洪水调节课程设计.docx

、洪水调节课程设计设计说明书1、根据工程规模和建筑物的等级，确定相应的洪水标准：法官泉水库是小（一）型水库，挡水建筑物为心墙代料土坝，则可确定其设计洪水标准的频率为3.33%，校核洪水标准的频率为0.5%。2、设计洪水调洪演算：2.1 用列表试算法进行调洪演算2.1.1计算并绘制V-Z线，q-V线，q-Z线水库水位容积关系及水库q=f(V)关系曲线计算表其中：起调水位为167.3m，此时库容根据内插法算出为350.2958万m3，流量系数由内插法算得，下泄流量由水力学公式(其中B=60m;m=0.35;g=9.8m/s )水位Z（m）库容（万m3）流量系数m下泄流量q（m/s）167.3350.29580.350167.4353.74940.352.94167.5357.2030.358.315576167.6360.65660.3515.27669167.7364.11020.3523.52167.8367.56380.3532.8702167.9371.01740.3543.209168374.4710.3554.44956168.1378.1570.3566.52461168.2381.8430.3579.38168.3385.5290.3592.97096168.4389.2150.35107.2596168.5392.9010.35122.2135168.6396.5870.35137.8042168.7400.2730.35154.0066168.8403.9590.35170.7986168.9407.6450.35188.16169411.3310.35206.0728169.1415.15930.35224.5205169.2418.98760.35243.4881169.3422.81590.35262.9616169.4426.64420.35282.9282169.5430.47250.35303.3761169.6434.30080.35324.2941169.7438.12910.35345.672169.8441.95740.35367.5169.9445.78570.35389.7691170449.6140.35412.4706q-Z曲线2.1.2列表试算起调水位是167.3m，从0时开始计算，此时q1=0，V1=350.2958万m3t(h)入库洪水流量Q(m3/s)时段平均入库流量Q-(m3/s)时段入库水量(万m3)下泄流量q（m3/s）时段平均下泄流量q-（m3/s）时段下泄水量q-t(万m3)时段内水库的存水量变化V（万m3）水库的存水量（万m3）水库水位Z（m3）00.40350.2958167.311.81.10.3960.1410 0.0705 0.0254 0.3706 350.6666 167.3147 24.33.051.0980.7152 0.4281 0.1541 0.9439 351.6102 167.3426 36.55.41.9442.0439 1.3796 0.4966 1.4474 353.0562 167.3852 48.37.42.6643.9498 2.9969 1.0789 1.5851 354.6392 167.4317 5109.153.2946.0831 5.0165 1.8059 1.4881 356.1241 167.4751 612113.968.3027 7.1929 2.5894 1.3706 357.4912 167.5151 713.512.754.5910.4521 9.3774 3.3759 1.2141 358.7018 167.5503 81715.255.4912.9025 11.6773 4.2038 1.2862 359.9848 167.5876 922.119.557.03816.4940 14.6983 5.2914 1.7466 361.7278 167.6380 1032.327.29.79222.6880 19.5910 7.0528 2.7392 364.4623 167.7168 1179.455.8520.10644.3120 33.5000 12.0600 8.0460 372.4980 167.9458 1293.886.631.17675.6554 59.9837 21.5941 9.5819 382.0596 168.2131 12.192.3593.07533.50777.5872 76.6213 27.5837 5.9233 382.6519 168.2295 12.290.991.62532.98579.2946 78.4409 28.2387 4.7463 383.1265 168.2426 12.389.4590.17532.46380.6259 79.9603 28.7857 3.6773 383.4942 168.2528 12.48888.72531.94181.6213 81.1236 29.2045 2.7365 383.7679 168.2603 12.586.5587.27531.41982.9369 82.2791 29.6205 1.7985 384.1278 168.2702 12.685.185.82530.89783.2948 83.1159 29.9217 0.9753 384.2253 168.2713 12.783.6584.37530.37583.4285 83.3617 30.0102 0.3648 384.2618 168.2729 12.882.282.92529.85383.3662 83.3974 30.0230 -0.1700 384.2448 168.2735 12.980.7581.47529.33183.1319 83.2491 29.9697 -0.6387 384.1809 168.2717 1379.380.02528.80982.7472 82.9396 29.8582 -1.0492 384.0760 168.2688 13.177.1678.2328.162882.1890 82.4681 29.6885 -1.5257 383.9234 168.2646 13.275.0276.0927.392481.4374 81.8132 29.4528 -2.0604 383.7174 168.2589 13.372.8873.9526.62280.5177 80.9776 29.1519 -2.5299 383.4644 168.2520 13.470.7471.8125.851679.4520 79.9849 28.7945 -2.9429 383.1701 168.2438 13.568.669.6725.081278.2603 78.8562 28.3882 -3.3070 382.8394 168.2347 13.666.4667.5324.310876.9593 77.6098 27.9395 -3.6287 382.4765 168.2247 13.764.3265.3923.540475.5645 76.2619 27.4543 -3.9139 382.0851 168.2138 13.862.1863.2522.7774.0886 74.8266 26.9376 -4.1676 381.6684 168.2023 13.960.0461.1121.999672.5431 73.3159 26.3937 -4.3941 381.2290 168.1901 1457.958.9721.229271.9637 72.2534 26.0112 -4.7820 380.9915 168.1835 1539.548.717.53254.4834 63.2236 22.7605 -5.2285 375.7698 168.0379 1626.733.111.91639.4035 46.9435 16.8996 -4.9836 370.7957 167.8976 1718.822.758.1928.4684 33.9360 12.2169 -4.0269 366.7781 167.7832 1813.516.155.81420.9429 24.7057 8.8940 -3.0800 363.7060 167.6951 1910.411.954.30215.8165 18.3797 6.6167 -2.3147 361.3974 167.6285 207.79.053.25812.2035 14.0100 5.0436 -1.7856 359.6168 167.5769 215.76.72.4129.4018 10.8027 3.8890 -1.4770 358.1357 167.5338 224.45.051.8187.3580 8.3799 3.0168 -1.1988 356.9285 167.4986 233.53.951.4225.8520 6.6050 2.3778 -0.9558 355.9694 167.4706 243.13.31.1884.7863 5.3192 1.9149 -0.7269 355.2415 167.4493 列表试算：q1=0,V1=350.2958万m,假设一个q2,则由水量平衡方程可以算出相应的V2，再由q-V曲线可以查的V2所对应的q2，如果此q2与假设的q2相同，则假设正确，如果不同，则重新假设并计算，并把假设正确的q2和V2作为下一时段的q1和V1，继续计算，以此类推，直至算出整个洪水过程线，其中应注意再洪峰段应对时间进行加密。最后算得：最大下泄流量为83.4235m3/s，最高库水位为168.2739m。2.1.2根据列表试算结果绘Qt、qt曲线2.2 用半图解法进行调洪演算2.2.1 绘制V/t+q/2=f2(Z)曲线及q=f(Z)曲线水库水位Z(m)总库容V总(万m3)堰顶以上库容V(万m3)V/t(m3/s)q(m3/s)q/2 (m3/s)V/t+q/2 (m3/s) 167.3350.295800000167.4353.74943.45369.5933332.941.4711.06333167.5357.2036.907219.186678.3155764.15778823.34445167.6360.656610.360828.7815.276697.63834436.41834167.7364.110213.814438.3733323.5211.7650.13333167.8367.563817.26847.9666732.870216.435164.40177167.9371.017420.721657.5643.20921.604579.1645168374.47124.175267.1533354.4495627.2247894.37811168.1378.15727.861277.3922266.5246133.2623110.6545168.2381.84331.547287.6311179.3839.69127.3211168.3385.52935.233297.8792.9709646.48548144.3555168.4389.21538.9192108.1089107.259653.62982161.7387168.5392.90142.6052118.3478122.213561.10675179.4545168.6396.58746.2912128.5867137.804268.90208197.4888168.7400.27349.9772138.8256154.006677.00331215.8289168.8403.95953.6632149.0644170.798685.39928234.4637168.9407.64557.3492159.3033188.1694.08253.3833169411.33161.0352169.5422206.0728103.0364272.5786169.1415.159364.8635180.1764224.5205112.2603292.4367169.2418.987668.6918190.8106243.4881121.744312.5546169.3422.815972.5201201.4447262.9616131.4808332.9255169.4426.644276.3484212.0789282.9282141.4641353.543169.5430.472580.1767222.7131303.3761151.688374.4011169.6434.300884.005233.3472324.2941162.1471395.4943169.7438.129187.8333243.9814345.672172.836416.8174169.8441.957491.6616254.6156367.5183.75438.3656169.9445.785795.4899265.2497389.7691194.8845460.1342170449.61499.3182275.8839412.4706206.2353482.1192 根据以上表格可绘出下列曲线 2.2.2 进行图解计算，结果如下表表四 水库设计洪水调洪半图解法计算表时间t（h）入库流量Q(m3/s)平均入库流量Q-(m3/s)V/t+q/2 (m3/s)q(m3/s)Z（m）00.400167.311.81.11.10.5059167.3492 24.33.053.6441 0.6073 167.3510 36.55.48.4368 2.3298 167.3813 48.37.413.5070 4.3479 167.4154 5109.1518.3091 6.4327 167.4491 6121122.8764 8.5620 167.4818 713.512.7527.0644 10.6322 167.5120 81715.2531.6822 13.0374 167.5454 922.119.5538.1948 16.6330 167.5917 1032.327.248.7619 22.9242 167.6631 1179.455.8581.6876 45.4108 167.8320 1293.886.6122.8769 77.7454 167.9887 1379.386.55131.6815 85.0723 168.2563 1457.968.6115.2092 71.4669 167.9722 1539.548.792.4423 53.4891 167.8645 1626.733.172.0532 38.4472 167.7928 1718.822.7556.3560 27.7564 167.7102 1813.516.1544.7496 20.4729 167.6367 1910.411.9536.2267 15.5224 167.5778 207.79.0529.7544 12.0181 167.5315 215.76.724.4362 9.3202 167.4930 224.45.0520.1660 7.2817 167.4623 233.53.9516.8343 5.7752 167.4386 243.13.314.3591 4.7059 167.4213 半图解法计算：对于第一时段，已知q1=0,则由单辅助曲线可以得出（V1/t+q1/2）的值，再由水量平衡方程可得出（V2/t+q2/2）的值，再由单辅助曲线可以得到q2的值，同法以此类推，可以求出其他时段的泄量。最后可算出：最大下泄流量为84.0723m/s，最高库水位为168.2563m.2.3 比较分析试算法和半图解法调洪计算的成果 利用试算法得出的最大下泄流量为83.4235m/s，最高库水位为168.2739m；利用半图解法得出的最大下泄流量为84.0723m/s，最高库水位为168.2563m。其中有一定的误差，特别是最大下泄流量误差较大，其主要原因可能是线性内插造成的，再进行试算的过程中核对试算是否正确也需用线性内插法。3、校核洪水调洪演算：3.1 用列表试算法进行调洪演算水库校核洪水调洪列表试算法计算表t(h)入库洪水流量Q(m3/s)时段平均入库流量Q-(m3/s)时段入库水量(万m3)下泄流量q（m3/s）时段平均下泄流量q-（m3/s）时段下泄水量q-t(万m3)时段内水库的存水量变化V（万m3）水库的存水量（万m3）水库水位Z（m3）00.50350.2958167.313.11.8000 0.6480 0.2535 0.1268 0.0456 0.6024 350.8981 167.3216 2117.0500 2.5380 2.0124 1.1330 0.4079 2.1301 353.0281 167.3844 314.312.6500 4.5540 6.0757 4.0441 1.4559 3.0981 356.1261 167.4752 41715.6500 5.6340 10.5479 8.3118 2.9922 2.6418 358.7677 167.5522 516.816.9000 6.0840 13.8254 12.1867 4.3872 1.6968 360.4647 167.6015 61917.9000 6.4440 16.0363 14.9309 5.3751 1.0689 361.5335 167.6324 721.220.1000 7.2360 18.3175 17.1769 6.1837 1.0523 362.5859 167.6628 826.123.6500 8.5140 21.4164 19.8670 7.1521 1.3619 363.9480 167.7020 925.225.6500 9.2340 23.9546 22.6855 8.1668 1.0672 365.0151 167.7327 1039.832.5000 11.7000 29.2690 26.6118 9.5802 2.1198 367.1348 167.7934 1150.645.2000 16.2720 39.7712 34.5201 12.4272 3.8448 370.9794 167.9028 1284.367.4500 24.2820 59.5130 49.6421 17.8712 6.4108 377.3901 168.0832 13274179.1500 64.4940 158.9603 109.2367 39.3252 25.1688 402.5591 168.7679 13.1259.85266.9250 96.0930 175.5703 167.2653 60.2155 35.8775 406.1469 168.8624 13.2245.7252.7750 90.9990 187.7545 181.6624 65.3985 25.6005 408.7070 168.9293 13.3231.55238.6250 85.9050 195.9185 191.8365 69.0611 16.8439 410.3914 168.9732 13.4217.4224.4750 80.8110 200.5476 198.2331 71.3639 9.4471 411.3361 168.9977 13.5203.25210.3250 75.7170 202.1402 201.3439 72.4838 3.2332 411.6594 169.0061 13.6189.1196.1750 70.6230 201.1681 201.6542 72.5955 -1.9725 411.4622 169.0010 13.7174.95182.0250 65.5290 196.7314 198.9498 71.6219 -6.0929 410.5578 168.9775 13.8160.8167.8750 60.4350 192.0813 194.4064 69.9863 -9.5513 409.6027 168.9527 13.9146.65153.7250 55.3410 185.9537 189.0175 68.0463 -12.7053 408.3322 168.9196 14132.5139.5750 50.2470 178.6267 182.2902 65.6245 -15.3775 406.7445 168.8780 14.1125.07128.7850 46.3626 170.6390 174.6329 62.8678 -16.5052 405.0940 168.8347 14.2117.64121.3550 43.6878 163.0618 166.8504 60.0661 -16.3783 403.4561 168.7916 14.3110.21113.9250 41.0130 155.6133 159.3376 57.3615 -16.3485 401.8212 168.7483 14.4102.78106.4950 38.3382 148.2759 151.9446 54.7001 -16.3619 400.1850 168.7049 14.595.3599.0650 35.6634 141.0356 144.6558 52.0761 -16.4127 398.5437 168.6612 14.687.9291.6350 32.9886 133.8809 137.4583 49.4850 -16.4964 396.8940 168.6171 14.780.4984.2050 30.3138 126.8038 130.3424 46.9232 -16.6094 395.2331 168.5725 14.873.0676.7750 27.6390 119.7983 123.3011 44.3884 -16.7494 393.5581 168.5274 14.965.6369.3450 24.9642 112.8595 116.3289 41.8784 -16.9142 391.8667 168.4817 1558.261.9150 22.2894 106.7047 109.7821 39.5216 -17.2322 390.3371 168.4402 1622.640.4000 14.5440 54.5488 80.6268 29.0256 -14.4816 375.8553 168.0403 1713.217.9000 6.4440 29.4055 41.9772 15.1118 -8.6678 367.1874 167.7949 1811.712.4500 4.4820 19.1030 24.2543 8.7315 -4.2495 362.9380 167.6729 1912.612.1500 4.3740 15.2030 17.1530 6.1751 -1.8011 361.1368 167.6209 2011.812.2000 4.3920 13.5879 14.3955 5.1824 -0.7904 360.3466 167.5980 2111.311.5500 4.1580 12.5177 13.0528 4.6990 -0.5410 359.8057 167.5824 226.38.8000 3.1680 10.6228 11.5703 4.1653 -0.9973 358.8083 167.5534 234.95.6000 2.0160 8.1938 9.4083 3.3870 -1.3710 357.4375 167.5135 244.74.8000 1.7280 6.6361 7.4150 2.6694 -0.9414 356.4862 167.4857 试算方法与设计洪水调洪计算列表试算法相同，最后可得：最大下泄流量为202.1402m3/s，最高库水位为169.0061m。根据试算法可得下列曲线：3.2 用半图解法进行调洪演算3.2.1 绘出相应曲线3.2.1 计算水库校核洪水调洪半图解法计算表时间t（h）入库流量Q(m3/s)平均入库流量Q-(m3/s)V/t+q/2 (m3/s)q(m3/s)Z（m）00.500167.313.11.81.80.5059167.34922117.058.34412.294768167.4807314.312.6518.699336.60921167.551841715.6527.7401210.97628167.7169516.816.933.6638514.10704167.859661917.937.456816.21413167.9865721.220.141.3426718.4506168.1135826.123.6546.5420721.5589168.2486925.225.6550.6331724.0922168.37511039.832.559.0409729.52114168.53581150.645.274.7198340.34657168.65451284.367.45101.823360.76517168.782813274179.15220.2081163.3051168.896914132.5203.25260.153201.1235169.01571558.295.35155.9027105.7773168.59581622.640.490.5253452.02756168.35961713.217.956.3977827.78363167.71051811.712.4541.0641518.28778167.61161912.612.1534.9263814.79983167.56862011.812.232.3265513.3828167.552111.311.5530.4937512.40653167.5368226.38.826.8872210.54239167.5108234.95.621.944838.116561167.4751244.74.818.628266.576992167.4513计算过程与设计洪水调洪计算半图解法相同，最后可得：最大下泄流量为201.1235m/s，最高库水位为169.0157m。3.3比较分析试算法和半图解法调洪计算的成果利用试算法得出的最大下泄流量为202.1402 m3/s，最高库水位为169.0061m；利用半图解法得出的最大下泄流量为201.1235m3/s，最高库水位为169.0157m。其中有一定的误差，特别是最大下泄流量误差较大，其主要原因可能是线性内插造成的，再进行试算的过程中核对试算是否正确也需用线性内插法。C语言编程进行调洪试算的程序代码为：#include#includevoid main() float V1,V2,Q1,Q2,q1,q2,q3, t=0.36; printf(V1=); scanf(%f,&V1); printf(Q1=); scanf(%f,&Q1); printf(Q2=); scanf(%f,&Q2); printf(q1=); scanf(%f,&q1); printf(q2=); scanf(%f,&q2); loop: V2=V1+ (Q1+Q2-q2-q1) * t/2;q3=(pow(V2*0.0273+157.74-167.3,1.5)*92.971; if (fabs(q3-q2)0.001) q2=q3;goto loop; printf(q2=%fn,q3);printf(V2=%fn,V2);在进行进一步计算时，时间从1h变为6分钟，所以时间t变为0.036, 洪水调节课程设计任务书一、 设计目的1、 洪水调节目的：定量地找出入库洪水、下泄洪水、拦蓄洪水的库容、水库水位的变化、泄洪建筑物型式和尺寸间的关系，为确定水库的有关参数和泄洪建筑型式选择、尺寸确定提供依据；2、 掌握列表试算法和半图解法的基本原理、方法、步骤及各自的特点；3、 了解工程设计所需洪水调节计算要解决的课题；4、 培养学生分析问题、解决问题的能力。二、 设计基本资料法官泉水库是一座以灌溉为主的小(一)型水库, 位于夷陵城区东北20公里处的龙泉镇法官泉村，水库拦截长江北岸柏临河的支流杨柳河，水库原设计总库容407万m3，其中兴利库容337万m3，死库容15万m3。挡水建筑物为心墙代料土坝，水库设有溢洪道一座，土质溢洪道。为无闸控制的开敞式宽顶堰。堰顶高程167.Xm（注：X=学号最后1位/10，即167.0m-167.9m），下游无防汛要求。溢流堰宽度60.Ym（注：Y=学号倒数第2