（35+50+35）m预应力混凝土连续梁桥上部结构设计

西南交通大学本科毕业设计 第页活载内力计算计算方法活载内力计算为基本可变荷载(公路一Ⅰ级)在桥梁使用阶段所产生的结构内力。采用影响线最不利进行加载计算。车道横向折减荷载横向分布指的是作用在桥上的车辆荷载如何在各主梁之间进行分配，或者说各主梁如何分担车辆荷载。本设计按一片梁四车道进行设计的，横向分布系数取车道数与车道横向折减系数的积，经计算得2.68。冲击系数的计算桥梁结构的基频反映了结构的尺寸、类型、建筑材料等动力特性内容，它直接反映了冲击系数与桥梁结构之间的关系。不管桥梁的建筑材料、结构类型是否有差别，也不管结构尺寸与跨径是否有差别，只要桥梁结构的基频相同，在同样条件的汽车荷载下，就能得到基本相同的冲击系数。桥梁的自振频率（基频）宜采用有限元方法计算，对于连续梁结构，当无更精确方法计算时，也可采用下列公式估算：式中：——结构的计算跨径（m）；——结构材料的弹性模量（N/m2）；——结构跨中截面的截面惯矩（m4）；——结构跨中处的单位长度质量（kg/m）；——结构跨中处延米结构重力（N/m）；——重力加速度，g=9.81m/s2；计算连续梁的冲击力引起的正弯矩效应和剪力效应时，采用；计算连续梁的冲击力引起的负弯矩效应时，采用。取计算跨径，查得，，计算得：μ值可按下式计算：当时，当时，当时，式中——结构基频（）。求得：正弯矩效应：负弯矩效应：计算结果公路Ⅰ级活载内力计算结果见表3－6、7表3-6公路－Ⅰ级活载MaxM对应的内力单元号节点号剪力(kN)弯矩(kN·m)竖向位移(m)转角位移110.00.00.00000.00032-1693.8759.50.00020.0003221693.8759.53-1628.22185.50.00050.0003331628.22185.54-1497.13420.30.00090.0003441497.13420.35-1431.54611.40.00120.0003551431.54611.46-1376.95824.40.00160.0003661376.95824.47-1311.36818.80.00190.00037718.76818.8844.77507.20.00220.000388-44.77507.29-1114.68294.00.00250.0003991114.68294.010-1057.88982.40.00280.000210101057.88982.411-996.69408.60.00300.00021111996.69408.612-874.210009.60.00340.00021212874.210009.613-815.210392.10.00360.00021313815.210392.114534.410588.80.00350.00011414-534.410588.815592.310599.70.00330.00011515-592.310599.716-582.410807.3-0.00210.00011616-707.010807.317763.810632.5-0.00260.00011717-763.810632.518818.510392.1-0.00300.00011818-818.510392.119926.710009.6-0.00530.00021919-926.710009.620-257.99758.3-0.00510.00022020257.99758.321-206.59474.2-0.00490.00032121-1082.99474.2221136.58905.9-0.00470.00032222-1136.58905.923-75.08414.2-0.00430.0003232375.18414.2241267.67846.0-0.00400.00032424-1267.67846.0251322.27201.2-0.00370.00032525-1322.27201.2261322.26370.7-0.00330.00032626-1322.26370.7271322.25835.3-0.00290.00032727-1322.25835.32842.05114.1-0.00250.00032828-42.05114.12931.44469.4-0.00210.00042929-31.44469.43029.83802.8-0.00180.00043030-29.83802.8311278.53223.6-0.00140.00033131-1278.53212.732-2.12939.5-0.00100.000332322.12939.533-38.42950.4-0.00060.0003333338.42950.434-75.02994.1-0.00020.0003343475.02994.135-98.73037.90.00000.00033535-230.63037.936216.42928.60.00020.00033636-226.22928.637195.62764.70.00050.00033737-195.62764.738174.82600.70.00090.00033838-174.82600.739-1213.02611.70.00120.000339391213.02622.640-1213.03026.90.00160.000340401213.03026.941-1213.03442.20.00190.000341411213.03442.242-1213.03835.60.00220.000342421213.03835.64349.24229.00.00250.00034343-49.24239.944-1202.04709.80.00280.000244441202.04709.845-1213.05288.90.00300.000245451213.05299.84674.45769.70.00330.00024646-74.45769.74768.66152.20.00350.00024747-68.56152.248-1191.16622.10.00280.000248481191.16622.14969.57299.60.00310.00024949-69.67299.650-1234.87900.60.00330.000250501234.87900.651-1202.08545.30.00350.00025151-86.18545.352133.38927.80.00360.00025252-133.38927.853-1060.09266.50.00380.000253531060.09266.554-1010.89747.30.00400.000154541010.89747.355-960.510173.50.00280.00015555-328.910173.556379.210337.40.00240.00015656-379.210326.557-809.710435.80.00210.00015757809.710435.858-759.510687.10.00180.00015858759.510687.159-708.110883.80.00160.00015959-581.310883.860632.710807.3-0.00550.0001表3－7公路-Ⅰ级活载MinM对应的内力单元号节点号剪力(kN)弯矩(kN·m)竖向位移(m)转角位移110.00.00.0000-0.00062395.6-198.8-0.0003-0.000622-395.6-198.83395.6-588.1-0.0009-0.000533-395.6-588.14395.6-977.3-0.0015-0.000544-395.6-977.35395.6-1369.0-0.0021-0.000555-395.6-1369.06395.6-1797.5-0.0027-0.000566-395.6-1797.57395.6-2178.4-0.0032-0.000577-395.6-2178.48395.6-2571.2-0.0037-0.000488-395.6-2571.29395.6-2964.1-0.0042-0.000499-395.6-2964.110395.6-3345.0-0.0045-0.00031010-395.6-3345.011395.6-3666.4-0.0048-0.00031111-395.6-3666.412395.6-4249.7-0.0052-0.00021212-395.6-4249.713395.6-4630.6-0.0053-0.00021313-395.6-4630.614395.6-5023.5-0.0050-0.00011414-395.6-5023.515395.6-5416.3-0.0047-0.00011515-395.6-5416.316395.6-5916.2-0.0040-0.00011616-395.6-5916.217395.6-6309.1-0.00320.00001717-395.6-6309.118395.6-6701.9-0.00190.00001818-395.6-6701.919395.6-7320.90.00410.00001919-395.6-7320.920395.6-7713.70.0041-0.00012020-395.6-7713.721395.6-8106.60.0040-0.00012121-395.6-8106.622395.6-8487.50.0038-0.00012222-395.6-8487.523395.6-8880.30.0037-0.00022323-395.6-8880.324395.6-9273.20.0035-0.00022424-395.6-9273.225395.6-9666.00.0033-0.00022525-395.6-9666.026429.5-10058.80.0031-0.00022626-429.5-10058.827510.3-10535.00.0028-0.00032727-510.3-10535.028574.8-11082.50.0025-0.00032828-574.8-11082.529642.5-11713.50.0022-0.00032929-642.5-11713.530703.7-12380.10.0018-0.00033030-703.7-12380.131767.1-13213.40.0015-0.00033131-767.1-13213.432831.6-13927.60.0011-0.00043232-831.6-13927.633899.3-14879.90.0007-0.00043333-899.3-14879.934964.9-15832.20.0003-0.00043434-964.9-15832.2351006.4-16427.40.0000-0.000435351639.1-16427.436-1606.3-15475.1-0.0003-0.000436361595.4-15475.137-1529.9-14046.6-0.0007-0.000437371529.9-14046.638-1442.4-12618.2-0.0011-0.000438381442.4-12618.239-1355.0-11201.6-0.0016-0.000439391355.0-11201.640-759.5-9892.2-0.0021-0.00054040759.5-9892.241-708.1-9118.4-0.0026-0.00054141708.1-9118.442-657.8-8404.2-0.0031-0.00054242657.8-8404.243-607.6-7737.5-0.0037-0.00054343607.6-7737.544-557.3-7130.4-0.0042-0.00054444557.3-7130.445-508.1-6582.9-0.0047-0.00054545508.1-6582.946-459.0-6082.9-0.0053-0.00054646459.0-6082.947-408.7-5630.6-0.0058-0.00054747408.7-5630.648-355.1-5237.7-0.0063-0.00054848355.1-5237.749-271.0-4749.7-0.0071-0.00054949271.0-4749.750-230.6-4511.6-0.0075-0.00045050230.6-4511.651-155.2-4380.6-0.0079-0.00045151155.2-4380.652-151.9-4249.7-0.0083-0.00045252151.9-4249.753-150.8-4118.8-0.0087-0.00045353150.8-4118.854-149.7-3987.8-0.0089-0.00035454149.7-3987.855-149.7-3845.0-0.0090-0.00035555149.7-3845.056-149.7-3714.0-0.0074-0.00035656149.7-3714.057-149.7-3571.2-0.0071-0.00025757149.7-3571.258-149.7-3440.2-0.0065-0.00025858149.7-3440.259-149.7-3297.4-0.0061-0.00025959149.7-3297.460-149.7-3166.4-0.0056-0.0001图3-4公路－Ⅰ级MaxM弯矩图（单位：kN·m）图3-5公路－Ⅰ级MinM弯矩图（单位：kN·m）墩台基础沉降次内力计算设计方法基础的不均匀沉降可能是瞬变，也可能是徐变。连续梁墩台基础的不均匀的沉降与地基土壤的力学性能有关。（1）如果发生渐变不均匀沉降，沉降值一般随时间而递增，经过相当长时间后，接近沉降的终极值。渐变不均匀沉降考虑变化规律与徐变的变化规律相似。它可以表示为：式中：——t时刻时的墩台基础沉降值。——t=∞时刻时的墩台基础沉降终极值。在此过程中，混凝土的徐变作用对不均匀沉降的影响是有利的。一般来说，只要不均匀沉降不是太大，以致使结构的受拉区发生有害的裂缝，或使受压区的混凝土应力过大的话，不均匀沉降的影响是可以忽略的。（2）如果假定墩台基础的沉降瞬时完成，则产生的沉降内力可用结构力学的方法确定。连续梁是一种对支座沉降敏感的结构，由于多余约束的存在，不均匀沉降才产生次内力。在此次设计中取边支座沉降1cm,中间支座沉降1.5cm。支座沉降内力与各个支座的绝对沉降量没有直接关系，而只与各个支座的相对沉降量有关。只有存在相对沉降量，才会产生内力。计算结果表3-8支座沉降次内力1号支座下沉1cm35号支座下沉1.5cm单元号节点号剪力(kN)弯矩(kN·m)剪力(kN)弯矩(kN·m)11-1060.03140.02106-53.9-314160.022-106-53.9314160.03106-160.0-314473.033-106-160.0314473.04106-265.0-314787.044-106-265.0314787.05106-371.0-3141100.055-106-371.03141100.06106-486.0-3141440.066-106-486.03141440.07106-592.0-3141760.077-106-592.03141760.08106-697.0-3142070.088-106-697.03142070.09106-803.0-3142380.099-106-803.03142380.010106-909.0-3142700.01010-106-909.03142700.011106-993.0-3142950.01111-106-993.03142950.012106-1150.0-3143420.01212-106-1150.03143420.013106-1260.0-3143730.01313-106-1260.03143730.014106-1360.0-3144040.01414-106-1360.03144040.015106-1470.0-3144360.01515-106-1470.03144360.016106-1610.0-3144770.01616-106-1610.03144770.017106-1710.0-3145080.01717-106-1710.03145080.018106-1820.0-3145390.01818-106-1820.03145390.019106-1990.0-3145890.01919-106-1990.03145890.020106-2090.0-3146210.02020-106-2090.03146210.021106-2200.0-3146520.02121-106-2200.03146520.022106-2300.0-3146830.02222-106-2300.03146830.023106-2410.0-3147150.02323-106-2410.03147150.024106-2510.0-3147460.02424-106-2510.03147460.025106-2620.0-3147780.02525-106-2620.03147780.026106-2730.0-3148090.02626-106-2730.03148090.027106-2830.0-3148400.02727-106-2830.03148400.028106-2940.0-3148720.02828-106-2940.03148720.029106-3040.0-3149030.02929-106-3040.03149030.030106-3150.0-3149340.03030-106-3150.03149340.031106-3250.0-3149660.03131-106-3250.03149660.032106-3360.0-3149970.03232-106-3360.03149970.033106-3470.0-31410300.03333-106-3470.031410300.034106-3570.0-31410600.03434-106-3570.031410600.035106-3630.0-31410800.03535103-3630.0-36810800.036-103-3570.036810600.03636103-3570.0-36810600.037-103-3480.036810200.03737103-3480.0-36810200.038-103-3380.03689860.03838103-3380.0-3689860.039-103-3270.03689500.03939103-3270.0-3689500.040-103-3170.03689130.04040103-3170.0-3689130.041-103-3070.03688760.04141103-3070.0-3688760.042-103-2960.03688390.04242103-2960.0-3688390.043-103-2860.03688020.04343103-2860.0-3688020.044-103-2760.03687650.04444103-2760.0-3687650.045-103-2650.03687290.04545103-2650.0-3687290.046-103-2550.03686920.04646103-2550.0-3686920.047-103-2450.03686550.04747103-2450.0-3686550.048-103-2340.03686180.04848103-2340.0-3686180.049-103-2190.03685630.04949103-2190.0-3685630.050-103-2080.03685260.05050103-2080.0-3685260.051-103-1980.03684890.05151103-1980.0-3684890.052-103-1880.03684520.05252103-1880.0-3684520.053-103-1770.03684150.05353103-1770.0-3684150.054-103-1670.03683790.05454103-1670.0-3683790.055-103-1570.03683420.05555103-1570.0-3683420.056-103-1460.03683050.05656103-1460.0-3683050.057-103-1360.03682680.05757103-1360.0-3682680.058-103-1260.03682310.05858103-1260.0-3682310.059-103-1150.03681940.05959103-1150.0-3681940.060-103-1050.03681570.06060103-1050.0-3681570.061-103-946.03681210.06161103-946.0-3681210.062-103-843.0368838.06262103-843.0-368838.063-103-740.0368469.06363103-740.0-368469.064-103-636.0368101.06464103-636.0-368101.065-103-533.0368-268.06565103-533.0-368-268.066-103-430.0368-636.06666103-430.0-368-636.067-103-326.0368-1000.06767103-326.0-368-1000.068-103-223.0368-1370.06868103-223.0-368-1370.069-103-119.0368-1740.06969103-119.0-368-1740.070-103-16.0368-2110.07070103-16.0-368-2110.071-10387.3368-2480.0717110387.3-368-2480.072-103242.0368-3030.07272103242.0-368-3030.073-103346.0368-3400.07373103346.0-368-3400.074-103449.0368-3770.07474103449.0-368-3770.075-103553.0368-4140.07575103553.0-368-4140.076-103656.0368-4500.07676103656.0-368-4500.077-103759.0368-4870.07777103759.0-368-4870.078-103863.0368-5240.07878103863.0-368-5240.079-103966.0368-5610.07979103966.0-368-56100368-5980.080801031070.0-368-59800368-6350.081811031170.0-368-63500368-6710.082821031280.0-368-67100368-7080.083831031380.0-368-70800368-7410.084841031470.0-368-74100368-7640.08585-44.61530.0222-7640.08644.61510.0-222-7500.08686-44.61510.0222-7500.08744.61460.0-222-7280.08787-44.61460.0222-7280.08844.61420.0-222-7060.08888-44.61420.0222-7060.08944.61370.0-222-6840.08989-44.61370.0222-6840.09044.61330.0-222-6610.09090-44.61330.0222-6610.09144.61280.0-222-6390.09191-44.61280.0222-6390.09244.61240.0-222-6170.09292-44.61240.0222-6170.09344.61200.0-222-5950.09393-44.61200.0222-5950.09444.61150.0-222-5730.09494-44.61150.0222-5730.09544.61110.0-222-5510.09595-44.61110.0222-5510.09644.61060.0-222-5280.09696-44.61060.0222-5280.09744.61020.0-222-5060.09797-44.61020.0222-5060.09844.6972.0-222-4840.09898-44.6972.0222-4840.09944.6928.0-222-4620.09999-44.6928.0222-4620.010044.6883.0-222-4400.0100100-44.6883.0222-4400.010144.6839.0-222-4170.0101101-44.6839.0222-4170.010244.6767.0-222-3820.0102102-44.6767.0222-3820.010344.6723.0-222-3600.0103103-44.6723.0222-3600.010444.6678.0-222-3370.0104104-44.6678.0222-3370.010544.6620.0-222-3090.0105105-44.6620.0222-3090.010644.6575.0-222-2860.0106106-44.6575.0222-2860.010744.6531.0-222-2640.0107107-44.6531.0222-2640.010844.6486.0-222-2420.0108108-44.6486.0222-2420.010944.6419.0-222-2090.0109109-44.6419.0222-2090.011044.6384.0-222-1910.0110110-44.6384.0222-1910.011144.6339.0-222-1690.0111111-44.6339.0222-1690.011244.6294.0-222-1470.0112112-44.6294.0222-1470.011344.6250.0-222-1240.0113113-44.6250.0222-1240.011444.6205.0-222-1020.0114114-44.6205.0222-1020.011544.6157.0-222-779.0115115-44.6157.0222-779.011644.6112.0-222-557.0116116-44.6112.0222-557.011744.667.4-222-335.0117117-44.667.4222-335.011844.622.8-222-113.0118118-44.622.8222-113.011944.60.0-2220.0图3－6支座1发生1cm不均匀沉降弯矩图（单位：kN·m）图3－7支座35发生1cm不均匀沉降弯矩图（单位：kN·m）温度作用效应引起次内力计算温度对连续梁结构的影响对于大跨度预应力混凝土连续箱形梁桥，温度应力可以达到甚至超过活载应力，已被认为是预应力混凝土桥梁产生裂缝的主要原因。因此有必要对温度内力进行计算。桥梁是置于大气环境的结构，温度毫不例外地对桥梁要产生影响。温度影响包括年温差影响（升温降温）与局部温差影响。年温差影响指气温随季节发生周期性变化对结构所起的作用，一般假定温度沿结构截面高度方向均匀变化。对无水平约束的连续梁桥，年温差只引起结构的均匀伸缩，并不产生温度次内力，它对结构产生的位移通过桥面升缩缝，支座位移等措施加以协调。局部温差一般指日照温差或混凝土水化热影响。水化热影响较为复杂，且在施工中可采用温度控制予以调节，因此桥梁温度应力计算一般不包括此项，而主要考虑日照温差的影响，它导致结构的温度次内力，是产生结构裂缝的主要因素。箱梁结构与外界的热交换和箱梁内部的热传导是十分复杂的现象，一般来说，梁体内任意点的温度是坐标和时间的函数，为三维传导问题。考虑到桥梁是一种狭长的结构，箱梁都带有一定长度的悬臂，两侧腹板直接受日照时间较短；箱梁底板终日不受日照，又处于高空，通风较好；只有箱梁顶板全天受日照，因此，在箱梁结构中简化为一维传导问题，亦即主要考虑桥面受日照后形成的沿箱梁高度变化的温度梯度，即。温度的梯度模式是否实际温度影响一致是正确计算结构温度应力的关键。温度的梯度模式一般分为线性与非线性两种。本次设计采用的温度模式如图3-8。图3－8温度模式计算时假定：（1）沿桥长的温度分布是均匀的；（2）混凝土材料是弹性匀质的；（3）梁的变形服从平面假定；温度应力的构成温度应力由两部分组成：（1）自应力——梁的变形受到纵向纤维之间的相互约束，在截面上产生自平衡的纵向约束力。（2）温度次内力与温度次应力——由于桥面温度升高，结构将发生上拱，对于连续梁将受到支承条件的约束而产生温度次内力与温度次应力。计算方法按下式进行计算：式中：——在桥面板重心处由温差引起的纵向力；——截面内的单元面积；——单元面积内温差梯度平均值，均以正值代入；——混凝土线膨胀系数()；——混凝土的弹性模量；——温度作用对全截面产生的初弯矩；——温度作用对全截面产生的二次矩；——温度作用引起的总弯矩。计算结果表3-9温度引起的次内力竖向温差梯度整体升温20℃整体降温15℃单元号节点号剪力（kN）弯矩（kN·m）剪力（kN）弯矩（kN·m）剪力（kN）弯矩（kN·m）11121.00.0-0.80.00.60.02-121.061.70.8-0.4-0.60.322121.061.7-0.8-0.40.60.33-121.0183.00.8-1.2-0.60.933121.0183.0-0.8-1.20.60.94-121.0304.00.8-2.0-0.61.544121.0304.0-0.8-2.00.61.55-121.0424.00.8-2.9-0.62.155121.0424.0-0.8-2.90.62.16-121.0556.00.8-3.7-0.62.866121.0556.0-0.8-3.70.62.87-121.0677.00.8-4.6-0.63.477121.0677.0-0.8-4.60.63.48-121.0798.00.8-5.4-0.64.088121.0798.0-0.8-5.40.64.09-121.0919.00.8-6.2-0.64.699121.0919.0-0.8-6.20.64.610-121.01040.00.8-7.0-0.65.31010121.01040.0-0.8-7.00.65.311-121.01140.00.8-7.6-0.65.71111121.01140.0-0.8-7.60.65.712-121.01320.00.8-8.9-0.66.71212121.01320.0-0.8-8.90.66.713-121.01440.00.8-9.7-0.67.31313121.01440.0-0.8-9.70.67.314-121.01560.00.8-10.5-0.67.91414121.01560.0-0.8-10.50.67.915-121.01680.00.8-11.3-0.68.51515121.01680.0-0.8-11.30.68.516-121.01840.00.8-12.4-0.69.31616121.01840.0-0.8-12.40.69.317-121.01960.00.8-13.2-0.69.91717121.01960.0-0.8-13.20.69.918-121.02080.00.8-14.0-0.610.51818121.02080.0-0.8-14.00.610.519-121.02270.00.8-15.3-0.611.51919121.02270.0-0.8-15.30.611.520-121.02390.00.8-16.1-0.612.12020121.02390.0-0.8-16.10.612.121-121.02520.00.8-16.9-0.612.72121121.02520.0-0.8-16.90.612.722-121.02640.00.8-17.7-0.613.32222121.02640.0-0.8-17.70.613.323-121.02760.00.8-18.5-0.613.92323121.02760.0-0.8-18.50.613.924-121.02880.00.8-19.4-0.614.52424121.02880.0-0.8-19.40.614.525-121.03000.00.8-20.2-0.615.12525121.03000.0-0.8-20.20.615.126-121.03120.00.8-21.0-0.615.72626121.03120.0-0.8-21.00.615.727-121.03240.00.8-21.8-0.616.32727121.03240.0-0.8-21.80.616.328-121.03360.00.8-22.6-0.617.02828121.03360.0-0.8-22.60.617.029-121.03480.00.8-23.4-0.617.62929121.03480.0-0.8-23.40.617.630-121.03600.00.8-24.2-0.618.23030121.03600.0-0.8-24.20.618.231-121.03720.00.8-25.0-0.618.83131121.03720.0-0.8-25.00.618.832-121.03850.00.8-25.9-0.619.43232121.03850.0-0.8-25.90.619.433-121.03970.00.8-26.7-0.620.03333121.03970.0-0.8-26.70.620.034-121.04090.00.8-27.5-0.620.63434121.04090.0-0.8-27.50.620.635-121.04160.00.8-28.0-0.621.035350.04160.00.0-28.00.021.0360.04160.00.0-28.00.021.036360.04160.00.0-28.00.021.0370.04160.00.0-28.00.021.037370.04160.00.0-28.00.021.0380.04160.00.0-28.00.021.038380.04160.00.0-28.00.021.0390.04160.00.0-28.00.021.039390.04160.00.0-28.00.021.0400.04160.00.0-28.00.021.040400.04160.00.0-28.00.021.0410.04160.00.0-28.00.021.041410.04160.00.0-28.00.021.0420.04160.00.0-28.00.021.042420.04160.00.0-28.00.021.0430.04160.00.0-28.00.021.043430.04160.00.0-28.00.021.0440.04160.00.0-28.00.021.044440.04160.00.0-28.00.021.0450.04160.00.0-28.00.021.045450.04160.00.0-28.00.021.0460.04160.00.0-28.00.021.046460.04160.00.0-28.00.021.0470.04160.00.0-28.00.021.047470.04160.00.0-28.00.021.0480.04160.00.0-28.00.021.048480.04160.00.0-28.00.021.0490.04160.00.0-28.00.021.049490.04160.00.0-28.00.021.0500.04160.00.0-28.00.021.050500.04160.00.0-28.00.021.0510.04160.00.0-28.00.021.051510.04160.00.0-28.00.021.0520.04160.00.0-28.00.021.052520.04160.00.0-28.00.021.0530.04160.00.0-28.00.021.053530.04160.00.0-28.00.021.0540.04160.00.0-28.00.021.054540.04160.00.0-28.00.021.0550.04160.00.0-28.00.021.055550.04160.00.0-28.00.021.0560.04160.00.0-28.00.021.056560.04160.00.0-28.00.021.0570.04160.00.0-28.00.021.057570.04160.00.0-28.00.021.0580.04160.00.0-28.00.021.058580.04160.00.0-28.00.021.0590.04160.00.0-28.00.021.059590.04160.00.0-28.00.021.0600.04160.00.0-28.00.021.0图3-9非线性温度引起的弯矩图（kN·m）图3-10非线性温度引起的剪力图（kN）内力组合承载能力极限状态组合式中：——承载能力极限状态下作用基本组合的效应组合设计值；——结构重要性系数，对于设计安全等级一级、二级和三级分别取1.1、1.0、0.9；——第i个永久作用效应的分项系数，本设计取1.2；——第i个永久作用效应的标准值；——汽车荷载效应（含汽车冲击力、离心力）的分期系数，取1.4；——汽车荷载效应（含汽车冲击力、离心力）的标准值和设计值；——在作用效应组合中除汽车荷载效应（含汽车冲击力、离心力）、风荷载外的其他第j个可变作用效应的分项系数，取1.4，但风荷载的分项系数取1.1；——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；——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，当永久作用与汔车荷载和人群荷载（或其他一种可变作用）组合时，人群荷载（或其他一种可变作用的组合）的组合系数取0.8；当除汽车荷载（含汽车冲击力、离心力）外尚有两种其他可变作用参与组合时，其组合系数取0.7；尚有三种可变作用参与组合时，其组合系数取0.6；尚有四种及多于四种的可变作用参与组合时，取0.5；组合结果见表3-10表3-10承载能力极限状态组合单元号节点号最大剪力（kN）最小剪力（kN）最大弯矩(kN·m)最小弯矩(kN·m)118930.04180.00.00.02-3910.0-8540.04310.02070.0228540.03910.04310.02070.03-3390.0-7790.012200.05720.0337790.03380.012200.05720.04-2880.0-7070.019200.08870.0447070.02880.019200.08870.05-2390.0-6380.025500.011500.0556380.02390.025500.011500.06-1870.0-5630.031600.013900.0665630.01870.031600.013900.07-1330.0-4950.036400.015500.0774950.01330.036400.015500.08-783.0-4270.040200.016700.0884270.0783.040200.016700.09-222.0-3600.043500.017400.0993600.0228.043500.017400.010335.0-2930.046200.017700.010102930.0-328.046200.017700.011781.0-2400.047700.017500.011112390.0-781.047700.017500.0121670.0-1450.049200.016400.012121450.0-1670.049200.016400.0132330.0-885.049500.015100.01313885.0-2330.049500.015100.0142980.0-321.049000.013300.01414321.0-2980.049000.013300.0153630.0240.047500.011000.01515-241.0-3630.047500.011000.0164480.0967.045100.07350.01616-967.0-4480.045100.07350.0175200.01530.042100.03980.01717-1530.0-5200.042100.03980.0185850.02080.038400.0133.01818-2080.0-5850.038400.0133.0196920.02970.031300.0-7040.01919-2970.0-6920.031300.0-7040.0207590.03530.026100.0-12200.02020-3530.0-7590.026100.0-12200.0218250.04090.020400.0-18000.02121-4090.0-8320.020400.0-18000.0228990.04650.014500.0-25100.02222-4650.0-8990.014500.0-25100.0239670.05220.08270.0-32900.02323-5220.0-9670.08280.0-32900.02410400.05790.01400.0-41300.02424-5790.0-10400.01400.0-41300.02511100.06360.0-6110.0-50300.02525-6360.0-11100.0-6110.0-50300.02611800.06940.0-14400.0-60000.02626-6940.0-11800.0-14400.0-60000.02712500.07530.0-22900.0-70400.02727-7530.0-12500.0-22900.0-70400.02813300.08120.0-32100.0-81700.02828-8120.0-13300.0-32100.0-81700.02914000.08720.0-41800.0-93600.02929-8720.0-14100.0-41800.0-93600.03014800.09340.0-52100.0-106000.03030-9340.0-14800.0-52100.0-106000.03115600.09960.0-62800.0-120000.03131-9960.0-15600.0-62800.0-120000.03216400.010600.0-73700.0-134000.03232-10600.0-16400.0-73700.0-134000.03317200.011200.0-84700.0-150000.03333-11200.0-17200.0-84700.0-150000.03418100.011800.0-96200.0-166000.03434-11800.0-18100.0-96200.0-166000.03518500.012200.0-103000.0-176000.0353519000.012500.0-103000.0-176000.036-12200.0-18500.0-96000.0-165000.0363618500.012200.0-96000.0-165000.037-11600.0-17700.0-85300.0-149000.0373717700.011600.0-85300.0-149000.038-11000.0-16900.0-73900.0-133000.0383816900.011000.0-73900.0-133000.039-10400.0-16100.0-62800.0-117000.0393916100.010400.0-62800.0-117000.040-9800.0-15400.0-51700.0-102000.0404015400.09800.0-51700.0-102000.041-9210.0-14600.0-41200.0-88800.0414114600.09210.0-41200.0-88800.042-8650.0-13900.0-31300.0-76200.0424213900.08650.0-31300.0-76200.043-8100.0-13100.0-22000.0-64400.0434313100.08090.0-22000.0-64400.044-7540.0-12400.0-13100.0-53300.0444412400.07550.0-13100.0-53300.045-6980.0-11700.0-4510.0-43000.0454511700.06970.0-4510.0-43000.046-6410.0-11000.03350.0-33400.0464611000.06410.03350.0-33400.047-5860.0-10300.010500.0-24500.0474710300.05850.010500.0-24500.048-5300.0-9580.017300.0-16300.048489580.05290.017300.0-16300.049-4480.0-8560.028000.0-6640.049498560.04470.028000.0-6640.050-3920.0-7890.034800.0-1180.050507890.03920.034800.0-1180.051-3380.0-7220.041000.03620.051517220.03350.041000.03620.052-2810.0-6560.046200.07940.052526560.02810.046200.07940.053-2280.0-5900.050800.011800.053535900.02280.050800.011800.054-1750.0-5240.055100.015100.054545240.01750.055100.015100.055-1220.0-4590.058700.018000.055554590.01170.058700.018000.056-638.0-3940.061300.020400.056563940.0638.061300.020400.057-108.0-3300.063200.022300.057573300.0108.063200.022300.058423.0-2650.064800.023800.058582650.0-423.064800.023800.059954.0-2010.065800.024800.059592010.0-1010.065800.024800.0601550.0-1360.065700.025300.0正常使用短期效应组合永久作用标准值效应与可变作用频遇值效应组合相组合式中：——作用短期效应组合设计值；——第j个可变作用效应的频遇值系数，汽车荷载（不计冲击力）取0.7，人群荷载取1.0，风荷载取0.75，温度梯度作用取0.8，其他作用取1.0；——第j个可变作用效应的频遇值；计算结果见下表表3-11正常使用短期效应组合单元号节点号最大剪力（kN）最小剪力（kN）最大弯矩(kN·m)最小弯矩(kN·m)116040.04090.00.00.02-3840.0-5810.02950.02030.0225810.03840.02950.02030.03-3360.0-5300.08330.05660.0335300.03360.08330.05660.04-2910.0-4740.013100.08820.0444740.02910.013100.08820.05-2470.0-4270.017500.011500.0554270.02460.017500.011500.06-1990.0-3760.021600.014000.0663760.01990.021600.014000.07-1540.0-3300.024900.015800.0773250.01540.024900.015800.08-1080.0-2780.027600.017200.0882780.01080.027600.017200.09-608.0-2300.029900.018100.0992300.0611.029900.018100.010-143.0-1830.031700.018600.010101830.0146.031700.018600.011229.0-1450.032800.018800.011111450.0-229.032800.018800.012925.0-746.033900.018200.01212746.0-925.033900.018200.0131390.0-277.034100.017300.01313277.0-1390.034100.017300.0141860.0192.033700.016000.01414-192.0-1860.033700.016000.0152330.0660.032800.014200.01515-660.0-2330.032800.014200.0162930.01270.031100.011300.01616-1270.0-2930.031100.011300.0173430.01740.029100.08510.01717-1740.0-3430.029100.08510.0183900.02210.026500.05310.01818-2210.0-3900.026500.05310.0194660.02960.021600.0-726.01919-2960.0-4660.021600.0-726.0205140.03440.018000.0-5080.02020-3440.0-5140.018000.0-5080.0215620.03910.013800.0-9880.02121-3910.0-5650.013800.0-9880.0226140.04400.09050.0-15100.02222-4400.0-6140.09050.0-15100.0236630.04880.03860.0-20900.02323-4880.0-6630.03860.0-20900.0247130.05370.0-1830.0-27000.02424-5370.0-7130.0-1840.0-27000.0257630.05870.0-8060.0-33700.02525-5870.0-7660.0-8060.0-33700.0268170.06380.0-14900.0-40800.02626-6380.0-8170.0-14900.0-40800.0278690.06890.0-22000.0-48500.02727-6890.0-8690.0-22000.0-48500.0289220.07410.0-29700.0-56700.02828-7410.0-9220.0-29700.0-56700.0299760.07930.0-37900.0-65500.02929-7930.0-9780.0-37900.0-65500.03010300.08470.0-46700.0-74800.03030-8470.0-10300.0-46700.0-74800.03110900.09020.0-55900.0-84700.03131-9020.0-10900.0-55900.0-84700.03211500.09570.0-65400.0-95200.03232-9570.0-11500.0-65400.0-95200.03312000.010100.0-75300.0-106000.03333-10100.0-12100.0-75300.0-106000.03412700.010700.0-85700.0-118000.03434-10700.0-12700.0-85700.0-118000.03513000.011000.0-92300.0-125000.0353513300.011400.0-92300.0-125000.036-11000.0-13000.0-85500.0-117000.0363613000.011000.0-85500.0-117000.037-10500.0-12400.0-75800.0-106000.0373712400.010500.0-75800.0-106000.038-9970.0-11900.0-65500.0-94700.0383811900.09970.0-65500.0-94700.039-9430.0-11300.0-55600.0-83500.0393911300.09430.0-55600.0-83500.040-8890.0-10700.0-46100.0-72900.0404010700.08890.0-46100.0-72900.041-8370.0-10200.0-37000.0-63200.0414110200.08370.0-37000.0-63200.042-7860.0-9630.0-28500.0-54100.042429620.07860.0-28500.0-54100.043-7360.0-9090.0-20500.0-45500.043439090.07350.0-20500.0-45500.044-6860.0-8570.0-12900.0-37400.044448570.06860.0-12900.0-37400.045-6360.0-8050.0-5770.0-29800.045458050.06360.0-5770.0-29800.046-5860.0-7540.0823.0-22700.046467540.05870.0823.0-22700.047-5380.0-7040.06880.0-16200.047477040.05370.06880.0-16200.048-4900.0-6540.012500.0-10100.048486540.04890.012500.0-10100.049-4180.0-5810.020100.0-1950.049495810.04180.020100.0-1950.050-3710.0-5320.024700.02870.050505320.03710.024700.02870.051-3240.0-4850.028900.07190.051514850.03220.028900.07190.052-2760.0-4370.032400.011100.052524370.02760.032400.011100.053-2300.0-3900.035500.014500.053533900.02300.035500.014500.054-1850.0-3430.038300.017500.054543430.01850.038300.017500.055-1390.0-2960.040600.020000.055552960.01370.040600.020000.056-913.0-2500.042200.022200.056562500.0913.042200.022200.057-458.0-2030.043400.023800.057572030.0458.043400.023800.058-3.8-1570.044300.025100.058581570.03.944300.025100.059451.0-1110.044700.025900.059591110.0-475.044700.025900.060930.0-648.044500.026300.0正常使用标准组合计算结果见下表表3-12正常使用标准组合单元号