到最后阶段出现错误，却不容易发现问题具体出现在哪个环节。，可用拉压桁架单元进行模拟，对于梁和塔单元，则用梁单元进行模拟。1.1.2计算参数（1）主梁及主塔采用混凝土：MPa，MPa，2.65MPa，容重。（2）钻孔灌注桩基础和承台采用混凝土：，容重。（3）预应力钢筋采用技术性能符合国标《》标准的高强度低松弛股钢绞线，公称直径，抗拉强度标准值，小时后应力松弛率不大于。（4）斜拉索采用按GB/T5224-2003标准生产的高强度低松弛环氧喷涂钢绞线。（5）主跨结构普通钢筋采用级和级钢筋。：，。1.1.3作用（1）永久作用一期恒载包括主梁、主塔、斜拉索及防腐材料荷载。混凝土索塔容重，钢容重为。主梁、主塔按实际断面计取荷载；斜拉索所需钢铰线荷载以计（其中为防腐材料荷载）；纵横加劲肋采用均部荷载计入。二期恒载为桥面（路缘石、防撞护栏、、、、桥面铺装等），梁内电缆、管线包含在内。桥面铺装厚度采用，检修道铺装厚的混凝土层，容重。二期恒载取值。（2）可变作用汽车荷载：按公路Ⅱ级车道荷载进行加载，考虑横向4车道布置。车辆荷载定义如图1.1。图1.1车辆荷载添加示意图（3）温度作用主梁结构正温差取，负温差取。1.1.4边界条件桥梁计算边界条件如表1.1所示，表中表示纵桥向，为横桥向，为竖向。（表示自由，对地面表示固结或两个构件之间相互约束）表1.1桥梁计算边界条件自由度ΔxΔyΔzθxθyθz下塔柱与地面111111索塔与主梁111111主梁与桥台001001斜拉索与主梁111000由于主梁采用单梁形式，斜拉索和主梁之间采用刚性连接。承台与桩顶的节点也应采用刚性连接。刚性连接如图1.2。图1.2刚性连接示意图2.1.5计算模型采用Midas/Civil2020建立斜拉桥有限元模型。该模型总共划分了384个节点，354个单元。主梁、塔柱、承台和桩基均采用梁单元模拟，斜拉索采用桁架单元模拟，在做施工阶段分析时，把桁架单元全部替换为索单元进行分析，最后再将索单元转换为桁架单元进行成桥阶段分析。模型图见图1.3。图1.3计算模型图模型截面几何特性值计算结果如表1.2。表中表示截面面积，表示单元局部坐标系方向的有效抗剪面积，表示单元局部坐标系方向的有效抗剪面积，表示绕单元局部坐标系轴的惯性距，表示绕单元局部坐标系轴的惯性距，表示绕单元局部坐标系轴的惯性距。表1.2截面几何特性值计算结果项目承台桩基主塔上横梁主塔主梁306.241.1426.5014.4818.04255.202.8311.206.0410.53255.202.8319.508.442.9611466.591.57216.1342.1571.9613735.880.79127.8199.8925.204446.600.79224.2116.00941.411.2斜拉索索力优化为确定斜拉索在安装过程中的控制张拉力，首先要确定桥梁在竣工阶段静载作用下的初始平衡状态，。在斜拉桥成桥分析中，利用的未知荷载系数功能，。首先，根据拟定的截面尺寸和所选材料建立计算模型，为了调索方便，模型中的所，并给桁架单元施加了的单位初拉力，添加约束条件，给全桥施加自重和二期恒载。然后运行模型，利用软件中后处理阶段中的未知荷载系数模块，设置主梁和主塔的控制参数，、主塔位移的结果，。在成桥阶段计算未知荷载系数的步骤如下：图1.4索力优化流程图按照上述步骤，可得出优化后的索力如图1.5（单位KN）：图1.5斜拉索索力图将索力计算结果汇入表1.3：表1.2斜拉索索力斜拉索编号索力（KN）S13385.4S23381.9S33839.3S43507.3S53302.4S63169.4S73096.2S83065.1S93084.4S103112.2S113126.1S123139.3S133156.2S143181.4S153216.3S163265.5S173322.8表1.2（续）S183406.2S193519.8S203562.4S213481.7S223156.1S232541.3S241304.71.3主梁内力计算结果1.1.1恒载效应将斜拉索索力与结构自重、二期荷载进行组合，可以得到主梁的恒载效应：图1.6恒载弯矩图结论：从图1.6可以看出，在恒载作用下，最大正弯矩出现在主梁无索区，最大值为17079。图1.7恒载剪力图结论：从图1.7可以看出，在恒载作用下，最大剪力出现在主梁与索塔连接的位置，最大值为5651。图1.8恒载轴力图结论：从图1.8可以看出，在恒载作用下，最大轴力出现在主梁与索塔连接的位置，最大值为134840。将主梁内力计算结果汇入表1.4：表1.4主梁内力计算结果单元荷载位置轴力（KN）剪力（KN）弯矩（KN）1恒载I[1]0-3741.502恒载I[2]-2201.05-3102.56010.343恒载I[3]-6496.7-2357.827358.464恒载I[4]-11831.7-2268.792535.135恒载I[5]-17721.9-2527.82-3721.986恒载I[6]-23746.5-2874.58-8652.177恒载I[7]-29698.8-3177.92-11381.48恒载I[8]-35458.4-3362.33-11975.59恒载I[9]-41076.6-3460.03-11231.710恒载I[10]-46597.6-3498.86-9742.6711恒载I[11]-52034.7-3487.44-7881.6312恒载I[12]-57416-3441.36-6001.6313恒载I[13]-62750.7-3372.75-4307.9914恒载I[14]-68056.2-3286.68-2990.2215恒载I[15]-73338.7-3189.33-2151.27表1.4（续）16恒载I[16]-78596.9-3080.29-1856.8117恒载I[17]-83807.2-2944.91-2138.0418恒载I[18]-88981.7-2792.72-3176.319恒载I[19]-94211.4-2678.19-5211.4720恒载I[20]-99560.6-2647.06-8132.6321恒载I[21]-105132-2764.92-11601.822恒载I[22]-111045-3110.98-14926.623恒载I[23]-117511-3826.14-17078.924恒载I[24]-124043-4606.99-15046.625恒载I[25]-129722-4871.41-6931.6426恒载I[26]-1297223660.242165.11179恒载I[156]01750.319610.67180恒载I[157]-2201.05-310.9614384.98181恒载I[158]-6496.7-1055.6411265.01182恒载I[159]-11831.7-1144.675907.49183恒载I[160]-17721.9-885.641202.55184恒载I[161]-23746.5-538.88-1645.07185恒载I[162]-29698.8-235.54-2554.23186恒载I[163]-35458.4-51.13-2041.85187恒载I[164]-41076.646.57-711.92188恒载I[165]-46597.685.41010.14189恒载I[166]-52034.771.982800.62190恒载I[167]-5741629.94418.18191恒载I[168]-62750.7-40.715688.13192恒载I[169]-68056.2-126.786489.45193恒载I[170]-73338.7-224.136744.33194恒载I[171]-78596.9-331.176384.54195恒载I[172]-83807.2-468.555291.05196恒载I[173]-88981.7-620.743339.63197恒载I[174]-94211.4-735.27617.3198恒载I[175]-99560.6-766.4-2490.67199恒载I[176]-105132-648.54-5254.64200恒载I[177]-111045-302.48-6501.13201恒载I[178]-117511412.68-4362.39202恒载I[179]-1240431191.532355.01203恒载I[180]-129722-3660.242165.11204恒载I[27]-129722-5651.43-14130.3全桥的位移效应如下图所示：图1.9恒载DX位移图图1.10恒载DZ位移图结论：由上图可知，结构在恒载作用下满足塔直梁平的原则，故此套索力满足要求。将主梁位移计算结果汇入表1.5：表1.5主梁位移表节点荷载DX(mm)DY(mm)DZ(mm)RX([rad])RY([rad])RZ([rad])1恒载17000002恒载180-10003恒载180-10004恒载180-10005恒载18000006恒载17000007恒载17010008恒载17010009恒载160100010恒载1601000表1.5（续）11恒载160000012恒载150000013恒载140000014恒载140-100015恒载130-100016恒载130-100017恒载120-100018恒载110-100019恒载100000020恒载90000021恒载80100022恒载70100023恒载60100024恒载50000025恒载40-100026恒载10-2000179恒载-40-1000180恒载-10-2000181恒载-180-1000182恒载-180-1000183恒载-180-1000184恒载-1800000185恒载-1700000186恒载-1701000187恒载-1701000188恒载-1601000189恒载-1601000190恒载-1600000191恒载-1500000192恒载-1400000193恒载-140-1000194恒载-130-1000195恒载-130-1000196恒载-120-1000197恒载-110-1000198恒载-1000000199恒载-900000200恒载-801000表1.5（续）201恒载-701000202恒载-601000203恒载-500000204恒载-40-10001.1.2汽车荷载效应本斜拉桥按公路Ⅱ级车道荷载进行加载，横向布置4车道。运行模型，得到汽车荷载作用下的弯矩图和剪力图。图1.11汽车荷载弯矩图图1.12汽车荷载剪力图结论：从图1.11和图1.12可以看出，在汽车荷载作用下，主梁弯矩和剪力最大值都出现在主梁和主塔连接的部位，弯矩最大值为75515KNm，剪力最大值为3375KN。1.1.3温度荷载效应对于预应力混凝土箱型梁，其截面内部的温度分布为非线性分布，因此可以利用梁截面温度荷载功能输入温度荷载。在整体升温和整体降温荷载作用下，得到主梁的弯矩图和剪力图。图1.13整体升温弯矩图图1.14整体降温弯矩图结论：从图1.13和图1.14可以看出，在整体升温和整体降温荷载作用下，主梁弯矩的最大值都出现在主梁和主塔连接的部位，整体升温作用下出现负弯矩，整体降温作用下出现正弯矩，弯矩最大值为4449KNm。图1.15整体升温剪力图图1.16整体降温剪力图结论：从图1.15和图1.16可以看出，在整体升温和整体降温荷载作用下，主梁剪力的最大值出现在主梁和主塔连接的部位，剪力的最大值为117KN。1.4主梁验算1.4.1荷载组合（1）基本组合承载能力极限状态计算时，永久作用和可变作用的组合。（恒载+汽车荷载+梯度温度+系统温度+收缩徐变+基础变位）（2）频遇组合正常使用极限状态下，永久作用取标准值，可变作用取值为可变荷载标准值乘频遇值系数。（恒载+汽车荷载+梯度温度+系统温度+收缩徐变+基础变位）（3）准永久组合正常使用极限状态计算时，对可变荷载采用准永久值为荷载代表值的组合。（恒载+汽车荷载+梯度温度+系统温度+收缩徐变+基础变位）（4）标准组合正常使用极限状态计算时，对可变荷载采用标准值、组合值为荷载代表值的组合。（恒载+汽车荷载+梯度温度+系统温度+收缩徐变+基础变位）1.4.2主梁普通钢筋估算根据荷载组合效应包络值，可得出普通钢筋估算表，表中表示计算需要配置的普通钢筋，表示实际配置的普通钢筋，表示承载能力极限状态荷载组合下最大弯矩。表1.6普通钢筋估算表单元位置顶/底（）（）（）1I[1]顶000.10061I[1]底000.08041J[2]底25081.660.0740.08041J[2]顶7370.09400.10062I[2]底20947.260.0740.08042I[2]顶3519.49100.10062J[3]底51200.7700.08042J[3]顶8652.34500.10063I[3]底42924.6600.08043I[3]顶1417.97100.10063J[4]底64255.7400.08043J[4]顶2645.04900.10064I[4]底53884.1900.08044I[4]顶-6262.660.05160.10064J[5]底71236.4900.08044J[5]顶-5044.840.05160.10065I[5]顶-15541.50.05160.10065I[5]底60425.9700.08045J[6]底75862.800.08045J[6]顶-11571.20.05160.10066I[6]顶-23256.30.05160.10066I[6]底65688.2200.08046J[7]顶-16069.90.05160.10066J[7]底80159.7600.08047I[7]顶-27866.40.05160.10067I[7]底70297.0600.08047J[8]顶-180830.05160.10067J[8]底84115.3400.08048I[8]顶-29488.30.05160.10068I[8]底74491.700.08048J[9]顶-17999.10.05160.10068J[9]底87241.6100.08049I[9]顶-29111.70.05160.10069I[9]底77777.5600.08049J[10]顶-16577.60.05160.10069J[10]底89222.8100.080410I[10]顶-27488.30.05160.100610I[10]底79851.7600.080410J[11]底90144.6600.080410J[11]顶-14605.90.05160.100611I[11]顶-25095.70.05160.1006表1.6（续）11I[11]底80606.5400.080411J[12]底89790.3500.080411J[12]顶-12370.90.05160.100612I[12]顶-22382.60.05160.100612I[12]底79934.4600.080412J[13]底87977.5100.080412J[13]顶-10042.50.05160.100613I[13]顶-19630.60.05160.100613I[13]底77832.300.080413J[14]底84667.900.080413J[14]顶-7822.080.05160.100614I[14]顶-17091.80.05160.100614I[14]底74281.8800.080414J[15]底79850.9800.080414J[15]顶-5854.40.05160.100615I[15]顶-14911.20.05160.100615I[15]底69321.5800.080415J[16]底73530.7200.080415J[16]顶-4238.530.05160.100616I[16]顶-13194.80.05160.100616I[16]底62977.5100.080416J[17]底65684.9800.080416J[17]顶-3064.160.05160.100617I[17]顶-11995.90.05160.100617I[17]底55279.900.080417J[18]底56750.5600.080417J[18]顶-3019.360.05160.100618I[18]顶-12169.10.05160.100618I[18]底46694.3100.080418J[19]底47322.4100.080418J[19]顶-5651.440.05160.100619I[19]顶-15429.40.05160.100619I[19]底37651.2900.080419J[20]底37376.1800.080419J[20]顶-11627.40.05160.100620I[20]顶-22204.10.05160.100620I[20]底28092.2600.080420J[21]顶-20369.10.05160.100620J[21]底28382.0500.080421I[21]顶-31551.50.05160.100621I[21]底18950.1600.080421J[22]顶-30195.30.05160.100621J[22]底20211.1300.0804表1.6（续）22I[22]顶-42055.90.05160.100622I[22]底10286.7700.080422J[23]顶-40505.80.05160.100622J[23]底14741.9600.080423I[23]顶-53431.90.05160.100623I[23]底3975.93100.080423J[24]顶-487990.05270.100623J[24]底13427.0200.080424I[24]顶-61820.10.05270.100624I[24]底2610.95700.080424J[25]底1792600.080424J[25]顶-54259.40.02030.100625I[25]顶-65070.60.02030.100625I[25]底8020.5200.080425J[26]底17677.50.06380.080425J[26]顶-98875.900.100626I[26]底17677.50.06380.080426I[26]顶-98875.900.100626J[27]顶-13103000.100626J[27]底2516.6560.06250.080427I[27]顶-13101300.100627I[27]底2507.4380.06250.080427J[28]底17667.420.06380.080427J[28]顶-9885900.10061.4.3主梁预应力钢筋估算根据荷载组合效应包络值，可得出预应力钢筋估算表，表中表示结构自重引起的弯矩，正常使用极限状态荷载组合下最大弯矩，表示预应力钢筋合力点至截面中性轴的距离，表示传力锚固之后预应力钢筋的合力，表示预应力钢筋的面积。表1.7预应力筋估算表位置顶/底Mg1(KN)Msum(KN)Mj(KN)ey()Ny(KN)Ay()I[1]底000-0.635400I[1]顶0000.864600J[2]底9641.58319334.9925057.43-1.00413920.790.011J[2]顶9641.5837957.5817367.2210.313718401.80.0146I[2]底6057.87615879.420926.66-1.00411625.920.0092I[2]顶6057.8764171.9993511.3710.31379651.3660.0077表1.7（续）J[3]底14468.9938729.3751114.06-1.096228396.70.0225J[3]顶14468.9910159.738649.3031.239300I[3]底7485.13631830.142842.75-1.096223801.530.0189I[3]顶7485.1362988.9241412.8061.239300J[4]底11412.447637.3864088.2-1.227135604.560.0283J[4]顶11412.44921.6352649.7831.239300I[4]底2738.72338998.6453720.17-1.227129844.540.0237I[4]顶2738.723-3924.18-6259.161.23933477.3110.0028J[5]底6117.1451861.3270972.69-1.227139429.270.0313J[5]顶6117.14-2134.87-5025.951.23932792.1950.0022I[5]底-3451.6542271.8560144.37-1.227133411.540.0265I[5]顶-3451.65-11867-15505.41.23938614.1020.0068J[6]底1465.86554474.9675492.97-1.227141940.540.0333J[6]顶1465.865-8162.71-11535.41.23936408.5310.0051I[6]底-8327.4844607.465295.17-1.227136275.090.0288I[6]顶-8327.48-18104.7-23194.91.239312886.060.0102J[7]底-1339.1456892.1479654.5-1.227144252.50.0351J[7]顶-1339.14-11987.1-15981.91.23938879.9480.007I[7]底-11015.347086.1469789.7-1.227138772.060.0308I[7]顶-11015.3-21799.5-27779.21.239315432.860.0122J[8]底-2217.3559411.4683500.72-1.227146389.290.0368J[8]顶-2217.35-13556.4-17970.41.23939981.5450.0079I[8]底-11580.849866.0573871.35-1.227141040.750.0326I[8]顶-11580.8-23044-293741.239316318.90.013J[9]底-1685.5261740.7486526.54-1.227148070.30.0382J[9]顶-1685.52-13415.6-178601.23939922.2260.0079I[9]底-10819.452371.4777057.2-1.227142809.550.034I[9]顶-10819.4-22662.2-28972.61.239316095.860.0128J[10]底-346.01763480.6888421.2-1.227149122.890.039J[10]顶-346.017-12194.1-16412.41.23939118.0090.0072I[10]底-9322.0254221.779041.52-1.227143911.060.0349I[10]顶-9322.02-21272-27320.81.239315178.20.012J[11]底1377.05164402.5189305.72-1.227149614.290.0394J[11]顶1377.051-10342.7-14448.31.23938026.8160.0064I[11]底-7461.155236.4879728.74-1.227144291.750.0352I[11]顶-7461.1-19274.6-24904.31.239313835.720.011J[12]底3160.91864356.3388904.44-1.227149391.360.0392J[12]顶3160.918-8207.61-12192.81.23936771.7710.0054I[12]底-5588.7555241.3179008.97-1.227143891.870.0348I[12]顶-5588.75-17039.7-22170.71.239312317.060.0098J[13]底4765.53563251.3187068.34-1.227148371.30.0384表1.7（续）J[13]顶4765.535-6050.95-9847.161.23935470.6430.0043I[13]底-3908.6654182.2476881.47-1.227142711.040.0339I[13]顶-3908.66-14799.1-19401.91.239310778.860.0086J[14]底6017.03161036.8983760.93-1.227146531.850.0369J[14]顶6017.031-4067-7611.31.23934229.610.0034I[14]底-2610.0551989.973337.91-1.227140741.280.0323I[14]顶-2610.05-12760.5-16850.81.23939361.5380.0074J[15]底6795.30857689.3278972.68-1.227143871.710.0348J[15]顶6795.308-2394.22-5636.721.23933131.5110.0025I[15]底-1794.7448661.268405.59-1.227138001.110.0302I[15]顶-1794.74-11044.1-14664.81.23938147.1130.0065J[16]底7021.53653200.6472707.72-1.227140391.180.0321J[16]顶7021.536-1125.69-4016.921.23932231.6230.0018I[16]底-1527.3344200.7862118.76-1.227134510.420.0274I[16]顶-1527.33-9730.71-12944.31.23937191.2630.0057J[17]底6634.06247544.7664941.27-1.227136079.60.0286J[17]顶6634.062-345.035-2844.091.23931580.0520.0013I[17]底-1839.0638619.3454505.09-1.227130280.610.024I[17]顶-1839.06-8867.63-11749.31.23936527.3650.0052J[18]底5508.28341074.856197.85-1.227131221.030.0248J[18]顶5508.283-637.701-2890.881.23931606.0460.0013I[18]底-2910.3832259.8346117.3-1.227125620.720.0203I[18]顶-2910.38-9151.43-12022.11.23936678.9510.0053J[19]底3521.10234107.0646939.65-1.227126077.580.0207J[19]顶3521.102-3137.93-5696.731.23933164.8490.0025I[19]底-4979.332526437249.8-1.227120694.340.0164I[19]顶-4979.33-11832.7-15458.41.23938588.0130.0068J[20]底767.441226625.1437114.41-1.227120619.120.0164J[20]顶767.4412-8106.35-11648.61.23936471.4310.0051I[20]底-7931.0417602.0227815.34-1.227115452.970.0123I[20]顶-7931.04-17001.9-22215.41.239312341.870.0098J[21]底-2371.7919565.4628205.44-1.227115669.690.0124J[21]顶-2371.79-14939.9-20306.51.239311281.410.009I[21]底-11431.910231.7318770.46-1.227110428.040.0083I[21]顶-11431.9-24216.8-31489.31.239317494.060.0139J[22]底-5162.9813101.9420128.8-1.227111182.670.0089I[22]底-14781.13257.30110201.98-1.22715667.7690.0045I[22]顶-14781.1-32238.9-41907.51.239323281.950.0185J[23]底-6430.558994.17614721.96-1.22718178.8690.0065J[23]顶-6430.55-29972.7-40231.51.239322351.970.0177I[23]底-16949.5-1709.213954.457-1.22712196.920.0017表1.7（续）I[23]顶-16949.5-40701.1-531621.239329534.450.0234J[24]底-4304.048781.79713389.49-1.22437438.6050.0059J[24]顶-4304.04-35581.3-48329.21.239326849.540.0213I[24]底-14928.7-1985.842575.762-1.22431430.9790.0011I[24]顶-14928.7-46391.8-61350.11.239334081.380.0271J[25]底2405.23613656.7917802.43-0.802610304.030.0082J[25]顶2405.236-38151.4-535381.239329741.320.0236I[25]底-6849.634292.5637926.17-0.80264401.4280.0035I[25]顶-6849.63-47549-64375.31.239335764.080.02841.4.4验算结果（1）正截面抗弯承载能力验算图1.17正截面抗弯承载能力验算结论：按照《》（JTG3362-2018）条验算，均小于等于构件承载力设计值，满足规范要求。（2）斜截面抗剪承载能力验算图1.18斜截面抗剪承载能力验算结论：按照《》（JTG3362-2018）条进行抗剪截面验算，满足规范要求。（3）抗扭承载能力验算图1.19抗扭承载能力验算—T图1.20抗扭承载能力验算—V结论：按照《》（JTG3362-2018）条进行抗扭截面验算，满足规范要求。（4）结构正截面抗裂验算对于部分预应力类构件，在作用（荷载）短期效应组合下，应符合下列条件：在荷载长期效应组合下：图1.21正截面短期效应组合抗裂验算图1.22正截面长期效应组合抗裂验算结论：按照《》第一条验算:短期效应组合，，满足规范要求。长期效应组合满足规范要求。（5）结构斜截面抗裂验算对于类和类部分预应力混凝土构件，在作用（荷载）短期效应组合下，应符合下列条件：预制构件：现场浇筑构件：图1.23斜截面抗裂验算结论：按照《》（JTG3362-2018）第二条验算:，满足规范要求。（6）正截面混凝土法向压应力验算按《》（JTG3362-2018）第一条，荷载取其标准值，汽车荷载考虑冲击系数。受压区混凝土的最大压应力：未开裂构件：允许开裂构件：图1.24正截面混凝土法向压应力验算结论：按照《》（JTG3362-2018）条第二条验算:，满足规范要求。（7）斜截面混凝土的主压应力验算按《》（JTG3362-2018）条，混凝土的主压应力应符合下式规定：图1.25斜截面混凝土的主压应力验算结论：按照《》（JTG3362-2018）条验算：，满足规范要求。（8）短暂状况构件应力验算图1.26短暂状况构件应力验算结论：按照《》（JTG3362-2018）第条验算：，满足规范要求。1.5主塔内力计算结果1.5.1恒载效应将斜拉索索力与结构自重、二期荷载进行组合，可以得到主塔的恒载效应：图1.27主塔恒载轴力图图1.28主塔恒载弯矩图结论：从图1.27和图1.28可以看出，在恒载作用下，主塔轴力最大的位置和弯矩最大的位置都出现在塔柱与承台相接的位置，轴力最大值为182596KN,弯矩最大值为891.6KNm。将主塔内力计算结果汇入表1.8：表1.8主塔内力表单元荷载位置轴力（KN）剪力（KN）弯矩（KNm）27恒载I[53]-126942-20.07-478.0328恒载I[54]-118762-20.07-237.2229恒载I[55]-113154-20.07-161.9630恒载I[56]-107610-20.07-86.7131恒载I[57]-102433-20.07-11.4532恒载I[58]-97481.2-20.0761.833恒载I[59]-92676.5-20.07139.0634恒载I[60]-87952.9-20.07214.3135恒载I[61]-83264.7-20.07289.5736恒载I[62]-78557.4-20.07364.8237恒载I[63]-73821.5-20.07440.0838恒载I[64]-69071.6-20.07515.3339恒载I[65]-64308.2-20.07590.5940恒载I[66]-59527.1-20.07665.8441恒载I[67]-54717.1-20.07741.142恒载I[68]-49872.3-20.07816.3543恒载I[69]-44974.9-20.07891.6144恒载I[70]-34159.80045恒载I[71]-29112.30046恒载I[72]-23941.60047恒载I[73]-18729.20048恒载I[74]-13600.30049恒载I[75]-8817.180050恒载I[76]-4687.430051恒载I[77]-18720076恒载I[103]-12694220.07478.0377恒载I[104]-11876220.07237.2278恒载I[105]-11315420.07161.9679恒载I[106]-10761020.0786.7180恒载I[107]-10243320.0711.4581恒载I[108]-97481.220.07-61.882恒载I[109]-92676.520.07-139.0683恒载I[110]-87952.920.07-214.31表1.8（续）84恒载I[111]-83264.720.07-289.5785恒载I[112]-78557.420.07-364.8286恒载I[113]-73821.520.07-440.0887恒载I[114]-69071.620.07-515.3388恒载I[115]-64308.220.07-590.5989恒载I[116]-59527.120.07-665.8490恒载I[117]-54717.120.07-741.191恒载I[118]-49872.320.07-816.3592恒载I[119]-44974.920.07-891.6193恒载I[120]-34159.80094恒载I[121]-29112.30095恒载I[122]-23941.60096恒载I[123]-18729.20097恒载I[124]-13600.30098恒载I[125]-8817.180099恒载I[126]-4687.4300100恒载I[127]-187200127恒载I[53]载I[103]-13259300将主塔位移计算结果汇入表1.9：表1.9主塔位移表单元荷载DX(mm)DY(mm)DZ(mm)RX([rad])RY([rad])RZ([rad])27恒载00-200044恒载00-1500076恒载0-1-1500077恒载0-1-1500078恒载0-1-1500079恒载180-100080恒载180-100081恒载180-100082恒载180000083恒载170000084恒载170100085恒载170100086恒载160100087恒载160100088恒载160000089恒载1500000表1.9（续）90恒载140000091恒载140-100092恒载130-100093恒载130-100094恒载120-100095恒载110-100096恒载100000097恒载90000098恒载80100099恒载701000100恒载601000127恒载01-15000128恒载01-15000129恒载01-15000130恒载01-10001.5.2汽车荷载效应本斜拉桥按公路Ⅱ级车道荷载进行加载，横向布置4车道。运行模型，得到汽车荷载作用下主塔的弯矩图。图1.29主塔汽车荷载弯矩图结论：从图1.29中可以看出，在汽车荷载作用下，主塔在与承台连接的位置出现最大弯矩，弯矩最大值为50890KNm。1.5.3风荷载效应本斜拉桥在施加风荷载的时候按照均布荷载加到主塔上，荷载大小为4.0，运行模型后得到主塔在风荷载作用下的弯矩图如图1.30所示。图1.30主塔风荷载的弯矩图结论：从图1.30可知，在风荷载作用下，主塔最大正弯矩为11641.2KNm，最大负弯矩为7724.8KNm。1.5.4温度荷载效应该桥主塔为矩形空心截面，其截面内部的温度分布为非线性分布，因此可以利用梁截面温度荷载功能输入温度荷载。在整体升温作用下，得到主塔的弯矩图，如图1.31所示。图1.31主塔整体升温荷载弯矩图结论：从图1.31可知，在整体升温荷载作用下，主塔弯矩最大值发生于塔柱与横梁连接的部位，若是整体降温荷载作用，则主塔出现最大正弯矩和最大负弯矩的位置恰好相反。1.6索塔验算1.6.1塔柱纵向钢筋量估算根据荷载组合效应包络值，可得出塔柱纵向钢筋量估算表，表中表示计算需要配置的普通钢筋，表示实际配置的普通钢筋，表示承载能力极限状态荷载组合下最大弯矩，表示轴向力的大小。将塔柱纵向钢筋量计算结果汇入表1.10：表1.10塔柱的纵向钢筋量估算单元NdMyd顶_REQ左_REQ顶_USE左_USE(kN)(kNm)(mm2)(mm2)(mm2)(mm2)76-186265.578-75332.47348000480007383619689676-150008.733-327.39248000480007383619689677-172825.759-49478.49348000480007383619689677-138892.735-240.69348000480007383619689678-164927.784-41764.39648000480007383619689678-132420.536-206.9848000480007383619689679-157084.63-34499.25548000480007383619689679-126015.46-172.17648000480007383619689680-149661.427-27805.80748000480007383619689680-119977.944-138.93748000480007383619689681-142491.028-21805.10148000480007383619689681-114165.762-108.56448000480007383619689682-135482.505-16621.32148000480007383619689682-108499.206-81.66948000480007383619689683-128559.595-12381.33448000480007383619689683-102912.443-58.46548000480007383619689684-121671.756-9161.99848000480007383619689684-97359.798-38.9348000480007383619689685-114756.028-6961.07248000480007383619689685-91786.847-22.90248000480007383619689686-107804.967-6291.87848000480007383619689686-86184.11-10.13548000480007383619689687-100838.242-6554.33248000480007383619689687-80566.193-0.33248000480007383619689688-93859.537-7091.42548000480007383619689688-74931.5956.82548000480007383619689689-86866.165-7666.28248000480007383619689689-69282.07811.66648000480007383619689690-79846.734-8031.103480004800073836196896表1.10（续）90-63600.29614.52148000480007383619689691-72796.375-7976.77248000480007383619689691-57882.03515.71548000480007383619689692-65695.016-7535.34448000480007383619689692-52109.27915.56548000480007383619689693-50628.897-6776.4148000480007383619689693-41586.02914.35648000480007383619689694-43367.906-5779.37548000480007383619689694-35668.11412.42348000480007383619689695-35976.008-4630.47548000480007383619689695-29626.29410.02648000480007383619689696-28541.803-3422.98248000480007383619689696-23535.4177.43248000480007383619689697-21228.308-2255.81148000480007383619689697-17525.8414.89548000480007383619689698-14340.988-1228.03648000480007383619689698-11857.0192.6648000480007383619689699-8249.294-442.40348000480007383619689699-6835.2720.955480004800073836196896100-37440480004800073836196896100-312004800048000738361968961.6.2索塔裂缝宽度验算将索塔使用阶段裂缝宽度验算结果列入表1.11，表中表示受拉钢筋应力，是计算裂缝宽度，为容许裂缝宽度。表1.11使用阶段塔柱裂缝宽度验算结果单元位置顶/底组合名称类型验算Sig_SSW_tkW_AC(MPa)(mm)(mm)76I顶频遇31MY-MINOK000.277I顶频遇31MY-MINOK000.278I顶频遇31MY-MINOK000.279I顶频遇31MY-MINOK000.280I顶频遇31MY-MINOK00.040.281I顶频遇31MY-MINOK00.040.282I顶频遇31MY-MINOK00.030.283I顶频遇31MY-MINOK00.030.284I顶频遇33MY-MINOK00.010.285I顶频遇33MY-MINOK00.010.286I顶频遇33MY-MINOK00.120.287I顶频遇32MY-MINOK00.140.2表1.11（续）88I顶频遇32MY-MINOK00.140.289I顶频遇32MY-MINOK00.100.290I顶频遇32MY-MINOK00.100.291I顶频遇32MY-MINOK00.100.292I顶频遇32MY-MINOK00.100.293I顶频遇30MY-MINOK00.040.294I顶频遇30MY-MINOK00.040.295I顶频遇30MY-MINOK000.296I顶频遇30MY-MINOK000.297I顶频遇30MY-MINOK000.298I顶频遇30MY-MINOK000.299I顶频遇30MY-MINOK000.2100I顶频遇25MY-MINOK000.21.6.3塔柱抗压承载力验算将塔柱抗压承载力验算结果列入表1.12，表中表示偏压验算的设计值，表示正常使用极限状态下的容许抗压承载力，表示轴向力对截面重心的偏心距，表示截面受压区的高度，轴心表示在轴力最小时的轴心受压验算，偏心表示主弯矩最小时的偏心受压验算。表1.12柱的抗压承载力验算单元类型验算()(kN)()(kN)76轴心-FxminOK0204892.1350362865.62576偏心-FxminOK5258.375204892.1354298.919305901.69576偏心-MymaxOK5265.025166167.0544401.668306341.34776偏心-MyminOK5258.482204078.8834300.771305908.7977轴心-FxminOK0190108.3350362865.62577偏心-FxminOK8000190108.3354161.33441652.31277偏心-MymaxOK5255.012153956.7194236.176305679.31377偏心-MyminOK5251.83189277.9194164.773305468.78978轴心-FxminOK0181420.5620362865.62578偏心-FxminOK8000181420.5624125.385445714.57278偏心-MymaxOK5252.872146852.254189.911305537.74978偏心-MyminOK8000180575.2894126.746445567.49779轴心-FxminOK0172791.0920362865.62579偏心-FxminOK8000172791.0924086.816449920.90979偏心-MymaxOK8000139819.6824142.862443834.221表1.12（续）79偏心-MyminOK8000171934.8924088.076449782.32380轴心-FxminOK0164627.5690362865.62580偏心-FxminOK8000164627.5694047.99454236.29280偏心-MymaxOK8000133189.8064095.443448971.21180偏心-MyminOK8000163758.0574049.123454109.18181轴心-FxminOK0156740.1310362865.62581偏心-FxminOK8000156740.1314010.389458495.19481偏心-MymaxOK8000126806.4524049.485454068.65381偏心-MyminOK8000155860.654011.381458381.84282轴心-FxminOK0149030.7550362865.62582偏心-FxminOK8000149030.7553975.563462511.6482偏心-MymaxOK8000120582.1854006.912458891.11182偏心-MyminOK8000148142.4043976.408462411.37283轴心-FxminOK0141415.5540362865.62583偏心-FxminOK8000141415.5543945.312466057.95783偏心-MymaxOK8000114444.8113969.953463165.14983偏心-MyminOK8000140519.2073946.018465974.62784轴心-FxminOK0133838.9310362865.62584偏心-FxminOK8000133838.9313921.204468921.33584偏心-MymaxOK8000108344.293940.551466621.05884偏心-MyminOK8000132935.2643921.792468851.04985轴心-FxminOK0126231.6310362865.62585偏心-FxminOK8000126231.6313904.382470941.67985偏心-MymaxOK8000102220.943920.114469051.69585偏心-MyminOK8000125321.1333904.888470882.66586轴心-FxminOK0118585.4640362865.62586偏心-FxminOK8000118585.4643901.747471261.75886偏心-MymaxOK800096064.5023917.156469407.8886偏心-MyminOK8000117668.4573902.269471198.71887轴心-FxminOK0110922.0660362865.62587偏心-FxminOK8000110922.0663909.362470341.83687偏心-MymaxOK800090115.6823926.572468282.26687偏心-MyminOK8000109774.2313910.142470250.00188轴心-FxminOK0103245.490362865.62588偏心-FxminOK8000103245.493921.5468887.99588偏心-MymaxOK8000100675.5123921.916468599.26288偏心-MyminOK800085342.0293939.715466720.02289轴心-FxminOK095552.7810362865.62589偏心-FxminOK800095552.7813936.051467154.563表1.12（续）89偏心-MymaxOK800093209.5393938.972466808.11389偏心-MyminOK800078898.6853957.468464626.40990轴心-FxminOK087831.4080362865.62590偏心-FxminOK800087831.4083950.199465481.43290偏心-MymaxOK800085701.3933951.573465084.12290偏心-MyminOK80007