三峽大學(xué)水文水利計(jì)算課程設(shè)計(jì)

-.z.---考試資料水文水利計(jì)算課程設(shè)計(jì)說明書姓名：班級(jí)：2013學(xué)號(hào)：2013學(xué)院：水利與環(huán)境學(xué)院指導(dǎo)教師：2016年1月-.z.-考試資料目錄第1章設(shè)計(jì)任務(wù)125816第2章設(shè)計(jì)資料111282.1工程概況1272262.2計(jì)算資料1第3章設(shè)計(jì)年徑流分析計(jì)算23.1設(shè)計(jì)年徑流計(jì)算23.2設(shè)計(jì)年內(nèi)分配的推求5第4章興利調(diào)節(jié)74.1興利庫容74.2死水位計(jì)算8第5章防洪計(jì)算85.1設(shè)計(jì)洪水計(jì)算85.2水庫防洪調(diào)節(jié)計(jì)算205.3壩頂高程確實(shí)定41第6章設(shè)計(jì)體會(huì)41-.z.-考試資料第1章設(shè)計(jì)任務(wù)在流域上擬修建一水庫，因而要進(jìn)展水庫規(guī)劃的水文水利計(jì)算，其任務(wù)如下：〔1〕求豐水年〔P，具體P值見E*CEL表〕、平水年〔P＝50%〕、枯水年〔1-P%〕3種典型年的年徑流量及其年內(nèi)分配?！?〕不同頻率設(shè)計(jì)洪水及其過程線推求〔壩址、水文站、區(qū)間三局部〕相應(yīng)的采用由流量資料推求與推理公式法推求?！?〕興利調(diào)節(jié)計(jì)算、興利庫容及正常蓄水位的推求。〔4〕泄洪建筑物尺寸選擇、水庫設(shè)計(jì)洪水調(diào)洪計(jì)算?！?〕水庫死水位、正常蓄水位、壩頂高程確實(shí)定?！?〕成果整理與分析。 第2章設(shè)計(jì)資料2.1工程概況擬在湖北省*流域A處修建一水庫。水庫壩址以上區(qū)域?yàn)樯絽^(qū)或半山區(qū)，流域多年平均降雨1843mm，多年平均徑流深1250mm。汛期為5-9月，豐水、枯水期較為明顯。降雨主要集中于5-9月，約占全年降雨量的70%，最大年水面蒸發(fā)值為1108mm，庫區(qū)滲漏損失按中等地質(zhì)條件考慮。該水庫開發(fā)目標(biāo)以防洪、灌溉為主。水庫下游有一城市〔防護(hù)地區(qū)〕，人口42萬，在防護(hù)區(qū)位置B處有一水文站，擁有該河流的水位及流量資料。水庫與防洪區(qū)間有2條河流匯入干流。考慮上游有文物保護(hù)，正常蓄水位不能超過448m，根據(jù)綜合利用要求，死水位不低于423m。2.2計(jì)算資料〔1〕壩址1958-1983年共25年逐月平均流量?！?〕上游站年最大洪峰、1日洪量、3日洪量資料統(tǒng)計(jì)表?！?〕水文站典型洪水過程?！?〕水庫特性曲線?！?〕灌溉用水過程表。表2-1 水位－庫容曲線Z(m)405410415420425430435440445450V(萬m3)30110300620106016402390330044305800第3章設(shè)計(jì)年徑流分析計(jì)算3.1設(shè)計(jì)年徑流計(jì)算水庫壩址具有1985-1982年共25年實(shí)測(cè)逐月平均流量資料，見下表3-1。表3-1壩址歷年各月平均流量 單位：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對(duì)實(shí)測(cè)樣本資料系列進(jìn)展可靠性、一致性和代表性的審查，經(jīng)初步審查，實(shí)測(cè)資料可用于本次設(shè)計(jì)。將歷年各月平均流量轉(zhuǎn)化為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單位：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此處先計(jì)算各水利年年徑流量并對(duì)其排位，見下表3-1。表3-3 年徑流量頻率計(jì)算年份排位系列值頻率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將經(jīng)歷頻率P和對(duì)應(yīng)的水文年總來水量作為點(diǎn)據(jù)點(diǎn)繪在海森概率格紙上，并采用矩法估計(jì)P-III型曲線分布密度中的未知參數(shù)，根據(jù)分布參數(shù)運(yùn)用頻率計(jì)算方法可以求出在這種參數(shù)下*p-p的關(guān)系，從而可以繪制理論頻率曲線，并與經(jīng)歷頻率點(diǎn)據(jù)繪制在同一張概率格紙上。再進(jìn)展擬合情況的檢查，如果點(diǎn)線擬合得好，所給參數(shù)即為適線法的估計(jì)結(jié)果，如果擬合效果較差，則需要調(diào)整參數(shù)，重新繪制理論頻率曲線直到點(diǎn)線擬合效果好為止，最終的參數(shù)即為適線法估計(jì)結(jié)果。見以下圖3-1。圖3-1年徑流量頻率曲線推求頻率為10%，50%，90%的豐，平，枯年份的年徑流量，作為三個(gè)設(shè)計(jì)代表年的設(shè)計(jì)值。求出頻率為10%，50%，90%的豐、平、枯年份的年徑流量，分別為221.66m3/s、165.32m3/s、128.36m3/s。E*=171.20,Cv=0.22,Cs=0.95。3.2設(shè)計(jì)年內(nèi)的推求在選擇枯水代表年時(shí)，1969～1970年和1967～1968年的年徑流量均與設(shè)計(jì)年徑流量相近，按以下原則進(jìn)展選擇：選取年徑流量接近于設(shè)計(jì)流量的代表年徑流量過程線。選取對(duì)工程不利的代表年徑流過程線。根據(jù)以上原則，對(duì)枯水年最終選擇1969～1970年作為典型年。同理，確定典型年為1975～1976、1978～1979、1969～1970。然后求出縮放倍比，見下表3-4.表3-4設(shè)計(jì)年徑流與典型年徑流設(shè)計(jì)頻率設(shè)計(jì)年平均流量(m3/s)典型年典型年平均流量(m3/s)縮放倍比豐水年0.1221.661962～1963217.50.981平水年0.5165.321978～1979164.90.997枯水年0.9128.361969～1970130.81.019求出放大倍比為豐水年：0.98，平水年：1.00，枯水年：1.02。按設(shè)計(jì)年徑流量為控制用同倍比方法縮放各代表年的逐月年內(nèi)分配。見下表3-5。表3-5設(shè)計(jì)年徑流量單位：m3/s設(shè)計(jì)豐水年1962～1963設(shè)計(jì)平水年1978～1979設(shè)計(jì)枯水年1969～1970典型設(shè)計(jì)典型設(shè)計(jì)典型設(shè)計(jì)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章興利調(diào)節(jié)4.1興利計(jì)算用設(shè)計(jì)枯水年的來水量及用水過程進(jìn)展興利調(diào)節(jié)計(jì)算，求興利庫容。〔參考教材227頁〕得表4-1表4-1枯水年興利計(jì)算月份來水流量〔m3/s〕用水流量〔m3/s〕余水量[〔m3/s〕·月]虧水量[〔m3/s〕·月]水庫蓄水量[〔m3/s〕·月]棄水量[〔m3/s〕·月]興利庫容〔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合計(jì)130.881.567.918.6049.3水庫月末蓄水量流量最大值為18.6m3/s〕·月，則興利庫容V興=18.6×2626560=48854016m3由表2-1繪制水位庫容關(guān)系曲線，見以下圖4-1。圖4-1水位--庫容關(guān)系曲線4.2死水位確實(shí)定水庫使用年限為50年。根據(jù)下式計(jì)算淤積庫容：V淤＝FST(1+E)/γ式中：V淤－淤積庫容；F－流域面積，km2；S－年侵蝕模數(shù)，t/(km2?a)；T－淤積年限；E－推移質(zhì)占泥沙懸移質(zhì)的百分?jǐn)?shù)，%；γ－泥沙容重，t/m3；灌溉引水洞直徑D＝3m，洞下緣離淤積高程1.5m，上緣離死水位1.5m。由F=354km2，S=229t/(km2?a)，E=0.29%，γ=1.3t/m3，求得淤積庫容為402.21萬m3。查水位庫容關(guān)系曲線，內(nèi)插得淤積高程為416.60m。淤積高程加上引水洞直徑3m、洞下緣離淤積高程1.5m、上緣離死水位1.5m得死水位422.60m。由已算的死水位查水位庫容曲線得死庫容848.8m3，加上興利庫容之后，得總庫容5734.2m3，繼續(xù)用水位庫容關(guān)系曲線查的正常蓄水位為449.76m。第5章防洪計(jì)算5.1設(shè)計(jì)洪水計(jì)算1、洪水資料的分析與處理〔1〕洪水資料的選擇。選年最大洪峰流量、年最大時(shí)段洪峰量作為樣本，可得洪峰和各時(shí)段的洪量系列。歷年洪峰、1日洪量、3日洪量如表5-1。表5-1水文站洪峰特征統(tǒng)計(jì)年份洪峰(m3/s)1日洪量(萬m3)3日洪量資料統(tǒng)計(jì)(萬m3)19587453170647619592942030343619607283600505619618583300444619625341200239619635913360520619644521190-119654402130359619663361430261619673838501686196862615902226196924610602336197024114803146197118310001596197240323103306197351518202526197437112001886197539917502556197641711602936197724511602436197816010302036〔2〕洪水資料的審查。洪水資料的審查主要包括3個(gè)方面的內(nèi)容：可靠性審查、一致性審查、代表性審查。對(duì)樣本資料進(jìn)展三性審查，審查結(jié)果理想，樣本資料可用?！?〕經(jīng)歷頻率、統(tǒng)計(jì)參數(shù)及設(shè)計(jì)值計(jì)算去除需要插補(bǔ)的年份，將洪峰與3日洪量、1日洪量與3日洪量系列建立相關(guān)關(guān)系。見圖5-1、5-2。圖5-1洪峰-3日洪量相關(guān)圖圖5-21日-3日洪量相關(guān)圖比擬可知：1日與3日洪量相關(guān)性更好，因此采用1日與3日相關(guān)方程插補(bǔ)1964年缺測(cè)數(shù)據(jù)得1964年3日洪量為2232.66萬m3。2、經(jīng)歷頻率、統(tǒng)計(jì)參數(shù)及設(shè)計(jì)值計(jì)算〔1〕按照不連序系列進(jìn)展洪水頻率計(jì)算?！?〕對(duì)于特大洪水要求按照分別處理法和統(tǒng)一處理法分別計(jì)算經(jīng)歷頻率，并比照兩種方法對(duì)適線結(jié)果的影響。對(duì)洪峰序列采用統(tǒng)一處理法和分別處理法進(jìn)展經(jīng)歷頻率計(jì)算，得出經(jīng)歷頻率如下表5-2。表5-2洪峰頻率計(jì)算調(diào)查、考證期N〔n〕年份洪峰(m3/s)排位統(tǒng)一處理法頻率分別處理法頻率1101869175010.91%0.91%1938162021.81%1.81%實(shí)測(cè)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%一些研究也說明，統(tǒng)一處理法公式更具有理論依據(jù)。所以，通常傾向于使用同一處理法。統(tǒng)一處理法計(jì)算得到的洪峰流量頻率曲線如以下圖5-3圖5-3統(tǒng)一處理法洪峰適線采用統(tǒng)一處理法，對(duì)1日洪量序列進(jìn)展經(jīng)歷頻率計(jì)算，得出經(jīng)歷頻率見下表5-3。表5-31日洪量頻率計(jì)算排位1日洪量頻率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%圖5-41日洪量頻率曲線采用統(tǒng)一處理法，對(duì)3日洪量序列進(jìn)展經(jīng)歷頻率計(jì)算，得出經(jīng)歷頻率見下表5-4。表5-43日洪量頻率計(jì)算排位3日洪量頻率164290.0455251590.0909350090.1364443990.1818537190.2273635490.2727733890.3182830990.3636928890.40911025690.45451125090.50001224790.54551323890.59091423490.63641522890.68181621790.72731720990.77271819890.81821918390.86362016390.90912115490.9545圖5-53日洪量頻率曲線最終采用統(tǒng)一處理法適線結(jié)果計(jì)算洪水設(shè)計(jì)特征值，如下表：表5-5洪水設(shè)計(jì)特征值計(jì)算表頻率洪峰(m3/s)1日洪量(萬m3)3日洪量(萬m3)P=5%1205.663656.825633.68P=2%1505.94481.926817.54P=1%2272.466536.579767.523、設(shè)計(jì)洪水過程的擬定由設(shè)計(jì)資料可知下游的城市有人口42萬人，根據(jù)教材47頁表3-1可知城市屬于中等城市，防洪標(biāo)準(zhǔn)為100~50，所以設(shè)計(jì)頻率為1%，2%。對(duì)給定的典型洪水流量進(jìn)展線性插值得出每個(gè)小時(shí)的流量和時(shí)段洪量，推算出各時(shí)段放大倍比，見下表5-6。采用同頻率放大發(fā)對(duì)典型洪水過程進(jìn)展放大，推求出水文站B的各頻率設(shè)計(jì)洪水。成果見表5-7.表5-6各頻率洪峰、洪量、放大倍比1日典型設(shè)計(jì)倍比3日典型設(shè)計(jì)倍比洪峰典型設(shè)計(jì)倍比5%355137661.06500962101.2410018740.871.682%45351.2876281.5210091.012.121%50961.4486951.7411061.112.47表5-7同頻率法設(shè)計(jì)洪水過程線計(jì)算表典型洪水過程線倍比放大后流量月日時(shí)刻(時(shí))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圖5-6不同頻率下水文站B處設(shè)計(jì)洪水過程線按〔F設(shè)/F參〕0.7倍數(shù)把上游的水文站洪峰流量放大為壩址的設(shè)計(jì)及校核的洪水過程線。：F設(shè)=393km2；F參=452km2。計(jì)算得：〔F設(shè)/F參〕0.7=0.90673由此推算得壩址設(shè)計(jì)洪水過程如下：表5-8壩址洪水推求洪水流量(m3/s)P=5%P=2%P=1%1302935392323137423464453604605870785747186966169162196220726425430634482852743313719309297359402103463334024501140338746852512421405489548135114915936651474371486296715907872105311811610017909089951782779596010761859957669578019533512619694205114915936652147445655061722416400483542233593454164672430128934939125243234282316262163274154842720230638845328188285361421291732613323873015723830235231152230292341321452192783243313720826430834130197250291351231862362753611517522225937108164208242381031561992323999149190221409414218121141891351722004285128163190438012115417944791191511764577117149173467611514617047751131441674873111141164497210913816150701061351575169104132154526710112815053659812514654639612214255629311813856609011513457588811113058568510812659558310512260538010111861517798114624975951106348729110664466988103654467859966426481956741617891683959748769375671837035536879713451647572324861717330455867根據(jù)表格中給的經(jīng)緯度在任務(wù)指導(dǎo)書上湖北省1小時(shí)，6小時(shí)，24小時(shí)的暴雨參數(shù)Cv和均質(zhì)等值線圖查找對(duì)應(yīng)地點(diǎn)的均值，Cv，Cs。然后在"水文統(tǒng)計(jì)"書上附表查找各頻率下對(duì)應(yīng)的離均系數(shù)Φp，計(jì)算得出各時(shí)段對(duì)應(yīng)的點(diǎn)雨量，面雨量見下表5-9。表5-9不同時(shí)段點(diǎn)雨量、面雨量計(jì)算表時(shí)段〔h〕均值H(mm)CVCS離均系數(shù)Φp點(diǎn)雨量(mm)點(diǎn)面系數(shù)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根據(jù)任務(wù)指導(dǎo)書上推理公式計(jì)算設(shè)計(jì)洪水中的算例求得區(qū)間設(shè)計(jì)洪水過程如下表5-11表5-11區(qū)間設(shè)計(jì)洪水過程計(jì)算表區(qū)間設(shè)計(jì)洪水過程ti/tpQi/QmtiQiQ0Qi總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〔參考教材35頁相關(guān)內(nèi)容〕。將各種不同歷時(shí)洪量頻率曲線的縱坐標(biāo)變換成對(duì)應(yīng)歷時(shí)的平均流量，然后與洪峰流量的頻率曲線一起點(diǎn)繪在同一張圖紙上。各曲線應(yīng)近于平行，互相協(xié)調(diào)；一般歷時(shí)越短，坡度越大；各曲線在實(shí)用范圍內(nèi)〔p=0.01%-99%〕不應(yīng)相互穿插。點(diǎn)繪得到的曲線如以下圖6-6，由圖可見，該設(shè)計(jì)成果較為合理。圖5-7合理性分析統(tǒng)計(jì)參數(shù)或設(shè)計(jì)值之間的比擬分析：a：均值隨時(shí)間的歷時(shí)增加而增加b：CV一般隨時(shí)間的增加而減小。c：偏態(tài)系數(shù)CS的值，由于觀測(cè)資料短，計(jì)算誤差很大。5.2水庫防洪調(diào)節(jié)計(jì)算〔1〕調(diào)洪原則對(duì)下游設(shè)計(jì)標(biāo)準(zhǔn)的洪水：從起調(diào)水位〔防洪限制水位〕開場(chǎng)，根據(jù)水庫下游防洪要求，來多少泄多少，但不超過下游平安流量；通過調(diào)洪演算，得防洪高水位、防洪庫容和相應(yīng)最大下泄流量。對(duì)水庫設(shè)計(jì)標(biāo)準(zhǔn)與校核標(biāo)準(zhǔn)洪水：從防洪限制水位開場(chǎng)，先參考上一條。待蓄至防洪高水位后，即翻開溢洪道閘門，自由泄流，通過調(diào)洪演算，得設(shè)計(jì)洪水位、攔洪庫容和相應(yīng)最大下泄流量。方案一：溢洪道的寬度為48m,起調(diào)水位為440m，堰頂高程為438m。正常蓄水位為446.33m，平安泄量為918.86m〔溢洪道寬度可擬定50m左右，每孔閘門寬度在6-10m左右，取整數(shù)〕,使用水量平衡方程進(jìn)展下述計(jì)算〔6-1〕表5-12調(diào)洪演算工作曲線〔1〕上游水位〔m〕堰頂水頭〔m〕下泄流量〔m3/s〕V〔萬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圖5-8調(diào)洪工作曲線〔1〕試算法：下游有防洪要求，防洪標(biāo)準(zhǔn)為20年一遇〔需推求壩址P=5%設(shè)計(jì)洪水〕，平安泄量為918.86m3/s。防洪高水位的計(jì)算采用設(shè)計(jì)保證率為5%的情況下進(jìn)展調(diào)洪演算，對(duì)應(yīng)其下泄流量大于其入庫時(shí)刻的上游水位即為防洪高水位，從而計(jì)算得到此時(shí)的下泄流量為756m3/s，對(duì)應(yīng)流量水位曲線即可得到防洪高水位為442.38m。表格5-13防洪高水位計(jì)算表〔1〕Q(m3/s)Q均值(m3/s)入庫水量(萬m3)q(m3/s)q均值(m3/s)下泄水量(萬m3)水量變化(萬m3)水庫水量V(萬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圖5-12下游設(shè)計(jì)標(biāo)準(zhǔn)洪水〔4〕并比照計(jì)算結(jié)果，特別注意最高水位出現(xiàn)時(shí)間。且設(shè)計(jì)洪水位不得超過449m。有上述計(jì)算可知防洪高水位對(duì)應(yīng)的流量小于下游平安泄量，故直接進(jìn)展保大壩的計(jì)算。下方為采用半圖解法分別計(jì)算在保證率為2%的情況和保證率為0.2%的情況下分別計(jì)算設(shè)計(jì)洪水位為443.22m和校核洪水位為444.99m。表3-14設(shè)計(jì)洪水過程〔1〕Q(m3/s)Q均值(m3/s)入庫水量(萬m3)q(m3/s)q均值(m3/s)下泄水量(萬m3)水量變化(萬m3)水庫水量V(萬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圖5-14設(shè)計(jì)洪水過程線〔1〕表5-15校核洪水過程〔1〕Q(m3/s)Q均值(m3/s)入庫水量(萬m3)q(m3/s)q均值(m3/s)下泄水量(萬m3)水量變化(萬m3)水庫水量V(萬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圖5-15校核洪水過程線〔1〕方案二：溢洪道的寬度為50m,起調(diào)水位為445m，堰頂高程為443m。正常蓄水位為446.33m，平安泄量為918.86m〔溢洪道寬度可擬定50m左右，每孔閘門寬度在6-10m左右，取整數(shù)〕表格5-16調(diào)洪演算工作曲線〔2〕上游水位(m)堰頂水頭(m)下泄流量(m3/s)V〔萬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圖5-16調(diào)洪工作曲線〔2〕試算法：下游有防洪要求，防洪標(biāo)準(zhǔn)為20年一遇〔需推求壩址P=5%設(shè)計(jì)洪水〕，平安泄量為918.86m3/s。防洪高水位的計(jì)算采用設(shè)計(jì)保證率為5%的情況下進(jìn)展調(diào)洪演算，對(duì)應(yīng)其下泄流量大于其入庫時(shí)刻的上游水位即為防洪高水位，從而計(jì)算得到此時(shí)的下泄流量為726.53m3/s，對(duì)應(yīng)流量水位曲線即可得到防洪高水位為447.1564m。表5-17