群安水库泄流能力计算书

'目录第一章调洪演算11.1设计洪水过程线计算11.2泄流能力计算61.3调洪演算181.3.1调洪演算原理....181.3.2基本数据201.3.3调洪演算结果20第二章大坝设计342.1坝顶超高计算342.1.1平均波高及波长计算352.1.2平均波浪爬高362.1.3风浪壅高计算372.2最终坝顶高程确定402.3坝顶宽度计算412.4坝坡设计412.5坝体排水设计422.6坝顶构造422.7坝壳料场的选择422.8填筑标准设计43第三章泄水建筑物计算433.1控制段计算443.2泄流能力计算453.3泄槽的水力计算463.3.1临界水深和临界底坡计算463.3.2水面线计算473.3.3波动掺气水深计算503.4挑流消能计算513.4.3校核情况53第四章输水建筑物54 4.1洞型尺寸计算544.2水利计算554.2.1水面线的计算554.2.2通气孔面积计算564.2.3高速水流防空蚀计算574.2.4弯道水力计算574.2.5消能计算594.3隧洞结构计算604.3.1衬砌厚度计算604.3.2分缝604.3.3封堵体的计算60 南昌工程学院本科毕业设计第一章调洪演算1.1设计洪水过程线计算根据所给的资料，设计洪水和校核洪水选用时差为2小时而施工期洪水选用1小时，用内插法进行计算，所得结果见表1-1-1：表1-1群安水库洪水过程线时间P=0.1%P=2%典型估量m3/s放大倍比放大流量m3/s修匀流量m3/s典型估量m3/s放大倍比放大流量m3/s修匀流量m3/s7日0:003.4911.1038.7038.703.494.1514.5014.502:003.6311.1040.2540.253.634.1515.0515.054:003.7711.1041.8041.803.774.1515.6015.606:00:004.0911.1045.3045.304.094.1516.9516.958:004.4011.1048.8048.804.404.1518.3018.3010:00:004.2211.1046.7546.754.224.1517.5017.5012:004.0311.1044.7044.704.034.1516.7016.7014:00:003.7611.1041.7041.703.764.1515.6015.6016:003.4911.1038.7038.703.494.1514.5014.5018:00:003.3211.1036.9036.903.324.1513.7713.7719:003.2411.1036.0036.003.244.1513.4013.4020:00:003.8511.10#VALUE!41.203.854.15#VALUE!16.1222:00:005.0611.10#VALUE!51.605.064.15#VALUE!21.568日0:00:006.2811.1/10.969.7/68.562.006.284.15/3.9626.1/24.927.002:00:006.2810.9068.5077.006.283.9624.9022.004:00:009.0210.9098.3098.309.023.9635.7036.706:00:007.2895.6595.658.783.9634.7534.7533 南昌工程学院本科毕业设计8:00:005.5310.9093.0093.008.533.9633.8033.8010:00:005.6010.9086.5386.537.943.9631.4431.4412:00:005.6710.9080.0780.077.343.9629.0929.0914:00:005.7410.9073.6073.606.753.9626.7326.7316:00:005.8110.9067.1367.136.163.9624.3824.3818:00:006.2810.9068.5768.576.293.9624.9024.9020:00:007.1510.9077.9077.907.153.9628.3028.3022:00:009.0210.9098.3098.309.023.9635.7035.709日0:00:0011.6610.90127.15127.1511.663.9646.1546.152:00:0014.3010.90156.00156.0014.303.9656.6056.604:00:0014.8510.90#VALUE!150.5014.853.96#VALUE!53.506:00:0015.4010.9/8.1568.0/126.0145.0015.403.96/2.5961.0/39.950.408:00:0021.308.15174.00174.0021.302.5955.2055.2010:00:0029.528.15240.88240.8829.522.5976.3976.3912:00:0046.988.15#VALUE!388.0846.982.59#VALUE!123.0014:00:0044.338.15361.33346.6744.332.59114.67106.6716:00:0029.908.15244.06260.6129.902.5977.4479.8518:00:0027.408.15223.57223.5727.402.5970.9767.6920:00:0023.908.15195.00195.0023.902.5961.9061.9022:00:0024.908.15203.00175.0024.902.5964.5057.0010日0:00:0019.808.15161.00160.0019.802.5951.3055.002:00:0017.908.15#VALUE!151.6717.902.59#VALUE!52.674:00:0016.008.15#VALUE!143.3316.002.59#VALUE!50.336:00:0014.108.15/10.915.0/154.0135.0014.102.59/3.9636.5/55.848.008:00:0013.1010.90143.00132.0013.103.9651.9045.0033 南昌工程学院本科毕业设计10:00:0012.2610.90133.80124.5012.263.9648.5742.7512:00:0011.4210.90124.59117.0011.423.9645.2440.5014:00:0010.5810.90115.39109.5010.583.9641.9238.2516:00:009.7410.90106.19102.009.743.9638.5936.0018:00:008.9010.9096.9894.508.903.9635.2633.7520:00:007.7210.9084.1084.007.723.9630.6030.6022:00:007.5310.90#VALUE!82.007.553.96#VALUE!29.9011日0:00:007.3310.9/11.180.4/81.980.007.383.96/4.1529.2/30.629.202:00:007.0411.10#VALUE!77.407.064.15#VALUE!28.604:00:006.7411.1074.8074.806.744.1528.0028.006:00:006.5911.1073.1573.156.594.1527.3527.358:00:006.4411.1071.5071.506.444.1526.7026.7010:00:006.1211.1067.9667.966.124.1525.3725.3712:00:005.8011.1064.4164.415.804.1524.0524.0514:00:005.4811.1060.8760.875.484.1522.7222.7216:00:005.1611.1057.3357.335.164.1521.4021.4018:00:004.9111.1054.5454.544.914.1520.3720.3720:00:004.7711.1052.9052.904.774.1519.8019.8022:00:004.4411.1049.2848.414.444.1518.4618.4612日0:00:004.5711.1050.7048.004.574.1519.0019.00其所生成的图形见下页：分别包括：设计过程校核洪水过程线图设计过程设计洪水过程线图施工过程校核洪水过程线图施工过程设计洪水过程线图33 南昌工程学院本科毕业设计33 南昌工程学院本科毕业设计33 南昌工程学院本科毕业设计1.2泄流能力计算根据资料所给的群安水库水位关系曲线，以及相关的公式：本设计根据确定的泄洪方式，进行泄流能力分析，泄流公式按下式计算。(水力学第四版吴持恭主编P295)（1-1）式中m----自由出流系数，取0.485：b----溢流孔宽；取25米；H0----H0=H+，H取堰上水头，流速水头忽略。所得结果见下表：表1-2（水库Q-V-Z曲线）水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）1994.70.00900.01995.1214.61922.11995.5441.33939.81994.710.05900.61995.1315.14922.51995.5542.07940.21994.720.15901.11995.1415.67923.01995.5642.81940.61994.730.28901.71995.1516.20923.41995.5743.56941.01994.740.43902.31995.1616.75923.81995.5844.31941.51994.750.60902.81995.1717.30924.21995.5945.07941.91994.760.79903.41995.1817.85924.61995.645.83942.31994.770.99904.01995.1918.41925.11995.6146.60942.71994.781.21904.61995.218.98925.51995.6247.37943.11994.791.45905.11995.2119.55925.91995.6348.14943.61994.81.70905.71995.2220.13926.31995.6448.92944.01994.811.96906.31995.2320.71926.71995.6549.70944.41994.822.23906.81995.2421.30927.21995.6650.49944.81994.832.52907.41995.2521.90927.61995.6751.28945.21994.842.81908.01995.2622.50928.01995.6852.08945.71994.853.12908.51995.2723.10928.41995.6952.88946.133 南昌工程学院本科毕业设计1994.863.44909.11995.2823.71928.81995.753.68946.51994.873.76909.71995.2924.33929.31995.7154.49946.91994.884.10910.21995.324.95929.71995.7255.30947.31994.894.45910.81995.3125.57930.11995.7356.11947.81994.94.80911.41995.3226.21930.51995.7456.93948.21994.915.17911.91995.3326.84930.91995.7557.76948.61994.925.54912.51995.3427.48931.41995.7658.58949.01994.935.92913.11995.3528.13931.81995.7759.41949.51994.946.31913.71995.3628.78932.21995.7860.25949.91994.956.71914.21995.3729.44932.61995.7961.09950.31994.967.12914.81995.3830.10933.01995.861.93950.71994.977.53915.41995.3930.77933.51995.8162.78951.11994.987.95915.91995.431.44933.91995.8263.63951.61994.998.38916.51995.4132.11934.31995.8364.48952.019958.82917.11995.4232.80934.71995.8465.34952.41995.019.27917.51995.4333.48935.21995.8566.20952.81995.029.72917.91995.4434.17935.61995.8667.07953.21995.0310.18918.31995.4534.87936.01995.8767.93953.71995.0410.64918.71995.4635.57936.41995.8868.81954.11995.0511.12919.21995.4736.27936.81995.8969.68954.51995.0611.59919.61995.4836.98937.31995.970.56954.91995.0712.08920.01995.4937.69937.71995.9171.45955.31995.0812.57920.41995.538.41938.11995.9272.34955.81995.0913.07920.91995.5139.13938.51995.9373.23956.21995.113.58921.31995.5239.86938.91995.9474.12956.61995.1114.09921.71995.5340.59939.41995.9575.02957.01995.9675.92957.41996.38116.89975.11996.8163.36992.81995.9776.83957.91996.39117.93975.51996.81164.53993.21995.9877.74958.31996.4118.98975.91996.82165.70993.633 南昌工程学院本科毕业设计1995.9978.65958.71996.41120.03976.41996.83166.87994.0199679.57959.11996.42121.09976.81996.84168.05994.51996.0180.49959.51996.43122.15977.21996.85169.23994.91996.0281.41960.01996.44123.21977.61996.86170.41995.31996.0382.34960.41996.45124.27978.11996.87171.59995.71996.0483.27960.81996.46125.34978.51996.88172.78996.11996.0584.20961.21996.47126.41978.91996.89173.97996.61996.0685.14961.61996.48127.48979.31996.9175.16997.01996.0786.08962.11996.49128.56979.71996.91176.36997.41996.0887.02962.51996.5129.63980.21996.92177.56997.81996.0987.97962.91996.51130.72980.61996.93178.76998.21996.188.92963.31996.52131.80981.01996.94179.96998.71996.1189.87963.81996.53132.89981.41996.95181.17999.11996.1290.83964.21996.54133.98981.81996.96182.38999.51996.1391.79964.61996.55135.07982.31996.97183.59999.91996.1492.76965.01996.56136.17982.71996.98184.801000.31996.1593.73965.41996.57137.27983.11996.99186.021000.81996.1694.70965.91996.58138.37983.51997187.241001.21996.1795.67966.31996.59139.48983.91997.01188.461001.61996.1896.65966.71996.6140.59984.41997.02189.691002.01996.1997.63967.11996.61141.70984.81997.03190.921002.41996.298.62967.51996.62142.81985.21997.04192.151002.91996.2199.60968.01996.63143.93985.61997.05193.381003.31996.22100.59968.41996.64145.05986.01997.06194.621003.71996.23101.59968.81996.65146.17986.51997.07195.851004.11996.24102.59969.21996.66147.30986.91997.08197.091004.51996.25103.59969.61996.67148.43987.31997.09198.341005.01996.26104.59970.11996.68149.56987.71997.1199.581005.41996.27105.60970.51996.69150.69988.11997.11200.831005.833 南昌工程学院本科毕业设计1996.28106.61970.91996.7151.83988.61997.12202.081006.21996.29107.62971.31996.71152.97989.01997.13203.341006.71996.3108.64971.71996.72154.11989.41997.14204.591007.11996.31109.66972.21996.73155.26989.81997.15205.851007.51996.32110.68972.61996.74156.41990.21997.16207.121007.91996.33111.71973.01996.75157.56990.71997.17208.381008.31996.34112.74973.41996.76158.71991.11997.18209.651008.81996.35113.77973.81996.77159.87991.51997.19210.921009.21996.36114.81974.31996.78161.03991.91997.2212.191009.61996.37115.85974.71996.79162.19992.41997.21213.461010.0水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容(104)1997.22214.741010.41997.64270.601028.11998.06330.611045.81997.23216.021010.91997.65271.981028.51998.07332.091046.21997.24217.301011.31997.66273.371028.91998.08333.571046.61997.25218.581011.71997.67274.751029.41998.09335.051047.01997.26219.871012.11997.68276.141029.81998.1336.531047.41997.27221.161012.51997.69277.531030.21998.11338.021047.91997.28222.451013.01997.7278.931030.61998.12339.511048.31997.29223.751013.41997.71280.321031.01998.13341.001048.71997.3225.051013.81997.72281.721031.51998.14342.491049.11997.31226.341014.21997.73283.121031.91998.15343.981049.61997.32227.651014.61997.74284.521032.31998.16345.481050.01997.33228.951015.11997.75285.931032.71998.17346.981050.41997.34230.261015.51997.76287.341033.11998.18348.481050.81997.35231.571015.91997.77288.751033.61998.19349.981051.21997.36232.881016.31997.78290.161034.01998.2351.491051.71997.37234.191016.71997.79291.571034.41998.21353.001052.11997.38235.511017.21997.8292.991034.81998.22354.511052.533 南昌工程学院本科毕业设计1997.39236.831017.61997.81294.411035.31998.23356.021052.91997.4238.151018.01997.82295.831035.71998.24357.531053.31997.41239.481018.41997.83297.251036.11998.25359.051053.81997.42240.801018.81997.84298.681036.51998.26360.571054.21997.43242.131019.31997.85300.111036.91998.27362.091054.61997.44243.461019.71997.86301.541037.41998.28363.611055.01997.45244.801020.11997.87302.971037.81998.29365.131055.41997.46246.141020.51997.88304.401038.21998.3366.661055.91997.47247.471021.01997.89305.841038.61998.31368.191056.31997.48248.821021.41997.9307.281039.01998.32369.721056.71997.49250.161021.81997.91308.721039.51998.33371.251057.11997.5251.511022.21997.92310.171039.91998.34372.791057.51997.51252.851022.61997.93311.611040.31998.35374.331058.01997.52254.201023.11997.94313.061040.71998.36375.861058.41997.53255.561023.51997.95314.511041.11998.37377.411058.81997.54256.911023.91997.96315.961041.61998.38378.951059.21997.55258.271024.31997.97317.421042.01998.39380.501059.61997.56259.631024.71997.98318.881042.41998.4382.041060.11997.57261.001025.21997.99320.331042.81998.41383.591060.51997.58262.361025.61998321.801043.21998.42385.141060.91997.59263.731026.01998.01323.261043.71998.43386.701061.31997.6265.101026.41998.02324.731044.11998.44388.261061.71997.61266.471026.81998.03326.191044.51998.45389.811062.21997.62267.851027.31998.04327.661044.91998.46391.371062.61997.63269.221027.71998.05329.141045.31998.47392.941063.0水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）1998.48394.501063.41998.9462.041081.11999.32533.061098.81998.49396.071063.91998.91463.701081.51999.33534.791099.233 南昌工程学院本科毕业设计1998.5397.641064.31998.92465.351081.91999.34536.521099.61998.51399.211064.71998.93467.001082.41999.35538.261100.01998.52400.781065.11998.94468.661082.81999.36539.991100.41998.53402.351065.51998.95470.321083.21999.37541.731100.91998.54403.931066.01998.96471.981083.61999.38543.471101.31998.55405.511066.41998.97473.641084.01999.39545.221101.71998.56407.091066.81998.98475.311084.51999.4546.961102.11998.57408.671067.21998.99476.981084.91999.41548.711102.51998.58410.261067.61999478.641085.31999.42550.461103.01998.59411.851068.11999.01480.311085.71999.43552.211103.41998.6413.431068.51999.02481.991086.11999.44553.961103.81998.61415.031068.91999.03483.661086.61999.45555.711104.21998.62416.621069.31999.04485.341087.01999.46557.471104.61998.63418.211069.71999.05487.021087.41999.47559.231105.11998.64419.811070.21999.06488.701087.81999.48560.991105.51998.65421.411070.61999.07490.381088.21999.49562.751105.91998.66423.011071.01999.08492.061088.71999.5564.511106.31998.67424.621071.41999.09493.751089.11999.51566.281106.81998.68426.221071.81999.1495.441089.51999.52568.041107.21998.69427.831072.31999.11497.131089.91999.53569.811107.61998.7429.441072.71999.12498.821090.31999.54571.581108.01998.71431.051073.11999.13500.511090.81999.55573.351108.41998.72432.661073.51999.14502.211091.21999.56575.131108.91998.73434.281073.91999.15503.911091.61999.57576.901109.31998.74435.891074.41999.16505.611092.01999.58578.681109.71998.75437.511074.81999.17507.311092.51999.59580.461110.11998.76439.141075.21999.18509.011092.91999.6582.241110.51998.77440.761075.61999.19510.721093.31999.61584.031111.01998.78442.381076.01999.2512.421093.71999.62585.811111.433 南昌工程学院本科毕业设计1998.79444.011076.51999.21514.131094.11999.63587.601111.81998.8445.641076.91999.22515.841094.61999.64589.391112.21998.81447.271077.31999.23517.561095.01999.65591.181112.61998.82448.911077.71999.24519.271095.41999.66592.971113.11998.83450.541078.21999.25520.991095.81999.67594.761113.51998.84452.181078.61999.26522.711096.21999.68596.561113.91998.85453.821079.01999.27524.431096.71999.69598.361114.31998.86455.461079.41999.28526.151097.11999.7600.161114.71998.87457.101079.81999.29527.871097.51999.71601.961115.21998.88458.751080.31999.3529.601097.91999.72603.761115.61998.89460.401080.71999.31531.331098.31999.73605.571116.0水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）1999.74607.371116.42000.16684.861135.02000.58765.381154.91999.75609.181116.82000.17686.741135.42000.59767.331155.31999.76610.991117.32000.18688.621135.92000.6769.291155.81999.77612.801117.72000.19690.511136.42000.61771.241156.31999.78614.621118.12000.2692.391136.82000.62773.201156.81999.79616.431118.52000.21694.281137.32000.63775.161157.21999.8618.251118.92000.22696.171137.82000.64777.121157.71999.81620.071119.42000.23698.071138.32000.65779.091158.21999.82621.891119.82000.24699.961138.72000.66781.051158.71999.83623.711120.22000.25701.861139.22000.67783.021159.11999.84625.541120.62000.26703.761139.72000.68784.991159.61999.85627.371121.12000.27705.661140.22000.69786.961160.11999.86629.191121.52000.28707.561140.62000.7788.931160.61999.87631.021121.92000.29709.461141.12000.71790.901161.01999.88632.861122.32000.3711.361141.62000.72792.871161.51999.89634.691122.72000.31713.271142.12000.73794.851162.033 南昌工程学院本科毕业设计1999.9636.521123.22000.32715.181142.52000.74796.831162.51999.91638.361123.62000.33717.091143.02000.75798.811162.91999.92640.201124.02000.34719.001143.52000.76800.791163.41999.93642.041124.42000.35720.911144.02000.77802.771163.91999.94643.881124.82000.36722.831144.42000.78804.761164.41999.95645.731125.32000.37724.741144.92000.79806.741164.81999.96647.571125.72000.38726.661145.42000.8808.731165.31999.97649.421126.12000.39728.581145.92000.81810.721165.81999.98651.271126.52000.4730.501146.32000.82812.711166.31999.99653.121126.92000.41732.431146.82000.83814.711166.72000654.971127.42000.42734.351147.32000.84816.701167.22000.01656.831127.82000.43736.281147.82000.85818.701167.72000.02658.681128.32000.44738.211148.22000.86820.691168.22000.03660.541128.82000.45740.141148.72000.87822.691168.62000.04662.401129.32000.46742.071149.22000.88824.691169.12000.05664.261129.72000.47744.001149.72000.89826.701169.62000.06666.131130.22000.48745.941150.12000.9828.701170.12000.07667.991130.72000.49747.871150.62000.91830.711170.52000.08669.861131.22000.5749.811151.12000.92832.711171.02000.09671.731131.62000.51751.751151.62000.93834.721171.52000.1673.601132.12000.52753.691152.02000.94836.731172.02000.11675.471132.62000.53755.641152.52000.95838.741172.42000.12677.341133.12000.54757.581153.02000.96840.761172.92000.13679.221133.52000.55759.531153.52000.97842.771173.42000.14681.101134.02000.56761.481153.92000.98844.791173.82000.15682.971134.52000.57763.431154.42000.99846.811174.3水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）2001848.831174.82001.42935.111194.72001.841024.131214.633 南昌工程学院本科毕业设计2001.01850.851175.32001.43937.201195.22001.851026.291215.12001.02852.881175.72001.44939.291195.72001.861028.441215.62001.03854.901176.22001.45941.381196.12001.871030.601216.12001.04856.931176.72001.46943.471196.62001.881032.751216.52001.05858.951177.22001.47945.571197.12001.891034.911217.02001.06860.981177.62001.48947.661197.62001.91037.071217.52001.07863.021178.12001.49949.761198.02001.911039.231218.02001.08865.051178.62001.5951.861198.52001.921041.401218.42001.09867.081179.12001.51953.961199.02001.931043.561218.92001.1869.121179.52001.52956.061199.52001.941045.731219.42001.11871.161180.02001.53958.171199.92001.951047.891219.92001.12873.201180.52001.54960.271200.42001.961050.061220.32001.13875.241181.02001.55962.381200.92001.971052.231220.82001.14877.281181.42001.56964.491201.42001.981054.401221.32001.15879.321181.92001.57966.601201.82001.991056.581221.82001.16881.371182.42001.58968.711202.320021058.751222.22001.17883.421182.92001.59970.821202.82002.011060.931222.72001.18885.471183.32001.6972.931203.32002.021063.111223.22001.19887.521183.82001.61975.051203.72002.031065.281223.72001.2889.571184.32001.62977.171204.22002.041067.471224.12001.21891.621184.82001.63979.291204.72002.051069.651224.62001.22893.681185.22001.64981.411205.22002.061071.831225.12001.23895.741185.72001.65983.531205.62002.071074.021225.62001.24897.791186.22001.66985.651206.12002.081076.201226.02001.25899.851186.72001.67987.781206.62002.091078.391226.52001.26901.911187.12001.68989.901207.12002.11080.581227.02001.27903.981187.62001.69992.031207.52002.111082.771227.52001.28906.041188.12001.7994.161208.02002.121084.961227.92001.29908.111188.62001.71996.291208.52002.131087.161228.433 南昌工程学院本科毕业设计2001.3910.181189.02001.72998.431209.02002.141089.351228.92001.31912.251189.52001.731000.561209.42002.151091.551229.32001.32914.321190.02001.741002.691209.92002.161093.751229.82001.33916.391190.52001.751004.831210.42002.171095.951230.32001.34918.461190.92001.761006.971210.82002.181098.151230.82001.35920.541191.42001.771009.111211.32002.191100.351231.22001.36922.621191.92001.781011.251211.82002.21102.561231.72001.37924.701192.32001.791013.401212.32002.211104.761232.22001.38926.781192.82001.81015.541212.72002.221106.971232.72001.39928.861193.32001.811017.691213.22002.231109.181233.12001.4930.941193.82001.821019.831213.72002.241111.391233.62001.41933.031194.22001.831021.981214.22002.251113.601234.1水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）2002.261115.821234.62002.681210.081254.52003.11306.861274.42002.271118.031235.02002.691212.361255.02003.111309.191274.92002.281120.251235.52002.71214.631255.42003.121311.531275.42002.291122.461236.02002.711216.911255.92003.131313.871275.82002.31124.681236.52002.721219.191256.42003.141316.201276.32002.311126.901236.92002.731221.471256.92003.151318.541276.82002.321129.131237.42002.741223.751257.32003.161320.891277.32002.331131.351237.92002.751226.041257.82003.171323.231277.72002.341133.571238.42002.761228.321258.32003.181325.571278.22002.351135.801238.82002.771230.611258.82003.191327.921278.72002.361138.031239.32002.781232.901259.22003.21330.271279.22002.371140.261239.82002.791235.191259.72003.211332.611279.62002.381142.491240.32002.81237.481260.22003.221334.961280.12002.391144.721240.72002.811239.771260.72003.231337.311280.62002.41146.951241.22002.821242.061261.12003.241339.671281.133 南昌工程学院本科毕业设计2002.411149.191241.72002.831244.361261.62003.251342.021281.52002.421151.431242.22002.841246.661262.12003.261344.381282.02002.431153.661242.62002.851248.951262.62003.271346.731282.52002.441155.901243.12002.861251.251263.02003.281349.091283.02002.451158.141243.62002.871253.551263.52003.291351.451283.42002.461160.391244.12002.881255.861264.02003.31353.811283.92002.471162.631244.52002.891258.161264.52003.311356.171284.42002.481164.871245.02002.91260.461264.92003.321358.531284.82002.491167.121245.52002.911262.771265.42003.331360.901285.32002.51169.371246.02002.921265.081265.92003.341363.271285.82002.511171.621246.42002.931267.391266.32003.351365.631286.32002.521173.871246.92002.941269.701266.82003.361368.001286.72002.531176.121247.42002.951272.011267.32003.371370.371287.22002.541178.381247.82002.961274.321267.82003.381372.741287.72002.551180.631248.32002.971276.641268.22003.391375.121288.22002.561182.891248.82002.981278.961268.72003.41377.491288.62002.571185.151249.32002.991281.271269.22003.411379.871289.12002.581187.411249.720031283.591269.72003.421382.241289.62002.591189.671250.22003.011285.911270.12003.431384.621290.12002.61191.931250.72003.021288.231270.62003.441387.001290.52002.611194.191251.22003.031290.561271.12003.451389.381291.02002.621196.461251.62003.041292.881271.62003.461391.771291.52002.631198.731252.12003.051295.211272.02003.471394.151292.02002.641200.991252.62003.061297.541272.52003.481396.531292.42002.651203.261253.12003.071299.861273.02003.491398.921292.92002.661205.531253.52003.081302.191273.52003.51401.311293.42002.671207.811254.02003.091304.531273.92003.511403.701293.9水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）33 南昌工程学院本科毕业设计2003.521406.091294.32003.941507.711314.32004.361611.671334.22003.531408.481294.82003.951510.161314.72004.371614.171334.72003.541410.871295.32003.961512.611315.22004.381616.681335.12003.551413.271295.82003.971515.061315.72004.391619.181335.62003.561415.661296.22003.981517.511316.22004.41621.691336.12003.571418.061296.72003.991519.961316.62004.411624.201336.62003.581420.461297.220041522.421317.12004.421626.711337.02003.591422.861297.72004.011524.881317.62004.431629.221337.52003.61425.261298.12004.021527.331318.12004.441631.731338.02003.611427.671298.62004.031529.791318.52004.451634.241338.52003.621430.071299.12004.041532.251319.02004.461636.761338.92003.631432.471299.62004.051534.711319.52004.471639.271339.42003.641434.881300.02004.061537.181320.02004.481641.791339.92003.651437.291300.52004.071539.641320.42004.491644.311340.32003.661439.701301.02004.081542.111320.92004.51646.831340.82003.671442.111301.52004.091544.571321.42004.511649.351341.32003.681444.521301.92004.11547.041321.82004.521651.871341.82003.691446.941302.42004.111549.511322.32004.531654.401342.22003.71449.351302.92004.121551.981322.82004.541656.921342.72003.711451.771303.32004.131554.451323.32004.551659.451343.22003.721454.181303.82004.141556.931323.72004.561661.981343.72003.731456.601304.32004.151559.401324.22004.571664.511344.12003.741459.021304.82004.161561.881324.72004.581667.041344.62003.751461.451305.22004.171564.351325.22004.591669.571345.12003.761463.871305.72004.181566.831325.62004.61672.101345.62003.771466.291306.22004.191569.311326.12004.611674.641346.02003.781468.721306.72004.21571.791326.62004.621677.171346.52003.791471.151307.12004.211574.271327.12004.631679.711347.02003.81473.571307.62004.221576.761327.52004.641682.251347.533 南昌工程学院本科毕业设计2003.811476.001308.12004.231579.241328.02004.651684.781347.92003.821478.431308.62004.241581.731328.52004.661687.331348.42003.831480.871309.02004.251584.221329.02004.671689.871348.92003.841483.301309.52004.261586.711329.42004.681692.411349.42003.851485.741310.02004.271589.201329.92004.691694.951349.82003.861488.171310.52004.281591.691330.42004.71697.501350.32003.871490.611310.92004.291594.181330.92004.711700.051350.82003.881493.051311.42004.31596.681331.32004.721702.601351.32003.891495.491311.92004.311599.171331.82004.731705.141351.72003.91497.931312.42004.321601.671332.32004.741707.701352.22003.911500.371312.82004.331604.171332.82004.751710.251352.72003.921502.821313.32004.341606.671333.22004.761712.801353.22003.931505.261313.82004.351609.171333.72004.771715.351353.6水位下泄流量累计库容（104）水位下泄流量累计库容（104）水位下泄流量累计库容（104）2004.781717.911354.12004.861738.401357.92004.941758.981361.72004.791720.471354.62004.871740.971358.42004.951761.551362.22004.81723.031355.12004.881743.541358.82004.961764.131362.62004.811725.591355.52004.891746.111359.32004.971766.711363.12004.821728.151356.02004.91748.681359.82004.981769.291363.62004.831730.711356.52004.911751.251360.32004.991771.871364.12004.841733.271357.02004.921753.821360.720051774.461364.52004.851735.841357.42004.931756.401361.21.3调洪演算1.3.1调洪演算原理根据水库水量平衡方程：在某一时段内，入库水量减去出库水量，应等于该时段内水库增加或减少的蓄水量。水量平衡方程为33 南昌工程学院本科毕业设计△t-△t=0.5（Q1+Q2）△t-0.5（q1+q2）△t=V2-V1（1-2）（水资源规划及利用（中国水利水电出版社）P157）式中：Q1——计算时段始的入库流量，m3/s；Q2——计算时段末的出库流量，m3/s；——计算时段平均入库流量，m3/s；q1——计算时段初下泄流量，m3/s；q2——计算时段末下泄流量，m3/s；——计算时段平均下泄流量，m3/s；V1——计算时段始的水库蓄水量，m3/s；V2——计算时段末的水库蓄水量，m3/s；——计算时段，一般取1—6小时，以秒为单位。本次调洪△t为2小时，7200秒。当已知水库入库洪水过程线时，式（2-2）中的Q1，Q2，均为已知；V1，q1是计算时段开始时的初始条件，未知数有两个（V2和q2），需增加一个方程才能求解。假定暂不考虑自水库取水的兴利部门泄向下游的流量，则q应是泄水建筑物泄流水头H的函数。当泄洪建筑物尺寸，型式等已定时，有q=f（H）=AHB(1-3)(水资源规划及利用（中国水利水电出版社）P158)式中A-----系数，与建筑物形式和尺寸，闸孔开度以及淹没系数有关系，B-----指数，对于堰流一般为3/2。式（1-3）最终可用下泄流量q与库容V的关系曲线来代替，即q=f（V）(1-4)(水资源规划及利用（中国水利水电出版社）P158)式（1-2）和式（1-4）组成一个方程组，可求出未知数q2和V2，然后以此作为下一时段初的数值继续计算。用两个公式调洪计算的方法很多，常用试算法和半图解法。本设计中采用试算法。33 南昌工程学院本科毕业设计由于该溢流堰不设闸门，根据资料可知该水库起调水位高程为1994.7m，相应的库容为900万立方米。1.3.2基本数据由于该溢流堰不设闸门，故根据资料可知，该水库的起调水位高程为1994.7米，其相应的库容为900万立方米。1.3.3调洪演算结果表1-3设计过程设计水位调洪演算过程（P=2%）入库流量时段平均入库流量时段水量时段下泄时段平均下泄时段下泄流量累计库容104m³水库水位m时间t时段Q（m³/s）(Q1+Q2)/2(Q1+Q2)*t/2下泄流量q(q1+q2)/2(q1+q2)*t/2V(104)Z(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)7日0:00214.50空空0空空9001994.72:00415.0514.810.643.541.771.2744909.361994.864:00615.6015.311.038.125.834.1976916.201994.996:00816.9516.311.7212.5910.3557.4556920.461995.088:001018.3017.612.6915.6514.1210.1664922.991995.1410:001217.5017.912.8917.1316.3911.8008924.071995.1712:001416.7017.112.3117.0517.0912.3048924.081995.1714:001615.6016.211.6316.4516.7512.06923.651995.1516:001814.5015.110.8415.6216.03511.5452922.941995.1418:002013.7714.110.1814.6415.1310.8936922.221995.1219:002213.4013.69.7814.0614.3510.332921.671995.1120:002416.1214.810.6314.5714.31510.3068921.991995.1122:002621.5618.813.5617.2115.8911.4408924.111995.178日0:002827.0024.317.4821.819.50514.0436927.551995.252:003022.0024.517.6423.71522.757516.3854928.811995.284:003236.7029.421.1327.5325.622518.4482931.491995.346:003434.7535.725.7234.3430.93522.2732934.941995.4333 南昌工程学院本科毕业设计8:003633.8034.324.6833.48133.910524.4156935.201995.4410:003831.4432.623.4932.933.190523.8972934.791995.4212:004029.0930.321.793131.9523.004933.581995.3914:004226.7327.920.1028.7429.8721.5064932.171995.3616:004424.3825.618.4026.5627.6519.908930.661995.3318:004624.9024.617.7425.1225.8418.6048929.801995.320:004828.3026.619.1526.1825.6518.468930.481995.3222:005035.7032.023.0430.4628.3220.3904933.131995.389日0:005246.1540.929.4738.0334.24524.6564937.941995.492:005456.6051.436.9948.3743.231.104943.831995.644:005653.5055.139.6453.8651.11536.8028946.661995.76:005850.4052.037.4052.3453.138.232945.831995.688:006055.2052.838.0252.6152.47537.782946.071995.6910:006276.3965.847.3763.62558.117541.8446951.591995.8212:0064123.0099.771.7895.4679.542557.2706966.101996.16514:0066106.67114.882.68113.42104.4475.1968973.581996.3416:006879.8593.367.1594.56103.9974.8728965.861996.1518:007067.6973.853.1175.5485.0561.236957.731995.9520:007261.9064.846.6566.9371.23551.2892953.101995.8522:007457.0059.542.8060.5163.7245.8784950.021995.7910日0:007655.0056.040.3256.7858.64542.2244948.121995.732:007852.6753.838.7654.4255.640.032946.841995.714:008050.3351.537.0852.0453.2338.3256945.601995.686:008248.0049.235.4049.6650.8536.612944.391995.658:008445.0046.533.4847.2148.43534.8732942.991995.6210:008642.7543.931.5944.3745.7932.9688941.611995.5833 南昌工程学院本科毕业设计12:008840.5041.629.9742.5143.4431.2768940.311995.5514:009038.2539.428.3539.8941.229.664938.991995.5316:009236.0037.126.7337.7338.8127.9432937.781995.4918:009433.7534.925.1135.6236.67526.406936.481995.4520:009630.6032.223.1732.4334.02524.498935.151995.4322:009829.9030.321.7831.4731.9523.004933.931995.411日0:0010029.2029.621.2830.1530.8122.1832933.021995.382:0010228.6028.920.8129.3129.7321.4056932.421995.364:0010428.0028.320.3828.5428.92520.826931.971995.366:0010627.3527.719.9327.8328.18520.2932931.611995.348:0010826.7027.019.4627.3127.5719.8504931.211995.3410:0011025.3726.018.7526.4126.8619.3392930.621995.3312:0011224.0524.717.7925.0525.7318.5256929.891995.314:0011422.7223.416.8423.9824.51517.6508929.071995.2816:0011621.4022.115.8822.6323.30516.7796928.181995.2718:0011820.3720.915.0421.5322.0815.8976927.321995.2420:0012019.8020.114.4620.5421.03515.1452926.631995.2322:0012218.4619.113.7719.5720.05514.4396925.971995.2112日0:0012419.0018.713.4819.0419.30513.8996925.551995.2表1-4（校核水位调洪演算过程（P=0.1%））入库流量m3/s时段平均流量m3/s时段洪量104m3时段下泄流量m3/s时段平均下泄流量m3/s时段下泄洪量水库库水位时间t时段Q(Q1+Q2)/2(Q1+Q2)*t/2q(q1+q2)/2(q1+q2)*t/2V(10^4)Z33 南昌工程学院本科毕业设计(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)7日0:00138.7空空0空空9001994.72:00240.339.528.4215.57.755.58922.841995.144:00341.841.029.5432.924.217.424934.961995.436:00445.343.631.364136.9526.604939.711995.548:00548.847.133.8845.8643.4331.2696942.311995.610:00646.847.834.4047.446.6333.5736943.141995.6212:00744.745.732.9246.246.833.696942.361995.6114:00841.743.231.1043.644.932.328941.141995.5716:00938.740.228.9441.1542.37530.51939.571995.5318:001036.937.827.2238.4239.78528.6452938.151995.519:001136.036.526.2436.9537.68527.1332937.261995.4820:001241.238.627.7938.3637.65527.1116937.941995.522:001351.646.433.4144.541.4329.8296941.521995.588日0:001462.056.840.9054.4549.47535.622946.791995.72:001577.069.550.046760.72543.722953.111995.864:001698.387.763.1184.8375.91554.6588961.561996.066:001795.797.069.8295.890.31565.0268966.351996.178:001893.094.367.9194.4595.12568.49965.781996.1610:001986.589.864.639092.22566.402964.011996.1212:002080.183.359.9884.2887.1462.7408961.241996.0514:002173.676.855.3277.6880.9858.3056958.261995.9816:002267.170.450.6671.3874.5353.6616955.261995.9118:002368.667.948.8568.1569.76550.2308953.881995.8720:002477.973.252.7372.670.37550.67955.941995.9222:002598.388.163.4386.1579.37557.15962.221996.079日26127.2112.781.16110.5498.34570.8084972.571996.3233 南昌工程学院本科毕业设计0:002:0027156.0141.6101.93140.5125.5290.3744984.131996.64:0028150.5153.3110.34152.86146.68105.6096988.861996.76:0029145.0147.8106.38147.57150.215108.1548987.091996.678:0030174.0159.5114.84159.56153.565110.5668991.361996.7710:0031240.9207.4149.36208.3183.93132.42961008.291997.1712:0032388.1314.5226.42323.21265.755191.34361043.37199814:0033346.7367.4264.51372.69347.95250.5241057.351998.3416:0034260.6303.6218.62295.58334.135240.57721035.391997.8118:0035223.6242.1174.30237.15266.365191.78281017.911997.3920:0036195.0209.3150.69208.23222.69160.33681008.261997.1722:0037175.0185.0133.20184.65196.44141.43681000.021996.9810日0:0038160.0167.5120.60166.98175.815126.5868994.041996.832:0039151.7155.8112.20156.38161.68116.4096989.831996.734:0040143.3147.5106.20146.94151.66109.1952986.831996.666:0041135.0139.2100.20139.52143.23103.1256983.911996.598:0042132.0133.596.12133.52136.5298.2944981.731996.5410:0043124.5128.392.34128.58131.0594.356979.721996.4912:0044117.0120.886.94121.06124.8289.8704976.791996.4214:0045109.5113.381.54113.76117.4184.5352973.791996.3516:0046102.0105.876.14106.56110.1679.3152970.611996.2718:004794.598.370.7498.61102.58573.8612967.491996.220:004884.089.364.269094.30567.8996963.851996.1122:004982.083.059.7683.8586.92562.586961.031996.0511日0:005080.081.058.3281.2382.5459.4288959.921996.022:005177.478.756.6679.2380.2357.7656958.821995.994:005274.876.154.7976.1777.755.944957.671995.9633 南昌工程学院本科毕业设计6:005373.274.053.2674.5875.37554.27956.661995.948:005471.572.352.0772.3973.48552.9092955.821995.9210:005568.069.750.2070.3571.3751.3864954.641995.8912:005664.466.247.6566.7868.56549.3668952.931995.8514:005760.962.645.1063.0764.92546.746951.281995.8216:005857.359.142.5559.7661.41544.2188949.611995.7818:005954.555.940.2756.9358.34542.0084947.881995.7320:006052.953.738.6853.9855.45539.9276946.631995.722:006148.450.736.4751.28152.630537.89396945.211995.6712日0:006248.048.234.7148.8650.070536.05076943.861995.64结果见下表：调洪演算成果表项目宽度及频率B=25m设计洪水（2%）校核洪水（P=0.1%）最大下泄流量(m3/s)113.42372.69相应水位(m)1996.341998.34相应库容(10m3)973.581057.35所生成图形如下：33 南昌工程学院本科毕业设计表1-5施工期校核调洪演算表时间时段Q(m³)(Q1+Q2)/2(Q1+Q2)*t/2下泄流量q(q1+q2)/2(q1+q2)*t/2V(10^4)Z(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)23日20:00:00117.4空空0空空9001994.721:00:00223.320.414.665.652.8252.034912.621994.9222:00:00325.024.217.4015.1410.3957.4844922.541995.1323:00:00425.625.318.2321.8218.4813.3056927.461995.2524日0:00:00526.326.018.6924.4523.13516.6572929.491995.291:00:00626.926.619.1426.2125.3318.2376930.401995.3233 南昌工程学院本科毕业设计2:00:00727.527.219.6026.8326.5219.0944930.901995.333:00:00828.227.920.0527.4327.1319.5336931.421995.344:00:00928.828.520.5128.2327.8320.0376931.891995.355:00:001029.229.020.8628.828.51520.5308932.221995.366:00:001129.529.321.1129.2629.0320.9016932.431995.3657:00:001229.929.721.3729.5129.38521.1572932.641995.378:00:001330.230.021.6229.8429.67521.366932.891995.389:00:001431.330.722.1330.5130.17521.726933.301995.3910:00:001532.331.822.8931.4230.96522.2948933.901995.411:00:001633.432.923.6632.4531.93522.9932934.561995.4212:00:001734.533.924.4333.5232.98523.7492935.241995.4313:00:001835.835.125.3034.7734.14524.5844935.961995.4514:00:001939.537.727.1236.9235.84525.8084937.271995.4815:00:002041.240.329.0439.6838.327.576938.731995.5216:00:002143.442.330.4441.5140.59529.2284939.941995.5417:00:002261.452.437.7250.2145.8633.0192944.641995.6618:00:002360.961.244.0458.4854.34539.1284949.561995.7719:00:002453.357.141.1358.0358.25541.9436948.741995.7520:00:002550.051.737.1952.7155.3739.8664946.061995.6921:00:002648.349.235.395051.35536.9756944.481995.6522:00:002746.747.534.2047.9348.96535.2548943.431995.6323:00:002845.145.933.0646.4147.1733.9624942.521995.6125日0:00:002947.446.333.3146.3646.38533.3972942.431995.61:00:003048.848.134.6347.5846.9733.8184943.251995.622:00:003148.848.835.1448.7648.1734.6824943.701995.633:00:003245.447.133.9147.2948.02534.578943.041995.624:00:003342.043.731.4644.3145.832.976941.521995.585:00:003440.041.029.5041.6742.9930.9528940.071995.5533 南昌工程学院本科毕业设计6:00:003537.938.928.0339.6440.65529.2716938.831995.527:00:003635.936.926.5537.5438.5927.7848937.591995.498:00:003733.834.825.0735.5136.52526.298936.371995.469:00:003833.533.724.2434.0934.825.056935.551995.4410:00:003933.133.323.9933.5133.824.336935.211995.4111:00:004032.732.923.6833.1133.3123.9832934.911995.42512:00:004132.332.523.3732.6732.8923.6808934.601995.4213:00:004231.832.023.0732.1232.39523.3244934.351995.4114:00:004331.531.722.7931.883223.04934.101995.40515:00:004431.131.322.5131.3631.6222.7664933.851995.416:00:004530.730.922.2431.1131.23522.4892933.601995.3917:00:004629.129.921.5330.1530.6322.0536933.071995.3818:00:004727.528.320.3828.7629.45521.2076932.241995.3619:00:004826.727.119.5127.5428.1520.268931.491995.3420:00:004926.726.719.2226.9627.2519.62931.091995.3321:00:005027.026.919.3426.9626.9619.4112931.021995.3322:00:005127.427.219.5827.1127.03519.4652931.131995.3323:00:005227.727.519.8127.3427.22519.602931.341995.3426日0:00:005328.027.820.0427.7627.5519.836931.541995.341:00:005427.727.820.0427.7627.7619.9872931.601995.3452:00:005527.427.519.8127.6127.68519.9332931.481995.343:00:005627.027.219.5827.2927.4519.764931.291995.344:00:005726.726.919.3426.9327.1119.5192931.111995.335:00:005825.826.318.9026.6526.7919.2888930.721995.3256:00:005924.925.418.2525.6526.1518.828930.141995.317:00:006024.024.517.6024.8125.2318.1656929.581995.38:00:006123.123.616.9623.9424.37517.55928.991995.289:00:006221.922.516.2022.9823.4616.8912928.301995.2733 南昌工程学院本科毕业设计10:00:006320.721.315.3421.7822.3816.1136927.521995.2511:00:006419.520.114.4720.6921.23515.2892926.701995.2312:00:006518.318.913.6119.4520.0714.4504925.861995.2113:00:006617.918.113.0418.5719.0113.6872925.211995.1914:00:006717.517.712.7618.0418.30513.1796924.791995.1815:00:006817.117.312.4817.6517.84512.8484924.421995.1816:00:006916.816.912.2017.1517.412.528924.091995.1717:00:007016.416.611.9216.7316.9412.1968923.811995.1618:00:007116.016.211.6416.3916.5611.9232923.531995.1519:00:007215.615.811.3615.9216.15511.6316923.261995.1520:00:007315.215.411.0815.6515.78511.3652922.981995.14表1-6施工期设计洪水位调洪演算表时间时段Q(Q1+Q2)/2(Q1+Q2)*t/2下泄流量q(q1+q2)/2(q1+q2)*t/2V(10^4)Z(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)23日20:00:00211.4空空0空空9001994.721:00:00415.213.39.593.111.5551.1196908.471994.8522:00:00616.315.811.377.925.5153.9708915.861994.98816.816.611.9212.57510.24757.3782920.411995.0833 南昌工程学院本科毕业设计23:00:0024日0:00:001017.217.012.2315.2713.922510.0242922.611995.131:00:001217.617.412.5316.6315.9511.484923.661995.162:00:001418.017.812.8417.3316.9812.2256924.271995.173:00:001618.518.313.1518.1217.72512.762924.661995.184:00:001818.918.713.4518.2318.17513.086925.031995.195:00:002019.119.013.6918.7418.48513.3092925.411995.26:00:002219.419.213.8519.1118.92513.626925.631995.217:00:002419.619.514.0119.2819.19513.8204925.821995.218:00:002619.819.714.1819.5819.4313.9896926.011995.219:00:002820.520.114.5020.0619.8214.2704926.241995.2210:003021.220.814.9920.5820.3214.6304926.591995.2311:003221.821.515.4721.1220.8515.012927.051995.2412:003422.522.215.9621.8221.4715.4584927.551995.2513:003623.222.916.4522.5122.16515.9588928.051995.2614:003824.123.717.0323.3322.9216.5024928.581995.2715:004024.424.217.4523.9823.65517.0316928.991995.2816:004224.724.517.6724.3124.14517.3844929.281995.2917:004434.529.621.3228.0826.19518.8604931.741995.3418:004634.534.524.8332.7430.4121.8952934.671995.4219:004830.232.323.2832.4332.58523.4612934.491995.4120:005028.329.321.0630.1531.2922.5288933.021995.3821:005227.327.820.0228.4729.3121.1032931.931995.3522:005426.426.919.3327.3727.9220.1024931.161995.3423:005625.526.018.7026.3126.8419.3248930.541995.3225日0:00:005826.826.218.8426.1726.2418.8928930.491995.321:00:006027.627.219.5826.8926.5319.1016930.971995.3333 南昌工程学院本科毕业设计2:00:006227.627.619.8727.2927.0919.5048931.341995.343:00:006425.726.719.1926.9327.1119.5192931.011995.334:00:006623.824.817.8225.4326.1818.8496929.981995.315:00:006823.423.616.9724.0724.7517.82929.131995.296:00:007022.923.116.6523.5123.7917.1288928.651995.287:00:007222.522.716.3322.9123.2116.7112928.271995.278:00:007422.022.216.0022.4722.6916.3368927.931995.269:00:007621.521.815.6721.9322.215.984927.621995.2510:007821.121.315.3521.5421.73515.6492927.321995.2411:008020.720.915.0421.1421.3415.3648927.001995.2412:008220.320.514.7320.6820.9115.0552926.681995.2313:008419.820.014.4220.2520.46514.7348926.371995.2214:008619.419.614.1119.7219.98514.3892926.091995.2115:008818.919.213.7919.4319.57514.094925.791995.2116:009018.518.713.4818.9119.1713.8024925.471995.217:009218.118.313.1818.5518.7313.4856925.161995.1918:009417.717.912.8918.1318.3413.2048924.841995.1819:009617.517.612.6717.7817.95512.9276924.591995.1820:009817.517.512.6017.6217.712.744924.441995.1821:0010017.717.612.6717.6617.6412.7008924.411995.1722:0010217.917.812.8217.7217.6912.7368924.491995.1823:0010418.118.012.9617.8817.812.816924.641995.1826日0:00:0010618.318.213.1018.0417.9612.9312924.811995.181:00:0010818.118.213.1018.2218.1313.0536924.861995.192:00:0011017.918.012.9618.0118.11513.0428924.781995.183:00:0011217.717.812.8217.9517.9812.9456924.651995.184:00:0011417.517.612.6717.7717.8612.8592924.461995.185:00:0011616.917.212.3817.3217.54512.6324924.211995.1733 南昌工程学院本科毕业设计6:00:0011816.316.611.9516.8217.0712.2904923.871995.167:00:0012015.716.011.5216.3116.56511.9268923.471995.158:00:0012215.115.411.0915.6815.99511.5164923.041995.149:00:0012414.314.710.5815.1615.4211.1024922.521995.1310:0012613.513.910.0114.3314.74510.6164921.911995.1211:0012812.713.19.4313.5713.9510.044921.301995.112:0013011.912.38.8612.8113.199.4968920.661995.0913:0013211.711.88.4812.2312.529.0144920.131995.0714:0013411.411.58.3111.7111.978.6184919.821995.0715:0013611.211.38.1411.5511.638.3736919.591995.0616:0013811.011.17.9711.2911.428.2224919.331995.0517:0014010.710.87.8011.0211.1558.0316919.101995.0518:0014210.510.67.6310.8110.9157.8588918.871995.0419:0014410.210.47.4610.5310.677.6824918.641995.0420:001461010.17.2910.3210.4257.506918.421995.03结果见下表：调洪演算成果表项目宽度及频率B=25m设计洪水（2%）校核洪水（P=0.1%）最大下泄流量(m3/s)32.7448.76相应水位(m)1995.421995.63相应库容(10m3)934.67943.70所生成图形如下：33 南昌工程学院本科毕业设计33 南昌工程学院本科毕业设计第二章大坝设计根据《碾压式土石坝设计规范》（SL274-2001）规定，坝顶高程分别按照正常蓄水位加正常运用条件下的坝顶超高、设计水位加正常运用下的坝顶超高、校核水位加非常运用条件下的坝顶超高进行计算，因该地区地震烈度为6度，故还需考虑正常蓄水位加非常运用时的坝顶超高加上地震涌浪高度，最后取以上四种工况最大值，并保留一定的沉降值。2.1坝顶超高计算为保证水库不漫顶，必须在正常运用和非常运用期间的静水位以上有一定的超高。一般用表示。d=R+e+A（2-1）（水工建筑物（第五版）中国水利水电出版社）式中：R---最大波浪在坝坡上的设计爬高，m;e---风浪引起的坝前水位壅高，m;A—安全加高，m表2-1土石坝的安全加高表2-1坝的级别1234，5正常运行条件1．501.000.700.50非常运行条件（a）0.700.500.400.30非常运行条件（b）1.000.700．500.30（注：非常运用条件（a）适用于山区、丘陵区，非常运行条件（b）适用于平原区，滨海区。）该坝属于3级水工建筑物，安全加高分别取：正常运用条件下0.7m，非常运用条件下0.4m。一.正常情况下：2.1.1平均波高及波长计算平均波高及平均波长宜采用莆田试验站公式计算：（规范SL274—200159 南昌工程学院本科毕业设计P49）（2-2）（2-3）（2-4）式中：——平均波高，m；T——平均波周期，s；W——计算风速,m/s；（根据“规范”（SL274—2001）第5.3.5条规定P16，计算大坝波浪爬高时，所采用的设计：正常运用条件下，采用多年平均最大风速的1.5倍；非常运用条件下，采用多年平均最大风速；根据气象资料统计，群安水库多年平均最大风速为12.0m/s，最大吹程为2.12km。则其正常运用条件下的风速为，非常运用条件下的风速为12m/s。）；D——风区长度.m；也称有效吹程。（当从坝闸前算起到对岸的最大直线距离小于5倍的水域宽度时，D可取坝闸前到对岸的最大直线距离；当从坝闸前算起到对岸的最大直线距离大于5倍的水域宽度时，D可取5倍的水域宽度；当沿风向两侧水域较窄或为不规则形状或有岛屿等障碍物时，D可采用有效风区长度。）此处取2120m；——水域平均水深，m；（按照吹程范围内河床地形与水深,剖断面进行加权平均，只是水深在波浪计算中的影响很小，我们一般用最大水深代替计算。此处=正常蓄水位—坝底高程。取61.7）g——重力加速度，取9.81m/s²；L——平均波长，m。带入数据计算：得：平均坡高hm=0.385m59 南昌工程学院本科毕业设计平均周期=4.438*0.3850.5=2.754s平均波长Lm=11.844m2.1.2平均波浪爬高（2-5）=（规范SL274—2001P51）式中：——波浪的平均爬高，m；K△——斜坡的糙率渗透性系数，根据护面类型由（规范SL274—2001P52）查得，护面类型选用砌石护坡，根据护面类型查规范得0.75；表2-2护面类型光滑不透水护面（沥青混凝土）1.00混凝土或混凝土板0.90草皮0.85~0.90砌石0.75~0.80抛填两层块石（不透水基础）0.60~0.65抛填两层块石（透水基础）0.50~0.55——经验系数，由风速W、坝迎水面前水深H、重力加速度g所组成的无维量，由（规范SL274—2001P52）查得，(正常运用情况)，59 南昌工程学院本科毕业设计（非常运用情况），故查得经验系数=1.0；≤11.522.533.54≥51.001.021.081.161.221.251.281.30表2-3经验系数km——单坡的坡度系数，若坡角为，即等于cot，本设计取2.5。（由《水工建筑物》天津大学中国水利水电出版社第五版P219查得）2.1.3风浪壅高计算风浪壅高按（规范SL274—2001P51公式）（规范SL274—2001P51）（2-6）式中：e——计算处的风壅水面高度，m；D——风区长度，m；K——综合摩阻系数，取3.6×10-6；β——计算风向与坝轴线的夹角，(°)；取0°。W——风速，m/s；取18m/s。由于水库所在地区地震基本烈度为7°，按《水工建筑物抗震设计规范》（SL293—97P20），水工建筑物抗震计算的上游水位可采用正常最高蓄水位，地震区的地震涌浪高度，可根据设计烈度和坝前水深，一般涌浪高度为0.5m~1.5m，该水库地震涌浪高度取用1.0m；设计烈度为8、9度时安全超高应计入坝和地基在地震作用下的附加沉陷，故不考虑地震作用的附加沉陷计算。二．在非常运用条件下1.平均波高及平均波长：59 南昌工程学院本科毕业设计式中：其中：hm——平均波高，m；T——平均波周期，s；W——计算风速,m/s；（根据“规范”（SL274—2001）第5.3.5条规定P16，计算大坝波浪爬高时，所采用的设计：正常运用条件下，采用多年平均最大风速的1.5倍；非常运用条件下，采用多年平均最大风速；根据气象资料统计，群安水库多年平均最大风速为12.0m/s，最大吹程为2.12km。则其正常运用条件下的风速为，非常运用条件下的风速为12m/s。）此处为非常运用条件下取12m/s；L——平均波长，m；D——风区长度m；也称有效吹程。（当从坝闸前算起到对岸的最大直线距离小于5倍的水域宽度时，D可取坝闸前到对岸的最大直线距离；当从坝闸前算起到对岸的最大直线距离大于5倍的水域宽度时，D可取5倍的水域宽度；当沿风向两侧水域较窄或为不规则形状或有岛屿等障碍物时，D可采用有效风区长度。）此处取2.12km；——坝前水深，m；（取校核洪水位66.3m）g——重力加速度，（取9.81m/s²）代入数据计算：得hm=0.24613m则59 南昌工程学院本科毕业设计2.平均波浪爬高Rm式中：Rm——波浪的平均爬高，m；K△——斜坡的糙率渗透性系数，根据护面类型由规范SL274—2001P52查得，护面类型选用砌石护坡，根据护面类型查规范得0.75；Kw——经验系数，由风速W、坝迎水面前水深H、重力加速度g所组成的无维量，由（规范SL274—2001P52）查得，，故查得经验系数=1.0；代入数据计算得3.风浪壅高e式中：e——计算处的风壅水面高度，m；D——风区长度，m；取2120mK——综合摩阻系数，取3.6×10-6；β——计算风向与坝轴线法线的夹角，(°)；取0°。W——风速，m/s；取12m/s。其他符号同前。代入数据计算得其相应的安全加高2.2最终坝顶高程确定根据《碾压式土石坝设计规范》（SL274—2001）第5.3.3条规定：坝顶高程等于水库静水位与坝顶超高之和，应按以下运用条件计算，取其最大值：正常蓄水位加正常运用条件下的坝顶超高：1994.7+1.29698486=1995.9970m；59 南昌工程学院本科毕业设计设计洪水位加正常运用条件下的坝顶超高：1996.34+1.29697779=1997.6370m；校核洪水位加非常运用条件下的坝顶超高：1998.34+0.78105855=1999.1211m；正常蓄水位加非常运用时的坝顶超高再加上地震涌浪高度：1994.7+0.78108009+1.0=1996.4811m。经计算可以看出该大坝坝顶高程由校核情况控制为1999.1211m，取1999.2m。精确结果见下表：表2-4各种工况下的坝顶高程计算情况计算项目正常运用情况非常运用情况正常蓄水位设计洪水位正常蓄水位校核洪水位上游静水位（m）1994.71996.341994.71998.34河底高程（m）1935坝前水深（m）61.763.3461.765.34吹程（km）2.12风向与坝轴线夹角（°）0风浪引起坝前雍高（m）0.002042680.001989790.000907860.00085728风速V（m/s）1812波高hm(m)0.385168390.385198050.246125310.24614410护坡粗糙系数0.75上游坝面坡脚arcot1/2.5平均波浪沿坝面爬高Rm（m）0.594942190.594988010.380172230.38020127安全超高（m）0.70.4地震安全加高（m）010坝顶高程（m）1995.99701997.63701996.48111999.12112.3坝顶宽度计算根据《碾压式土石坝设计规范》（SL274—2001）第5.4.1条规定：59 南昌工程学院本科毕业设计土石坝坝顶宽度应根据构造、施工、运行和抗震等因素确定。如无特殊要求，高坝的顶部宽度可选用10~15m，中、低坝可选用5~10m。坝顶的最小宽度也可按经验公式（2-7）式中：H——为坝高，m，H=66.2m；R——为所求坝顶宽度。由于5m<8.14m<10m，故本次设计取坝宽为8.14m。坝顶为了防止雨水冲蚀，采用单层砌石路面，无交通要求。坝顶上游侧设1.2m的防浪墙，为保证其坚固而不透水，采用浆砌石筑成，墙底和坝体中的防渗体紧密连接，结构尺寸根据强度稳定计算确定，并设置伸缩缝，做好止水；下游设1.2m高的栏杆。为了排除雨水，形成2%的坡度将坝顶雨水排向下游坝面排水沟。2.4坝坡设计土石坝坝坡的选择取决于坝型、坝高、坝的等级、坝体及坝基材料材料的性质、承受的荷载、施工和运行等主要因素。一般可参考已建坝的实践经验或用近似的计算方法初步拟定坝坡，然后进行稳定等计算确定合理的坝坡。在满足稳定要求的前提下，应尽可能使坝坡陡些，以减小坝体工程量。根据规范规定与实际结合，上游坝坡取取2.5，不变坡，下游坝坡自上而下均取为2.2期间变道一次。在坝坡改变处，尤其在下游坡，通常设置1.5~2.0m宽的马道（戗道）以使汇集坝面的雨水，防止冲刷坝坡，并同时兼作交通、观测、检修之用，综合上述等方面因素其宽度取为1.5m。2.5坝体排水设计由于本地区石料比较丰富，再综合上述比较，决定采用堆石棱体排水比较适宜，另外采用棱体排水可以降低坝体浸润线，防止坝坡冻涨和渗透变形，保护下游坝址受尾水淘刷，并可支撑坝体，增加下游坝坡的稳定性，工作可靠，便于观测和检修，适宜下游有水的情况。根据规范（SL274—59 南昌工程学院本科毕业设计2001）第5.7.7条：棱体排水顶面高程应高出下游最高水位，超出高度，1级、2级坝应不小于1.0m，3级、4级和5级坝应不小于0.5m，并应大于波浪沿坡面的爬高。此坝为三级坝，故棱体顶部高程应超出下游最高水位不小于0.5m.故此处设计为超出下游最高水位1.0m。棱体顶宽根据施工条件及检查观测需要确定，但不宜小于1.0m，取为2.0m。棱体内坡根据施工条件决定，一般为1:1.0～1:1.5,取为1:1.5，外坡一般为1:1.5～1:2.0，取为1:2.0。棱体与坝体以及土质地基之间设置反滤层。2.6坝顶构造本工程属于中坝，根据运行、施工交通的方便，坝顶宽度定为8.2m，坝顶路面的材料采用沥青混凝土，坝顶面向下游侧放坡，由于当地的降雨量并不强，坝顶为了防止雨水冲蚀，采用单层砌石路面，无交通要求。坝顶上游侧设1.2m的防浪墙，为保证其坚固而不透水，采用浆砌石筑成，墙底和坝体中的防渗体紧密连接；下游设1.2m高的栏杆。为了排除雨水，形成2%的坡度将坝顶雨水排向下游坝面排水沟。土料场的选择根据规范《碾压与土石坝设计规范》SL274－2001中4.1.5条规定：防渗土料应满足下列要求：1.渗透系数不大于1×10－5cm/s2.水溶盐含量不大于3%3.有机质含量不大于1%4.有较好的塑性和渗透稳定性5.浸水与失水时体积变化小。通过表2-3、表2-4可知，防渗土料可选用C3料场。2.7坝壳料场的选择由C1、C2、C5、C6料场的筑坝砂砾料颗粒级配汇总表及筑坝砂砾料物理力学试验成果表可以看出，各料场的φ值均达到240以上，可满足要求。不均匀系数均大于5。曲率系数只有C6料场为2.58在1~3之内。所以只有C6料场的级配是良好的。且C6料场的储量满足坝壳填筑工程量要求，可做为主堆石区。其余填筑料在C1、C2、C5料场及爆破料中选择，做为次堆石区。经分析，C6料场级配优于C1、C2、C5料场，且储量满足坝壳填筑工程量，故选择C6料场做为坝壳填筑料场，做为主堆石区，其余C2料场的料填筑在两侧。2.8填筑标准设计根据《碾压式土古坝设计规范》SL274－2004三级坝粘性土的压实度应符合96%－98%的要求，取压实度为0.98，设计干密度指标见表2-5。表2-5设计密度指标59 南昌工程学院本科毕业设计料场击实最大干密度（g/cm3）设计干密度（g/cm3）设计含水量（%）施工填筑含水（%）C31.651.6221.019－24（注：设计干密度以击实最大干密度乘以压实度求得，击实最大干密度取各个土样标准击实试验的击实最大干密度的算术平均值。筑坝土料的设计含水量取各土样最优含水量的算术平均值，施工填筑含水量应按设计含水量控制，其上下偏差不宜超过－2%~+3%，其值根据土料性质、填筑部位、施工工艺和气候条件等因素进行选择。）59 南昌工程学院本科毕业设计第三章泄水建筑物计算3.1控制段计算溢流堰为正堰，堰顶下游采用WES幂曲线，堰顶上游堰头采用双圆弧曲线，采用高堰设计。因无设闸门要求故堰顶高程为正常蓄水位1994.7m，高堰堰高要符合p≥1.33Hd,。经计算，，取4.1m，而下游堰面曲线可按公式—《溢洪道设计规范》（SL253—2000P37）计算：(3-1)其中Hd——堰面曲线定型设计水头；x、y——原点下游堰面曲线横、纵坐标；n——与上游堰坡有关的指数；k——当p1/Hd>1.0时，k值见规范表A.1.1；当p1/hd≤1.0时，取k=2.0～2.2。该堰上游面坡度取（），在《溢洪道设计规范》（SL253—2000P37）表A.1.1可可查出k=1.936，n=1.836。具体表格如下：表3-1堰面曲线参数上游面坡度KNR1aR2b3:02.0001.8500.50Hd0.175Hd0.20Hd0.282Hd3:11.9361.8360.68Hd0.139Hd0.21Hd0.237Hd3:21.9391.8100.48Hd0.115Hd0.22Hd0.214Hd则公式可写为:x12345678910y0.180.651.362.313.484.876.468.2510.2412.4359 南昌工程学院本科毕业设计由此式可绘出下游曲线。上游堰头曲线由双圆弧曲线组成，其相关参数如下：R1=0.68Hd=2.0808，R2=0.21Hd=0.6426，a=0.139Hd=0.42534，b=0.273Hd=0.83538；3.2泄流能力计算开敞式WES型实用堰的泄流能力可按公式-溢洪道设计规范（SL253—2000P41）计算：（3-2）式中Q—流量，m3/sB—溢流堰总净宽度，定义B=nb=25m；b—单孔宽度，12.5m；n—闸孔数目,2;σs—淹没系数。H0—计入行近流速的堰上总水头，3.6m;（由《水力学》吴持恭第四版P308知：当P1/Hd≥1.33时，行近流速v0很小，计算中可以略去不计（即认为）；此时若堰高继续增加，过堰水舌的轨迹不再发生明显变化，流量系数也不再随堰高而变，称为高堰。而本设计中，故不计行近流速）g—重力加速度,9.81m/s²;m—实用堰流量系数经下表《溢洪道设计规范》（SL253—2000P42）取值,计算后取0.509（亦可由《水力学》吴持恭第四版P305中的图8.12查的）;H0/HdP1/Hd0.20.40.61.0≥1.330.40.4250.4300.4310.4330.4360.50.4380.4420.4450.4480.4510.60.4500.4550.4580.4600.46459 南昌工程学院本科毕业设计0.70.4580.4630.4680.4720.4760.80.4670.4740.4770.4820.4860.90.4730.4800.4850.4910.4941.00.4790.4860.4910.4960.5011.10.4820.4910.4960.5020.5071.20.4850.4950.4990.5060.5101.30.4960.4980.5000.5080.513c—上游堰坡影响系数,经下表取值，取为0.997；上游堰面坡度度0.30.40.60.81.01.21.33:11.0091.0071.0041.0021.0000.9980.9973:21.0151.0111.0051.0020.9990.9960.9933:31.0211.0141.0071.0020.9981.9930.988ε—闸墩侧收缩系数；溢洪道设计规范（SL253—2000）(3-3)上式适用于H0/b≤1.0，当H0/b＞1.0，H0/b仍取值1.0。式中ε0—中墩形状系数；取0.30；ζk—边墩形状系数；采用圆弧形，ζk=0.7；得：Q=372.791m3/s＞372.69m3/s，可以满足最大洪峰下泄流量。3.3泄槽的水力计算3.3.1临界水深和临界底坡计算泄槽采用矩形断面其临界水深和临界底坡可按公式-《水力学》（吴持恭第四版P59 南昌工程学院本科毕业设计221、225）计算：(3-4)(3-5)(3-6)式中q——泄槽单宽流量，m3/s；α——动能修正系数，近似的取1.0；n——泄槽槽身糙率系数，0.014；Rk——水力半径，m；Bk——泄槽宽度，m。计算过程如下：；整理得：3.3.2水面线计算根据《溢洪道设计规范》（SL253—2000P48）可知，泄槽上游接实用堰时，起始计算（1）起始断面水深计算断面定在堰下收缩断面处，泄槽起始断面水深小于,可按下式计算：(3-7)式中Q——计算断面单宽流量，；——起始计算断面渠底以上总水头，取3.6m，——泄槽底坡坡角，59 南昌工程学院本科毕业设计——起始计算断面流速系数，取为0.95；表3-2其实断面水深试算结果h1(左边)右边h1(左边)右边11.31371.3451.34791.11.32331.3461.34801.21.33321.3471.34811.31.34331.3481.34821.311.34431.3491.34831.321.34531.351.34841.331.34631.3511.34851.341.34741.3521.34861.3411.34751.3531.34871.3421.34761.3541.34881.3431.34771.3551.34891.3441.34781.3561.3490（2）采用逐段试算法进行水面线计算具体做法是把河流分为若干段，然后对每一段△s应用以下公式进行计算（3-8）（3-9）式中——流段的两端断面上断面比能差值；Esd——流段下游断面比能；Esu——流段上游断面比能；J——流段平均水力坡度；59 南昌工程学院本科毕业设计Δs——分段长度，m；——分段始、末断面水深，m；——分段始、末断面平均流速，m/s；——流速分布不均匀系数，取1.05；θ——泄槽底坡角度，（°）；——泄槽底坡，；——分段内平均摩阻坡降；n——泄槽槽身糙率系数，查SL253—2000附录表A.7；——分段平均流速，，m/s；——分段平均水力半径，，m。经计算得最终结果见下表表3-3水面线计算表hvv2/2gR(h1+h2)/2(v1+v2)/2(R1+R2)/2EsΔEsJΔSS1.34810.635.7631.22空空空7.36空空空空1.3011.036.1971.181.32410.8301.2027.770.4090.0182.0222.0221.2511.476.7021.141.27511.2471.1618.250.4820.0202.4164.4381.2011.957.2731.101.22511.7061.1198.800.5500.0232.7947.2331.1512.467.9191.061.17512.2051.0789.430.6300.0263.25410.4871.1013.038.6551.011.12512.7481.03510.160.7250.0303.82214.3091.0513.659.4990.971.07513.3410.99310.990.8380.0354.53318.8411.0014.3310.4720.931.02513.9930.95011.970.9740.0415.44324.2840.9515.0911.6040.890.97514.7110.90713.111.1390.0486.63730.9210.9015.9312.9290.840.92515.5080.86414.451.3430.0578.25539.17659 南昌工程学院本科毕业设计0.8516.8614.4950.800.87516.3950.82016.041.5960.06910.54449.7200.8017.9216.3630.750.82517.3910.77617.961.9130.08313.98363.7030.7519.1118.6180.710.77518.5150.73120.282.3190.10219.64583.3480.7020.4821.3720.660.72519.7950.68723.122.8440.12730.506113.8540.646322.1825.0720.620.67321.3280.64026.953.8320.16265.693179.5473.3.3波动掺气水深计算已知各断面的水深后，利用公式计算出掺气高度，水深加掺气高度等于掺气水深。水流掺气水深可按《溢洪道设计规范》（SL253—2000P49）公式：（3-10）式中：hb,h——泄槽计算断面的水深及掺气后的水深，m；V——不掺气情况下泄槽计算断面的流速，m/s；ζ——修正系数，可取1.0～1.4s/m，流速大者取大值。本设计取1.2。代入数据计算，计算结果如下表表4-5掺气水深计算表hvΔSShb1.34810.63空空1.5201.3011.032.0222.0221.4721.2511.472.4164.4381.4221.2011.952.7947.2331.3721.1512.463.25410.4871.3221.1013.033.82214.3091.2721.0513.654.53318.8411.2221.0014.335.44324.2841.1720.9515.096.63730.9211.12259 南昌工程学院本科毕业设计0.9015.938.25539.1761.0720.8516.8610.54449.7201.0220.8017.9213.98363.7030.9720.7519.1119.64583.3480.9220.7020.4830.506113.8540.8720.646322.1865.693179.5470.818最大值：1.52m，取1.6m。3.4挑流消能计算3.4.1水舌挑距：水舌挑距按水舌外缘计算，按《溢洪道设计规范》（SL253—2000P56）公式计算：（3-11）式中：L——自挑流鼻坎末端算起至下游河床床面的挑流水舌外缘挑距，m；挑流水舌水面出射角，近似可取用鼻坎挑角，30；挑流鼻坎末端法向水深，m，3.8m；鼻坎坎顶至下游河床高程差，m，如计算冲刷坑最深点距鼻坎的距离，该值可采用坎顶至冲刷坑最深点高程差；21.77m。——鼻坎坎顶水面流速，，可按鼻坎处平均流速v的1.1倍计；关于鼻坎平均流速v，由（《溢洪道设计规范》SL253—2000P56）可知，可由两种方法计算：一、按流速公式计算。使用范围，：（3-12）（3-13）（3-14）式中59 南昌工程学院本科毕业设计v——鼻坎末端断面平均流速，m/s；——鼻坎末端断面水面以上的水头，m；φ——流速系数；——泄槽沿程水头损失，m；——泄槽各项局部水头损失之和，m，可取为0.05；S——泄槽流程长度，m；q——泄槽单宽流量，m³/（s·m）。一、按推算水面线方法计算鼻坎末端水深可近似利用泄槽末端断面水深，按推算泄槽段水面线方法求出；单宽流量除以该水深，可得鼻坎断面平均流速。本次设计我采用第二种方法计算。，,代入数据得：3.4.2冲坑深度：冲刷坑最大水垫深度按（《溢洪道设计规范》SL253—2000P57）公式计算：（3-15）式中：T——自下游水面至坑底最大水垫深度，m；K——综合冲刷系数，查规范取0.8；——鼻坎末端断面单宽流量，14.34——上，下游水位差，为61.34m;代入数据计算得：3.4.3校核情况挑距所以满足要求。59 南昌工程学院本科毕业设计第四章输水建筑物计算4.1洞型尺寸计算在设计通过16m/s的一定流量时，对于无压隧洞，要用明渠均匀流公式，先假定断面尺寸，进行试算，一直算到和设计规定的流量相等的方式来确定隧洞的断面尺寸，根据泄流初步拟定3m洞径的输水隧洞设计，断面尺寸的高宽比为1：1.2。在隧洞的井口之后用抛物线、斜坡段及反弧段与导流洞的洞身相接。表孔进口后的抛物线段底板应符合射流曲线并有一定的安全值，以便闸门在不同开度时均能保持一定的正压。由于本设计的起始流速为水平，所以抛物线方程为：（水工建筑物天津大学P388）（4-1）式中H----工作闸门处孔口顶缘的最大设计水头，39.64m；（1994.7-1953.4-1.5-1.06=39.64）。ψ----修正流速及保持边界正压的系数，一般在1.18-1.30范围内，取1.20；x,y----横，纵坐标代入数据计算：表4-1抛物线底板曲线表y(m)0.51234567x(m)10.5514.9221.1025.8429.8433.3636.5439.47进水口采用顶板和边墙顺水流方向三面收缩的平底矩形断面，其体形应符合孔口泄流的形态，避免产生不利的负压和空蚀破坏，同时还应尽量减少局部水头损失，以提高输水能力，本工程进口段喇叭口的顶板和边墙采用椭圆曲线，其方程为：（水工建筑物天津大学P391）（4-2）式中a-----椭圆长半轴，对于顶板曲线为闸门处的孔口高度3.25m，对于边墙曲线为闸门处的孔口宽度2.6m；b-----椭圆短半轴，对于顶板曲线为闸门处的孔口高度的1/3，1.08m，对于边墙曲线为闸门处的孔口宽度1/3，0.87m。所以根据(9.2)可知顶板59 南昌工程学院本科毕业设计边墙详见隧洞详图。隧洞平面布置见枢纽总布置图（其中上游进口距围堰40m，出口距离坝脚线30m处，进口与河道的夹角约为350，出口夹角为450，距出口13米处设一半径为58m的弯道。4.2水利计算规范规定无压隧洞洞内水面线以上的空间不宜小于隧洞断面面积的15%，此时洞内水深为2.4m，θ=125°。无压隧洞洞身过流能力的计算按照明渠均匀流公式：（水力学清华大学版P108）（4-3）式中A——过水断面面积，6.01m²；（0.85*3.14*1.5*1.5）C——谢才系数，。R——水力半径，0.75。i——洞底的纵坡降，0.007。代入数据计算4.2.1水面线的计算下游只需16m³/s水流就可以满足要求，又因隧洞的泄流能力不受洞长影响，进口水流为宽顶堰流，所以此时的上游水头为：（水力学清华大学版P247）(4-4)式中b——隧洞的过水断面的宽度，2.6m——淹没系数，本隧洞下游为自由出流，=1；m——流量系数，m=0.32。代入数据计算，59 南昌工程学院本科毕业设计所以当闸前水头为2.66时，就可满足下游需水，洞内水面线最高。表4-6水面线计算表：H(m)A(m2)V(m/s2)v2/2g(m)ES(m)ΔES(m)R(m)JΔs(m)S(m)0.320.8319.2318.8519.170.2500.440.350.9117.5816.1016.45-2.7200.2760.337-0.3847.097.090.401.0415.3812.0612.46-3.9860.3060.225-0.27414.5521.640.501.3012.317.728.220-4.2400.3610.116-0.16325.9747.610.601.5610.265.365.960-2.2600.4110.068-0.01929.0576.660.701.828.793.944.640-1.3200.4550.043-0.04927.14103.800.802.087.693.0163.816-0.8240.4950.0296-0.02928.12131.920.902.346.832.3833.283-0.5330.5320.0212-0.01828.96160.881.002.606.151.932.930-0.3530.5650.0159-0.01530.60191.481.102.865.591.5952.695-0.2350.5960.0122-0.00733.30224.781.203.125.131.342.54-0.1550.6240.0097-0.00439.37264.151.303.384.7341.1422.44-0.0980.6500.0078-0.00255.98320.134.2.2通气孔面积计算根据最大通气量来确定通气管的面积，当闸门全开时，出现通气量的最大值：（4-5）式中a——通气管的断面面积，m²；ω——闸门后的管道断面面积，7.33m²；Vω——闸门孔口处的流速，2.3m/s；V——通气管的允许风速，40m/s；代入数据计算得：a≥0.037m²59 南昌工程学院本科毕业设计4.2.3高速水流防空蚀计算高流速水工隧洞应按沿程水流空化数计算：《水工隧洞设计规范》（SL279—2002P39）（4-6）式中P0——计算断面处的时均动水压力，3.14kpa；Pv——谁的汽化压力，1.3kpa（由于当地库坝区的多年平均温度为7.5℃，查规范表A.0.1可知）；水温（℃）051015202530400.60.91.31.72.43.24.37.5——计算断面处的大气压力，不同高程按式A.0.1-2估算：△——海平面以上的高程，1935.85m；——计算断面上的水的流速，19.23m/s。代入数据计算，得σ=0.044由所计算的水流空化数查表可知曲线段可采用70~100m，直线段可采用100~150m。近壁层掺气浓度应大于4%。4.2.4弯道水力计算急流弯道段内外侧横向水位差分别按小扰动冲击波理论及经验公式计算，两结果中取大值。按冲击波理论计算：1.波角β1按下式计算（4-7）式中——扰动线上游来流弗劳德数；59 南昌工程学院本科毕业设计——扰动线上游来流断面水深，1m；——扰动线上游来流断面流速，6.15m/s。代入数据计算，所以，1.最大横向水面差所在断面位置转角θ0的计算：（4-8）式中b——弯道槽宽，2.6m；——弯道中心线的曲率半径，58m；——波角，30.62°；——第一个外侧最高水位所对应的圆心角，（4.24°）。2.边墙水深的计算：（4-9）式中θ——弯道圆心角，59°；——相应转角θ处，内外侧水流弗劳德数；——积分常数。由代入上式可得所以，内侧水深试算得外侧水深59 南昌工程学院本科毕业设计试算得所以弯道水面差为1.087-0.47=0.517m按经验公式计算：（4-10）式中——弯道外侧水面与中心线水面的高差，m；b——弯道的宽度，2.6m；——弯道中心线的曲率半径，58m；k——超高系数，由表A.3.1查得，k=1.代入数据计算，根据以上计算取大值0.517m，所以城门洞的高度满足要求。4.2.5消能计算当上游水深为2.66m时，满足下游需水且为最不利跳流。由此可得，挑流鼻坎的反弧半径R可采用反弧最低点最大水深H的6~12倍，本工程反弧半径取10m，挑角取27°。（4-11）式中L——自挑流鼻坎末端算起至下游河床床面的挑流水舌外缘挑距；θ——挑流水舌水面出射角，近似取鼻坎挑角，27°；——挑流鼻坎末端法向水深，1.3m；——鼻坎坎顶至下游河床高程差，4.5m；——鼻坎坎顶水面流速，按顶处平均流速的1.1倍计，鼻坎末端水深为1.3m，所以；代入数据计算，得L=7.1m（详见说明书）59 南昌工程学院本科毕业设计4.3隧洞结构计算4.3.1衬砌厚度计算开挖隧洞在弱风化层以内，围岩具有一定的抗渗能力，衬砌的防渗要求为一般，查《水工隧洞设计规范》表6.1.7可知，计算控制条件为衬砌结构裂缝宽度不应超过允许值，衬砌的设计原则为限制裂缝宽度设计。本设计采用龙抬头式无压隧洞，由规范表6.1.10可知岩洞的衬砌形式可选择钢筋混凝土的衬砌。根据《水工隧洞设计规范》6.3.1中，双层钢筋混凝土衬砌厚度不应小于300mm，所以本隧洞衬砌厚度定为400mm。4.3.2分缝钢筋混凝土衬砌是分段分块浇筑的，为防止混凝土干缩和温度应力而产生的裂缝，在相邻段间设有环向伸缩缝，由于工程中，围岩地质条件比较均一，坝区的多年平均温度为7.5℃，其中7月的平均气温为21.1℃，1月的平均气温为-5.2℃。所以浇筑的分段长度取8m，对于本工程隧洞洞身大部分处于弱风化层，有一定的防渗要求，所以在缝中设止水，在进口闸门室与洞身的交接处，需设置环向伸缩缝，封面不凿毛，分布钢筋不穿过，在缝内填1cm的沥青油毡并设止水。4.3.3封堵体的计算封堵应考虑温控措施，封堵混凝土可采用低热水泥，掺粉煤灰。封堵体为等断面封堵体，其长度：（4-12）式中L——封堵体的长度，3m；P——封堵体迎水面承受总水压，4.233m；——容许剪应力，取0.2~0.3MP。A——封堵体剪切面周长，10.3m。代入数据计算得取3m（详见说明书）59'