水资源规划与利用洪水调节专业课程设计计算书样本

水资源规划与利用洪水调节专业课程设计计算书《水资源规划及利用》课程设计计算说明书姓名：学号：专业：三峡大学水利与环境学院2017年1月目录1、设计目的 12、设计基本资料 13、列表试算法推求水库下泄流量过程 2 2 3 3设计标准洪水调节 4 4 6 94、半图解法推求水库下泄流量过程 12 12设计标准洪水调节 13 13 15 175、成果分析及结论 206、小结 20洪水调节1、设计目的洪水调节目的：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；掌握列表试算法的基本原理、方法、步骤及各自的特点；了解工程设计所需洪水调节计算要解决的课题；培养学生分析问题、解决问题的能力。2、设计基本资料大峡水电站枢纽位于湖北省竹溪县境内，泉河流域规划中梯级电站的第三级，工程距天宝乡3km，距竹溪县城83km。拦截堵河西支泗河上游的一级支流泉河。，，，%，，‰。，，。大峡电站水库正常蓄水位选为565m，，死水位552m，其相应的死库容为407万m3，调节库容1333万m3，%。依据《防洪标准》(GB50201—94)和《水利水电工程等级划分及洪水标准》（SL252—2000），本工程项目为中型水库。电站总装机容量20MW，，·h。水库挡水建筑物为混凝土重力坝，最大坝高88m。溢洪形式表孔泄流，溢洪道堰顶高程555m，采用2孔12×（宽×高）的弧形门控制。大峡水库调洪规则如下：（1）起调水位取Xm（注：X=+学号最后1位/10，），每年进入汛期前，将库水位控制在起调水位以下。（2）洪水初临时当来量较小时，启用并控制闸门开启度，使泄量等于来量，水库水位维持起调水位不变。（3）当库水位继续上涨，预报还有大降雨发生，由国电竹溪水电开发有限公司根据水雨情提出启用非常溢洪道的泄洪方案报市、县防汛抗旱指挥部，启用非常溢洪道敞泄库水位上升，直至达到最高洪水位。（4）当入库洪峰已过且出现了最高库水位时，在不影响上下游防洪安全、满足设计规定的库水位下降速度的前提下，尽快腾库，以备下次洪水到来前使库水位回降至汛期限制水位。3、列表试算法推求水库下泄流量过程分别对设计洪水标准、校核洪水标准，按照上述拟定的泄洪建筑物的类型、尺寸和水库运用方式，分别采用列表试算法推求水库下泄流量过程，以及相应的库容、水位变化过程。具体步骤：根据工程规模和建筑物的等级，确定相应的洪水标准；用列表试算法进行调洪演算：根据已知水库水位容积关系曲线V～Z和泄洪建筑物方案，用水力学公式求出下泄流量与库容关系曲线q～Z，并将V～Z，q～Z绘制在图上；决定开始计算时刻和此时的q1、V1，然后列表试算，试算过程中，对每一时段的q2、V2进行试算；将计算结果绘成曲线：Q～t、q～t在一张图上，Z～t曲线绘制在下方。将计算结果填写在调洪成果表中设计洪水：为解决各类防洪问题，所提供的作为规划设计依据的各种设计标准的洪水，设计洪水三要素：设计洪峰流量、设计洪量、设计洪水过程线，根据“水利水电工程分等指标”，将该水利枢纽工程工程等别定为中型；根据《山区，丘陵区水利水电工程永久性水工建筑物洪水标准[重现期(年)]》，可查得，该工程设计洪水标准选为100年（即百年一遇(1%)洪水进行设计）。洪水过程线如表一。根据“水利水电工程分等指标”，将该水利枢纽工程工程等别定为中型；根据《山区，丘陵区水利水电工程永久性水工建筑物洪水标准[重现期(年)]》，可查得，该工程校核标准选为500年（即五百年一遇(%)洪水进行校核）。洪水过程线如表一。表一设计洪水过程时间t（h）Q(m³/s)（设计）P=1%Q(m³/s)(校核)P=0.2%时间t（h）Q(m³/s)（设计）P=1%Q(m³/s)(校核)P=0.2%时间t（h）Q(m³/s)（设计）P=1%Q(m³/s)(校核)P=0.2%015.2217.8917621.14887.5534213.32186.36116.4719.3318853.061252.635170.26149.25217.7320.77191196.281774.4836138.69123.75318.9822.21201532.372231.6137116.12106.71420.2323.65211759.312472.3538100.2295.64521.4825.08221838.512470.733989.2988.73622.7426.79231785.292284.974081.6884.55724.3632.14241641.031998.894174.8381.55830.1452.51251449.581683.644272.8781.06948.0397.772612451384.264372.1881.361082.79165.52271046.661118.384472.382.1511133.25247.1928863.34888.454572.883.1812195.57335.4229699.86694.384673.5584.3713266.22426.9130558.91535.224774.4585.6414341.11518.2831441.2408.754872.5183.5615418.9612.2232345.83311.4916504.13720.5633270.84238.95设计标准洪水调节堰顶溢流公式：式中：q——通过溢流孔口的下泄流量，m3/s；n——溢流孔孔口数；b——溢流孔单孔净宽，m；g——重力加速度，；ε——闸墩侧收缩系数，与墩头形式有关，；m——流量系数，与堰顶形式有关，可查表，；H0——堰顶水头，m。计算不同库水位对应的下泄流量q，由水位库容曲线查得相应的库容V，计算结果见表二。绘制q=f(V)曲线关系、V～Z关系曲线和q～Z关系曲线，如图1、图2和图3所示。表二q=f(V)关系曲线计算表水位Z（m）堰顶水头H（m）泄流量q（m3/s）库容V(亿m3)564.29.21310.000.1674564.79.71418.230.1715565.210.21529.290.1753565.710.71643.110.1788566.211.21759.610.1825566.711.71878.750.1866567.212.22000.460.1906567.712.72124.690.1947568.213.22251.390.1988568.713.72380.510.2031568.9913.992456.500.2056570152727.260.2144571.716.73203.790.2300572.517.53436.740.2380图1q=f（V）关系曲线图2V～Z关系曲线图3q～Z关系曲线1）基本原理：根据水库容积曲线V=f（Z）和堰顶溢流公式q=f（Z），得出蓄泄方程q=f（V）。联立水量平衡方程2）调洪计算求q~t过程和Z~t过程由起调水位==³/s，因在前18个小时入库洪水流量Q均起始流量小于，而从19时起Q>，则此时开始调洪，保持溢洪道堰顶高程和单孔宽度不变，两孔全开,取△t=1h=3600s，联立水量平衡方程以及蓄泄方程，计算结果如表三所示。表三设计百年一遇洪水（P=1%）时间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Q’△

t(万m³)下泄流量q(m³/s)时段平均下泄流量（m³/s）时段下泄水量q'△

t(万m³)时段内水库存水量变化△V(万m³)水库存水量V（万m³

）水库水位Z（m）015.2215.855.7015.2215.855.700.001619.00563.50116.4716.471619.00563.50217.7317.106.1617.7317.106.160.001619.00563.50318.9818.366.6118.9818.366.610.001619.00563.50420.2319.617.0620.2319.617.060.001619.00563.50521.4820.867.5121.4820.867.510.001619.00563.50622.7422.117.9622.7422.117.960.001619.00563.50724.3623.558.4824.3623.558.480.001619.00563.50830.1427.259.8130.1427.259.810.001619.00563.50948.0339.0914.0748.0339.0914.070.001619.00563.501082.7965.4123.5582.7965.4123.550.001619.00563.5011133.25108.0238.89133.25108.0238.890.001619.00563.5012195.57164.4159.19195.57164.4159.190.001619.00563.5013266.22230.9083.12266.22230.9083.120.001619.00563.5014341.11303.67109.32341.11303.67109.320.001619.00563.5015418.90380.01136.80418.90380.01136.800.001619.00563.5016504.13461.52166.15504.13461.52166.150.001619.00563.5017621.14562.64202.55621.14562.64202.550.001619.00563.5018853.06737.10265.36853.06737.10265.360.001619.00563.50191196.281024.67368.881174.971014.02365.053.841622.84563.55201532.371364.33491.161297.061236.02444.9746.191669.03564.14211759.311645.84592.501529.401413.23508.7683.741752.77565.20221838.511798.91647.611727.711628.56586.2861.331814.10566.06231785.291811.90652.281786.081756.90632.4819.801833.90566.31241641.031713.16616.741735.521760.80633.89-17.151816.75566.10251449.581545.31556.311596.381665.95599.74-43.431773.32565.49261245.001347.29485.021420.861508.62543.10-58.081715.24564.71271046.661145.83412.501242.211331.54479.35-66.851648.38563.8828863.34955.00343.80863.341036.62373.18-29.381619.00563.5029699.86781.60281.38699.86781.60281.380.001619.00563.5030558.91629.39226.58558.91629.39226.580.001619.00563.5031441.20500.06180.02441.20500.06180.020.001619.00563.5032345.83393.52141.67345.83393.52141.670.001619.00563.5033270.84308.34111.00270.84308.34111.000.001619.00563.5034213.32242.0887.15213.32242.0887.150.001619.00563.5035170.26191.7969.04170.26191.7969.040.001619.00563.5036138.69154.4855.61138.69154.4855.610.001619.00563.5037116.12127.4145.87116.12127.4145.870.001619.00563.5038100.22108.1738.94100.22108.1738.940.001619.00563.503989.2994.7634.1189.2994.7634.110.001619.00563.504081.6885.4930.7781.6885.4930.770.001619.00563.504174.8378.2628.1774.8378.2628.170.001619.00563.504272.8773.8526.5972.8773.8526.590.001619.00563.504372.1872.5326.1172.1872.5326.110.001619.00563.504472.3072.2426.0172.3072.2426.010.001619.00563.504572.8072.5526.1272.8072.5526.120.001619.00563.504673.5573.1826.3473.5573.1826.340.001619.00563.504774.4574.0026.6474.4574.0026.640.001619.00563.504872.5173.4826.4572.5173.4826.450.001619.00563.50时间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Q’△

t(万m³)下泄流量q(m³/s)时段平均下泄流量（m3/s）时段下泄水量q'△

t(万m³)时段内水库存水量变化△V(万m³)水库存水量V（亿m³

）水库水位Z（m）231785.291811.90652.281786.081756.90632.4819.801833.90566.313）将入库流量Q-t，q-t绘于一张图上，另作Z-t曲线，如下图：图4Q-t关系曲线和q-t关系曲线图5Z-t关系曲线4）由上述图4和图5可知，最大下泄流量发生在t=23h时刻,=³/s时,此时最高水位以及=m。,运用公式（1）和（2）即可得到下表：表四校核500年一遇洪水（P=%）时间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Q’△

t(万m³)下泄流量q(m³/s)时段平均下泄流量（m³/s）时段下泄水量q'△

t(万m³)时段内水库存水量变化△V(万m³)水库存水量V（亿m³

）水库水位Z（m）017.8918.616.7017.8918.616.700.001619.00563.50119.3319.331619.00563.50220.7720.057.2220.7720.057.220.001619.00563.50322.2121.497.7422.2121.497.740.001619.00563.50423.6522.938.2523.6522.938.250.001619.00563.50525.0824.378.7725.0824.378.770.001619.00563.50626.7925.949.3426.7925.949.340.001619.00563.50732.1429.4710.6132.1429.4710.610.001619.00563.50852.5142.3315.2452.5142.3315.240.001619.00563.50997.7775.1427.0597.7775.1427.050.001619.00563.5010165.52131.6547.39165.52131.6547.390.001619.00563.5011247.19206.3674.29247.19206.3674.290.001619.00563.5012335.42291.31104.87335.42291.31104.870.001619.00563.5013426.91381.17137.22426.91381.17137.220.001619.00563.5014518.28472.60170.13518.28472.60170.130.001619.00563.5015612.22565.25203.49612.22565.25203.490.001619.00563.5016720.56666.39239.90720.56666.39239.900.001619.00563.5017887.55804.06289.46887.55804.06289.460.001619.00563.50181252.601070.08385.231193.071040.31374.5110.721629.72563.64191774.481513.54544.871400.701296.89466.8878.001707.71564.61202231.612003.05721.101827.081613.89581.00140.101847.81566.48212472.352351.98846.712197.592012.34724.44122.271970.08567.99222470.732471.54889.752390.272293.93825.8163.942034.02568.7322.252424.292447.51220.282402.472397.60215.784.492038.07568.7922.31252412.682441.71274.692403.682398.21269.804.892038.47568.7922.343752406.882438.80301.802404.012398.37296.805.002038.58568.8022.359382403.972437.35315.332404.112398.42310.305.042038.61568.8022.3752401.072435.90328.852404.092398.45323.795.062038.63568.8022.52377.852424.29436.372403.212397.97431.634.742038.31568.79232284.972377.85859.372381.542385.91858.93-2.902031.12568.70241998.892141.93771.092213.202297.37827.05-55.961975.16568.05251683.641841.27662.861948.342080.77749.08-86.221888.94566.99261384.261533.95552.221657.591802.97649.07-96.851792.09565.76271118.381251.32450.481372.441515.02545.41-94.931697.16564.4828888.451003.42361.231068.581220.51439.38-78.151619.00563.5029694.38791.42284.91694.38791.42284.910.001619.00563.5030535.22614.80221.33535.22614.80221.330.001619.00563.5031408.75471.99169.91408.75471.99169.910.001619.00563.5032311.49360.12129.64311.49360.12129.640.001619.00563.5033238.95275.2299.08238.95275.2299.080.001619.00563.5034186.36212.6676.56186.36212.6676.560.001619.00563.5035149.25167.8160.41149.25167.8160.410.001619.00563.5036123.75136.5049.14123.75136.5049.140.001619.00563.5037106.71115.2341.48106.71115.2341.480.001619.00563.503895.64101.1836.4295.64101.1836.420.001619.00563.503988.7392.1933.1988.7392.1933.190.001619.00563.504084.5586.6431.1984.5586.6431.190.001619.00563.504181.5583.0529.9081.5583.0529.900.001619.00563.504281.0681.3129.2781.0681.3129.270.001619.00563.504381.3681.2129.2481.3681.2129.240.001619.00563.504482.1581.7629.4382.1581.7629.430.001619.00563.504583.1882.6729.7683.1882.6729.760.001619.00563.504684.3783.7830.1684.3783.7830.160.001619.00563.504785.6485.0130.6085.6485.0130.600.001619.00563.504883.5684.6030.4683.5684.6030.460.001619.00563.50时间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Q’△

t(万m³)下泄流量q(m³/s)时段平均下泄流量（m³/s）时段下泄水量q'△

t(万m³)时段内水库存水量变化△V(万m³)水库存水量V（亿m³

）水库水位Z（m）222470.732471.54889.752390.272293.93825.8163.942034.02568.7322.252424.292447.51220.282402.472397.60215.784.492038.07568.7922.31252412.682441.71274.692403.682398.21269.804.892038.47568.7922.343752406.882438.80301.802404.012398.37296.805.002038.58568.8022.359382403.972437.35315.332404.112398.42310.305.042038.61568.8022.3752401.072435.90328.852404.092398.45323.795.062038.63568.8022.52377.852424.29436.372403.212397.97431.634.742038.31568.79232284.972377.85859.372381.542385.91858.93-2.902031.12568.70将入库流量Q-t，q-t绘于一张图上，另作Z-t曲线，如下图：图6Q-t关系曲线和q-t关系曲线图7Z-t关系曲线由上述图6和图7可知，最大下泄流量发生在t=,=m³/s时,此时最高水位以及=m。表五调洪计算成果表频率项目设计洪水校核洪水列表试算法最大泄量（m3/s）1786.082404.11水库最高水位（m）566.31568.804、半图解法推求水库下泄流量过程同列表试算法相同，设计洪水标准选为100年（即百年一遇(1%)洪水进行设计），校核标准选为500年（即五百年一遇(%)洪水进行校核）。洪水过程线如前面的表一。设计标准洪水调节计算中V取溢洪道堰顶以上库容，计算时段取△t=1h。计算过程如下：第（3）栏V=V总—；第（4）栏（万m³/s）；第（5）栏由表二q-Z关系曲线查得；第（6）栏为第（5）栏的一半；第（7）栏=第（4）栏+第（6）栏； 计算结果如表六。绘制绘制q=f()关系曲线和q～Z关系曲线，如图8、图9所示。表六q=f()辅助曲线计算表水库水位Z(m)总库容V(万m³)堰顶以上库容v(亿m³)V/△t（m³/s）q(m³/s)q/2(m³/s)(m³/s)55288900.000.000.000.0055394500.000.000.000.00554100300.000.000.000.00555106300.000.000.000.00556112158161.1146.9523.47184.585571181118327.78132.7866.39394.175581243180500.00243.93121.97621.975591305242672.22375.56187.78860.005601365302838.89524.86262.431101.3256114383751041.67689.95344.971386.6456215074441233.33869.43434.721668.0556315805171436.111062.25531.121967.2356416585951652.781267.52633.762286.5456517396761877.781484.53742.272620.0456618097462072.221712.69856.352928.5756718908272297.221951.47975.733272.9656819719082522.222200.421100.213622.43568.9920569932758.332456.501228.253986.58570214410813002.782727.261363.634366.41571.7230012373436.113203.791601.905038.01572.5238013173658.333436.741718.375376.70图8q=f()关系曲线图9q～Z关系曲线1）调洪的起始条件与试算法相同，计算过程如下：第（1）、（2）栏由题目中给出；第（3）栏，逐时段求平均值，上一时段Q2为下一时段Q1；第（4）栏；第（5）栏由表五线性插值求得；第（6）栏由表六q-Z关系曲线插值得到；计算结果见表七。表七设计百年一遇洪水（P=1%）时间t(h)入库流量Q(m³/s)平均入库流量Q(m³/s)(m³/s)q(m³/s)Z(m)015.2215.8515.22563.50116.4716.47563.50217.7317.1017.73563.50318.9818.3618.98563.50420.2319.6120.23563.50521.4820.8621.48563.50622.7422.1122.74563.50724.3623.5524.36563.50830.1427.2530.14563.50948.0339.0948.03563.501082.7965.4182.79563.5011133.25108.02133.25563.5012195.57164.41195.57563.5013266.22230.90266.22563.5014341.11303.67341.11563.5015418.90380.01418.90563.5016504.13461.52504.13563.5017621.14562.64621.14563.5018853.06737.10853.06563.50191196.281024.672142.581174.97563.55201532.371364.332331.931297.06564.14211759.311645.842680.721529.40565.20221838.511798.912950.231727.71566.06231785.291811.903034.421786.08566.31241641.031713.162961.501735.52566.10251449.581545.312771.281596.37565.49261245.001347.292522.201420.86564.71271046.661145.832247.161242.21563.8828863.34955.001959.961057.56563.5029699.86781.60699.86563.5030558.91629.39558.91563.5031441.20500.06441.20563.5032345.83393.52345.83563.5033270.84308.34270.84563.5034213.32242.08213.32563.5035170.26191.79170.26563.5036138.69154.48138.69563.5037116.12127.41116.12563.5038100.22108.17100.22563.503989.2994.7689.29563.504081.6885.4981.68563.504174.8378.2674.83563.504272.8773.8572.87563.504372.1872.5372.18563.504472.3072.2472.30563.504572.8072.5572.80563.504673.5573.1873.55563.504774.4574.0074.45563.504872.5173.4872.51563.502）将入库流量Q-t，出库流量q-t绘于一张图10上，另作Z-t曲线，如图11。图10Q-t关系曲线和q-t关系曲线图11Z-t关系曲线3）由上述图10和图11可知，最大下泄流量发生在t=23h时刻,=³/s时,此时最高水位以及=m。1）,运用公式（1）和（2）即可得到下表八：表八校核500年一遇洪水（P=%）时间t(h)入库流量Q(m³/s)平均入库流量Q(m³/s)(m³/s)q(m³/s)Z(m)0.0017.8918.6117.89563.501.0019.3319.33563.502.0020.7720.0520.77563.503.0022.2121.4922.21563.504.0023.6522.9323.65563.505.0025.0824.3725.08563.506.0026.7925.9426.79563.507.0032.1429.4732.14563.508.0052.5142.3352.51563.509.0097.7775.1497.77563.5010.00165.52131.65165.52563.5011.00247.19206.36247.19563.5012.00335.42291.31335.42563.5013.00426.91381.17426.91563.5014.00518.28472.60518.28563.5015.00612.22565.25612.22563.5016.00720.56666.39720.56563.5017.00887.55804.06887.55563.5018.001252.601070.082170.731193.07563.6419.001774.481513.542491.201400.70564.6120.002231.612003.053093.551827.08566.4821.002472.352351.983618.452197.58567.9922.002470.732471.543892.412390.27568.7323.002284.972377.853879.992381.