洪水调节调洪演算列表法和图解法

调洪演算计算说明书相关资料中包水利枢纽工程是三等工程，溢洪道设计洪水标准为五十年一遇（P=2%）至一百年一遇（P=1%）,校核洪水标准为千年一遇（P=0.1%）.二、基本原理1.泄水建筑物尺寸：溢洪道堰顶高程，采用孔(宽高)的弧形门控制。由（其中侧收缩系数=0.92,n为所开孔数,流量系数m=0.48，单孔堰顶宽度b=8m，g=9.81,堰顶水头=水位Z-堰顶高程,。不计流速水头。）计算出下泄流量2.设计洪水来临时，用左右2孔泄洪；校核洪水来临时，用3孔泄洪。3.基本计算公式为：式中：Q1,Q2--分别为计算时段初、末的入库流量，m3/s；v1，v2--分别为计算时段初、末水库的蓄水量，m3；q1，q2--分别为计算时段初、末的下泄流量，m3/s；--计算时段，一般取1小时。4.下游安全泄量及起调水位该水利枢纽没有下游防洪要求，一般在洪水来临时，水库将预泄库水至水库防洪限制水位，以便有足够的库容蓄洪或滞洪。防洪限制水位是水库在汛期允许兴利蓄水的上限水位，则调洪计算从水位525.3m起调。5.水库运行方式根据题目分析，本工程采用3孔溢洪道泄洪，设计洪水来临时，用左右2孔泄洪；校核洪水来临时，用3孔泄洪。在洪水期间洪水来临时，先用闸门控制下泄流量q并使其等于洪水来水量Q，使水库水位保持在防洪限制水位525.3m不变；当洪水来水量Q继续增大时，闸门逐渐打开；当闸门达到全开后，就不再用闸门控制，下泄流量q随水库水位z的升高而增大，流态为自由流态，情况与无闸门控制一样。6.计算方法：先决定开始计算时刻和此时的q1、V1,然后假定下泄流量q2值，再由水量平衡方程计算V2值，再查q-V表得出q2’值,比较q2和q2’三、调洪过程：1、列表试算法：表（1）当p=2%时的计算时间t(h)入库Qm3/s引用余水平均入库流量m3/s下泄m3/s平均下泄库水变化m3库存水量万m3库水位m下泄q029101985.51985.5004738.406525.31911621015215204738.406525.3152243210422287422287.0004738.406525.3422360210592507505.1463.5515.6424754.048525.39505.06341040101030811570.6537.8598.3344852.382525.93570.519511301011201075683.4627.00161.285013.662526.81683.388610901010801100781732.20132.4085146.070527.54781.050710101010001040843.6812.3081.9725228.042527.99843.612870610696848844.7844.151.3865229.428528844.6798.10685.910675.9822.75839.3842.00-6.935222.498527.96839.346950510495595.5780.5809.90-77.1845145.314527.54780.4811040010390442.5701740.75-107.375037.944526.95700.9901136210352371625.9663.45-105.2824932.662526.37625.8511232610316334561.6593.75-93.514839.152525.85561.5561328910279297.5505.2533.40-84.9244754.228525.39505.1801425110241260453.8479.50-79.024675.208525.3453.7501523010220230.5220336.9004675.208525.32201621910209214.5209214.5004675.208525.32091720410194201.5194201.5004675.208525.31941818710177185.5177185.5004675.208525.31771917010160168.5160168.5004675.208525.31602015210142151142151.0004675.208525.31422114210132137132137.0004675.208525.31322212710117124.5117124.5004675.208525.31172311910109113109113.0004675.208525.31092411110101105101105.0004675.208525.3101在3小时以前下泄水量等于入库水量水库水位保持525.3m不变,从3小时开始敞开闸门自由下泄,此时为保证大坝安全继续敞开闸门下泄,在13至14小时之间的某一时刻水位下降到防洪限制水位，控制闸门保持防洪限制水位不变,之后来多少水，泻多少水，即下泄水量等于入库水量。此过程中由二孔闸门控制。表（2）当p=0.1%时的计算表时间t(h)入库Qm3/s引用余水平均入库流量m3/s下泄m3/s平均下泄库水变化万m3库存水量万m3库水位m下泄qm3/s05010401634004738.406525.340129610286286163.0004738.406525.3286268010670478670478.0004738.406525.367031300101290980825.1747.5583.6824822.088525.76825.1024200010199016401085.1955.10246.5645068.652527.111085.1605230010229021401449.21267.15314.2265382.878528.841449.2306210010209021901720.21584.70217.9085600.786530.031720.1977175010174019151784.31752.2558.595659.376530.31784.2847.3170010169017761781.91783.10-2.1965657.18530.291781.8688118010117014551636.51687.60-83.7365534.06529.671636.5369895108851027.51415.21525.85-179.4065354.654528.691415.13210817108078461216.51315.85-169.1465185.508527.761216.432117091069975310611138.75-138.875046.638526.991060.9381260610596647.5927.4994.20-124.8124921.826526.31927.4501354910539567.5815.4871.40-109.4044812.422525.71815.4231444710437488717.1766.25-100.174712.252525.3717.1341544010430433.5430573.55-50.4184661.834525.34301641410404417404417.0004661.834525.34041738510375389.5375389.5004661.834525.33751835110341358341358.0004661.834525.33411932010310325.5310325.5004661.834525.33102028610276293276293.0004661.834525.32762125710247261.5247261.5004661.834525.32472224010230238.5230238.5004661.834525.32302322610216223216223.0004661.834525.32162421210202209202209.0004661.834525.3202在3小时以前下泄水量等于入库水量水库水位保持525.3m不变,在14到15小时之间水位下降到防洪限制水位，控制闸门，保持防洪限制水位525.3m不变,之后来多少水泻多少水，即下泄水量等于入库水量。此过程中由三孔闸门控制。表（3）当p=1%时的表格时间t(h)入库Qm3/s引用余水平均入库流量m3/s下泄m3/s平均下泄库水变化m3库存水量万m3库水位m下泄q0351025105.5025105.5004738.406525.32511961018618604738.406525.3186252410514350.00514350.0004738.406525.3514372710717615.50518.3516.1535.7664774.172525.5518.27041220101210963.50615566.65142.8664917.038526.28614.964513901013801295.00771.7693.35216.5945133.632527.47771.697612901012801330.00907.9839.80176.4725310.104528.44907.878711901011801230.00989.3948.60101.3045411.408529989.3068853108431011.50995992.156.9665418.374529.038995.0118.1083710827997.93995.8995.400.9095419.283529.041995.756964710637740.00928.7960.75-79.475336.231528.58928.6471048310473555.00836.1882.40-117.8645218.367527.94836.1681143710427450.00743.6789.85-122.3465096.021527.26743.6361239810388407.50665.8704.70-106.9924989.029526.68665.7381334810338363.00597.8631.80-96.7684892.261526.15597.7941429410284311.00535.5566.65-92.0344800.227525.64535.4741528310273278.50481.4508.45-82.7824717.445525.3481.3971626310253263.00253367.20-20.844717.445525.32531724510235244.00235244.0004717.445525.32351822410214224.50214224.5004717.445525.32141920410194204.00194204.0004717.445525.31942018310173183.50173183.5004717.445525.31732117110161167.00161167.0004717.445525.31612215410144152.50144152.5004717.445525.31442314410134139.00134139.0004717.445525.31342413510125129.50125129.5004717.445525.3125在3小时以前下泄水量等于入库水量，水库水位保持在防洪限制水位525.3m不变,从3小时开始敞开闸门自由下泄,水位升高,此时为保证大坝安全敞开闸门下泄.在15到16小时之间的某时刻水位下降到防洪限制水位，此时控制闸门，保持防洪限制水位不变,下泄水量等于入库水量。在此过程中一直由二孔闸门控制,不需要开启第三孔.2、半图解法如下：表（1）当p=2%时的表格时间(h)入库流量(m³/s)引用(m³/s)余水(m³/s)平均入库流量(m3/s)下泄流量q(m3/s)v/t+q/2(m3/s)水库水位Z(m)029101919525.311621015285.5152525.3243210422287422525.3360210592507494.913410525.341040101030811561.113726525.85511301011201075676.514240526.76610901010801100775.614664527.5710101010001040839.414928527.96870610696848842.214937527.98950510495595.5782.414690527.551040010390442.5702.914350526.961136210352371626.214018526.371232610316334562.313726525.861328910279297.5505.513461525.391425110241260454.213216525.31523010220230.5220525.31621910209214.5209525.31720410194201.5194525.31818710177185.5177525.31917010160168.5160525.32015210142151142525.32114210132137132525.32212710117124.5117525.32311910109113109525.32411110101105101525.3说明：在13至14小时之间的某一时刻水位下降到防洪限制水位，控制闸门保持防洪限制水位不变,之后来多少水，泻多少水，即下泄水量等于入库水量。此过程中由二孔闸门控制。表（2）当p=1%时时间(h)入库流量(m³/s)引用(m³/s)余水(m³/s)平均入库流量(m3/s)下泄流量q(m3/s)v/t+q/2(m3/s)水库水位Z(m)035102525525.3119610186105.5186525.3252410514350494.913410525.3372710717615.552113531525.5241220101210963.561613973526.29513901013801295772.814652527.48612901012801330909.215209528.45711901011801230989.7155305298853108431011.5995.615552529.04964710637740930.915296528.6104831047355583814920527.951143710427450744.314532527.271239810388407.5667.414196526.691334810338363598.413891526.151429410284311535.513604525.641528310273278.548213347525.31626310253263253525.31724510235244235525.31822410214224.5214525.31920410194204194525.32018310173183.5173525.32117110161167161525.32215410144152.5144525.32314410134139134525.32413510125129.5125525.3说明：在14到15小时之间的某时刻水位下降到防洪限制水位，此时控制闸门，保持防洪限制水位不变,下泄水量等于入库水量。在此过程中一直由二孔闸门控制,不需要开启第三孔.表（3）当p=0.1%时的表格时间(h)入库流量(m³/s)引用(m³/s)余水(m³/s)平均入库流量(m3/s)下泄流量q(m3/s)v/t+q/2(m3/s)库水位(m)050104040525.3129610286163286525.3268010670478680525.331300101290980742.413533525.34200010199016401022.714431526.85230010229021401402.915548528.636210010209021901689.416335529.97175010174019151766.716561530.238118010117014551656.916249529.76989