【《某预应力混凝土连续梁桥全桥强度验算计算案例》7100字】

某预应力混凝土连续梁桥全桥强度验算计算案例目录TOC\o"1-3"\h\u27092某预应力混凝土连续梁桥全桥强度验算计算案例 1258251.1承载能力极限状态强度验算 175681.1.1正截面抗弯验算 138921.1.2斜截面抗剪验算 8234551.2正常使用状态强度验算 11299571.2.1正截面抗裂验算 11176201.2.2斜截面抗裂验算 17311241.3持久状况应力验算 19179751.3.1正截面压力验算 19228721.3.2斜截面主压力验算 24183801.3.3受拉区钢筋拉应力验算 2530941.4短暂状况应力验算 26150251.5预应力筋最小配筋率验算 26预应力混凝土连续梁桥从预应力施加到破坏所需极限状态，需要经过预加应力、荷载作用、出现裂缝和最终破坏等四个受力阶段，为保证主梁受力状态在承载破坏控制范围内，应进行全桥强度验算。1.1承载能力极限状态强度验算1.1.1正截面抗弯验算箱形截面受弯构件正截面承载能力参照T形截面计算，正截面抗弯承载力计算如下ADDINEN.CITE<EndNote><Cite><Author>JTG3362-2018</Author><Year>2018</Year><RecNum>216</RecNum><DisplayText><styleface="superscript">[12]</style></DisplayText><record><rec-number>216</rec-number><foreign-keys><keyapp="EN"db-id="v0fe05xesvz55uesefqpatdu9sxrxdddx9e9"timestamp="1652203312">216</key><keyapp="ENWeb"db-id="">0</key></foreign-keys><ref-typename="Standard">58</ref-type><contributors><authors><author>JTG3362-2018</author></authors></contributors><titles><title><styleface="normal"font="default"charset="134"size="100%">公路钢筋混凝土及预应力混凝土桥涵设计规范</style></title></titles><dates><year>2018</year></dates><pub-location><styleface="normal"font="default"charset="134"size="100%">北京</style></pub-location><publisher><styleface="normal"font="default"charset="134"size="100%">人民交通出版社</style></publisher><urls></urls></record></Cite></EndNote>[12]：符合条件时(1.1)正截面抗弯承载力计算：(1.2)混凝土受压区高度计算：(1.3)截面受压区高度：(1.4)当受压区配有纵向普通钢筋和预应力钢筋，且预应力钢筋受压即f՛pd-σ՛p0为正时：(1.5)当受压区配有纵向普通钢筋和预应力钢筋，且预应力钢筋受压即f՛pd-σ՛p0为负时：(1.6)当不符合条件时，应按下列规定计算：(1.7)（3）当计算中考虑受压区纵向钢筋但不符合公式(1.5)或(1.6)条件时，仅采用纵向体内钢筋的受弯构件正截面抗弯承载力的计算应符合下列规定：当受压区配有纵向普通钢筋和体内预应力钢筋，且体内预应力钢筋受压时：(1.8)当受压区配有普通钢筋和体内预应力钢筋且体内预应力钢筋受拉时：(1.9)—桥梁结构的重要性系数，本设计为一级公路，取1.1；—弯矩组合设计值;—混凝土轴心抗压强度设计值;—纵向预应力钢筋的抗拉强度设计值;—受拉区纵向预应力钢筋的截面面积；—矩形截面宽度或T形截面腹板宽度，本设计应为箱形截面腹板总宽度;—截面有效高度；—受拉区、受压区普通钢筋和预应力钢筋的合力点至受拉区边缘、受压区边缘的距离;—受压区普通钢筋合力点至受压区边缘的距离;—体外预应力钢筋合力点至受拉区边缘的距离;—截面受压翼缘厚度;—截面受压翼缘的有效宽度；以左边跨1/2（12单元）为弯矩最大时计算为例，过程如下：=1\*GB3①截面i端弯矩最大时

截面弯矩组合设计值:迭代法计算混凝土受压区高度此时x＜2a՛s,则根据式（1.8）和（1.9）进行计算。受压区预应力钢筋抗弯承载力

：普通钢筋抗弯承载力：受压区受拉预应力钢筋抗弯承载力：构件截面抗弯承载力:综上，，故截面i端弯矩最大时抗弯验算通过。=2\*GB3②截面j端弯矩最大时

截面弯矩组合设计值:迭代法计算混凝土受压区高度此时,则根据式（1.9）进行计算。混凝土抗弯承载力抗弯承载力

：普通钢筋抗弯承载力：预应力钢筋抗弯承载力：构件截面抗弯承载力:综上，，故截面j端弯矩最大时抗弯验算通过。各截面抗弯验算结果见表1.1，正截面抗弯承载能力验算结果图如图1.1所示。表1.1截面抗弯验算结果单元位置i端验算结果内力最大内力最小γMd（KN•m）Mn（KN•m）γMd（KN•m）Mn（KN•m）1234567891011121314151617181920212223242526272829303132333435363738-4.63E+032.20E+046.01E+048.45E+049.51E+049.25E+041.55E+045.06E+041.32E+04-3.70E+04-1.01E+05-1.78E+05-2.69E+05-3.74E+05-4.96E+05-6.32E+05-1.86E+05-9.55E+05-1.14E+06-1.34E+06-1.55E+06-1.67E+06-1.55E+06-1.38E+06-1.23E+06-1.08E+06-9.46E+05-8.17E+05-6.95E+05-5.82E+05-4.76E+05-3.78E+05-2.87E+05-2.02E+05-1.24E+05-5.28E+041.25E+041.25E+045.01E+051.66E+052.10E+052.70E+052.69E+052.27E+051.84E+051.37E+059.04E+045.62E+056.50E+051.55E+058.88E+051.13E+061.29E+061.47E+061.71E+061.91E+062.19E+062.44E+062.79E+062.79E+062.71E+062.46E+062.21E+061.98E+061.77E+061.58E+061.40E+061.27E+061.09E+061.00E+068.89E+051.96E+056.93E+056.47E+051.29E+051.67E+05-4.63E+035.41E+031.34E+041.14E+04-3.33E+02-2.15E+04-5.31E+04-1.02E+05-1.63E+05-2.38E+05-3.27E+05-4.31E+05-5.49E+05-6.83E+05-8.34E+05-1.00E+06-1.19E+06-1.39E+06-1.62E+06-1.87E+06-2.15E+06-2.30E+06-2.15E+06-1.93E+06-1.72E+06-1.53E+06-1.35E+06-1.18E+06-1.02E+06-8.72E+05-1.35E+05-6.09E+05-4.92E+05-3.87E+05-2.90E+05-2.03E+05-1.23E+05-5.19E+045.01E+051.66E+052.10E+052.70E+053.03E+053.03E+053.28E+054.03E+054.81E+055.62E+056.50E+051.55E+058.88E+051.13E+061.29E+061.47E+061.71E+061.91E+062.19E+062.44E+062.79E+062.79E+062.71E+062.46E+062.21E+061.98E+061.77E+061.58E+061.40E+061.27E+061.09E+061.00E+068.89E+051.96E+056.93E+056.47E+055.87E+055.00E+05OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.1单元位置i端验算结果内力最大内力最小γMd（KN•m）Mn（KN•m）γMd（KN•m）Mn（KN•m）39404142434445464748495051525354555657585960616263646566676869707172737475761.36E+051.95E+052.47E+052.92E+053.30E+053.61E+053.81E+053.99E+054.13E+054.16E+054.13E+054.03E+053.86E+053.62E+053.30E+052.91E+052.44E+051.90E+051.29E+056.36E+04-1.18E+03-1.25E+04-1.52E+05-2.38E+05-3.33E+05-4.35E+05-5.46E+05-6.66E+05-1.95E+05-9.32E+05-1.08E+06-1.18E+06-1.09E+06-9.56E+05-8.31E+05-1.15E+05-6.08E+05-5.09E+051.80E+052.91E+054.23E+054.88E+055.05E+055.10E+056.12E+056.17E+055.43E+055.10E+054.95E+054.86E+054.98E+054.83E+054.85E+054.85E+055.09E+055.01E+054.86E+054.95E+055.83E+056.91E+058.21E+059.61E+051.25E+061.43E+061.62E+061.83E+062.05E+061.90E+062.50E+062.50E+061.99E+061.88E+061.96E+061.74E+061.51E+061.30E+062.67E+034.74E+048.68E+041.21E+051.50E+051.73E+051.87E+051.99E+052.09E+052.10E+052.07E+051.98E+051.83E+051.64E+051.38E+051.07E+051.07E+042.72E+04-2.34E+04-8.50E+04-1.62E+05-2.49E+05-3.45E+05-4.51E+05-5.68E+05-6.95E+05-8.34E+05-9.84E+05-1.15E+06-1.32E+06-1.52E+06-1.65E+06-1.53E+06-1.36E+06-1.20E+06-1.05E+06-9.16E+05-1.93E+051.80E+052.91E+054.23E+054.88E+055.05E+055.10E+056.12E+056.17E+055.43E+055.10E+054.95E+054.86E+054.98E+054.83E+054.85E+054.85E+055.09E+055.01E+055.22E+056.15E+055.83E+056.91E+058.21E+059.61E+051.25E+061.43E+061.62E+061.83E+062.05E+061.90E+062.50E+062.50E+061.99E+061.88E+061.96E+061.74E+061.51E+061.30E+06OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.1单元位置i端验算结果内力最大内力最小γMd（KN•m）Mn（KN•m）γMd（KN•m）Mn（KN•m）7778798081828384858687888990919293949596979899100101102103104105106107108109110111112113114-4.18E+05-3.35E+05-2.60E+05-1.91E+05-1.28E+05-1.15E+04-2.17E+042.16E+045.87E+048.97E+041.18E+051.40E+051.49E+051.57E+051.65E+051.67E+051.62E+051.50E+051.32E+051.05E+051.39E+043.83E+04-3.58E+03-4.83E+04-9.93E+04-1.57E+05-2.21E+05-2.92E+05-3.70E+05-4.57E+05-5.47E+05-6.46E+05-1.19E+05-1.94E+05-1.21E+05-5.90E+05-4.74E+05-3.68E+051.13E+061.00E+068.22E+056.95E+055.88E+055.22E+054.56E+054.06E+054.15E+054.31E+054.46E+054.45E+054.91E+055.04E+054.10E+053.96E+053.19E+053.14E+053.19E+052.47E+051.60E+051.05E+054.65E+055.60E+056.49E+058.26E+059.46E+051.07E+061.16E+061.32E+061.49E+061.45E+061.76E+061.76E+061.49E+061.44E+061.15E+068.78E+05-6.80E+05-5.78E+05-4.85E+05-4.02E+05-3.27E+05-2.62E+05-2.04E+05-1.53E+05-1.09E+05-1.20E+04-4.41E+04-2.31E+04-1.43E+04-5.32E+034.09E+039.21E+039.81E+033.32E+03-8.54E+03-2.59E+04-5.11E+04-8.64E+04-1.29E+05-1.83E+05-2.46E+05-3.17E+05-3.98E+05-4.89E+05-5.89E+05-1.01E+05-8.26E+05-9.62E+05-1.06E+06-1.16E+06-1.07E+06-8.91E+05-1.36E+05-6.00E+051.13E+061.00E+068.22E+056.95E+055.88E+055.22E+054.56E+053.88E+053.30E+053.01E+052.74E+052.52E+052.93E+052.86E+054.10E+053.96E+053.19E+053.14E+052.71E+052.91E+053.06E+053.84E+054.65E+055.60E+056.49E+058.26E+059.46E+051.07E+061.16E+061.32E+061.49E+061.45E+061.76E+061.76E+061.49E+061.44E+061.15E+068.78E+05OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.1单元位置i端验算结果内力最大内力最小γMd（KN•m）Mn（KN•m）γMd（KN•m）Mn（KN•m）115116117118119120121122123124-2.75E+05-1.95E+05-1.27E+05-1.25E+04-2.89E+043.46E+032.44E+043.42E+043.32E+041.81E+041.43E+056.19E+055.17E+054.36E+053.65E+058.69E+048.61E+048.48E+048.47E+041.38E+05-4.82E+05-3.79E+05-2.91E+05-2.16E+05-1.52E+05-1.01E+05-6.00E+04-3.02E+04-1.23E+04-6.73E+031.43E+056.19E+055.17E+054.36E+053.65E+053.07E+052.61E+052.08E+052.04E+052.61E+05OKOKOKOKOKOKOKOKOKOK图1.1截面抗弯承载能力验算包络图按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTG3362-2018）第5.1.5条验算，结构重要性系数作用效应的组合设计最大值均小于等于构件承载力设计值，满足规范要求。1.1.2斜截面抗剪验算（1）矩形截面的受弯构件，当符合下列条件时，可不进行斜截面抗剪承载力的验算，仅需构造要求配置箍筋：(1.10)式中：—混凝土抗拉强度设计值(MPa)；（2）矩形、T形和I形截面的受弯构件，当配置竖向预应力钢筋、箍筋和弯起钢筋时，其斜截面抗剪承载力应按下式计算：(1.11)式中：—剪力设计值(kN)；——斜截面内混凝土和箍筋共同的抗剪承载力设计值()；—与斜截面相交的普通弯起钢筋抗剪承载力设计值()；—与斜截面相交的体内预应力弯起钢筋抗剪承载力设计值();—与斜截面相交的体外预应力弯起钢筋抗剪承载力设计值()。（3）进行斜截面承载力验算时，斜截面水平投影长度按下式计算：(1.12)式中：——广义剪跨比，按斜截面剪压区对应正截面的和计算；—截面的有效高度，取斜截面剪压区对应正截面处、自纵向受拉钢筋合力点至受压边缘的距离；（4）矩形、T形和I形截面的受弯构件，其抗剪截面应符合下列要求：(1.13)式中：——边长为150mm的混凝土立方体抗压强度标准值()；—矩形截面宽度或T形和I形截面腹板宽度；—自纵向受拉钢筋合力点至受压边缘的距离。以主跨1/2（45单元）为弯矩最大和最小时计算为例，过程如下：=1\*GB3①截面i端剪力最大时,根据式（6.10）计算

截面有效高度:截面剪力组合设计值:此时，不需进行斜截面抗剪承载力验算，按构造要求配置箍筋。同理计算，截面j端弯矩剪力时，故不需进行斜截面抗剪承载力验算，按构造要求配置箍筋。=2\*GB3②截面i端剪力最小时

截面有效高度:截面剪力组合设计值:此时，抗剪截面符合要求。斜截面水平投影长度：斜截面内混凝土和箍筋共同的抗剪承载力设计值：普通弯起钢筋抗剪承载力设计值：构件截面抗剪承载力:综上，，故截面i端剪力最小抗剪验算通过。同理计算，截面j剪力最小抗剪验算通过。控制截面单元抗剪验算结果见表1.2，斜截面抗剪验算包络图如图1.2所示。图1.2斜截面抗剪验算包络图表1.2截面抗剪验算结果单元位置截面位置剪力最大剪力最小验算结果γVd（KN）Vn（KN）γVd（KN）Vn（KN）111111212133334545696979798989109109118118124124IJIJIJIJIJIJIJIJIJIJIJ-4.27E+03-3.07E+032.53E+042.92E+041.44E+041.75E+04-2.70E+04-2.47E+04-2.89E+03-1.04E+036.78E+041.09E+04-2.12E+04-1.88E+04-1.61E+03-3.71E+025.15E+045.42E+04-1.02E+04-1.47E+034.89E+031.96E+038.20E+045.66E+049.09E+045.34E+041.63E+051.63E+059.51E+045.28E+045.48E+045.40E+041.57E+051.57E+051.01E+054.92E+045.39E+045.46E+041.26E+051.26E+056.03E+043.36E+044.57E+044.64E+04-1.33E+04-1.17E+041.56E+041.88E+045.55E+045.79E+04-3.90E+04-3.61E+04-9.29E+03-1.09E+035.01E+045.26E+04-3.18E+04-2.89E+04-1.89E+03-6.42E+033.62E+043.84E+04-1.85E+04-1.52E+04-1.45E+031.27E+028.20E+045.66E+049.09E+045.34E+041.63E+051.63E+059.51E+045.28E+045.48E+045.40E+041.57E+051.57E+051.01E+054.92E+045.39E+045.46E+041.26E+051.26E+056.03E+043.36E+044.43E+044.64E+04OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK1.2正常使用状态强度验算1.2.1正截面抗裂验算预应力混凝土受弯构件应按下列规定进行正截面抗裂验算：（1）全预应力混凝土构件（分段浇筑）(1.14)（2）A类混凝土构件（分段浇筑）(1.15)(1.16)——在作用频遇组合下构件抗裂验算截面边缘混凝土的法向拉应力；—在作用准永久组合下构件抗裂验算截面边缘混凝土的法向拉应力；—扣除全部预应力损失后的预加力在构件抗裂验算边缘产生的混凝土预压应力;—混凝土的抗拉强度标准值。结构正截面抗裂验算短期、长期效应组合图如图1.3和图1.4所示，正截面抗裂单元验算图如图1.5所示。图1.3结构正截面抗裂验算短期效应组合图图1.4结构正截面抗裂验算长期效应组合图图1.5正截面抗裂单元验算图正截面抗裂计算结果（I端）见表1.3。表1.3正截面抗裂计算结果单元短期效应组合长期效应组合验算Sig_T（MPa）Sig_B（MPa）Sig_MAX（MPa）Sig_T（MPa）Sig_B（MPa）SigMAX（MPa）12345678910111213141516171819202122232425262728293031323334353637384.444.733.753.696.5311.2311.2512.1212.4912.4312.094.814.804.704.544.394.884.695.675.073.582.323.474.604.914.864.744.634.545.153.565.045.035.0011.9813.6614.7114.563.823.344.881.125.143.892.932.201.912.063.621.358.589.6710.5511.3512.1512.7113.0313.4113.6614.9113.7213.6813.6013.5513.4513.1212.7211.9611.2710.329.151.814.202.462.471.423.823.343.753.695.143.892.932.201.912.063.624.814.804.704.544.394.884.695.675.073.582.323.474.604.914.864.744.634.545.153.565.045.035.004.202.462.471.425.856.105.505.591.361.076.971.768.098.031.701.431.421.331.161.001.471.268.221.626.054.836.011.131.431.361.231.106.991.575.951.398.401.065.463.864.023.113.903.634.716.776.074.974.133.483.223.344.846.291.528.649.5510.3911.2311.8312.1912.6012.8814.0912.9412.8912.8012.7512.6412.3111.9211.1710.499.561.351.301.619.2110.179.933.903.634.715.596.074.974.133.483.223.344.846.291.421.331.161.001.471.268.221.626.054.836.011.131.431.361.231.106.991.575.951.391.351.065.463.864.023.11OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.3单元短期效应组合长期效应组合验算Sig_T（MPa）Sig_B（MPa）Sig_MAX（MPa）Sig_T（MPa）Sig_B（MPa）SigMAX（MPa）394041424344454647484950515253545556575859606162636465666768697071727374757614.6716.5516.4415.791.401.436.596.2714.7216.1511.2111.8011.5611.6511.4611.2116.0715.7114.5414.2012.8812.6112.6912.8312.9413.0413.101.116.825.604.363.195.035.0011.9813.6614.7114.560.221.232.935.5711.6112.0711.9811.426.305.535.145.435.506.521.648.296.431.166.471.405.202.253.504.535.406.126.728.088.488.869.1710.319.151.814.202.462.471.420.221.232.935.571.401.436.596.276.305.535.145.435.506.521.648.296.431.166.471.405.202.253.504.535.406.126.721.116.825.604.363.195.035.004.202.462.471.422.083.255.091.8310.7511.2011.1410.558.751.941.491.681.648.509.469.931.918.471.628.406.062.994.135.055.836.471.001.411.838.218.539.636.621.648.608.648.241.799.9311.7011.4710.739.739.768.748.449.5110.9712.0612.7112.5512.7412.6512.5211.5211.2710.229.998.778.598.768.969.149.289.389.499.208.006.705.578.688.798.939.079.259.322.083.255.091.839.739.768.748.448.751.941.491.681.648.509.469.931.918.471.628.406.062.994.135.055.836.471.001.411.838.006.705.576.621.648.608.648.241.79OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.3单元短期效应组合长期效应组合验算Sig_T（MPa）Sig_B（MPa）Sig_MAX（MPa）Sig_T（MPa）Sig_B（MPa）SigMAX（MPa）777879808182838485868788899091929394959697989910010110210310410510610710810911011111211311414.6716.5516.4415.791.401.436.596.2714.7216.1511.2111.8011.5611.6511.4611.2116.0715.7114.5414.2012.8812.6112.6912.8312.9413.0413.101.116.825.604.363.195.063.924.835.765.173.040.221.232.935.5711.6112.0711.9811.426.305.535.145.435.506.521.648.296.431.166.471.405.202.253.504.535.406.126.728.088.488.869.1710.318.699.898.689.229.8610.380.221.232.935.571.401.436.596.276.305.535.145.435.506.521.648.296.431.166.471.405.202.253.504.535.406.126.721.116.825.604.363.195.063.924.835.765.173.041.291.166.145.334.674.875.925.695.365.485.925.555.375.324.328.401.111.626.546.356.326.981.608.669.089.399.639.798.758.899.288.241.386.291.258.211.665.589.279.7710.0610.029.319.5811.7313.3713.4513.9113.7613.1612.6412.5211.739.488.131.821.965.993.412.663.383.322.933.834.635.366.336.891.221.598.049.198.018.489.039.461.291.166.145.334.674.875.925.695.365.485.925.555.375.324.328.401.111.626.545.993.412.663.383.322.933.834.635.366.336.891.221.591.386.291.258.211.665.58OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.3单元短期效应组合长期效应组合验算Sig_T（MPa）Sig_B（MPa）Sig_MAX（MPa）Sig_T（MPa）Sig_B（MPa）SigMAX（MPa）1151161171181191201211221231243.594.905.8114.2915.8514.2113.7312.2612.3810.2510.319.779.014.564.021.940.60-0.28-0.661.613.594.905.814.564.021.940.60-0.28-0.661.616.191.558.489.5511.039.399.031.808.326.959.288.631.776.396.024.012.561.390.532.176.191.551.776.396.024.012.561.390.532.17OKOKOKOKOKOKOKOKOKOK注：：截面上端最小应力；：截面下端最小应力；Sig_MAX=min（Sig_TL、Sig_TR、Sig_BR、Sig_BL、Sig_T、Sig_B）；表中应力压为正拉为负。综合上述结果，短期效应作用应力最大单元为39单元，应力最小单元为54单元；长期效应作用应力最大单元为123单元，应力最小单元为54单元。验算满足规范要求，结果均小于容许应力，均通过验算。1.2.2斜截面抗裂验算预应力混凝土受弯构件应按下列规定进行斜截面抗裂验算：（1）全预应力混凝土构件（分段浇筑）(1.17)（2）A类和B类混凝土构件（分段浇筑）(1.18)σtp——由作用频遇组合和预加力产生的混凝土主拉应力。斜截面抗裂单元验算图如图1.6，结构斜截面抗裂组合图如图1.7所示。图1.6斜截面抗裂单元验算图图1.7结构斜截面抗裂验算结果图通过变化曲线得出，结构斜截面抗裂应力最大单元为35单元，应力最小单元为6单元。控制截面单元斜截面抗裂计算结果见表1.4表1.4斜截面抗裂计算结果单元截面Sig_P5(MPa)Sig_P6(MPa)Sig_P7(MPa)Sig_P8(MPa)Sig_P9(MPa)Sig_P10(MPa)Sig_MAX(MPa)验算111111212133334545696979798989109109118118124124IJIJIJIJIJIJIJIJIJIJIJ-0.0054-0.0161-0.1546-0.1326-0.174-0.1773-0.0148-0.1681-0.0257-0.0117-0.2087-0.2099-0.0035-0.0067-0.005-0.0026-0.0298-0.03-0.0083-0.0026-0.001-0.0009-0.0054-0.0161-0.1546-0.1326-0.174-0.1773-0.0148-0.1681-0.0257-0.0117-0.2087-0.2099-0.0035-0.0067-0.005-0.0026-0.0298-0.03-0.0083-0.0026-0.0010.00094-0.0119-0.037-0.3624-0.3606-0.7303-0.7962-0.8876-0.6145-0.155-0.0676-0.7593-0.8321-0.2716-0.565-0.0406-0.0203-0.7913-0.874-0.3576-0.12-0.0425-0.0452-0.0119-0.037-0.3624-0.3606-0.7303-0.7962-0.8876-0.6145-0.155-0.0676-0.7593-0.8321-0.2716-0.565-0.0406-0.0203-0.7913-0.874-0.3576-0.12-0.0425-0.0452-0.0095-0.03-0.2317-0.2387-0.3516-0.4516-0.7386-0.4821-0.1479-0.063-0.2981-0.382-0.2611-0.5688-0.0453-0.0222-0.3305-0.416-0.2921-0.1035-0.0404-0.0433-0.0095-0.03-0.2317-0.2387-0.3516-0.4516-0.7386-0.4821-0.1479-0.063-0.2981-0.382-0.2611-0.5688-0.0453-0.0222-0.3305-0.416-0.2921-0.1035-0.0404-0.0433-0.0119-0.037-0.3624-0.3606-0.7303-0.7962-0.8876-0.6145-0.155-0.0676-0.7593-0.8321-0.2716-0.5688-0.0453-0.0222-0.7913-0.874-0.3576-0.12-0.0425-0.0452OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK注：Sig_P1~Sig_P10:截面位置1-10的主拉应力；Sig_MAX:上述各点主拉应力值中最小值;Sig_MAX=min（Sig_P1~Sig_P10）；容许应力为-1.325MPa;表中应力压为正拉为负。1.3持久状况应力验算使用阶段预应力混凝土受弯构件正截面混凝土的压应力和预应力钢筋的拉应力，应按照下式计算：（1）受压区混凝土最大压应力未开裂构件(1.19)（2）受拉区混凝土最大压应力体内预应力钢绞线（未开裂构件）(1.20)——全预应力混凝土和A类预应力混凝土受弯构件，受拉区预应力钢筋扣除全部预应力损失后的有效预应力;———由预加力产生的混凝土法向拉应力。1.3.1正截面压力验算正截面压力验算结果见表1.5。使用阶段正截面顶部压应力包络图和底部压应力包络图分别如图1.8、图1.9所示。图1.8使用阶段正截面顶部压应力包络图图1.9使用阶段正截面底部压应力包络图表1.5正截面压力验算单元位置正截面顶部正截面底部容许压应力(MPa)验算结果I端J端I端J端Sig_T(MPa)Sig_T(MPa)Sig_B(MPa)Sig_B(MPa)1234567891011121314151617181920212223242526272829303132333435369.379.879.379.5611.4211.2011.1712.0312.4112.3912.1111.8811.9111.8411.693.544.043.864.854.252.781.502.663.804.114.073.963.863.794.422.8512.1512.1312.1112.4514.079.408.689.0210.7011.7810.4211.3210.5310.5110.3311.3111.3911.372.393.732.894.033.804.382.831.502.763.965.014.244.144.064.014.6211.7311.6511.5612.9512.9513.1913.554.123.904.886.836.044.873.973.262.953.054.535.971.208.339.2511.8012.5813.1213.4313.8014.0415.3014.1014.0613.9813.9313.8213.4813.0812.3111.608.931.716.304.642.974.264.906.776.166.164.694.493.854.154.456.051.258.3311.0211.7312.5413.0613.3913.7414.0615.3014.0114.0214.0413.8613.7413.3912.9812.229.848.941.746.685.093.321.3216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.2OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.5单元位置正截面顶部正截面底部容许压应力(MPa)验算结果I端J端I端J端Sig_T(MPa)Sig_T(MPa)Sig_B(MPa)Sig_B(MPa)373839404142434445464748495051525354555657585960616263646566676869707172737415.0614.8414.8614.6414.4313.7014.7014.7213.3012.9714.3913.8313.9114.5415.3414.5015.3914.2216.1815.4014.8114.5413.2913.0813.2313.4113.5713.7013.8013.9013.6112.4010.984.5311.0412.0613.0213.0814.7614.8114.9414.7714.3514.7313.8412.8413.6313.8714.7013.7114.7816.1814.4015.3815.7315.7815.0514.0112.8013.1813.7412.6312.8713.0713.2313.3713.4813.2112.0510.834.5310.8911.7212.6412.6612.233.072.101.022.163.986.729.6410.0910.089.521.726.956.536.766.771.708.729.261.291.921.131.975.692.663.854.825.646.326.881.321.768.178.5110.678.668.758.868.973.192.060.151.835.021.5610.219.689.458.291.331.016.611.188.048.998.999.428.081.251.771.265.434.004.945.736.396.931.351.778.168.5310.678.618.768.888.989.1116.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.2OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.5单元位置正截面顶部正截面底部容许压应力(MPa)验算结果I端J端I端J端Sig_T(MPa)Sig_T(MPa)Sig_B(MPa)Sig_B(MPa)7576777879808182838485868788899091929394959697989910010110210310410510610710810911011111212.6812.2511.7611.642.741.901.201.352.382.131.801.942.412.102.282.271.0213.2111.9312.4511.3811.1711.1311.7712.3813.4213.8214.1114.3414.4813.4213.5413.9212.8611.8410.7511.8712.8511.7811.2810.723.042.271.622.632.482.582.553.183.182.903.082.262.241.8611.109.7711.1010.3510.0510.9211.5612.5713.0213.3813.6613.8514.2111.8413.4412.4311.6110.7511.7412.4011.839.119.139.049.4811.5611.6010.9811.3513.5715.2615.3615.8415.6615.0214.3114.1313.418.471.116.816.985.032.491.792.562.562.233.194.064.845.866.476.851.261.748.881.728.129.129.018.7611.3911.3810.7110.3011.0213.3714.8014.7815.0614.4014.3414.1313.9812.401.151.111.105.135.072.112.852.862.543.454.265.005.616.476.911.281.608.881.838.168.6216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.216.2OKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOKOK续表1.5单元位置正截面顶部正截面底部容许压应力(MPa)验算结果I端J端I端J端Sig_T(MPa)Sig_T(MPa)Sig_B(MPa)Sig_B(MPa)11311411511611711811912012112212312412.322.2410.8912.2713.2014.2515.6913.9713.4912.1012.4310.7111.313.4411.6512.3913.2114.2713.7612.8312.0210.4910.2910.378.6010.788.701.961.045.615.243.271.940.940.311.969.0010.998.021.266.176.135.074.103.181.821.851.9816.216.216.216.216.216.216.216.216.216.216.216.2OKOKOKOKOKOKOKOKOKOKOKOK综合上述结果：顶缘底缘满足规范要