洪水调节课程设计说明书Word格式.docx

1、294.873726.32 364.96882.47 301.782627.26 366.35873.40 307.739428.39 367.6344.28 312.680429.58 369.35055.20 317.540630.73 370.99636.50 322.849232.47 372.9097.24 325.432333.76 374.23228.13 328.374435.31 375.96988.94 330.803436.76 377.64219.70 333.062539.31 380.214810.55 335.548441.83 382.752211.41 337

2、.765644.66 385.612712.52 340.552246.66 387.642713.35 342.65348.64 389.310614.23 344.580451.24 391.659215.21 346.510553.22 393.099916.23 348.601455.46 395.274417.04 350.183557.38 396.742218.22 352.206959.44 398.318719.15 353.823161.98 399.9555图1XX水位库容曲线3.2设计洪水的计算3.2.1试算法1、计算并绘制q-V线 根据堰顶溢流公式： 式中： Q通过溢

3、流孔口的下泄流量，m3/s； N溢流孔孔口数,设计洪水N=3；B溢流孔单孔净宽，B=20.7m ；g重力加速度，9.81m/s； 闸墩侧收缩系数，； m流量系数；H0堰顶水头，m；c上游堰坡影响系数,c=1.0；淹没系数, =1.0；中墩形状系数, =1；边墩形状系数, =0.8；表2 Q=f（V）关系曲线计算表（p=0.1%）XX水库q=f（V）关系曲线计算表Z（m）V（亿m3）PH0（m）Hd（m）H0/Hdmq（m3/s）340.0000 12.30 73.0000 18 0.1667 0.3929 0.9741 531 340.5522 3.5522 0.1973 0.3983 0.9

4、694 690 342.6530 5.6530 0.3141 0.4173 0.9513 1424 344.5803 7.5803 0.4211 0.4326 0.9346 2253 346.5105 9.5105 0.5284 0.4462 0.9180 3207 348.6014 11.6014 0.6445 0.4589 0.9000 4356 350.1835 13.1835 0.7324 0.4672 0.8863 5292 352.2069 15.2069 0.8448 0.4763 0.8689 6552 353.8231 16.8231 0.4824 0.8549 7598 3

5、55.3148 18.3148 1.0175 0.4872 0.8421 8585 357.0004 20.0004 1.1111 0.4917 0.8275 9717 358.5184 21.5184 1.1955 0.4950 0.8144 10743 359.9499 22.9499 1.2750 0.4974 0.8021 11710 361.9375 24.9375 1.3854 0.4998 0.7850 13043 363.2633 26.2633 1.4591 0.5008 0.7735 13920 364.9688 27.9688 1.5538 0.5015 0.7588 1

6、5028 366.3587 29.3587 1.6310 0.5017 0.7468 15910 367.6430 30.6430 1.7024 0.5014 0.7357 16706 369.3505 32.3505 1.7973 0.5007 0.7210 17732 370.9963 33.9963 1.8887 0.4995 0.7068 18683 图2 q=f（v）关系曲线2、确定调洪的起始条件 设计洪水起调水位为340m,相应库容为12.30亿m，相应Q溢=531m/s。 3、调洪计算求qt过程和Zt过程 计算时段取为2小时。 根据水量平衡方程 选取合适的起调条件，逐时间计算平均

7、入库流量和时段入库水量。表3 XX水库调洪计算表P=0.1%月日时时刻P=0.1%Q（m3/s）Q平均（m3/s）q泄（m3/s）231:000.0 10403:2.0 20301535576 12.37 340.2624 5:4.0 42903160727 12.55 340.6793 7:6.0 798061351052 12.93 341.54049:8.0 1020090901554 13.49 342.79311:10.0 11200107002154 14.13 344.17942412.0 11500113502785 14.77 345.533714.0 11700116003

8、415 15.38 346.795816.0 11800117504030 15.96 347.958118.0 11900118504622 16.50 349.022420.0 12400121505203 17.02 350.023722.0 13300128505803 17.55 351.018524.0 15100142006469 18.13 352.085926.0 16600158507219 18.78 353.24928.0 15400160007922 19.38 354.310730.0 13700145508452 19.84 355.095532.0 130508

9、818 20.16 355.631934.0 113009058 20.37 355.98222536.0 10300108009195 20.49 356.182238.0 947098859250 20.54 356.26123038.5 929093809263 20.55 4:39.0 91109255 356.269440.0 875089309239 20.53 356.245242.0 804083959172 20.47 356.148644.0 751077759062 355.988246.0 687071908914 20.24 355.772348.0 63606615

10、8731 20.08 355.505850.0 593061458526 19.91 355.203952.0 547057008300 19.71 354.871854.0 515053108061 19.50 354.517756.0 485050007816 19.29 354.152158.0 463047407570 19.08 353.78172660.0 441045207326 18.87 353.411462.0 43507087 18.66 353.047164.0 420042456860 18.47 352.696466.0 411041556644 18.28 352

11、.3668.0 401040606437 18.10 352.036470.0 382039156237 17.93 351.71872.0 361037156037 17.75 351.397574.0 339035005836 17.58 351.072876.0 321033005636 17.40 350.745778.0 298030955437 17.23 350.415680.0 281028955238 17.05 350.08382.0 268027455044 16.88 349.75432784.0 255026154856 16.71 349.431786.0 2420

12、24854674 16.55 349.114588.0 230023604497 16.38 348.8028图3 XX水库设计洪水过程线于下泄流量过程线推求得，设计最大泄量9263m3/s对应的水库最高水位为356.26m3.2.2半图解法 1、计算并绘制q=f（）辅助线; 计算时段=2小时得表4 q=f（V/t+q/2）辅助曲线计算表表4 XX水库q=f（V/t+q/2）辅助曲线计算表水库水位Z（m）总库容V总（亿m3）堰顶以上库容V（m3）t（s）V/t（m3/s）q（m3/s）q/2（m3/s）V/t+q/2（m3/s）33711.1172000 1.1916528 265 16793

13、 1.4119583 345 19928 2.2431111 712 31823 3.1243333 1126 44460 4.156944 1604 58548 5.1271111 2178 73289 5.9382361 2646 85007 7.1198750 3276 102026 8.04111667 3799 115466 8.82122500 4293 126793 9.81136250 4858 141108 10.79149861 5371 155232 11.64161667 5855 167522 12.9179167 6521 185688 13.94193611 69

14、60 200571 15.21211250 7514 218764 16.15224306 7955 232261 17.28240000 8353 248353 18.47256528 8866 265394 30.7319.62272500 9341 281841 32.4721.36296667 19737 9868 306535 33.7622.65314583 20432 10216 324799 35.3124.2336111 21303 10651 346762 绘制单辅助曲线如下图4 单辅助曲线2、调洪计算求q-t过程和库水位过程; 调洪的起始条件同列表试算法的条件即设计洪水起

15、调水位为340m,相应库容为 12.30亿m表5 半图解法调洪计算表P=0.1%q平均（m3/s）1679353117797590560.5340.2612 420367730660340.6767 257721100915341.5337 3376215001300342.7869 104296221501825344.1780 5216227702460345.5337 146099234303100346.7958 6931240303730347.9571 771324330349.0207 208465252004915350.0217 229230258005500351.0169 10070264606130352.0851 11009272306845353.2480 2811886279107570354.3098 12550284508180355.0955 32