【《某水库防洪大坝拱坝的计算案例》2400字】

某水库防洪大坝拱坝的计算案例目录TOC\o"1-3"\h\u22932某水库防洪大坝拱坝的计算案例 1293401.1拱坝的应力计算 3224881.1.1正常水位+温降 316861.1.2设计水位+温升 4206671.1.3校核水位+温升 5230741.2坝肩稳定验算 714351.2.1计算原理 7283101.2.2验算工况 8271681.2.3验算步骤 8输入（出）次序变量名含义格式说明输入①②③④⑤⑥⑦输出NUATBTRGFSRSECEFGCHWHSX1X2HI（I）AF（I）SL（I）T（I）R（I）N～R（I）SM（I，J）SS（I，J）PIS（I）PA（I）PAT（I）拱冠梁分层数坝体材料泊松比平均温变公式系数同上砼容重泥沙内摩擦角泥沙比重砼弹性模量坝基弹性模量线膨胀系数上游水位距坝顶的距离泥沙淤积高程距坝顶距离上游坝面曲线系数同上各层Z的坐标边坡角1/2河谷宽度各层拱圈厚度各层中心角各层拱冠、拱端上、下游的应力及拱冠梁各层梁向应力单独自重作用引起的梁向上下游方向的应力各层的径向变位及转角各层拱的径向分配荷载各层拱抗扭所分配荷载I36F8.32E10.2F9.74F7.36F10.46F9.22F9.22F10.6F10.2F10.2N≦10平均温变(T为拱圈计算厚度)I=1～N将各输入值再输出进行校对I=1～6,J=1～NI=1～2在该设计中,荷载组合有三种:设计水位+温升,正常水位+温降，校核水位+温升,我们使用了FORTRAN程序进行计算,计算中参数含义如下:n为拱圈的层数；u为坝体材料的泊松比；AT､BT为平均温变公式的系数；RG为混凝土容重；FS为泥沙的内摩擦角；RS为泥沙的比重；EC为混凝土弹性模量；EF为坝基的弹性模量;GC为线膨胀系数；HW为上游水位距离坝顶的距离；HS为泥沙淤积高程距坝顶距离；X1､X2为上游坝面曲线系数；HI为各层Z的坐标；AF为边坡角SL为1/2河谷宽度；T为各层拱圈厚度；R为各层拱圈平均半径；SM为各层拱冠､拱端上､下游的应力及拱冠梁各层梁向应力；SS为单独自重作用引起梁向上下游方向应力DISPLASE为各层径向变位及转角；PA为各层拱径向分配荷载；PAT为各层拱抗扭所分配荷载｡1.1拱坝的应力计算1.1.1正常水位+温降输入n=5u=0.20AT=-47BT=3.39RG=2.35FS=20.00RS=0.85EC=2000000EF=2000000GC=0.00001HW=5HS=73X1=0X2=0LEVEL12345HI0255075100AF4545454545SL146.01109.6292.6253.3628.82T7.511.2314.9618.6822.2R171.60169.74167.87166.01164.25输出331.44227.85188.75376.920.000.000.000.00378.61101.386.77290.20178.25-83.1571.1126.38336.48-20.68-122.31194.71200.15-27.12144.5830.13308.17-206.81-282.2587.8231.06219.55213.9629.6687.42-110.02-96.988.85-153.29483.72279.7930.690.0600410.0003740.00-12.0912.090.0.0500930.00051920.002.1516.711.140.0348380.00070241.0024.2017.593.210.0164810.00060870.8323.8229.9317.080.0033350.000232106.2566.7231.384.152103.010.00481.452110.97-14.28-881.772729.490.002911.482777.08-129.94-5161.832441.620.006652.182548.17-354.20-11231.161127.360.0014943.201346.07-1324.74-21364.23-153.390.008187.23-51.10-1099.82-8342.12表6.1正常水位+温降(单位Kpa)断面拱梁拱端拱冠梁梁向单独自重上游下游上游下游上游下游上游下游1331.44227.85188.75376.9200002378.61101.386.84290.20178.25-83.1571.1126.383336.48-20.68-122.31194.7120.15-27.12144.5830.134308.17-206.81-282.2587.8231.06219.55213.9629.66587.42-110.02-96.988.85-153.29483.72279.7930.691.1.2设计水位+温升输入:n=5u=0.20AT=47BT=3.39RG=2.35FS=20.00RS=0.85EC=2000000EF=2000000GC=0.00001HW=6HS=71X1=0X2=0LEVEL12345HI0255075100AF4545454545SL146.01109.6292.6253.3628.82T7.511.2314.9618.6822.2R171.60169.74167.87166.01164.25输出:319.79261.28239.20341.480.000.000.000.00344.83161.83104.74284.28191.52-96.7171.1126.38319.6161.49-6.83211.16237.80-61.91144.5830.13299.66-98.45-156.77126.04121.17126.00213.9629.66123.07-52.18-40.6149.70-42.94368.28279.7930.690.0341030.0000390.00-12.5012.500.000.0324860.00020019.001.3017.220.480.0249120.00043144.0022.1619.352.480.0128060.00043570.6728.4129.6812.580.0029910.000179106.0963.6437.161.292182.240.00274.182186.74-8.07-498.02889.560.001879.842920.28-83.90-3331.402937.010.004733.133012.82-252.02-7993.982018.950.0011551.962188.02-1024.10-16511.80891.900.007449.84981.34-1000.77-7590.79表1.2设计水位+温升(单位Kpa)断面拱梁拱端拱冠梁梁向单独自重上游下游上游下游上游下游上游下游1319.79261.28239.20341.4800002344.63161.83104.74284.28191.52-96.7171.1126.383319.6161.49-6.83211.16237.80-61.91144.5830.134299.66-98.45-156.77126.04121.17126.00213.9629.665123.07-52.18-40.6149.70-42.94368.28279.7930.691.1.3校核水位+温升输入:n=5u=0.20AT=47BT=3.39RG=2.35FS=20.00RS=0.85EC=2000000EF=2000000GC=0.00001HW=2.4HS=71X1=0X2=0LEVEL12345HI0255075100AF4545454545SL146.01109.6292.6253.3628.82T7.511.2314.9618.6822.20R171.60169.74167.87166.01164.25输出;362.45293.32267.23392.800.000.000.000.00381.99181.03111.09317.54200.52-101.9171.1126.38350.1167.57-12.83234.94230.64-58.53144.5830.13321.91-109.62-172.84134.5897.21150.87213.9629.66128.48-56.35-44.1551.90-72.76399.48279.7930.690.0402700.0000940.00-14.1114.110.000.0371840.00027022.602.8119.150.640.0276900.00050547.6023.7821.072.740.0138780.00048374.2728.5931.8713.810.0031540.000194109.6961.6139.021.052462.920.00323.942468.24-9.53-588.403209.210.002152.413244.39-96.06-3819.013187.050.005262.423271.35-280.20-8887.932134.100.0012521.712317.37-1110.07-17902.24901.880.007741.86998.87-1040.53-7892.40表1.3校核水位+温升(单位Kpa)断面拱梁拱端拱冠梁梁向单独自重上游下游上游下游上游下游上游下游1362.45293.32267.23392.8000002381.99181.03111.09317.54200.52-101.9171.1126.383350.1167.57-12.83234.94230.64-58.53144.5830.134321.91-109.62-172.84134.8597.21150.87213.9629.665128.48-56.35-44.1551.90-72.76399.48279.7930.69以上计算的应力结果符合规范要求1.2坝肩稳定验算1.2.1计算原理将拱端的轴力Va和剪力Ha分别投影到滑动面上,拱端轴力为Ha,剪力为Va,用拱梁分载法计算内力时,Va应包括悬臂梁底部的水平力:(a)A-A平面(b)立视展开(5-1)(5-2)(5-3)(5-4)上式中:L是滑动面长度,一般这样计算L=5T｡H是滑动面高程上游水头｡Ha是拱端轴向力｡Va是拱端径向力｡U是扬压力G是拱端悬臂梁的自重(宽度为1×tanΨ)｡α是渗透系数,通常取值0.2~0.4,这里取0.3｡Φ是轴力Ha和滑动面夹角，取值30°｡抗滑稳定安全系数计算公式为:(5-5)L为滑动面长度｡f1是滑动面的抗剪断摩擦系数,取为0.7｡f2W为下游岩体的自重所产生的摩擦力｡(自重忽略）K是抗滑稳定安全系数｡C为凝聚力｡由于此次计算不需要考虑拱端面上悬臂梁的自重和拱端下游岩体的重量对稳定计算有利，因此在本计算中忽略不计。1.2.2验算工况工况Ⅰ:校核水位+温升1.2.3验算步骤对上面所得出的校核水位+温升工况下,进行拱坝稳定验算。(1)根据插值计算法,对于系数ua和ha进行查下表进行计算。根据上方查表得出水压力和温度关系:均匀水压力与均匀温升表1.4均匀水压力均匀温升haUamahaUama28.324-0.636-1.4290.009040.01070.063914.034-1.181-2.0640.05050.04240.1328.439-1.389-3.1200.1340.08330.1876.234-1.558-2.4550.4340.1530.1644.982-1.626-1.7320.4470.1580.132(2)由均匀水压P和均匀温升Tm求出拱端轴向力Ha和剪力Va,C=0.00001Ec=2000000如下表1.5。拱端轴向力和剪力计算表1.5截面PT水压力温度应力均匀温升TmΣhaΣvaHa=PThaVa=PTuaHa=CTmEcThaVa=CTmEcTua(t/m)(m)(t/m)(t/m)(t/m)(t/m)(°)(t/m)(t/m)114.117.52997.39-67.311.836.904.33003.2260.41219.1511.233018.07-253.9836.3030.473.23054.37-223.51321.0714.962660.03-437.82100.2362.312.52760.26-371.51431.8718.683711.30-927.53340.50120.042.1405