《調(diào)洪演算案例》1700字

調(diào)洪演算案例1.1調(diào)洪計(jì)算原理1.1.1調(diào)洪演算目的、原理和方法調(diào)洪演算的目的主要目的是為了確定設(shè)計(jì)及校核上、下游洪水位，以及壩高等基本要素。水庫的調(diào)洪作用主要就是使入庫洪水過程變得緩慢，洪水歷時(shí)拉長洪峰流量減少，降低對大壩的沖擊，讓來洪和泄洪都處在安全值內(nèi)。調(diào)洪演算的原理和方法我們采用靜態(tài)庫容法，該方法僅考慮壩前水位水平面以下的庫容對洪水進(jìn)行調(diào)節(jié)，連續(xù)性方程可寫為有限差形式的水量平衡方程：式中——時(shí)段的平均入庫流量，；——時(shí)段的初、末的入庫流量，；——時(shí)段的初、末的下泄流量，；——時(shí)段的平均下泄流量，；——時(shí)段的初、末水庫的蓄水量，；——計(jì)算時(shí)段起調(diào)水位245m計(jì)算工況：設(shè)計(jì)工況（P=1%，Q=3645）校核工況（P=0.1%，Q=4509.5）圖4-1洪水過程線1.1.2調(diào)洪演算方案擬定泄洪方式：表孔式泄洪數(shù)據(jù)計(jì)算：①孔口凈寬按以下公式計(jì)算：式中——下泄流量；q——單寬流量設(shè)計(jì)洪水位247.06m，相應(yīng)下泄流量為2800；校核洪水位246.05，相應(yīng)下泄流量為3000。q=50~100m/s。計(jì)算情況流量Q（）單寬流量q()孔口凈寬B（m）設(shè)計(jì)水位280050~10028~56校核水位300050~10030~60根據(jù)以上計(jì)算，取孔口凈寬B=32m，設(shè)計(jì)洪水位時(shí)單寬流量為87.5m/s，?。好靠變魧抌=6m,孔數(shù)n=5m。根據(jù)閘門的形式取閘墩厚度d=3.5m，邊墩取2.5m，由上述計(jì)算每孔凈寬b=6m。則溢流前緣總長L為49m。而堰上水頭的公式為：式中閘墩側(cè)收縮系數(shù)，取=0.92；流量系數(shù)，m=0.502；重力加速度，g=9.8m/s。當(dāng)設(shè)計(jì)洪水位時(shí)，驗(yàn)算：當(dāng)校核洪水位時(shí)，泄流量為3000，，代入公式求得孔口凈寬B為46m，對應(yīng)的校核水位單寬流量q為65m/s，不大于設(shè)計(jì)水位的單寬流量87.5m/s,滿足條件，說明設(shè)計(jì)合理。所以取溢流壩段堰上水頭。兩種方案：堰頂高程為235m，堰寬35m；堰頂高程為236m，堰寬40m。①堰頂高程為235m，B=35m，P=1%（設(shè)計(jì)工況），起調(diào)水位：245m方案一（設(shè)計(jì)工況）時(shí)間

t/h入庫洪水流量

Q/(m3/s)時(shí)段平均入庫流量下泄流量

q/（m3/s)時(shí)段平均下泄流量時(shí)段內(nèi)水庫存水量變化水庫存水量水庫水位（1）(2)(3)(4)(5)(6)(7)(8)032.8132.8132400.00245.004249.08140.95249.08140.950.0032400.00245.008662.18455.63662.18455.630.0032400.00245.00121269.68965.931269.68965.930.0032400.00245.00162976.752123.222255.151762.410.0032400.00245.00203645.003310.882340.242297.701458.9833858.98245.25243092.183368.592478.562409.401381.2335240.21245.65282673.002882.592598.202538.38495.6635735.87245.99322241.682457.342548.712573.45-167.2035568.67245.85361877.182059.432391.802470.26-591.5934977.08245.40401518.751697.972295.862343.83-930.0534047.03245.12441169.441341.101169.441732.65-559.5232400.00245.0048961.491066.97961.491066.970.0032400.00245.0052729.00846.75729.00846.750.0032400.00245.0056540.68631.84540.68631.840.0032400.00245.0060388.80461.74388.80461.740.0032400.00245.0064243.00315.90243.00315.900.0032400.00245.0068121.54183.77121.54183.770.0032400.00245.007248.6086.5748.6086.570.0032400.00245.00②堰頂高程為235m，B=35m，P=0.1%（校核工況），起調(diào)水位：245m方案一（校核工況）時(shí)間

t/h入庫洪水流量

Q/(m3/s)時(shí)段平均入庫流量下泄流量

q/（m3/s)時(shí)段平均下泄流量時(shí)段內(nèi)水庫存水量變化水庫存水量水庫水位（1）(2)(3)(4)(5)(6)(7)(8)040.5832.8132400.00245.004308.12171.35249.08140.950.0032400.00245.008819.14563.63662.18455.630.0032400.00245.00121570.641191.891269.68965.930.0032400.00245.00163682.352626.502255.151762.410.0032400.00245.002045094095.682306.082280.622613.6935013.69245.15243825.144167.072559.292432.682497.5237511.20245.88283306.63565.872802.932681.111271.0638785.26246.56322773.043039.822997.882900.41200.7638986.02247.09362322.142547.592927.492962.69-597.7438388.28246.90401878.752100.452655.142791.32-991.8637393.42246.15441446.641662.701446.642050.89-559.0032400.00245.44481170.841308.741170.841308.740.0032400.00245.0052901.81036.32901.81036.320.0032400.00245.0056668.84785.32668.84785.320.0032400.00245.0060480.96571.90480.96571.900.0032400.00245.006430.06255.5130.06255.510.0032400.00245.0068151.0692.06151.0692.060.0032400.00245.007260.12107.0960.12107.090.0032400.00245.00③堰頂高程為236m，B=40m，P=1%（設(shè)計(jì)工況），起調(diào)水位：245m方案二（設(shè)計(jì)工況）時(shí)間

t/h入庫洪水流量

Q/(m3/s)時(shí)段平均入庫流量下泄流量

q/（m3/s)時(shí)段平均下泄流量時(shí)段內(nèi)水庫存水量變化水庫存水量水庫水位（1）(2)(3)(4)(5)(6)(7)(8)032.8132.8132400.00245.004249.08140.95249.08140.950.0032400.00245.008662.18455.63662.18455.630.0032400.00245.00121269.68965.931269.68965.930.0032400.00245.00162976.752123.222200.551735.110.0032400.00245.002036453310.882311.492256.021518.9933918.99245.30243092.183368.592488.912400.201391.4835313.48245.772826732882.592596.672542.79489.3135802.79246.05322241.682457.342531.062563.86-153.4035649.39245.88361877.182059.432393.992462.53-580.4635068.93245.52401518.751697.972360.122377.06-977.8934091.04245.43441169.441341.101169.441761.78-605.7932400.00245.2048961.491066.97961.491066.970.0032400.00245.0052729846.75729846.750.0032400.00245.0056540.68631.84540.68631.840.0032400.00245.0060388.8461.74388.8461.740.0032400.00245.0064243315.90243315.900.0032400.00245.0068121.54183.77121.54183.770.0032400.00245.007248.686.5748.686.570.0032400.00245.00④堰頂高程為236m，B=40m，P=0.1%（校核工況），起調(diào)水位：245m方案二（校核工況）時(shí)間

t/h入庫洪水流量

Q/(m3/s)時(shí)段平均入庫流量下泄流量

q/（m3/s)時(shí)段平均下泄流量時(shí)段內(nèi)水庫存水量變化水庫存水量水庫水位（1）(2)(3)(4)(5)(6)(7)(8)040.5840.5832400.00245.004308.12171.35308.12140.950.0032400.00245.008819.14563.63819.14455.630.0032400.00245.00121570.641191.891570.64965.930.0032400.00245.00163682.352626.502200.551735.110.0032400.00245.002045094095.682263.192231.872683.8835083.88245.17243825.144167.072546.452401.822537.6437621.52245.92283306.63565.872836.632691.541259.0338880.55246.66322773.043039.822997.782917.21176.5639057.12247.06362322.142547.592928.932963.36-598.7038458.41246.89401878.752100.452635.522782.23-981.7637476.65246.15441446.641662.701446.642041.08-541.8732400.00245.44481170.841308.741170.841308.740.0032400.00245.0052901.81036.32901.81036.320.0032400.00245.0056668.84785.32668.84785.320.0032400.00245.0060480.96571.90480.96571.900.0032400.00245.006430.06255.5130.06255.510.0032400.00245.006815