工程水文与水力计算课程设计

工程水文与水力计算课程设计本次课程设计主要由我负责的部分主要有设计洪水过程线以及建立 q-（t）的过程，中间有些如求一些相关关系模拟曲线部分是由其他成 员完成。现将我的设计过程与成果列如下：具体步骤：根据题目要求，分析可得首先需要建立洪峰流量经验频率曲。 一，洪峰流量经验频率曲线的配置：洪峰流量经验频率曲线的推求采用配线法求的，（1）.计算经验频率：从1953年一1985年的调查期为33年，而从 1877年以来有三次特大洪水分别是1877年，1922年和1914年。调 查期无遗漏，所以从1877年以来调查期为109年，需将这三次洪水 加入洪水资料中，并将1969年的一次特大洪水提出来与前三次的洪 一起计算年洪峰流量经验频率，如表1：（2），选择P-3型频率曲线（3），初步估算统计参数得:平均流量X=1034.35m3/s，Cv=0.051。（4），配线并推求设计值：先取X=1034m3/s，Cv=0.051，取 Cs=4Cv=0.2进行配线，查P-3型频率曲线的模比系数Kp值，用其推 求Qp的值，然后分别以频率，Qp为横纵坐标做折线图，发现曲线 并不吻合，则重新调整Q=1034, Cv=0.1，Cs=4Cv=0.4进行配线，不 吻合，进行第三次配线取：Q=980，Cv=0.15，Cs=4Cv=0.6进行配线 得到曲线比较吻合。（5），推求百年一遇和千年一遇设计洪峰流量;据图知Q0.1=10200m3/s, Q1=4500 m3/s.表1，洪峰流量经验频率曲线按流量大小排 序N=109n=33年份Qm序号频率（）序号频率（）1877279010.911922263021.821969218032.731914213043.641969218012.941973175025.881960172038.8219571710411.7619831480514.7119771310617.6519541290720.5919531250823.5319701220926.47198411251029.41197111201132.3519619651235.2919808601338.2419818551441.1819758101544.1219627761647.0619677731750.0019827501852.9419647181955.8819767182058.8219856402161.7619666122264.7119595542367.6519745452470.5919585342573.5319555272676.4719655242779.4119565162882.3519634272985.2919794213088.2419724153191.1819683763294.1219782173397.06X:1034.35第一次配线第二次配线第三次配线Q=1034, Cv=0.05Cs=4Cv=0.2Q=1034, Cv=0.1Cs=4Cv=0.4Q=980, Cv=0.15Cs=4Cv=0.6KpQpKpQpKpQp2345671.561613.042.362440.243.293224.201.361406.241.781840.522.212165.801.271313.181.531582.021.761724.801.161199.441.271313.181.321293.600.981013.320.9930.60.79774.200.86889.240.71734.140.59578.200.76785.840.6620.40.52509.600.59610.060.52537.680.5490.00洪峰流量频率曲线o O O5心O532 2 11 m(量流峰洪二，建立W1, W3, W7的频率曲线(1),建立一天流量频率曲线W1曲线，题目要求只有洪峰流量 Qm与W1考虑特大洪水的影响，而W3与W7的不考虑，所以 W1曲首先要建立W1与Qm的相关关系，把历史三大洪水的 W1插入其中一起计算频率。，Qm与W1相关关系的建立：按年份排列年份Q mW 1KQmKW 1KQm-1（KQm-1）2KW1-1（KQ1-1）2（Kqm 1）*（Kw11）195312500.451.391.100.390.1520.100.0100.038195412900.5691.431.390.430.1850.390.1500.16719555270.2440.590.60-0.410.172-0.400.1640.16819565160.330.570.81-0.40.182-0.190.0360.081195717100.761.901.870.900.8110.870.7500.78019585340.340.590.84-0.40.165-0.160.0270.06619595540.230.620.57-0.30.148-0.430.1880.167196017200.731.911.800.910.8280.800.6440.73019619650.601.071.480.070.0050.480.2310.03519627760.320.860.78-0.10.019-0.220.0470.03019634270.310.470.78-0.50.276-0.220.0500.11819647180.340.800.84-0.20.041-0.160.0240.03219655240.230.580.58-0.40.174-0.420.1740.17419666120.370.680.92-0.30.102-0.080.0060.02419677730.370.860.90-0.10.020-0.100.0100.01419683760.220.420.54-0.50.339-0.460.2080.265196921801.012.422.461.422.0251.462.1422.083197012200.671.361.650.360.1270.650.4180.230197111200.561.241.380.240.0600.380.1430.09319724150.210.460.51-0.50.290-0.490.2380.263197317500.631.951.550.950.8930.550.3070.52319745450.300.610.74-0.30.155-0.260.0680.10319758100.320.900.79-0.10.010-0.210.0440.02119767180.180.800.45-0.20.041-0.550.2980.110197713100.531.461.310.460.2080.310.0940.14019782170.090.240.24-0.70.576-0.760.5790.57719794210.200.470.50-0.50.283-0.500.2480.26519808600.340.960.83-0.00.002-0.170.0290.00819818550.340.950.84-0.00.002-0.160.0240.00819827500.380.830.94-0.10.028-0.060.0040.011198314800.451.651.110.650.4160.110.0120.069198411250.441.251.100.250.0630.100.0090.02419856400.30.710.73-0.20.083-0.270.0720.077Qm均方值：473.9650W1均方值：0.1974相关系数r：0.9213回归系数R：0.000384W1依Qm的回归方 程：W1=0.000384Qm+0.0645回归线均方误：0.0619根据以上所求的W1依Qm的回归方程：W1=0.000384Qm+0.0645可以分别求出历史上三年的W1值：1877 年：1.136亿 m31922 年：1.074亿 m31914 年：0.882亿 m3则W1经验频率曲线计算如下:按年份 排列按大小 排列N=109N=33年份QmW1年份W1序号频率（%）序号频率（%）187727901.13618771.13610.91191421301.07419221.07421.82195312500.88219691.0132.73196921801.0119140.88243.64195312500.4519691.0112.94195412900.56919570.76525.8819555270.24419600.73938.8219565160.33219700.675411.76195717100.76519730.637514.7119585340.34319610.607617.6519595540.23219540.569720.59196017200.73919710.565823.5319619650.60719770.536926.4719627760.32119830.4541029.4119634270.31819530.451132.3519647180.34619840.4491235.2919655240.23919820.3841338.2419666120.37919660.3791441.1819677730.3719670.371544.1219683760.22319640.3461647.06196921801.0119810.3461750.00197012200.67519580.3431852.94197111200.56519800.341955.8819724150.2119560.3322058.82197317500.63719750.3242161.7619745450.30319620.3212264.7119758100.32419630.3182367.6519767180.18619740.3032470.59197713100.53619850.32573.5319782170.09819550.2442676.4719794210.20619650.2392779.4119808600.3419590.2322882.3519818550.34619680.2232985.2919827500.38419720.213088.24198314800.45419790.2063191.18198411250.44919760.1863294.1219856400.319780.0983397.06W1曲线的配线过程同Qm的配线过程:配线：频率第一次配线第二次配线P%W1=0.41，Cv=0.05Cv=0.1W1=0.41，Cv=0.15Cs=4Cv=0.4Cs=4Cv=0.6KpWpKpWp1236712.360.973.291.3551.780.732.210.91101.530.631.760.72201.270.521.320.54500.90.370.790.32750.710.290.590.24900.60.250.520.21990.520.210.50.21W1洪水量频率曲线*系列1系列2系列310.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.00000000000频率P (%)(2),建立三天，七天洪水量频率曲线W3, W7曲线的配置，由于W3, W7不考虑历史特大洪水的影响，可直接做频率曲线，则其配线计算资料与成果如下:W3按年份排 列按大小排 列N=33年份W3年份W3序号频率（%）19531.0419691.4712.9419541.3419571.425.8819550.51819541.3438.8219560.68319701.34411.7619571.419731.22514.7119580.61619531.04617.6519590.46219601720.591960119830.967823.5319610.9519610.95926.4719620.52119710.8661029.4119630.61919770.8571132.3519640.68719800.7351235.2919650.4419840.731338.2419660.68519740.6941441.1819670.64119810.6891544.1219680.51219640.6871647.0619691.4719660.6851750.0019701.3419560.6831852.9419710.86619670.6411955.8819720.44119820.6292058.8219731.2219630.6192161.7619740.69419580.6162264.7119750.50719850.5952367.6519760.38819620.5212470.5919770.85719550.5182573.5319780.22719680.5122676.4719790.41419750.5072779.4119800.73519590.4622882.3519810.68919720.4412985.2919820.62919650.443088.2419830.96719790.4143191.1819840.7319760.3883294.1219850.59519780.2273397.06配线：频率第一次配线P%W3=0.75, Cv=0.15Cv=0.15Cs=4Cv=0.6KpWp12313.292.4752.211.66101.761.32201.320.99500.790.59750.590.44900.520.39990.50.38W3的洪水量（亿m3）量水洪0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.0 0系列2系列1频率（%）W7：W7：按年份排 列按大小排 列N=33频率（%）19531.5219542.3312.9419542.3319612.1425.8819550.86119692.0338.8219560.85119831.86411.7619571.6819631.71514.7119580.90719571.68617.6519590.68719701.55720.5919601.2119731.54823.5319612.1419531.52926.4719620.62519711.431029.4119631.7119801.281132.3519640.98219601.211235.2919650.53219771.21338.2419660.90219681.141441.1819670.73719640.9821544.1219681.1419810.9781647.0619692.0319840.9431750.0019701.5519580.9071852.9419711.4319660.9021955.8819720.6819550.8612058.8219731.5419560.8512161.7619740.75919740.7592264.7119750.719670.7372367.6519760.61219850.732470.5919771.219820.7242573.5319780.31219750.72676.4719790.69919790.6992779.4119801.2819590.6872882.3519810.97819720.682985.2919820.72419620.6253088.2419831.8619760.6123191.1819840.94319650.5323294.1219850.7319780.3123397.06平均值： 1.12配线：频率第一次配线第二次配线第三次配线P%W7=1.12, Cv=Cs=4Cv=0.4Kp0.1WpW7=1.12, Cv=0Cs=3Cv=0.45Kp.15WpW7=1.12, Cv=0Cs=4Cv=0.6Kp.15Wp123678912.362.642.462.763.293.6851.781.991.872.092.212.48101.531.711.61.791.761.97201.271.421.321.481.321.48500.91.010.91.010.790.88750.710.800.670.750.590.66900.60.670.530.590.520.58W7的洪水量频率曲线频率P (%)三，推求设计洪水过程线:根据设计要求，使用同频率放大法设计洪水过程线，选定控制时段1d，3d，7d时，各种放大倍比按以下公式计算：洪峰流量放大比RQm：RQm=QMp/QMd最大1d洪量放大比R1：R1=W1p/W1D最大 3d 洪量放大比 R3：R3=（W3p-W1p）/（W3D-W1D）最大 7d 洪量放大比 R7：R7=（W7p-W3p）/（W7D-W3D）流量和洪量都按平均值计算:天数流量平均值（m3/s）天（m3） 三天（m3）七天（m3）45678971.651434 123897600327.25167499360 189577080177.4269.897.5710 80.9711 49则计算洪峰流量和各不同时段的放大比如下:RQm0.1= 4.64R3-0.1=3.90RQm1= 2.05R3-1=2.52R1-0.1= 3.31R7-0.1=4.53R1-1=2.02R7-1= 1.81则计算的水库洪峰流量与洪量统计表如下:项目洪峰流量（m3）洪量（m3/s）*h）1d3d7d典型过程线 相应值2200123897200167499360189577080P=0.1%的设 计值10200410000000580000000680000000P=1%的设计 值4500250000000360000000400000000起讫时间5日15时30 分5日4时至6日4时5日4时至8日4时4日1时至11日 1时其次，将典型洪水过程线的洪峰和不同时段的洪量乘以相应的放 大倍比，得到放大后的设计过程线：（典型洪水过程线的时间不 是均匀给出的，这里为了计算的精确，将时间全部累积表示，作 为曲线的横坐标。）过程线计算表:时间(h)典型流量(m3/)P=0.1过程线Q(m3/s)P=1过程线Q(m3/s)162.3282.219112.76311.562.3282.219112.7632076.5346.545138.4652385.6387.768154.93628263870.53531.26306281965.641268.563313404194.22706.83617805571.43595.637.521506729.5434339.5218010115.2446939.821606760.84363.240.520806510.44201.642.914904663.73009.845.59633014.191945.2647.57402316.21494.851.54831598.73975.66563341302.60841.68592781084.20700.5668.3214834.60539.2877.4208811.20524.1682.5198772.20498.9688.5162631.80408.2491156608.40393.1292163635.70410.7696.72811095.90708.1299.53401326.00856.8100.23371526.61609.971072491127.97450.69119142643.26257.02125.5110498.30199.113399.3449.83179.73314083.4377.80150.95415289.3404.53161.63315488.1399.09159.46116465.5296.72118.55516949221.9788.69四，q-t曲线的推求:假定洪水到来时，水位刚好与溢洪道堰顶齐平，即起调水位为90m。而题目中所给的资料中只有如下资料:平垣水库特征资料高程（m）5060708090100库水面面枳（万m3）050150200500750库容（万m3）028012503500750013500若起调水位定为90m，大于90m的数据只有一个，则需要在90m与100m之间进行插入数据，则需模拟水库高程与库容之间的关系。具体步骤与成果如下:（1）,建立水库高程与库容曲线:拟合曲线：高程（m）5060708090100库容（万m3）028012503500750013500此曲线近视为一直线，所以直接选用一次曲线进行模拟，赋予函数后直接得到函数：V=600h-46500，根据试验的公式q=MBHA1.5,其中M=1.17，溢洪道宽度B=90m。代入数据计算的q-V成果表如下:平坦水库q-V关系计算表水库水位(m)90919293949596979899堰上水头(m)0123456789泄流能力q (m3/s)0105297.8547.2842.41177.31547.61950.22382.72843.:一 33库容V(万 m3)7500810087009300990010500111001170012300129001：木艮揶垣水库q-V关系计算表绘制水库库容曲线Z-V和蓄泄曲线q-V，如下图:10099989796）（95Z94939291907500 8100 8700 9300 9900105001110011700123001290013500 V（万 m3）水库库容曲线Z-V及蓄泄曲线q-V推求下泄流量过程线q(t)按表的格式逐时段进行试算。对 于第一时段，按起始条件V1=7500X 104m3,q1=0m3和已知设计 洪水过程Q1=113m3/s,Q2=138m3求V2 , q2。首先，假设 q2=30m3/s,由式(Q1+Q2)*t/2-(q1-q2)*t/2=V2-V1 计算 V2 再查 图中的QV曲线得q2,若与假设不符，应重新假设q2的值在 进行试算。以第一时段所求的得V2、q2作为第二时段初的V1、 q1,重复第一时段的试算过程，就按这种试算法逐一推求q,计 算的成果表如下：水库调洪计算表(列表计算法)时间 t (h)时段tQ(m3/s)(Q1+Q2)/2(Q1+Q2)*t/2q(m3/s)(q1+q2)/2(q1+q2)t*/2VZ(h)m3/s万m3(m3/s)(万 m3)(万m3)(m)1234567891011.501130750090.0208.5138126384.03603091.87792.290.03288531335963.36160110316.88438.890.43021269900648360260187.28899.690.13332707198821471000680734.41031292.837.54.5434335255710.5284019203110.41291298.139.52446944063172.3350031702282.41380299.840.51420143351560.638003650131414049100.245.55194530735531.43200350063001328099.247.52149517201238.42450282520341248597568.584211693575.6118018155553.91050693.3593700771832.6896010701155.61018392.582.523.54996005071.84807206091.2916491.5288.56408454979.564604701015.29128.491.51923.5410409515.34450455573.39070.491.196.74.7708559945.83500475803.79212.591.699.52.8856782788.26600550554.49446.492100.20.7610733184.72610605152.469478.792.11076.84505301297.45505801419.89356.391.8119122573541527.13704601987.28896.290.9133141802191101.223030015128485.490.61407151166417.06200215541.88360.790.515212162157676.08180190820.8821690.41542159161115.56160170122.48209.190.316410118139498.61301455228185.790.2169588103185.41001152078164.190.1最大下泄流量qm的确定：根据表的t、Q、q值，绘出如图的Q(t)和q(t) 的 过 程 线， 如 下：1系列1一系列2水库设计洪水过程线及计算泄流过程于q(t)t曲线上的最大值qm=3800m3/s,落在Q(t)t曲线上，所 以 qm=3800m3/s推求设计防洪库容V设和设计洪水位Z设。按qm=3800m3/s，从图中 的qV曲线上查得相应的总库容Vm=14049万m3,减去堰顶高程以 下的库容7500万m3 ,即得V设=6549m3;由Vm值从图上的ZV线上 查的Z设二100.2m。