三峡大学水文水利计算课程设计

-.z.---考试资料水文水利计算课程设计说明书姓名：班级：2013学号：2013学院：水利与环境学院指导教师：2016年1月-.z.-考试资料目录第1章设计任务125816第2章设计资料111282.1工程概况1272262.2计算资料1第3章设计年径流分析计算23.1设计年径流计算23.2设计年内分配的推求5第4章兴利调节74.1兴利库容74.2死水位计算8第5章防洪计算85.1设计洪水计算85.2水库防洪调节计算205.3坝顶高程确实定41第6章设计体会41-.z.-考试资料第1章设计任务在流域上拟修建一水库，因而要进展水库规划的水文水利计算，其任务如下：〔1〕求丰水年〔P，具体P值见E*CEL表〕、平水年〔P＝50%〕、枯水年〔1-P%〕3种典型年的年径流量及其年内分配。〔2〕不同频率设计洪水及其过程线推求〔坝址、水文站、区间三局部〕相应的采用由流量资料推求与推理公式法推求。〔3〕兴利调节计算、兴利库容及正常蓄水位的推求。〔4〕泄洪建筑物尺寸选择、水库设计洪水调洪计算。〔5〕水库死水位、正常蓄水位、坝顶高程确实定。〔6〕成果整理与分析。 第2章设计资料2.1工程概况拟在湖北省*流域A处修建一水库。水库坝址以上区域为山区或半山区，流域多年平均降雨1843mm，多年平均径流深1250mm。汛期为5-9月，丰水、枯水期较为明显。降雨主要集中于5-9月，约占全年降雨量的70%，最大年水面蒸发值为1108mm，库区渗漏损失按中等地质条件考虑。该水库开发目标以防洪、灌溉为主。水库下游有一城市〔防护地区〕，人口42万，在防护区位置B处有一水文站，拥有该河流的水位及流量资料。水库与防洪区间有2条河流汇入干流。考虑上游有文物保护，正常蓄水位不能超过448m，根据综合利用要求，死水位不低于423m。2.2计算资料〔1〕坝址1958-1983年共25年逐月平均流量。〔2〕上游站年最大洪峰、1日洪量、3日洪量资料统计表。〔3〕水文站典型洪水过程。〔4〕水库特性曲线。〔5〕灌溉用水过程表。表2-1 水位－库容曲线Z(m)405410415420425430435440445450V(万m3)30110300620106016402390330044305800第3章设计年径流分析计算3.1设计年径流计算水库坝址具有1985-1982年共25年实测逐月平均流量资料，见下表3-1。表3-1坝址历年各月平均流量 单位：m3/s年/月12345678910111219583.22.111.18.511.316.763.232.037.012.26.03.819593.02.24.44.715.741.323.626.939.77.54.63.719602.93.79.412.224.847.210.932.510.25.54.23.419614.73.34.68.133.418.228.447.863.915.98.76.219623.02.92.92.846.457.924.716.618.512.15.94.3196311.38.06.05.82.636.757.116.218.76.96.93.519642.43.12.910.510.037.29.135.415.010.14.23.319652.93.94.510.49.137.537.017.88.19.86.34.019663.24.47.219.52.440.020.925.410.66.33.84.019672.56.65.96.79.615.820.58.37.23.93.23.219689.611.418.811.526.646.614.312.75.76.73.34.219695.73.614.211.516.621.911.933.017.88.05.14.219703.23.52.92.719.631.624.228.943.810.45.65.919713.44.32.08.016.222.58.211.518.46.53.75.419725.14.44.530.714.040.616.842.914.88.05.85.019733.63.73.67.742.430.640.622.325.314.48.24.519747.79.117.716.824.522.218.715.65.914.613.66.019754.15.38.516.446.237.815.827.323.329.08.08.119765.03.93.64.49.728.627.830.918.212.07.35.119774.14.211.418.717.940.212.317.010.011.84.54.319783.44.418.714.625.536.215.320.69.26.05.23.419793.36.314.219.721.927.811.911.620.75.43.92.819803.14.710.714.732.411.213.718.915.58.36.14.019813.54.26.910.115.529.414.717.924.19.66.34.419826.118.034.633.314.417.417.018.19.56.96.04.3对实测样本资料系列进展可靠性、一致性和代表性的审查，经初步审查，实测资料可用于本次设计。将历年各月平均流量转化为水利年逐月平均流量，如下表3-2。表3-2水利年逐月平均流量单位：m3/s5678910111212341958～195911.316.763.232.037.012.26.03.83.02.24.44.71959～196015.741.323.626.939.77.54.63.72.93.79.412.21960～196124.847.210.932.510.25.54.23.44.73.34.68.11961～196233.418.228.447.863.915.98.76.23.02.92.92.81962～196346.457.924.716.618.512.15.94.311.38.06.05.81963～19642.636.757.116.218.76.96.93.52.43.12.910.51964～196510.037.29.135.415.010.14.23.32.93.94.510.41965～19669.137.537.017.88.19.86.34.03.24.47.219.51966～19672.440.020.925.410.66.33.84.02.56.65.96.71967～19689.615.820.58.37.23.93.23.29.611.418.811.51968～196926.646.614.312.75.76.73.34.25.73.614.211.51969～197016.621.911.933.017.88.05.14.23.23.52.92.71970～197119.631.624.228.943.810.45.65.93.44.32.08.01971～197216.222.58.211.518.46.53.75.45.14.44.530.71972～197314.040.616.842.914.88.05.85.03.63.73.67.71973～197442.430.640.622.325.314.48.24.57.79.117.716.81974～197524.522.218.715.65.914.613.66.04.15.38.516.41975～197646.237.815.827.323.329.08.08.15.03.93.64.41976～19779.728.627.830.918.212.07.35.14.14.211.418.71977～197817.940.212.317.010.011.84.54.33.44.418.714.61978～197925.536.215.320.69.26.05.23.43.36.314.219.71979～198021.927.811.911.620.75.43.92.83.14.710.714.71980～198132.411.213.718.915.58.36.14.03.54.26.910.11981～198215.529.414.717.924.19.66.34.46.118.034.633.31982～198314.417.417.018.19.56.96.04.3此处先计算各水利年年径流量并对其排位，见下表3-1。表3-3 年径流量频率计算年份排位系列值频率1973～19741239.60.0401961～19622234.10.0801962～19633217.50.1201981～19824213.90.1601975～19765212.40.2001958～19596196.50.2401959～19607191.20.2801970～19718187.70.3201976～197791780.3601963～196410167.50.4001972～197311166.50.4401978～197912164.90.4801965～196613163.90.5201960～196114159.40.5601977～197815159.10.6001974～197516155.40.6401968～196917155.10.6801964～1965181460.7201979～198019139.20.7601971～197220137.10.8001966～196721135.10.8401980～198122134.80.8801969～197023130.80.9201967～1968241230.960将经历频率P和对应的水文年总来水量作为点据点绘在海森概率格纸上，并采用矩法估计P-III型曲线分布密度中的未知参数，根据分布参数运用频率计算方法可以求出在这种参数下*p-p的关系，从而可以绘制理论频率曲线，并与经历频率点据绘制在同一张概率格纸上。再进展拟合情况的检查，如果点线拟合得好，所给参数即为适线法的估计结果，如果拟合效果较差，则需要调整参数，重新绘制理论频率曲线直到点线拟合效果好为止，最终的参数即为适线法估计结果。见以下图3-1。图3-1年径流量频率曲线推求频率为10%，50%，90%的丰，平，枯年份的年径流量，作为三个设计代表年的设计值。求出频率为10%，50%，90%的丰、平、枯年份的年径流量，分别为221.66m3/s、165.32m3/s、128.36m3/s。E*=171.20,Cv=0.22,Cs=0.95。3.2设计年内的推求在选择枯水代表年时，1969～1970年和1967～1968年的年径流量均与设计年径流量相近，按以下原则进展选择：选取年径流量接近于设计流量的代表年径流量过程线。选取对工程不利的代表年径流过程线。根据以上原则，对枯水年最终选择1969～1970年作为典型年。同理，确定典型年为1975～1976、1978～1979、1969～1970。然后求出缩放倍比，见下表3-4.表3-4设计年径流与典型年径流设计频率设计年平均流量(m³/s)典型年典型年平均流量(m³/s)缩放倍比丰水年0.1221.661962～1963217.50.981平水年0.5165.321978～1979164.90.997枯水年0.9128.361969～1970130.81.019求出放大倍比为丰水年：0.98，平水年：1.00，枯水年：1.02。按设计年径流量为控制用同倍比方法缩放各代表年的逐月年内分配。见下表3-5。表3-5设计年径流量单位：m3/s设计丰水年1962～1963设计平水年1978～1979设计枯水年1969～1970典型设计典型设计典型设计546.445.525.525.516.616.9657.956.736.236.221.922.3724.724.215.315.311.912.1816.616.320.620.63333.7918.518.19.29.217.818.21012.111.96688.2115.95.85.25.25.15.2124.34.23.43.44.24.3111.311.13.33.33.23.3287.86.36.33.53.6365.914.214.22.93.045.85.719.719.72.72.8第4章兴利调节4.1兴利计算用设计枯水年的来水量及用水过程进展兴利调节计算，求兴利库容。〔参考教材227页〕得表4-1表4-1枯水年兴利计算月份来水流量〔m3/s〕用水流量〔m3/s〕余水量[〔m3/s〕·月]亏水量[〔m3/s〕·月]水库蓄水量[〔m3/s〕·月]弃水量[〔m3/s〕·月]兴利库容〔m3〕516.67.88.8048854016621.97.514.48.8711.97.34.618.64.68335.527.518.64.6917.86.611.218.627.51086.61.418.611.2115.15.40.318.61.4124.25.2118.313.273.817.323.56.73.213.532.97.84.910.342.78.15.45.4合计130.881.567.918.6049.3水库月末蓄水量流量最大值为18.6m3/s〕·月，则兴利库容V兴=18.6×2626560=48854016m3由表2-1绘制水位库容关系曲线，见以下图4-1。图4-1水位--库容关系曲线4.2死水位确实定水库使用年限为50年。根据下式计算淤积库容：V淤＝FST(1+E)/γ式中：V淤－淤积库容；F－流域面积，km2；S－年侵蚀模数，t/(km2•a)；T－淤积年限；E－推移质占泥沙悬移质的百分数，%；γ－泥沙容重，t/m3；灌溉引水洞直径D＝3m，洞下缘离淤积高程1.5m，上缘离死水位1.5m。由F=354km2，S=229t/(km2•a)，E=0.29%，γ=1.3t/m3，求得淤积库容为402.21万m3。查水位库容关系曲线，内插得淤积高程为416.60m。淤积高程加上引水洞直径3m、洞下缘离淤积高程1.5m、上缘离死水位1.5m得死水位422.60m。由已算的死水位查水位库容曲线得死库容848.8m3，加上兴利库容之后，得总库容5734.2m3，继续用水位库容关系曲线查的正常蓄水位为449.76m。第5章防洪计算5.1设计洪水计算1、洪水资料的分析与处理〔1〕洪水资料的选择。选年最大洪峰流量、年最大时段洪峰量作为样本，可得洪峰和各时段的洪量系列。历年洪峰、1日洪量、3日洪量如表5-1。表5-1水文站洪峰特征统计年份洪峰(m3/s)1日洪量(万m3)3日洪量资料统计(万m3)19587453170647619592942030343619607283600505619618583300444619625341200239619635913360520619644521190-119654402130359619663361430261619673838501686196862615902226196924610602336197024114803146197118310001596197240323103306197351518202526197437112001886197539917502556197641711602936197724511602436197816010302036〔2〕洪水资料的审查。洪水资料的审查主要包括3个方面的内容：可靠性审查、一致性审查、代表性审查。对样本资料进展三性审查，审查结果理想，样本资料可用。〔3〕经历频率、统计参数及设计值计算去除需要插补的年份，将洪峰与3日洪量、1日洪量与3日洪量系列建立相关关系。见图5-1、5-2。图5-1洪峰-3日洪量相关图图5-21日-3日洪量相关图比拟可知：1日与3日洪量相关性更好，因此采用1日与3日相关方程插补1964年缺测数据得1964年3日洪量为2232.66万m3。2、经历频率、统计参数及设计值计算〔1〕按照不连序系列进展洪水频率计算。〔2〕对于特大洪水要求按照分别处理法和统一处理法分别计算经历频率，并比照两种方法对适线结果的影响。对洪峰序列采用统一处理法和分别处理法进展经历频率计算，得出经历频率如下表5-2。表5-2洪峰频率计算调查、考证期N〔n〕年份洪峰(m3/s)排位统一处理法频率分别处理法频率1101869175010.91%0.91%1938162021.81%1.81%实测期21196185816.27%4.55%1958745210.74%9.09%1960728315.20%13.64%1968626419.66%18.18%1963591524.13%22.73%1962534628.59%27.27%1973515733.05%31.82%1964452837.52%36.36%1965440941.98%40.91%19764171046.44%45.45%19724031150.91%50.00%19753991255.37%54.55%19673831359.83%59.09%19743711464.29%63.64%19663361568.76%68.18%19592941673.22%72.73%19692461777.68%77.27%19772451882.15%81.82%19702411986.61%86.36%19711832091.07%90.91%19781602195.54%95.45%一些研究也说明，统一处理法公式更具有理论依据。所以，通常倾向于使用同一处理法。统一处理法计算得到的洪峰流量频率曲线如以下图5-3图5-3统一处理法洪峰适线采用统一处理法，对1日洪量序列进展经历频率计算，得出经历频率见下表5-3。表5-31日洪量频率计算排位1日洪量频率136004.55%233609.09%3330013.64%4317018.18%5231022.73%6213027.27%7203031.82%8182036.36%9175040.91%10159045.45%11148050.00%12143054.55%13120059.09%14120063.64%15119068.18%16116072.73%17116077.27%18106081.82%19103086.36%20100090.91%2185095.45%图5-41日洪量频率曲线采用统一处理法，对3日洪量序列进展经历频率计算，得出经历频率见下表5-4。表5-43日洪量频率计算排位3日洪量频率164290.0455251590.0909350090.1364443990.1818537190.2273635490.2727733890.3182830990.3636928890.40911025690.45451125090.50001224790.54551323890.59091423490.63641522890.68181621790.72731720990.77271819890.81821918390.86362016390.90912115490.9545图5-53日洪量频率曲线最终采用统一处理法适线结果计算洪水设计特征值，如下表：表5-5洪水设计特征值计算表频率洪峰(m3/s)1日洪量(万m3)3日洪量(万m3)P=5%1205.663656.825633.68P=2%1505.94481.926817.54P=1%2272.466536.579767.523、设计洪水过程的拟定由设计资料可知下游的城市有人口42万人，根据教材47页表3-1可知城市属于中等城市，防洪标准为100~50，所以设计频率为1%，2%。对给定的典型洪水流量进展线性插值得出每个小时的流量和时段洪量，推算出各时段放大倍比，见下表5-6。采用同频率放大发对典型洪水过程进展放大，推求出水文站B的各频率设计洪水。成果见表5-7.表5-6各频率洪峰、洪量、放大倍比1日典型设计倍比3日典型设计倍比洪峰典型设计倍比5%355137661.06500962101.2410018740.871.682%45351.2876281.5210091.012.121%50961.4486951.7411061.112.47表5-7同频率法设计洪水过程线计算表典型洪水过程线倍比放大后流量月日时刻(时)洪水流量(m3/s)P=5%P=2%P=1%P=5%P=2%P=1%9.1212301.061.281.441315179.1213321.061.281.441417199.1214461.061.281.441518209.1215601.061.281.441619229.1216741.061.281.441720239.12171691.061.281.441822249.12182641.061.281.441923269.12192851.061.281.442024279.12203091.061.281.442126299.12213461.061.281.442227309.12224031.061.281.442328329.12234211.061.281.442429339.12245111.061.281.442531359.1317431.061.281.441119.1329071.061.281.442339.13310010.871.001.103339.1348271.061.281.444569.1355991.061.281.445679.1365331.061.281.446899.1375111.061.281.4479109.1384741.061.281.44810129.1394161.061.281.441012139.13103591.061.281.441113149.13113011.061.281.441214169.13122431.061.281.441315179.13132161.672.122.482228329.13142021.672.122.482330359.13151881.672.122.482532379.13161731.672.122.482734409.13171571.672.122.482836429.13181521.672.122.483038459.13191451.672.122.483240479.13201371.672.122.483342509.13211301.672.122.483545529.13221231.672.122.483747559.13231151.672.122.483849579.13241081.672.122.484051609.1411031.672.122.482229.142991.672.122.483459.143941.672.122.485679.144891.672.122.4878109.145851.672.122.48811129.146801.672.122.481013159.147791.672.122.481215179.148771.672.122.481317209.149761.672.122.481519229.1410751.672.122.481721259.1411731.672.122.481823279.1412721.672.122.482025309.1413701.672.122.482228329.1414691.672.122.482330359.1415671.672.122.482532379.1416651.672.122.482734409.1417631.672.122.482836429.1418621.672.122.483038459.1419601.672.122.483240479.1420581.672.122.483342509.1421561.672.122.483545529.1422551.672.122.483747559.1423531.672.122.483849579.1424511.672.122.484051609.151491.672.122.482229.152481.672.122.483459.153461.672.122.485679.154441.672.122.4878109.155421.672.122.48811129.156411.672.122.481013159.157391.672.122.481215179.158371.672.122.481317209.159351.672.122.481519229.1510341.672.122.481721259.1511321.672.122.481823279.1512301.672.122.48202530图5-6不同频率下水文站B处设计洪水过程线按〔F设/F参〕0.7倍数把上游的水文站洪峰流量放大为坝址的设计及校核的洪水过程线。：F设=393km2；F参=452km2。计算得：〔F设/F参〕0.7=0.90673由此推算得坝址设计洪水过程如下：表5-8坝址洪水推求洪水流量(m3/s)P=5%P=2%P=1%1302935392323137423464453604605870785747186966169162196220726425430634482852743313719309297359402103463334024501140338746852512421405489548135114915936651474371486296715907872105311811610017909089951782779596010761859957669578019533512619694205114915936652147445655061722416400483542233593454164672430128934939125243234282316262163274154842720230638845328188285361421291732613323873015723830235231152230292341321452192783243313720826430834130197250291351231862362753611517522225937108164208242381031561992323999149190221409414218121141891351722004285128163190438012115417944791191511764577117149173467611514617047751131441674873111141164497210913816150701061351575169104132154526710112815053659812514654639612214255629311813856609011513457588811113058568510812659558310512260538010111861517798114624975951106348729110664466988103654467859966426481956741617891683959748769375671837035536879713451647572324861717330455867根据表格中给的经纬度在任务指导书上湖北省1小时，6小时，24小时的暴雨参数Cv和均质等值线图查找对应地点的均值，Cv，Cs。然后在"水文统计"书上附表查找各频率下对应的离均系数Φp，计算得出各时段对应的点雨量，面雨量见下表5-9。表5-9不同时段点雨量、面雨量计算表时段〔h〕均值H(mm)CVCS离均系数Φp点雨量(mm)点面系数α面雨量(mm)P=1%1510.351.2253.14997.70.71169.56900.51.753.472204.20.756154.4241300.461.613.388390.90.813317.8P=5%1510.351.2251.9185.10.71160.56900.51.751.977179.00.756135.3241300.461.611.962247.30.813201.1表5-10tc取值表F(km2)5以下5-2020-100100-300300-500tc(h)3-66-1212-1818-2424EQ根据任务指导书上推理公式计算设计洪水中的算例求得区间设计洪水过程如下表5-11表5-11区间设计洪水过程计算表区间设计洪水过程ti/tpQi/QmtiQiQ0Qi总0.000001831830.200.011.81571832400.400.033.611711833540.600.155.4285718310400.800.667.22377018339531.0019.03571218358951.200.710.84399818341811.400.4712.64268418328671.600.314.45171318318961.800.216.25114218313252.000.1518.0685718310402.200.1119.876281838112.400.0821.674571836402.600.0523.482861834692.800.0425.282281834113.000.0327.091711833543.200.0228.901141832973.400.0230.701141832973.600.0132.51571832403.800.0134.31571832404.00036.1201831834、洪峰和洪量成果的合理性分析〔参考教材35页相关内容〕。将各种不同历时洪量频率曲线的纵坐标变换成对应历时的平均流量，然后与洪峰流量的频率曲线一起点绘在同一张图纸上。各曲线应近于平行，互相协调；一般历时越短，坡度越大；各曲线在实用范围内〔p=0.01%-99%〕不应相互穿插。点绘得到的曲线如以下图6-6，由图可见，该设计成果较为合理。图5-7合理性分析统计参数或设计值之间的比拟分析：a：均值随时间的历时增加而增加b：CV一般随时间的增加而减小。c：偏态系数CS的值，由于观测资料短，计算误差很大。5.2水库防洪调节计算〔1〕调洪原则对下游设计标准的洪水：从起调水位〔防洪限制水位〕开场，根据水库下游防洪要求，来多少泄多少，但不超过下游平安流量；通过调洪演算，得防洪高水位、防洪库容和相应最大下泄流量。对水库设计标准与校核标准洪水：从防洪限制水位开场，先参考上一条。待蓄至防洪高水位后，即翻开溢洪道闸门，自由泄流，通过调洪演算，得设计洪水位、拦洪库容和相应最大下泄流量。方案一：溢洪道的宽度为48m,起调水位为440m，堰顶高程为438m。正常蓄水位为446.33m，平安泄量为918.86m〔溢洪道宽度可拟定50m左右，每孔闸门宽度在6-10m左右，取整数〕,使用水量平衡方程进展下述计算〔6-1〕表5-12调洪演算工作曲线〔1〕上游水位〔m〕堰顶水头〔m〕下泄流量〔m3/s〕V〔万m3〕V/T(m³/s)q/2(m³/s)V/△t+q/2(m³/s)43800.02936.08155.60.08155.6439182.13118.08661.141.08702.24402232.23300.09166.7116.19282.84413426.53526.09794.4213.310007.74424656.63752.010422.2328.310750.54435917.73978.011050.0458.811508.844461206.34204.011677.8603.212280.944571520.14430.012305.6760.113065.644681857.34704.013066.7928.613995.344792216.24978.013827.81108.114935.9448102595.65252.014588.91297.815886.7449112994.55526.015350.01497.316847.3450123412.05800.016111.11706.017817.1图5-8调洪工作曲线〔1〕试算法：下游有防洪要求，防洪标准为20年一遇〔需推求坝址P=5%设计洪水〕，平安泄量为918.86m3/s。防洪高水位的计算采用设计保证率为5%的情况下进展调洪演算，对应其下泄流量大于其入库时刻的上游水位即为防洪高水位，从而计算得到此时的下泄流量为756m3/s，对应流量水位曲线即可得到防洪高水位为442.38m。表格5-13防洪高水位计算表〔1〕Q(m³/s)Q均值(m³/s)入库水量(万m³)q(m³/s)q均值(m³/s)下泄水量(万m³)水量变化(万m³)水库水量V(万m³)水位〔m〕87.787.73300.0440.0096.692.133.296.692.133.20.03300.0440.00105.0100.836.3105.0100.836.30.03300.0440.00105.4105.237.9105.4105.237.90.03300.0440.00105.4105.438.0105.4105.438.00.03300.0440.00105.4105.438.0105.4105.438.00.03300.0440.00105.4105.438.0105.4105.438.00.03300.0440.00105.9105.738.0105.9105.738.00.03300.0440.00108.9107.438.7108.9107.438.70.03300.0440.00119.2114.141.1119.2114.141.10.03300.0440.00124.2121.743.8124.2121.743.80.03300.0440.00116.3120.243.3116.3120.243.30.03300.0440.00106.9111.640.2106.9111.640.20.03300.0440.00113.8110.439.7113.8110.439.70.03300.0440.00151.3132.547.7151.3132.547.70.03300.0440.00180.3165.859.7180.3165.859.70.03300.0440.00190.7185.566.8190.7185.566.80.03300.0440.00197.6194.169.9197.6194.169.90.03300.0440.00198.6198.171.3198.6198.171.30.03300.0440.00198.6198.671.5198.6198.671.50.03300.0440.00198.6198.671.5198.6198.671.50.03300.0440.00207.9203.373.2207.9203.373.20.03300.0440.00465.4336.7121.2232.2220.079.242.03342.0440.00490.7478.1172.1329.0280.6101.071.13413.1440.50505.9498.3179.4374.0351.5126.552.83465.9440.73519.0512.5184.5412.0393.0141.543.03508.9440.93537.2528.1190.1446.0429.0154.435.73544.6441.08554.4545.8196.5476.0461.0166.030.53575.2441.22559.5557.0200.5501.0488.5175.924.73599.8441.32559.5559.5201.4520.0510.5183.817.63617.5441.41559.5559.5201.4532.0526.0189.412.13629.5441.46575.7567.6204.3543.0537.5193.510.83640.4441.51618.2596.9214.9559.0551.0198.416.53656.9441.581218.9918.5330.7671.0615.0221.4109.33766.2442.06608.1913.5328.8756.0713.5256.972.03838.2442.38572.7590.4212.5699.0727.5261.9-49.43788.8442.16553.4563.0202.7653.0676.0243.4-40.73748.1441.98540.3546.9196.9620.0636.5229.1-32.33715.9441.84523.1531.7191.4592.0606.0218.2-26.83689.1441.72485.6504.4181.6565.0578.5208.3-26.73662.4441.60452.3469.0168.8535.0550.0198.0-29.23633.2441.47453.3452.8163.0509.0522.0187.9-24.93608.3441.36474.5463.9167.0496.0502.5180.9-13.93594.4441.30486.7480.6173.0491.0493.5177.7-4.63589.8441.28476.5481.6173.4488.0489.5176.2-2.83586.9441.27456.3466.4167.9482.0485.0174.6-6.73580.2441.24214.3335.3120.7436.0459.0165.2-44.53535.7441.04207.0210.675.8374.0405.0145.8-70.03465.7440.73199.6203.373.2329.0351.5126.5-53.43412.4440.50192.2195.970.5293.0311.0112.0-41.43370.9440.31184.3188.267.8265.0279.0100.4-32.73338.2440.17176.9180.665.0242.0253.591.3-26.23312.0440.05169.5173.262.4169.5205.874.1-11.73300.3440.00162.1165.859.7162.1165.859.70.03300.3440.00153.2157.756.8153.2157.756.80.03300.3440.00144.4148.853.6144.4148.853.60.03300.3440.00142.4143.451.6142.4143.451.60.03300.3440.00142.4142.451.3142.4142.451.30.03300.3440.00142.4142.451.3142.4142.451.30.03300.3440.00142.4142.451.3142.4142.451.30.03300.3440.00142.4142.451.3142.4142.451.30.03300.3440.00141.9142.251.2141.9142.251.20.03300.3440.00133.0137.549.5133.0137.549.50.03300.3440.00124.2128.646.3124.2128.646.30.03300.3440.00123.2123.744.5123.2123.744.50.03300.3440.00123.2123.244.3123.2123.244.30.03300.3440.00123.2123.244.3123.2123.244.30.03300.3440.00123.2123.244.3123.2123.244.30.03300.3440.00123.2123.244.3123.2123.244.30.03300.3440.00120.2121.743.8120.2121.743.80.03300.3440.00109.9115.141.4109.9115.141.40.03300.3440.00104.5107.238.6104.5107.238.60.03300.3440.00图5-12下游设计标准洪水〔4〕并比照计算结果，特别注意最高水位出现时间。且设计洪水位不得超过449m。有上述计算可知防洪高水位对应的流量小于下游平安泄量，故直接进展保大坝的计算。下方为采用半图解法分别计算在保证率为2%的情况和保证率为0.2%的情况下分别计算设计洪水位为443.22m和校核洪水位为444.99m。表3-14设计洪水过程〔1〕Q(m³/s)Q均值(m³/s)入库水量(万m³)q(m³/s)q均值(m³/s)下泄水量(万m³)水量变化(万m³)水库水量V(万m³)水位〔m〕109.1109.13300.0440.00120.2114.741.3120.2114.741.30.03300.0440.00130.6125.445.1130.6125.445.10.03300.0440.00131.2130.947.1131.2130.947.10.03300.0440.00131.2131.247.2131.2131.247.20.03300.0440.00131.2131.247.2131.2131.247.20.03300.0440.00131.2131.247.2131.2131.247.20.03300.0440.00131.8131.547.4131.8131.547.40.03300.0440.00135.5133.748.1135.5133.748.10.03300.0440.00148.4142.051.1148.4142.051.10.03300.0440.00154.5151.554.5154.5151.554.50.03300.0440.00144.7149.653.9144.7149.653.90.03300.0440.00133.1138.950.0133.1138.950.00.03300.0440.00141.6137.449.4141.6137.449.40.03300.0440.00188.3165.059.4188.3165.059.40.03300.0440.00224.4206.374.3224.4206.374.30.03300.0440.00237.3230.983.1232.2228.382.20.93300.9440.00245.9241.687.0235.0233.684.12.93303.8440.01247.1246.588.7238.0236.585.13.63307.4440.03247.1247.189.0241.0239.586.22.73310.2440.05247.1247.189.0242.0241.586.92.03312.2440.05258.8252.991.1245.0243.587.73.43315.6440.07570.6414.7149.3291.0268.096.552.83368.4440.30601.6586.1211.0369.0330.0118.892.23460.6440.70620.2610.9219.9436.0402.5144.975.03535.6441.04636.3628.3226.2496.0466.0167.858.43594.0441.30658.7647.5233.1543.0519.5187.046.13640.1441.51679.7669.2240.9582.0562.5202.538.43678.5441.68686.0682.8245.8613.0597.5215.130.73709.2441.81686.0686.0246.9636.0624.5224.822.13731.4441.91686.0686.0246.9651.0643.5231.715.33746.6441.98705.8695.9250.5666.0658.5237.113.53760.1442.04757.9731.8263.5689.0677.5243.919.63779.7442.121598.21178.1424.1857.0773.0278.3145.83925.5442.77745.51171.9421.9970.0913.5328.993.04018.5443.18702.1723.8260.6881.0925.5333.2-72.63945.9442.86678.5690.3248.5815.0848.0305.3-56.83889.1442.61662.4670.4241.4765.0790.0284.4-43.03846.1442.42641.3651.8234.7726.0745.5268.4-33.73812.3442.27595.4618.3222.6689.0707.5254.7-32.13780.3442.12554.5574.9207.0650.0669.5241.0-34.03746.2441.97555.7555.1199.8621.0635.5228.8-28.93717.3441.85581.8568.7204.7605.0613.0220.7-15.93701.3441.78596.6589.2212.1600.0602.5216.9-4.83696.5441.75584.2590.4212.6597.4598.7215.5-3.03693.6441.74559.4571.8205.9589.8593.6213.7-7.83685.7441.71266.7413.1148.7534.0561.9202.3-53.63632.2441.47257.5262.194.4449.0491.5176.9-82.63549.6441.10248.3252.991.1394.0421.5151.7-60.73488.9440.83239.1243.787.7354.0374.0134.6-46.93442.0440.63229.3234.284.3322.0338.0121.7-37.43404.7440.46220.1224.780.9296.0309.0111.2-30.33374.3440.33210.9215.577.6275.0285.5102.8-25.23349.1440.22201.7206.374.3256.0265.595.6-21.33327.8440.12190.7196.270.6240.0248.089.3-18.63309.2440.04179.7185.266.7179.7209.875.5-8.93300.3440.00177.2178.464.2177.2178.464.20.03300.3440.00177.2177.263.8177.2177.263.80.03300.3440.00177.2177.263.8177.2177.263.80.03300.3440.00177.2177.263.8177.2177.263.80.03300.3440.00177.2177.263.8177.2177.263.80.03300.3440.00176.6176.963.7176.6176.963.70.03300.3440.00165.6171.161.6165.6171.161.60.03300.3440.00154.5160.057.6154.5160.057.60.03300.3440.00153.3153.955.4153.3153.955.40.03300.3440.00153.3153.355.2153.3153.355.20.03300.3440.00153.3153.355.2153.3153.355.20.03300.3440.00153.3153.355.2153.3153.355.20.03300.3440.00153.3153.355.2153.3153.355.20.03300.3440.00149.6151.554.5149.6151.554.50.03300.3440.00136.7143.251.5136.7143.251.50.03300.3440.00130.0133.448.0130.0133.448.00.03300.3440.00图5-14设计洪水过程线〔1〕表5-15校核洪水过程〔1〕Q(m³/s)Q均值(m³/s)入库水量(万m³)q(m³/s)q均值(m³/s)下泄水量(万m³)水量变化(万m³)水库水量V(万m³)水位〔m〕164.7164.73300.0439.55181.4173.162.3181.4173.162.30.03300.0439.66197.1189.368.1197.1189.368.10.03300.0439.77198.1197.671.1198.1197.671.10.03300.0439.77198.1198.171.3198.1198.171.30.03300.0439.77198.1198.171.3198.1198.171.30.03300.0439.77198.1198.171.3198.1198.171.30.03300.0439.77199.0198.571.5199.0198.571.50.03300.0439.78204.5201.872.6204.5201.872.60.03300.0439.82224.0214.377.1224.0214.377.10.03300.0439.95233.2228.682.3233.2228.682.30.03300.0440.01218.4225.881.3218.4225.881.30.03300.0439.91200.8209.675.5200.8209.675.50.03300.0439.79213.8207.374.6213.8207.374.60.03300.0439.88284.1249.089.6232.2223.080.39.43309.4440.00338.7311.4112.1260.0246.188.623.53332.9440.14358.2348.5125.4283.0271.597.727.73360.6440.26371.1364.7131.3306.0294.5106.025.33385.9440.38373.0372.1133.9323.0314.5113.220.73406.6440.47373.0373.0134.3337.0330.0118.815.53422.1440.54373.0373.0134.3346.0341.5122.911.33433.4440.59390.6381.8137.4356.0351.0126.411.13444.5440.64830.2610.4219.7424.0390.0140.479.33523.8440.99875.3852.8307.0557.0490.5176.6130.43654.2441.57902.4888.9320.0660.0608.5219.1100.93755.1442.01925.9914.1329.1747.0703.5253.375.83831.0442.35958.3942.1339.2814.0780.5281.058.23889.1442.60989.0973.7350.5870.0842.0303.147.43936.5442.82998.0993.5357.7912.0891.0320.836.93973.5442.98998.0998.0359.3942.0927.0333.725.63999.0443.08998.0998.0359.3965.0953.5343.316.04015.1443.161026.91012.5364.5983.0974.0350.613.94028.9443.231102.71064.8383.31013.0998.0359.324.14053.0443.332593.11847.9665.31326.01169.5421.0244.24297.2444.381084.71838.9662.01517.01421.5511.7150.34447.5444.991021.51053.1379.11343.01430.0514.8-135.74311.8444.44987.21004.4361.61217.01280.0460.8-99.24212.5444.03963.8975.5351.21127.01172.0421.9-70.74141.8443.73933.1948.4341.41060.01093.5393.7-52.24089.6443.49866.3899.7323.91000.01030.0370.8-46.94042.7443.29806.7836.5301.1937.0968.5348.7-47.53995.1443.07808.5807.6290.7893.0915.0329.4-38.73956.5442.91846.4827.5297.9870.0881.5317.3-19.43937.0442.82868.1857.3308.6866.0868.0312.5-3.93933.2442.80850.0859.1309.3863.0864.5311.2-2.03931.2442.79814.0832.0299.5853.0858.0308.9-9.43921.9442.75402.6608.3219.0769.0811.0292.0-73.03848.9442.43388.7395.7142.4642.0705.5254.0-111.53737.3441.94374.8381.8137.4561.0601.5216.5-79.13658.2441.58361.0367.9132.4501.0531.0191.2-58.73599.5441.32346.1353.6127.3456.0478.5172.3-45.03554.6441.13332.3339.2122.1420.0438.0157.7-35.63519.0440.97318.4325.3117.1395.0407.5146.7-29.63489.4440.84304.5311.4112.1373.0384.0138.2-26.13463.3440.72287.8296.2106.6352.0362.5130.5-23.93439.4440.62271.2279.5100.6332.0342.0123.1-22.53416.9440.51267.5269.397.0316.0324.0116.6-19.73397.2440.43267.5267.596.3303.0309.5111.4-15.13382.1440.36267.5267.596.3293.0298.0107.3-11.03371.1440.31267.5267.596.3286.0289.5104.2-7.93363.2440.28267.5267.596.3281.0283.5102.1-5.83357.4440.25266.6267.096.1277.0279.0100.4-4.33353.1440.23249.9258.293.0272.0274.598.8-5.93347.2440.21233.2241.687.0264.0268.096.5-9.53337.7440.16231.4232.383.6256.0260.093.6-10.03327.8440.12231.4231.483.3249.0252.590.9-7.63320.2440.09231.4231.483.3245.0247.088.9-5.63314.5440.07231.4231.483.3241.0243.087.5-4.23310.4440.05231.4231.483.3238.0239.586.2-2.93307.4440.03225.8228.682.3225.8231.983.50.03307.4440.00206.4216.177.8206.4216.177.80.03307.4440.00196.2201.372.5196.2201.372.50.03307.4440.00图5-15校核洪水过程线〔1〕方案二：溢洪道的宽度为50m,起调水位为445m，堰顶高程为443m。正常蓄水位为446.33m，平安泄量为918.86m〔溢洪道宽度可拟定50m左右，每孔闸门宽度在6-10m左右，取整数〕表格5-16调洪演算工作曲线〔2〕上游水位(m)堰顶水头(m)下泄流量(m³/s)V〔万m3〕V/T(m³/s)q/2(m³/s)V/△t+q/2(m³/s)44300.00397811050.000.0011050.00444185.50420411677.7842.7511720.534452241.83443012305.56120.9212426.474463444.27470413066.67222.1413288.804474684.00497813827.78342.0014169.784485955.92525214588.89477.9615066.8544961256.59552615350.00628.2915978.2945071583.48580016111.11791.7416902.85图5-16调洪工作曲线〔2〕试算法：下游有防洪要求，防洪标准为20年一遇〔需推求坝址P=5%设计洪水〕，平安泄量为918.86m3/s。防洪高水位的计算采用设计保证率为5%的情况下进展调洪演算，对应其下泄流量大于其入库时刻的上游水位即为防洪高水位，从而计算得到此时的下泄流量为726.53m3/s，对应流量水位曲线即可得到防洪高水位为447.1564m。表5-17