水库设计洪水工程水文学课程设计

'水文学课程设计课程名称.•工程水文学题目：陂下水库设计洪水学院：土木工程系：水利水电与港口工程专业：水利水电工程班级：2012级学号：学生姓名：起讫日期：2014.06.23〜2014.06.27指导教师：职称：局工二0—四年六只 目录第1章基本资料1.1工程概况11.2设计资料1第2章设计要点2.1设计标准32.2确定流域参数32.3设计暴雨32.4损失参数112.5汇流参数112.6设计洪峰流量推求112.7设计洪水过程线13第3章设计成果18第4章成果合理性分析19 20附录第1章基本资料1.1工程概况1.1.1水库概况陂下水库位于福建省长汀ii■四都乡，与江西省毗邻。坝址位于汀江支流濯田河的小支流陂下河上。濯田河水力资源丰富，经流域规划，提出水力发电四级开发方案，陂下水库为一级龙头水库。根据地形、地质条件，总库容初估约为5000〜6000万m3,属中型水库，装机容量5000kW左右，属小型电站。水工建筑物为三级建筑物，大坝为砌石坝。1.1.2流域概况陂下水库坝址以上流域面积166km2,流域为山丘区，平均高度500m,主河长30.4km,主河道平均比降7.82%。。流域内植被&好，土壤以红壤土为主。流域内雨量丰沛，多年平均降雨量1617.5mm,主要集中在四〜九；其中四〜六月份以锋血雨为主，七〜九月份以台风雨为主。流域内多年平均径流深981mm,多年平均陆曲蒸发量636.5mm,多年平均水衡蒸发量990mm。1.2设计资料1.2.1资料概况陂卜*水库坝址处无实测流量资料，流域内也无实测雨量资料。坝址K游约1km处冇四都雨量站，具冇1956〜1975年实测降雨系列。陂下河1973年5只31口发生过一场特大暴雨，四都站实测最大一日雨量332.5mm,经调查，重现期约为80〜100年。流域附近宥观咅桥、官庄、上杭、桃溪、杨家坊水文站及长汀、新桥、铁长、庵杰、四都、濯田等雨量站。资料情况见表1。其它资料：水利水电工程设计洪水计算手册，福建省水文手册、龙岩地区简易水文手册、龙岩地区水文图集。1.2.2设计资料1.各水文站站杏关资料年限统计表，见表1。2.暴雨资料长汀、四都、濯m站实测短历吋暴雨资料，见表2。3.福建省暴雨点〜而折算关系，见表3。4.福建宵设汁暴雨时程分配，见表4。5.福建省次暴雨强度&和损失参数U关系，见表5。6.降雨历时等于24小时的径流系数a值表，见表6。 1.福建畨汇流参数m经验公式，见表7。2.汇流参数m伉查用表，见表8。3.福建省24h暴雨洪水概化过程线系数表，见表9。4.福建省龙岩市和江两楫赣州市部分水文站洪峰流景分析成果表，见表10。第2章设计要点2.1设计标准根据工程规模确定设计洪水标准，包括设计洪水标准和校核洪水标准。该水库为三级建筑物，大坝为砌石坝，设计标准为50年一遇，校核标准为500年一遇。2.2确定流域参数根据万分之一地形图，坝址以上集水面积F为166km2,主河道长度L为30.4km,主河道河底比降为7.83%0。2.3设计暴雨2.3.1暴雨递减指数n2根据长汀雨量站芥种历吋T=3h、6h、12h、24h实测最大雨量系列进行频率分析，其中1966年暴雨可以认为是1936年以来最大。求出P=0.2%，1%，2%，10%,20%设计雨量T/y,并化为降雨强度在双对数纸上点绘T和关系,并图解出暴雨递减指数。表2-1长汀3h降雨量经验频率成果表序号降水量（mm）经验频率（％）序号降水量（mm）经验频率（％）1154.42.41150.152.4295.59.51250.157.1364.114.31347.961.9463.419.01446.566.755723.81545.471.4656.528.61643.376.2755.933.31741.881.0853.738.11841.185.7952.242.91939.690.51051.347.62024.995.2经计算，Ex=54.2mmCv=0.39调盤后得： M/S删«?长汀3h流量频率曲线300280260240220200180160140120100806040200•X瞻•參鲁•參》|嚳參蠢•今"•o"“••••••1^..t*…经毯频率•••參•攀⑩■■嚳•嚳*1參參嚳**|«••瞻礬參鲁《«•$•••••••••••••I***54.2參0:時參•:i*••••••令◊…»|鬱••镛匍麵•.•i….0.010.050.512510203040506070809095989999.599.999.99频率(%〕图2-1表2-2长汀6h降雨量经验频率成果表序号降水S(mm)经验频率（％）序号降水fl(mm)经验频率（％）1174.72.4116052.421309.51259.557.1396.914.31358.561.9496.619.01456.266.7579.223.81552.971.4678.128.61652.576.2764.233.31751.281.0864.138.11849.385.7962.242.91946.490.51()60.647.62()37.595.2经计算，Ex=68.8mmCv=0.4调整后得： 长汀6h流量频率曲线M/S刪解320300280260240220200180160140120100806040200.51251020304050607080909598&999.599.999.99频車㈨0.010.050图2-2表2-3长汀12h降雨量经验频率成果表序号降水S(mm)经骑频率（％）序号降水S(mm)经验频率（％）1178.82.41975.552.82141.75.62074.655.63129.88.32174.158.34113.711.12273.261.15111.113.92369.163.96106.616.72467.566.77106.419.42565.569.4810022.22662.672.2998.525.02759.375.01()97.227.82858.777.81195.630.62957.780.61292.533.33057.483.31389.836.13153.386.11489.438.93253.288.9 1585.841.73352.791.71683.544.43451.794.41777.447.23551.597.21877.150.0 经计算，Ex=83.4mm调整后得：Cv=0.33长汀12h流量频率曲线320300280260240220200180160140120100806040200.512510203040506070809095989999.599.999.99频率(%)0.010.050图2-3表2-4长汀24h降雨量经验频率成果表序号降水量（mm）经验频率（％）序号降水量（mm）经验频率（％）1219.62.420102.451.32167.75.121101.853.83148.27.722100.756.4414410.32395.459.0513912.82495.161.56138.915.42593.664.17137.317.92690.466.78133.620.5278969.2912223.12886.671.810116.825.62984.974.411115.828.23079.576.912113.730.83176.779.513112.833.33270.382.114112.535.93369.984.615112.338.53466.287.216108.541.03561.189.7 17104.343.63659.592.318103.446.23758.394.919102.748.73856.997.4经计算，Ex=104.9mmCv=0.31调盤后得：长汀24h流量频率曲线340320300280260240220200180160140120100806040200Q.010.050.512510203040506070809095989999.599.999.99频率(%〕(<3刪偕图2-4表2-5长汀设计雨量成果表"nn)^(%)0.2121020CvCs/Cv3214.66164.7142.4192.671.520.513.56229.92180.26158.86109.1587.720.503.512240.2195.08175.28127.84106.290.383.524264.67221.1201.7154.11131.680.344.0表2-6P=0.2%长汀降雨强度表T(h)设计雨量(mm)降雨强度(mm/h)3214.6671.566229.9238.3212240.220.0124264.6711.03 表2-7P=1%长汀降雨强度表T(h)设计雨量（mm）降雨强度（mm/h）3164.754.96180.2630.0412195.0816.2624221.19.21表2-8P=2%长汀降雨强度表T(h)没计雨量（mm）降雨强度（mm/h）3142.4147.476158.8626.4812175.2814.6124201.78.40表2-9P=10%长汀降雨强度表T(h)设计雨量（mm）降雨强度（mm/h）396.630.876109.1518.1912127.8410.6524154.116.42表2-10P=20%长汀降雨强度表T(h)设计雨量（mm）降雨强度（mm/h）371.5223.84687.7214.6212106.298.8624131.685.49时间和降雨强度的关系—♦-3.20%(0.20%)一线性（1«）钱往（2W线注(10%)——线性(20%)图2-5 1^1*绎验频率★里论＜率，根据长汀站降爾强度与时间对数关系曲线，见图2-5,解出暴雨递减指数//2并求其平均值，~=^n2/5=0.82为最终的暴雨递减指数。2.3.2四都站24h设计暴雨计算根据四都站实测口最大雨量进行频率分析，其中1973年暴雨须作特大值处理，求出设计日雨量，再按经验关系：H2AP=iA4H^p,换算为24h设计雨量。表2-11四都最大一日降水量经验频率成果表序号降水量（mm）经验频率（％）序号降水量（mm）经验频率（％）1332.51.()118952.42171.89.5128657.13130.114.31384.261.94121.219.01483.866.75118.923.81583.471.46110.428.61677.376.27108.233.31774.681.08108.238.11865.185.7993.442.91955.290.5109047.62054.395.2经计算，，Ex=97.4mmCv=0.37调整C得：四都流量频率曲线650600550500450400350250200150100 500.010.050.512510203040506070809095989999.599.999.99频率(%) 表2-12图2-6四都24h设计暴雨单位：mm2.3.3设计雨力SP当P=2%时，根据公式求出设计雨力=H24Px24,，2_,=175.68mm。当P=0.2%吋，SP=H24px2d278.46mm。2.3.4求各种历时设计雨量利用暴雨公式：HtP=//24px24rt2_I(1/GZS24/?)推求lh、3h、6h、24h设计雨量。表2-13P=2%时各种历时设计雨量表T(h)13624Ht,P(min)175.67214.49239.02303.34表2-14P=0.2%时各种历时设计雨量表T(h)13624Ht.p(mm)278.41340.02378.90480.862.3.5陂下水库坝址以上流域面平均设计雨量及时程分配直接移用四都站设计雨量，按福建省暴雨点〜血折算关系求陂下水库各种历时流域设计面平均雨量。按福建省水文手册中24h设计暴雨典型分配推求设计暴雨时程分配(表3)。杳表并由内插法算得：表2-15陂下水库坝址以上流域点〜面折算系数成果表T(h)13624折算系数0.8130.8490.8900.948表2-16P=2%时设计面平均雨量表T(h)13624设计面平均雨量(mm)142.81182.10212.73287.56表2-17设计暴雨时程分配表(p=2%)(mm)日程最大24小时时段历吋662136占%100占%100占(h6-h3)%100占(H2「H6)%204238 设计暴雨过程15.9731.4339.292142.8130.62828.44 T(h)13624设计面平均雨量（mm）226.39288.68337.22455.86表2-18P=0.2%时设计面平均雨量表表2-19P=0.2%时暴雨时程分配表（mm）円程最人24小吋吋段历吋662136占H!%100占(H：-Hi)%100占（h6-h3）%100占(H24-H6)%204238设计暴雨过程23.72749.82662.288226.38748.54645.082.3.6求设计净雨过程按福建右水文手册规定，24h设计暴雨不扣损，直接将设计暴雨过程作为设计浄雨过程2.4损失参数uP=2%时，i^=H24,P/24=11.98mm/h,査表并由内插法算得，U=4.29mm/hP=0.2时，i次=HMp/24=18.99mm/h,查表并由内插法算得，u=6.16mm/h2.5汇流参数m按福建省水文手册经验关系：m〜推求。主河道长度L=30.4km,主河道河底比降J=7.83%。。L/J1/3=153.16,查表并由内插法算得，m=1.292.6设计洪峰流量推求用推理公式计算：当Q2T吋：^=0.278(^-m)FT(Al)(B)l-zt0.278(nSptc)FTt=0.278LmP(A2)(B)t二0.278L(D)(1-A? 采用试算法，试算法步骤如卜、①由(D)式计算心。②假定一个a,,；＞，代入(b)式计算出t。③计算么。(1)当~时：由(A1)式计算^,。(2)当＜T时：由(A2)式计算么p。④比较I和L,(1)当|2,#-么p|＜。，么p即为所求；⑵当iujh,将么p=＞a,,P，返回②。式中e为误差标准。试算法：iP=0.2%时t二［(l-A)ip=10.22hcA表2-20P=0.2%设计洪峰流量试算表Qmp(m/s)TcTQmp,(m‘/s255010.224.662689260010.224.642701265010.224.612713270010.224.592724271010.224.592726272010.224.582729273010.224.582731274010.224.582733275010.224.572735取校核洪峰流量Qmp=2730m3/st=4.58P=2%时=[(1-«2)—]W2=9.05h表2-21P=2%时试算成果表Qmp(m3/sTcTQmp，(n?/s)14009.055.41146114109.055.40146314209.055.39146614309.055.38146814409.055.37147114509.055.37147314609.055.36147514709.055.35147814809.055.341480 14909.055.33148215009.055.321485取设计洪峰流量Qmp=1480m3/st=5.342.7设计洪水过程线2.7.1分割时段地表径流和地下径流记吋段净雨为!<•,吋段地表浄雨为Rm吋段地下净雨为Rw。当R;〉u:Rgi=g,RSi=-Rgi当尺A:Rgi=R：，RSi=0地表净雨Rs=^RSi(mm)地下汾雨Rg=(mm)表2-22P=2%时时段地表和地下净雨量表时段历时(h)662136Rgi(mm)15.9725.748.584.2912.8725.74Rsi(mm)05.6930.71138.5217.762.70地表浄雨Rs=[7?货=195.38mm地卜•淨雨人=工Rgi=93.19mm表2-23P=0.2%时时段地表和地下净雨i表吋段历吋(h)662136Rgi(mm)23.7336.9612.326.1618.4836.96RSi(mm)012.8749.97220.2330.078.12地表净雨Rs=XRsi=321.25mm地下净雨=工Rgi=134.61mm2.7.2计算设计洪量当P=2%吋，根据公式算得地表洪量Ws=1000/?5F=32433080m3地下洪量Wv=10007?F=15469540m3ooP=0.2%吋，根据公式算得地表洪量Ws=1000/?5F=53327002m3地不洪量WK=10007?^=22344762m32.7.3地表洪水过程线乂T乂3600采用福建省概化洪水过程线推求。先计算洪水形状系数Y=式屮，QmS=QmP，T为地表洪水过程线的底宽，24h设计雨量固定为50h，然后 根据Y值查Y〜Z〜1%关系表（见表9），乘以地表洪峰流量即得设计地表洪水过程线（表9）。P=2W,12P=0.2%时，%Q,nSXTX36000.11表2-24没计/校核洪水过程线表t(h)p=2%Qt(m7s)Qm(m3/s)Qt+QmP=0.2%Qt(m7s)Qm(m3/s)Qt+QmQt/Qm(%)(m3/s)Qt/Qm(%)(m3/s)00000000032.33453926377065.88610965.21581517377.2107121196.41971721488.6127141417.723520255910.1149151659276222981011.81751719210.5322253471113.72031922212.4374274011216.32412126214.7445304751319.62902231217.8535325671428.24172444125.8770358051546.46872671343.1126737130415.572.8107727110469.31987382026161001480281508100273040277016.581.8121128123979.822334122741767.299529102464.318354218771844.66603169141.112184512621934.15053353731931479782027.44063444024.7748507982122.83373637420.5622526752219.62903832817.5535555902317.12534029315.1467575242414.72184125912.9401604612512.81894323211.1349624122611163452079.630065365304.262521143.411574189351.62460841.24487131400.91369820.82599124450.3477820.281121205000868600124124518484122122528383119119 5381811171175479791141145577771121125676761091095774741071075872721041045970701021026069699999616767979762656594946364649292646262898965606087876658588484675757828268555579796953537777705252747471505072727248487070734646676774454565657543436262764141606077404057577838385555793636525280343450508133334747823131454583292942428428284040852626373786242435358722223232882121303089191927279017172525911515222292141420209312121717941010151595991212 967710109755779833559922221000000§<□*16001400120010008006004002000O10203040T(h)5060•Qt（设计〉阁2-8校核洪水地表过程线图2-7设计洪水地表过程线2.7.4地下洪水过程线地下洪水过程线概化为等腰三角形，底宽是地表洪水过程线底宽的两倍，洪W峰流量=773600,T为地表洪水过程线的底宽。P=2%时，F^=86raVsP=0.2%时，么 oooooo4208641X1±1X20o60(w罔2-9地下洪水过程线2.7.5设计洪水过程线将地下洪水过程线的洪峰流量置于地表洪水过程线的终止点，起涨点和地表洪水过程线的起涨点重合，屮间过程按直线内插，然后同吋刻地表流量和地下流量叠加即得设计洪水过程线。-Q(t)-*-Q(ni)Qt+Qm丁⑹(5/30罔2-10设计洪水过程线30002500200015001000T(h)oO50120图2-11校核洪水过裎线 第3章设计成果表34设计成果表暴雨递减指数n2四都站24h设计雨gH21.P(min)设计雨力Sp(mm)损失参数P(mm/h)汇流参数m设计洪峰流景Qmp(m3/s)设计0.82313.03274.594.291.291480校核0.82496.23435.296.161.292730地表净雨Rs(mm)地卜浄雨Rg(mm)地表洪量Ws(in3)地下洪量Wg(m3)洪水形状系数Y地下洪峰流暈Qmg(m3/s)设计195.3893.1932433080154695400.1286校核321.25134.6153327002223447620.11124 第4章成果合理性分析根据福建省及江两省赣州市部分小流域实测洪水频率计算成果分析论证陂下水库设计洪水的合理性和可靠性。设面积为取对数为X，洪峰流量取对数为y表4-1成果合理性分析成果表F(km2)Qm(m3/s)logFlogQm37713302.583.1252716202.723.2174127202.873.43588865003.773.8179226202.903.422809802.452.9931.52571.502.4119210602.283.0365429402.823.4764222202.813.3591117602.963.2534812302.543.0956926002.763.4146711502.673.0651.54001.712.60经计算，回归线性方程为：y=0.63x+l.52O以95%为置信区间做该直线的两条平行线作为所有点的包线，经计算，两条平行线的方程分别为Y=0.63x+1.85y=0.63x+l.18做成果分析，把F=166,Qm=1480m7s点在图中，该点刚好落在包线的区域 附录附表1各水文站站有关资料年限统计表站名音观桥官庄上杭桃溪槪坊长汀新桥铁长庵杰四都濯田流域■!W积(km2)7738634888552774观测项目««S麵麵量量景一22!量一22!量一22!量资料年限8759911~51759911~5174911~58759911~58759911~517491~56759911~53769911~55769911~56759911~56759911-5附表2.各雨量站逐年各时段最大降水量统计表站名长汀四都灌III年份3h6h12h24h最大一日敁大一U193695.11937116.81938103.4193995.6113.7194077.1100.7194167.584.9194298.5139.0194351.559.5194459.389.0194569.176.7194689.8108.5194765.593.61948106.6112.51949 1950195162.6137.3195257.769.9195397.2104.3195451.756.9195574.686.6195624.937.553.279.584.284.3195750.151.277.4102.483.4123.7195839.649.353.361.174.670.1195995.5130.0141.7144.086.0137.6196045.452.552.766.277.391.0196152.260.085.8101.890.0165.8196243.378.192.5102.7118.995.0196341.858.575.5112.383.896.8196464.196.9129.8167.7108.2159.9196546.552.9100.0148.2121.280.01966154.4174.7178.8219.6171.8196.1196741.146.458.770.365.184.1196857.059.574.1112.855.278.6196963.464.183.595.493.4113.2197050.160.673.2115.889.0110.5197155.956.257.458.354.366.8197247.962.289.490.4110.4141.1197351.364.2111.1133.6332.5161.4197453.779.2113.7138.913().111().1197556.596.6106.4122.0108.2138.4附表3.福建省暴雨点〜面折算关系表^Xkm2)t(h)2040608010()12014016018011.0000.9450.9110.8840.8640.8470.8340.823().815().80731.0000.9600.9310.9100.8930.8790.8670.858().8510.84561.0000.9770.9570.9420.9280.9170.9070.8990.8920.886121.0000.9860.9720.9610.9510.9430.9350.9280.9210.915241.0000.9910.9830.9750.9690.9640.959().9530.9490.944附表4.福建省设计暴雨时程分配表円程最大24/J、时吋段历时（h）662136占氏％100占(H3-Hi)%100 占(H6-H3)%100占(H24-H6)%204238附表5.福建省次暴雨强度&和损失参数U关系表（单位：mm/h）♦1次05101520253002.03.75.26.47.38.1附表6.降雨历时等于24小时的径流系数a值表（设计手册）地区h24(mm)土壤粘土类壤土类沙壤土类山区100〜2000.65-0.800.55-0.700.40-0.60200-3000.80-0.850.70-0.750.60-0.70300〜4000.85-0.900.75-0.800.70-0.75400〜5000.90-0.950.80-0.850.75-0.80500以上0.95以上0.85以上0.80以上丘陵区100〜2000.60-0.750.30-0.550.15〜0.35200-3000.75-0.800.55-0.650.35-0.50300〜4000.80-0.850.65-0.700.50-0.60400〜5000.85-0.900.70-0.750.60-0.70500以上0.90以上0.75以上0.70以上附表7福建省汇流参数m经验关系表L/J1’320406080100120140160m0.500.740.911.041.131.211.261.30L/J,/3180200220240260280300m1.341.381.411.431.451.481.51附表8.汇流参数m值査用表（设计手册）类別雨洪特征、河道特征、上壤桢被流域特征因素0卜1()1()〜3()3()〜90I雨景丰沛的湿润山区，植被条件优良，森林覆盖率达70%以上，多为深山原始森林区，枯枝落叶层厚，壤中流较丰富，河床呈山区形大卵石、大砾石河槽，有跌水，洪水多呈缓落型。0.20-0.300.20〜0.350.35-0.40 II南方、永北湿润山丘，梢被条件良好，以灌木林、竹林为主的石III区，或森林覆盖率达40〜50%，，或流域内以水稻IH或优良的草皮为主，河床多砾石、卵石，两岸滩地杂草从生，人洪水多为尖瘦型，屮小洪水多为矮胖型。0.30-0.400.40〜0.500.50〜0.60III南、北方地理景观过渡区，桢被条件一般，以稀疏林、针叶林、幼林为主的土石山区或流域内耕地较多。0.60〜0.700.70〜0.800.80〜0.95IV北方半干旱地区，桢被条件差，以荒草坡、梯IH或少量的稀疏林为主的土石山区，瀚作物较多，河道呈宽浅型，间歇型水流，洪水陡涨陡落。1.00〜1.301.30〜1.601.60-1.80备注：Q=L/J^附表9.福建省24h暴雨洪水概化过程线系数表（Qt/Qm%）X0.100.110.120.130.140.150.160.170.180.190.2000000000000031.72.02.32.73.03.33.64.04.44.85.164.55.25.86.57.38.18.89.410.110.711.475.66.47.28.08.99.710.511.312.112.913.786.87.78.69.510.511.412.413.314.215.116.098.09.010.111.112.213.314.415.416.517.518.6109.410.511.813.014.215.416.717.919.220.421.61111.012.413.715.116.618.019.520.922.323.625.01213.114.716.317.919.621.222.924.526.127.629.11316.017.819.621.423.225.026.928.630.332.033.81423.425.828.230.432.534.536.438.139.941.643.31539.543.146.449.752.855.959.062.i65.168.070.815.565.269.372.875.577.980.382.584.586.488.189.71610010010010010010010010010010010016.577.279.881.883.584.886.487.488.589.690.591.31760.964.367.269.771.873.975.677.378.980.482.01837.541.144.648.051.254.357.059.762.064.366.31927.731.034.137.139.742.344.747.149.451.753.92021.824.727.430.132.534.837.239.541.743.946.0 2118.020.522.825.127.229.331.433.535.637.639.62215.217.519.621.723.725.727.729.731.633.535.42313.015.117.119.121.022.824.626.428.230.031.82411.112.914.716.418.219.921.623.425.126.728.3259.511.112.814.516.017.419.820.622.223.825.3268.19.611.012.413.815.216.618.019.420.922.4302.93.44.25.16.27.38.49.510.611.712.8351.01.21.62.12.73.44.14.95.76.57.4400.60.80.91.11.31.61.92.32.83.44.0450.20.20.30.30.40.50.70.91.11.41.75000000000000附表10福建省龙岩市和江西省赣州市部分水文站洪峰流量分析成果表地区站名F(km2)L(km)J(%o)设计洪峰流量a«p(m3/s)P=10%P=2%P=1%P=0.5%龙观音桥377634.94840133015301740山石桃溪527405.45960162020002200杨家坊741574.431620272032003700上杭58882151.204360650072007900永定792514.051570262031003600中山280429.8158098011601350柳溪31.58.39.15150257300340龙门1922510.80630106012501470永兴6544014.801770294034604600麦元642586.601320222026003000赣瑞念911672.131200176017803220州筠门岭348435.19770123014401650羊信江569602.661740260029803370西江467512.08730115013501520会同51.5159.21212400480570'