第三章调洪计算.doc

第三章调洪计算3.1调洪计算目的 水库调洪计算的目的是在已拟定泄洪建筑物及已确定防洪限制水位（或其他的起调水位）的条件下，用给出的入库洪水过程、泄洪建筑物的泄洪能力曲线及库容曲线等基本资料，按规定的防洪调度规则，推求水库的泄流过程、水库水位过程及相应的最高调洪水位和最大下泄流量。3.2调洪演算的原理水库调洪计算的基本公式是水量平衡方程式： (3-1)式中计算时段长度，s；t时段初、末的入库流量，m3/s； t时段初、末的出库流量，m3/s； t时段初、末水库蓄水量，m3。 水库泄流方程 ：q =f（V） (3-2)用已知（设计或预报）的入库洪水过程线Qt，由起调水位开始，逐时段连续求解(3-1)和(3-2)组成的方程组，从而求得水库出流过程qt，这就是调洪演算的基本原理。这里采用单辅助线半图解法，联解(2-1)和(2-2)两个方程，将(3-1)改写为：（Vt/t+qt/2 )+Q-qt = (Vt+1/t)+(qt+1/2 ) (3-3)式中Q计算时段平均入流量，Q(Qt + Qt+1)/2；其他同(3-1)也就是说，可以事先绘制q(V/t)+(q/2 )的关系曲线，即调洪演算工作曲线，因式3-3)的左端各项为已知数，故式(3-3)右端项也可求出，然后根据(Vt+1/t)+(qt+1/2 )的值，通过工作曲线q(V/t)+(q/2 )可查出qt+1的值。因第一时段的V2、q2就是第二时段的V1、q1，于是可重复以上步骤连续进行计算，直到求出结果。3.3调洪计算结果整理3.3.1调洪演算基本资料水库特征水位：正常蓄水位1856m，汛期限制水位1854m，死水位1852m积石峡入库洪水过程线见下表：表2-1积石峡入库洪水过程线时间（月.日.时）p=0.2p=0.02时间（月.日.时）p=0.2p=0.028.4.0557972008.54.1559472208.54.2568773408.54.3567273208.5.16559472208.4.4565673008.54.5561872508.54.6554871608.5.19558772108.4.7554071508.5.20557171908.4.8553271408.5.21555671708.4.9551771208.5.22554071508.4.10550971108.5.23554071508.4.11552571308.6.0554071508.4.12551771208.6.1554071508.46.2554071508.46.3554071508.46.4554871608.4.16550971108.6.5554871608.46.6554871608.46.7555671708.4.19553271408.6.8555671708.4.20556371808.6.9555671708.4.21557972008.6.10555671708.4.22557972008.6.11556371808.4.23560272308.6.12557972008.5.0560272308.65.1585075508.65.2565673008.65.3564972908.6.16558772108.5.4562572608.65.5560272308.65.6558772108.6.19554871608.5.7558772108.6.20554071508.5.8558772108.6.21552571308.5.9558772108.6.22551771208.5.10558772108.6.23550971108.5.11560272308.7.0549470908.5.12560272303.3.2调洪计算过程及结果方案一：1. 拟定泄水建筑物型式、尺寸及堰顶（或底坎）高程： 左岸溢洪道: 单孔溢洪道， B=16.5m,H=18m,堰顶高程为1833m。 左岸中孔泄洪洞：孔口尺寸10m13m，进口中心高程为1811.5m左岸排沙底孔：双孔口尺寸8.8m10m，进口中心高程为1799m 2. 枢纽泄水运行方式在枢纽宣泄设计及校核洪水时，闸门泄水孔口的闸门运行方式：中孔泄洪洞、排沙底孔、表孔溢洪道全开。3. 溢洪道流量计算公式如下： （3-4）式中：B溢流堰总净宽，m；侧收缩系数，本设计取1；m流量系数，本设计取0.48；H堰上总水头，m；g重力加速度，取9.81。.W工作门孔口面积（m2）；4. 排沙隧洞流量计算公式如下： （3-5）式中：W工作门孔口面积，m2；H孔口底以以上水头h孔口高度；流量系数，本设计取0.9。5. 泄洪洞流量计算公式如下： （3-6）式中：W工作门孔口面积，m2；H孔口底以上水头；h孔口高度；流量系数，本设计取0.9。6.分析确定洪水过程线图2-1积石峡洪水过程线7.调洪计算成果整理表2-2积石峡库容曲线库水位（m）原始库容（万m3）淤积20年后库容淤积50年后库容（万m3）（万m3）1774.0601780517901401800700181017001820360018254840018306500900183585002431184010900431518451380065550185017650904123491852193401023234561854214501209046511855224001273452761856236901417961121860288901922410745图2-2水库库容曲线表3-3水库水位与下泄流量关系库水位与流量计算表库水位Z(m)堰上水头H(m)溢洪道堰宽B(m)溢洪道下泄流量q(m/s)泄洪洞中心高程H(m)泄洪洞下泄流量q(m/s)排沙底孔中心高程H(m)排沙底孔下泄流量q(m/s)总泄流量q(m/s)18542116.53382.14755.5871.6304651277.0625530.8391854.521.516.53503.65456875.547865.51281.9645661.16618552216.53626.58356.5879.4478661286.8485792.8781855.522.516.53750.91657883.330666.51291.7135925.95918562316.53876.63857.5887.1964671296.566060.3951856.523.516.54003.73558891.045567.51301.3896196.16918572416.54132.19158.5894.8779681306.26333.2691857.524.516.54261.99259898.694168.51310.9936471.6818582516.54393.12559.5902.494691315.7696611.3881858.525.516.54525.57660906.278169.51320.5286752.38218592616.54659.33160.5910.0464701325.2696894.6471859.526.516.54794.37961913.799270.51329.994703854930.70761.5917.5366711334.7027182.946绘出泄流量q与库水位Z关系曲线：3-4，q-Z关系曲线3-5，水库q-(V/t)+(q/2 )辅助线计算表格（(t=1h )水库qV/t+q/2辅助曲线计算表（t=1h）库水位Z(m)堰顶水头H(m)库容V总(万m3)堰顶以上库容V(万m3)V/t (m/s)q(m/s)q/2 (m/s)V/t+q/2 (m/s)18542121450005530.84 2765.422765.42 1854.521.5219004501625661.17 2830.58 2992.58 185522224009503425792.88 2896.44 3238.44 1855.522.52295015005405925.96 2962.98 3502.98 185623236902240806.46060.39 3030.20 3836.60 1856.523.524250280010086196.17 3098.08 4106.08 1857242489034401238.46333.27 3166.63 4405.03 1857.524.525650420015126471.68 3235.84 4747.84 1858252616047101695.66611.39 3305.69 5001.29 1858.525.52688054301954.86752.38 3376.19 5330.99 1859262757061202203.26894.65 3447.32 5650.52 1859.526.52816067102415.67038.17 3519.09 5934.69 1860272889074402678.47182.95 3591.47 6269.87 3-6，做出水库q-(V/t)+(q/2 )辅助线3-7，水库半图解法设计洪水流量调洪计算表水库半图解法设计洪水位调洪计算表时段 序号时段长 dt(h)来水流量 Q (m3/s)平均流量 Qp (m3/s)V/t+q/2 (m/s)q(m/s)水库水位 Z（m)055792765.45530.818541155945586.52821.15557.61854.192156875640.529045609.31854.343156725679.52974.25615.21854.47415656566430235659.61855.3651561856373000.45649.11854.5761554855832934.35624.81854.3671554055442853.55569.51854.28815532553628205554.51854.149155175524.527905549.41854.12101550955132753.65536.71854.11111552555172733.95525.41854.13121551755212729.55518.11854.09131550955132724.45508.3141550155052735.335544.9151550155012740.265549.3161550955052751.85根据调洪计算表格得出水库洪水过程线和泄流量过程线：3-8，Q-t,q-t过程线由图可查的qm=5658.3m3/s,从库水位与泄流量关系曲线可得出Z设=1855.64m。3-9，水库半图解法校核洪水流量调洪计算表水库半图解法校核洪水位调洪计算表时段 序号时段长 dt(h)来水流量 Q (m3/s)平均流量 Qp (m3/s)V/t+q/2 (m/s)q(m/s)水库水位 Z（m)072002765.42 5530.84 1854.00 11722072104444.58 6334.30 1854.75 21734072805390.28 6782.60 1855.30 31732073305937.68 7028.50 1856.83 41730073106219.18 7158.20 1857.31 51725072756335.98 7184.60 1858.73 61716072056356.38 7194.50 1860.25 71715071556316.88 7175.40 1859.47 81714071456286.48 7164.10 1858.84 91712071306252.38 7162.70 1858.16 101710071106199.68 7158.70 1857.45 111713071156155.98 7152.90 1856.69 121712071256128.08 7140.80 1856.90 131711071156102.28 7102.30 1857.09 141710071056104.98 7106.60 1856.27 151710071006098.38 7108.70 1856.44 161711071056094.68 7101.10 1856.59 从图表可以得出Z校=1860.25m，qm=7194.5m3/s.根据以上调洪演算得设计洪水位为1855.36m,校核洪水位为1860.25m。但是设计洪水位比正常蓄水位低，所以此种设计方案不合理。方案二：1、拟定泄水建筑物型式、尺寸及堰顶（或底坎）高程： 左岸溢洪道: 双孔溢洪道， B=12m,堰顶高程为1838m。 左岸中孔泄洪洞：孔口尺寸10m12m，进口中心高程为1820m左岸排沙底孔：双孔口尺寸4m6m，进口中心高程为1793m同上面步骤计算泄流量，得出：表，3-10水库水位与下泄流量关系库水位与流量计算表库水位Z(m)堰上水头H(m)溢洪道堰宽B(m)溢洪道下泄流量q(m/s)泄洪洞中心高程H(m)泄洪洞下泄流量q(m/s)排沙底孔中心高程H(m)排沙底孔下泄流量q(m/s)总泄流量q(m/s)185416123271.68 46732.49 67176.80 4180.98 1854.516.5123426.23 46.5736.46 67.5177.46 4340.16 185517123583.14 47740.41 68178.12 4501.67 1855.517.5123742.38 47.5744.34 68.5178.77 4665.49 185618123903.91 48748.25 69179.42 4831.58 1856.518.5124067.70 48.5752.13 69.5180.07 4999.90 185719124233.71 49756.00 70180.72 5170.43 1857.519.5124401.93 49.5759.85 70.5181.36 5343.14 185820124572.31 50763.68 71182.00 5517.99 1858.520.5124744.84 50.5767.48 71.5182.64 5694.97 185921124919.49 51771.27 72183.28 5874.04 1859.521.5125096.22 51.5775.05 72.5183.92 6055.19 186022125275.03 52778.80 73184.55 6238.38 根据泄流量和库水位关系绘出泄流量q与库水位Z关系曲线：表3-11，q-Z关系曲线表3-12，水库q-(V/t)+(q/2 )辅助线计算表格（(t=1h )水库qV/t+q/2辅助曲线计算表（t=1h）库水位Z(m)堰顶水头H(m)库容V总(万m3)堰顶以上库容V(万m3)V/t (m/s)q(m/s)q/2 (m/s)V/t+q/2 (m/s)18541621450004180.98 2090.49 2090.49 1854.516.52190045012504340.16 2170.08 3420.08 185517224009502638.89 4501.67 2250.84 4889.73 1855.517.52295015004166.67 4665.49 2332.75 6499.41 1856182369022406222.22 4831.58 2415.79 8638.01 1856.518.52425028007777.78 4999.90 2499.95 10277.73 1857192489034409555.56 5170.43 2585.21 12140.77 1857.519.525650420011666.675343.14 2671.57 14338.23 18582026160471013083.335517.99 2759.00 15842.33 1858.520.526880543015083.335694.97 2847.48 17930.82 185921275706120170005874.04 2937.02 19937.02 1859.521.528160671018638.896055.19 3027.59 21666.48 18602228890744020666.676238.38 3119.19 23785.86 表3-13，水库q-(V/t)+(q/2 )辅助线表3-14，水库半图解法设计洪水流量调洪计算表水库半图解法设计洪水位调洪计算表时段 序号时段长 dt(h)来水流量 Q (m3/s)平均流量 Qp (m3/s)V/t+q/2 (m/s)q(m/s)水库水位 Z（m)055792090.49 4180.9818541155945586.53496.014355.921854.32156875640.54780.594486.2318554.63156725679.55973.864619.521854.8441565656647018.344709.981855.4151561856377945.364780.271855.8961554855838748.094858.51856.1171554055449433.594927.91856.25815532553610041.694987.71856.449155175524.510578.495048.81856.671015509551311042.695084.61856.721115525551711475.095128.41856.791215517552111867.695156.51856.91315509551312224.195187.81857.161415501550512541.395212.31857.241515501550112830.095239.91857.331615509550513095.195254.61857.451715517551313353.595273.61857.511815517551713596.995289.11857.5919155325524.513832.395307.21857.6720155635547.514072.6953221857.752115579557114321.695351.71857.822215579557914548.995376.41857.8823156025590.514763.095394.81857.91015602560214970.295422.21857.93115850572615274.095471.51858.1215656575315555.595497.71857.963156495652.515710.395512.51857.97415625563715834.895523.81857.985156025613.515924.595541.31858.126155875594.515977.795549.11858.13715587558716015.695550.41858.15815587558716052.295551.71858.16915587558716087.595559.81858.171015587558716114.795559.61858.1811156025594.516149.695560.91858.191215602560216190.795563.41858.1813156255613.516240.895567.41858.1914155945609.516282.995568.31858.181515610560216316.695573.11858.191615594560216345.595576.51858.21715610560216371.095576.71858.191815610561016404.395584.61858.219155875598.516418.295586.71858.222015571557916410.595584.21858.2121155565563.516389.895579.61858.212215540554816358.295576.41858.22315540554016321.895574.91858.19015540554016286.995568.81858.18115540554016258.195560.61858.2215540554016237.595557.81858.16315540554016219.795557.71858.16415548554416206.095558.41858.17515548554816195.695559.81858.18615548554816183.895559.81858.18715556555216176.095560.11858.19815556555616171.995560.21858.18915556555616167.795560.21858.19从表3-14，水库半图解法设计洪水流量调洪计算表可以得出Z设=1858.22m.表3-15，水库半图解法校核洪水流量调洪计算表水库半图解法校核洪水位调洪计算表时段 序号时段长 dt(h)来水流量 Q (m3/s)平均流量 Qp (m3/s)V/t+q/2 (m/s)q(m/s)水库水位 Z（m)072002090.49 4180.98 1854.00 11722072105119.51 4528.23 1854.75 21734072807871.28 4776.56 1855.30 317320733010424.72 5019.34 1855.83 417300731012715.38 5167.44 1856.31 517250727514822.94 5397.78 1856.73 617160720516630.16 5586.47 1857.10 717150715518198.69 5726.31 1858.36 817140714519617.38 5854.12 1858.66 917120713020893.26 5978.64 1858.93 1017100711022024.62 6092.37 1859.32 1117130711523047.25 6187.63 1859.52 1217120712523984.62 6256.72 1859.90 1317110711524842.90 6356.55 1860.09 1417100710525591.35 6428.43 1860.22 1517100710026262.92 6495.19 1860.31 1617110710526872.73 6544.58 1860.44 1717120711527443.15 6608.73 1860.64 1817120712027954.42 6649.75 1860.87 1917140713028434.67 6704.28 1861.22 2017180716028890.39 6748.33 1861.31 2117200719029332.06 6789.64 1861.42 2217200720029742.42 6825.53 1861.57 2317230721530131.89 6858.79 1861.59 017230723030503.10 6894.49 1861.62 117550739030998.61 6945.68 1861.68 217300742531477.93 6986.23 1861.76 317290729531786.70 7008.17 1861.71 4172607275320