碾壓混凝土重力壩設計計算書

碾壓混凝土重力壩設計計算書目錄第一章設計依據(jù)11.1 工程等級及建筑物級別11.2 工程洪水標準1第二章洪水調節(jié)計算32.1工程洪水標準32.2調洪計算32.2.1調洪計算基本原理32.2.2水位與流量關系的確定52.2.3機算調洪數(shù)據(jù)5校核水庫防空時間20第三章水能計算213.1電站出力的估算213.2機組臺數(shù)和單機容量的選擇213.3水輪機型號和參數(shù)選擇213.4淤沙高程及電站取水口高程計算223.4.1淤沙高程223.4.2電站進水口底板高程23第四章水電站廠房初步設計244.1 水電站廠房的布置244.2 廠房輪廓的確定24主廠房長度的確定244.2.2 主廠房寬度的確定244.2.3 尾水平臺及尾水閘室的布置25第五章大壩設計265.1 大壩有關參數(shù)的確定265.2 非溢流壩設計275.2.1 非溢流壩基本剖面設計275.2.2 非溢流壩實用剖面設計285.2.3 非溢流壩的荷載組合295.2.4 非溢流壩抗滑穩(wěn)定驗算〔壩基處2—2截面〕295.2.5 非溢流壩段應力驗算〔壩基處2—2截面〕33壩基處2—2截面內部應力驗算355.2.7非溢流壩段折坡處抗滑穩(wěn)定驗算〔1—1截面〕395.2.8非溢流壩段折坡應力驗算〔1—1截面〕435.3 溢流壩段設計455.3.1 溢流壩段基本數(shù)據(jù)45溢流壩段實用剖面設計45溢流壩段消能設施的結構尺寸確定46溢流壩抗滑穩(wěn)定驗算〔壩基處2—2截面〕485.3.5溢流壩段應力驗算〔壩基處2—2截面〕525.3.6 溢流挑射距離和沖坑深度計算545.4 廠房壩段設計555.4.1 水電站廠房的型式555.4.2 水電站廠房的布置555.4.3 電站引水管的布置形式555.4.4 廠房壩段壩身剖面設計56第六章施工組織設計576.1施工導流標準576.2施工導流布置和水力計算57導流方法576.2.2導流布置576.3一期導流計算586.3.1導流水力計算586.3.2上下游圍堰的堰頂高程596.3.3圍堰斷面設計596.3.4圍堰工程量計算626.4二期導流機算636.4.1壩體缺口和底孔聯(lián)合泄流水力計算636.4.2堰頂高程的確定與堰頂寬度的確定636.4.3圍堰斷面設計636.4.4圍堰工程量計算646.5封堵時間及蓄水計劃65第一章設計依據(jù)1.1工程等級及建筑物級別根據(jù)《水利水電工程等級劃分及洪水標準》SL252—2000有表1-1水利水電工程分等指標防洪治澇灌溉供水發(fā)電工水庫總保護城保護治澇灌溉程工程庫容鎮(zhèn)及工供水對裝機農田面積面積等規(guī)模<108m礦企業(yè)象重要容量<104<104<104別3〕的重要性<104KW>畝>畝>畝>性Ⅰ大〔1〕≥10特別重≥500≥200≥150特別重≥120型要要Ⅱ大〔2〕10～1.0重要500～200～60150～50重要120～30型100Ⅲ中型1.0～中等100～3060～1550～5中等30～50.10Ⅳ小〔1〕0.10～一般30～515～35～0.5一般5～1型0.01Ⅴ小〔2〕0.01～<5<3<0.5<1型0.001注:①水庫總庫容指水庫最高水位以下的靜庫容；②治澇面積和灌溉面積均指設計面積.確定XX水利樞紐工程為Ⅰ等工程,大〔1〕型規(guī)模.表1-2水工建筑物級別永久性建筑物級別工程等別臨時性建筑物級別主要建筑物次要建筑物Ⅰ133Ⅱ234Ⅲ345Ⅳ455Ⅴ555確定XX水利樞紐的水工建筑物級別為：主要建筑物1級,次要建筑物3級,臨時性建筑物級別4級.1.2工程洪水標準表1-3山區(qū)、丘陵區(qū)水利水電工程永久性水工建筑物的洪水標準[重現(xiàn)期〔年〕]項目水工建筑物級別12345設計1000～500500～100100～5050～3030～20校土石壩可能最大5000～2000～1000～300300～200核 洪水〔PMF〕 2000 1000或10000～5000混凝土壩、 5000～ 2000～漿砌石壩 2000 1000

1000～500 500～200 200～100本工程采用混凝土重力壩,所以永久性水工建筑物的洪水標準：正常運用情況下為1000年一遇〔P0.1%〕,非常運用情況下為5000年一遇P0.02%〕.1-4臨時性水工建筑物洪水標準[重現(xiàn)期〔年〕]臨時性水工建筑物級別臨時性建筑物類型3 4 5土石結構 50～20 20～10 10～5混凝土、漿砌石結構20～1010～55～3確定臨時性建筑物的洪水標準：20年一遇〔P0.5%〕.第二章洪水調節(jié)計算2.1工程洪水標準由上面工程洪水標準知道,XX水利樞紐工程的設計洪水為1000年一遇〔P=0.1%〕,校核洪水為5000年一遇〔P=0.02%〕.2.2調洪計算調洪計算基本原理1.調洪計算基本水文資料〔1〕庫水位與庫容關系曲線表2—1庫水位與庫容關系曲線庫水位Z<m>306308310312314316318320庫容V<108m3>12.213.815.317.319.822.425.127.8〔2〕洪水流量過程線2—1洪水流量過程線〔3〕壩址處流量與水位關系曲線見說明書附圖3.2.調洪計算過程本工程利用列表試算法進行調洪計算.〔1〕本次設計共擬訂了16個方案進行比較：表2—2調洪方案泄水工況泄水方式堰頂高程▽〔m〕溢流寬度孔數(shù)×孔寬〔m〕3037×149×1117×14304設計工況9×11P=0.1%3039×117×1429×113047×143037×149×1117×14304校核工況9×11P=0.02%3039×117×1429×113047×14注：泄水方式1表孔溢流泄洪〔底孔作為安全儲備〕2表孔溢流泄洪+發(fā)電輔助泄洪〔底孔作為安全儲備〕〔2〕水量平衡公式如下:〔3〕水庫蓄洪曲線當已知水庫入庫洪水過程線時,Q1

,Q

2

,Q均為已知；V1

,

q則是計算時段1t開始時的初始條件.假定暫不計及自水庫取水的興利部門泄向下游的流量,則下泄流量q應是泄洪建筑物泄流水頭H的函數(shù),而當泄洪建筑物的型式、尺寸等已定時式〔2—2〕常用泄流水頭H與下泄流量q的關系曲線來表示.根據(jù)水利學公式,H與q的關系曲線不難求出.若是堰流,H即為庫水位Z與堰頂高程之差；若是閘孔出流,H即為庫水位Z與閘孔中心高程之差.因此,不難根據(jù)H與q的關系曲線求出Z與q的關系曲線qf(Z).并且,由庫水位Z,又可借助與水庫容積特性曲線Vf(Z),求出相應的水庫蓄水容積〔蓄存水量〕V.所以,式〔2—2〕最終也可以用下泄流量q與庫容Vf(Z)的關系曲線來代替,即上面的式子組成一個方程組,可以解出q 、V.2 2水位與流量關系的確定本工程泄洪方式采用WES堰流曲線.水位與流量關系曲線公式：機算調洪數(shù)據(jù)表孔溢流泄洪〔底孔作為安全儲備〕〔1〕設計洪水情況〔p=0.1%〕a.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*303*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>1234567891011032360119600.305.7063603636.003436.007421.761311.66655.831416.596005.17125605.306.4225123604164.003900.008424.001701.561506.613254.285169.72130774.307.149183604891.004527.509779.402121.451911.514128.865650.54136425.307.824243606000.005445.5011762.282727.032424.245236.366525.92142951.308.636303607455.006727.5014531.403492.223109.636716.797814.61150765.309.729363609000.008227.5017771.404316.443904.338433.359338.05160104.310.70142360105459772.5021108.605234.474775.4510314.9810793.6170897.311.72694836011618.011081.5023936.046135.395684.9312279.4511656.5182554.312.7089265436012509.012063.5026057.167038.416586.9114227.7211829.4194383.313.7084616036012777.012643.0027308.887918.17478.2616153.0411155.8205539.314.504586636012182.012479.5026955.728647.108282.6017890.429065.30214604.315.206887236010909.011545.5024938.289105.338876.2219172.635765.65220370.315.7042783608909.009909.0021403.449240.729173.0319813.741589.70221960.315.814843606545.007727.0016690.328990.769115.7419690.00-2999.6218960.315.61841903604818.005681.5012272.048459.668725.2118846.45-6574.4212386.315.110963603255.004036.508718.847761.898110.7817519.28-8800.4203585.314.4463進一步深入計算：98*303*水庫調洪演算p=0.1%列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬t△T<m3/s><m3/s>△T<萬m3>q<m3/s><m3/s>△T<萬m3>V<萬m3>Z<m><h><分m3/s>鐘>1234567891072109099105.33220370.4315.72736010508.0010708.503855.069146.9999126.163285.42569.64220940.0315.76746010261.0010384.503738.429188.6339167.823300.41438.01221378.0315.875609831.0010046.003616.569209.4819199.063311.66304.90221682.9315.8276609627.009729.003502.449230.309219.893319.16183.28221866.2315.8477609297.009462.003406.329230.2999230.303322.9183.41221949.6315.8478608909.009103.003277.089230.2999230.303322.91-45.83221903.8315.84796083748641.503110.949209.489219.893319.16-208.22221695.6315.82b.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*303*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>12345678910032360119600.305.7063603636.003436.007421.761325.00662.501431.015990.75125590.306.4985123604164.003900.008424.001712.811518.913280.855143.15130733.307.0499183604891.004527.509779.402143.041927.934164.325615.08136349.307.810243606000.005445.5011762.282739.932441.485273.606488.68142837.308.674303607455.006727.5014531.403512.873126.406753.037778.37150616.309.6808363609000.008227.5017771.404343.193928.048484.569286.84159902.310.67994236010545.09772.5021108.605261.974802.5810373.5810735.0170637.311.702964836011618.011081.5023936.046178.605720.2912355.8211580.2182218.312.7042145436012509.012063.5026057.167081.226629.9214320.6211736.5193954.313.6084686036012777.012643.0027308.887956.607518.9216240.8611068.0205022.314.5092746636012182.012479.5026955.728693.008324.8117981.588974.14213996.315.204837236010909.011545.5024938.289145.408919.2019265.475672.81219669.315.6067783608909.009909.0021403.449261.109203.2519879.021524.42221194.315.708843606545.007727.0016690.329019.129140.1219742.65-3052.3218141.315.58375903604818.005681.5012272.048482.628750.8718901.89-6629.8211511.315.0594963603255.004036.508718.847767.228124.9217549.83-8830.9202680.314.3996進一步深入計算：99*303*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*q<m3/s><q1+q2>/2△V<萬V<萬m3>Z<m>t△T<m3/s><m3/s>△T<萬m3><m3/s>△T<萬m3><分m3/s><h>鐘>1234567891072109099145.40219669.6315.67736010508.0010708.503855.069187.4559166.433299.91555.15220224.8315.71746010261.0010384.503738.429219.0159203.243313.16425.26220650.0315.7475609831.0010046.003616.569250.5739234.793324.53292.03220942.0315.7776609627.009729.003502.449261.109255.843332.10170.34221112.4315.7877609297.009462.003406.329261.1049261.103334.0072.32221184.7315.7878608909.009103.003277.089261.1049261.103334.00-56.92221127.8315.78796083748641.503110.949240.089250.593330.21-219.27220908.5315.76c.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*304*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>12345678910032360119600.305.7063603636.003436.007421.76836.602418.30903.536518.23126118.306.5322123604164.003900.008424.001235.781036.192238.176185.83132304.307.219183604891.004527.509779.401691.111463.453161.046618.36138922.308.1243243606000.005445.5011762.282348.972020.044363.297398.99146321.309.141303607455.006727.5014531.403105.442727.215890.778640.63154962.310.20363609000.008227.5017771.403916.283510.867583.4610187.9165150.311.24024236010545.09772.5021108.604815.864366.079430.7111677.8176827.312.309914836011618.011081.5023936.045717.555266.7111376.0912559.9189387.313.3085815436012509.012063.5026057.166648.806183.1813355.6812701.4202089.314.3098316036012777.012643.0027308.887566.097107.4515352.1011956.7214046.315.2048136636012182.012479.5026955.728323.817944.9617161.119794.61223840.315.909797236010909.011545.5024938.288832.438578.1218528.746409.54230250.316.4026783608909.009909.0021403.449005.878919.1519265.362138.08232388.316.632843606545.007727.0016690.328799.908902.8919230.24-2539.9229848.316.47243903604818.005681.5012272.048303.898551.9018472.10-6200.0223648.315.9637963603255.004036.508718.847655.827979.8617236.49-8517.6215130.315.3572進一步深入計算：98*304*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072109098832.43230250.2316.46736010508.0010708.503855.068922.3028877.363195.85659.21230909.4316.52746010261.0010384.503738.428929.9818926.143213.41525.01231434.4316.5575609831.0010046.003616.568962.58946.243220.65395.91231830.3316.5876609627.009729.003502.448995.028978.763232.35270.09232100.4316.6177609297.009462.003406.328995.0188995.023238.21168.11232268.5316.6178608909.009103.003277.089005.8689000.443240.1636.92232305.5316.62796083748641.503110.948984.208995.033238.21-127.27232178.2316.6d.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*304*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>12345678910032360119600.305.7063603636.003436.007421.76845.115422.56912.726509.04126109.306.5202123604164.003900.008424.001243.111044.112255.296168.71132277.307.2378183604891.004527.509779.401694.741468.933172.896606.51138884.308.1431243606000.005445.5011762.282366.112030.434385.727376.56146260.309006727.5014531.4031292747.555934.728596.68154857.310.159363609000.008227.5017771.403940.073534.547634.6010136.8164994.311.28034236010545.09772.5021108.604846.664393.379489.6811618.9176613.312.202294836011618.011081.5023936.045757.535302.1011452.5312483.5189096.313.201795436012509.012063.5026057.166696.336226.9313450.1712606.9201703.314.2019796036012777.012643.0027308.887612.867154.6015453.9311854.9213558.315.208576636012182.012479.5026955.728358.177985.5217248.729707.00223265.315.901747236010909.011545.5024938.288867.568612.8718603.796334.49229600.316.4021783608909.009909.0021403.449042.778955.1719343.162060.28231660.316.547843606545.007727.0016690.328823.758933.2619295.85-2605.5229054.316.34397903604818.005681.5012272.048327.968575.8618523.85-6251.8222803.315.9111963603255.004036.508718.847663.227995.5917270.47-8551.6214251.315.2355進一步深入計算：99*304*水庫調洪演算p=0.1%列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬t△T<m3/s><m3/s>△T<萬m3>q<m3/s><m3/s>△T<萬m3>V<萬m3>Z<m><h><分m3/s>鐘>1234567891072109098867.56229600.2316.41736010508.0010708.503855.068922.3028894.933202.18652.88230253.1316.46746010261.0010384.503738.428966.1128944.213219.91518.51230771.6316.575609831.0010046.003616.568998.9628982.543233.71382.85231154.4316.5376609627.009729.003502.449020.859009.913243.57258.87231413.3316.5577609297.009462.003406.329031.8129026.333249.48156.84231570.2316.5678608909.009103.003277.089031.8129031.813251.4525.63231595.8316.56796083748641.503110.949020.859026.333249.48-138.54231457.2316.55〔2〕校核洪水情況〔p=0.02%〕a.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*303*水庫調洪演算p=0.02%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>12345678910034810119600.305.7063603998.003739.508077.321359.64679.821468.416608.91126208.306.5293123604537.004267.509217.801791.531575.593403.285814.52132023.307.2945183605296.004916.5010619.642263.502027.524379.446240.20138263.308.0263243606463.005879.5012699.722962.482612.995644.067055.66145319.308.938303608056.007259.5015680.523772.443367.467273.728406.80153726.310.0717363609759.008907.5019240.204639.444205.959084.8510155.3163881.311.08548423601133310546.0022779.365612.575126.0111072.1811707.1175588.312.28614836012556.011944.5025800.126572.656092.6113160.0412640.0188228.313.208725436013519.013037.5028161.007564.027068.3415267.6012893.4201122.314.2010146036013852.013685.5029560.688542.958053.4917395.5412165.1213287.315.1084286636013296.013574.0029319.849334.448938.7019307.6010012.2223299.315.9074547236011759.012527.5027059.409869.439601.9420740.186319.22229618.316.4072783609574.0010666.5023039.649993.159931.2921451.591588.05231206.316.583843607019.008296.5017920.449711.919852.5421281.48-3361.0227845.316.26478903605204.006111.5013200.849136.579424.2520356.37-7155.5220690.315.7325963603481.004342.509379.808365.948751.2518902.71-9522.9211167.315.0131進一步深入計算：98*303*水庫調洪演算p=0.02% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072117599869.43229618.7316.42736011463.0011611.004179.969914.3999891.913561.09618.87230237.6316.46746011074.0011268.504056.669959.4079936.903577.29479.37230716.9316.5756010667.0010870.503913.389981.8949970.653589.43323.95231040.9316.52766010278.0010472.503770.1010004.429993.163597.54172.56231213.5316.54776010000.0010139.003650.0410004.4210004.423601.5948.45231261.9316.5478609574.009787.003523.329993.1549998.793599.56-76.24231185.7316.53796089819277.503339.909970.679981.913593.49-253.59230932.1316.51b.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*303*水庫調洪演算p=0.02%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/q<m3/s><q1+q2>/△V<萬V<萬m3>Z<m>t△T<m3/s>2<m3/s>*△T<萬2<m3/s>*△T<萬m3><分m3>m3/s><h>鐘>123456789100 3481 01367.416 360 3998.00 3739.50 8077.32 683.712

119600.305.701476.806600.52126200.306.552123604537.004267.509217.801809.771588.593431.365786.44131987.307.205183605296.004916.5010619.642279.092044.434415.986203.66138190.308.0762243606463.005879.5012699.722977.742628.425677.397022.33145213.308.906303608056.007259.5015680.523802.233389.997322.388358.14153571.310.0816363609759.008907.5019240.204669.494235.879149.4710090.7163661.311.03387423601133310546.0022779.365650.495159.9911145.5811633.7175295.312.18694836012556.011944.5025800.126610.726130.6013242.1112558.0187853.313.1021695436013519.013037.5028161.007598.907104.8115346.4012814.6200668.314.2070206036013852.013685.5029560.688577.188088.0517470.1812090.5212758.315.1050736636013296.013574.0029319.849387.158982.1719401.489918.36222677.315.901107236011759.012527.5027059.409901.479644.3120831.716227.69228904.316.3086783609574.0010666.5023039.6410037.89969.6821534.501505.14230409.316.4898843607019.008296.5017920.449742.389890.1321362.68-3442.2226967.316.21472903605204.006111.5013200.849145.239443.8120398.62-7197.7219769.315.6897963603481.004342.509379.808377.328761.2718924.35-9544.5210225.314.9534進一步深入計算：99*303*水庫調洪演算p=0.02% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬t△T<m3/s><m3/s>△T<萬m3>q<m3/s><m3/s>△T<萬m3>V<萬m3>Z<m><h><分m3/s>鐘>1234567891072117599901.47228904.8316.36736011463.0011611.004179.969958.3189929.903574.76605.20229510.0316.41746011074.0011268.504056.669992.4129975.373591.13465.53229975.5316.44756010667.0010870.503913.3810026.5110009.463603.41309.97230285.5316.47766010278.0010472.503770.1010037.8810032.203611.59158.51230444.0316.48776010000.0010139.003650.0410037.8810037.883613.6436.40230480.4316.4878609574.009787.003523.3210026.5110032.203611.59-88.27230392.1316.47796089819277.503339.9010003.7910015.153605.45-265.55230126.6316.45c.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*304*水庫調洪演算p=0.02%列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬t△T<m3/s><m3/s>△T<萬m3>q<m3/s><m3/s>△T<萬m3>V<萬m3>Z<m><h><分m3/s>鐘>12345678910034810119600.0305.763603998.003739.508077.32872.8941436.45942.737134.59126734.6306.59123604537.004267.509217.801318.7261095.812366.956850.85133585.4307.45183605296.004916.5010619.641852.2181585.473424.627195.02140780.5308.37243606463.005879.5012699.722563.792208.014769.297930.43148710.9309.43303608056.007259.5015680.523343.9152953.856380.339300.19158011.1310.5363609759.008907.5019240.204226.2983785.118175.8311064.37169075.5311.61423601133310546.0022779.365167.544696.9210145.3412634.02181709.5312.74836012556.0011944.5025800.126141.3565654.4512213.6113586.51195296.0313.785436013519.0013037.5028161.007187.2166664.2914394.8613766.14209062.1314.856036013852.0013685.5029560.688184.257685.7316601.1812959.50222021.6315.856636013296.0013574.0029319.849038.3878611.3218600.4510719.39232741.0316.657236011759.0012527.5027059.409591.239314.8120119.996939.41239680.4317.16783609574.0010666.5023039.649764.689677.9520904.382135.26241815.7317.32843607019.008296.5017920.449526.1959645.4420834.14-2913.70238902.0317.1903605204.006111.5013200.848984.209255.2019991.23-6790.39232111.6316.6963603481.004342.509379.808244.078614.1418606.53-9226.73222884.9315.91進一步深入計算：98*304*水庫調洪演算p=0.02% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072117599591.23239680.4317.16736011463.0011611.004179.969645.4199618.333462.60717.36240397.8317.21746011074.0011268.504056.669699.6389672.533482.11574.55240972.3317.26756010667.0010870.503913.389732.1569715.903497.72415.66241388.0317.29766010278.0010472.503770.109753.829742.993507.48262.62241650.6317.31776010000.0010139.003650.049764.6759759.253513.33136.71241787.3317.3278609574.009787.003523.329764.6759764.683515.288.04241795.3317.32796089819277.503339.909753.829759.253513.33-173.43241621.9317.31d.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*304*水庫調洪演算p=0.02%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>12345678910034810119600.305.7063603998.003739.508077.32881.776440.89952.327125.00126725.306.5409123604537.004267.509217.801326.901104.342385.376832.43133557.307.4344183605296.004916.5010619.641864.271595.593446.477173.17140730.308.3766243606463.005879.5012699.722583.112223.704803.187896.54148627.309.412303608056.007259.5015680.523369.902976.516429.269251.26157878.310.4249363609759.008907.5019240.204253.253811.588233.0011007.2168885.311.5069423601133310546.0022779.365201.894727.5710211.5512567.8181453.312.61484836012556.011944.5025800.126185.645693.7612298.5313501.5194955.313.709065436013519.013037.5028161.007230.136707.8914489.0413671.9208627.314.8056026036013852.013685.5029560.688227.237728.6816693.9612866.7221493.315.8032716636013296.013574.0029319.849075.628651.4318687.0810632.7232126.316.6016407236011759.012527.5027059.409634.069354.8420206.466852.94238979.317.1041783609574.0010666.5023039.649798.349716.2020987.002052.64241032.317.206843607019.008296.5017920.449557.439677.8920904.24-2983.8238048.317.06024903605204.006111.5013200.848998.969278.2020040.91-6840.0231208.316.5723963603481.004342.509379.808257.458628.2018636.92-9257.1221951.315.8204進一步深入計算：99*304*水庫調洪演算p=0.02% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072117599634.06238979.4317.11736011463.0011611.004179.969688.8339661.453478.12701.84239681.2317.16746011074.0011268.504056.669732.6449710.743495.87560.79240242.0317.2756010667.0010870.503913.389765.4939749.073509.66403.72240645.7317.23766010278.0010472.503770.109787.389776.443519.52250.58240896.3317.25776010000.0010139.003650.049798.3439792.863525.43124.61241020.9317.2678609574.009787.003523.329798.3439798.343527.40-4.08241016.9317.26796089819277.503339.909787.389792.863525.43-185.53240831.3317.25表孔溢流泄洪+發(fā)電輔助泄洪〔底孔作為安全儲備〕〔2〕設計洪水情況〔p=0.1%〕a.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*303*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>1234567891003236800119600.305.7063603636.003436.007421.761991.681395.843015.024406.74124006.306.2475123604164.003900.008424.002279.622135.654613.013810.99127817.306.7173183604891.004527.509779.402615.532447.585286.774492.63132310.307.2849243606000.005445.5011762.283041.432828.486109.535652.75137963.3081303607455.006727.5014531.403747.743394.597332.317199.09145162.308.9926363609000.008227.5017771.404589.434168.599004.168767.24153929.310.084942360105459772.5021108.605464.955027.1910858.7410249.8164179.311.16324836011618.011081.5023936.046393.575929.2612807.2011128.8175308.312.104195436012509.012063.5026057.167249.076821.3214734.0511323.1186631.313.0021396036012777.012643.0027308.888066.577657.8216540.9010767.9197399.313.9038256636012182.012479.5026955.728770.188418.3818183.708772.02206171.314.609337236010909.011545.5024938.289207.578988.8819415.985522.30211693.315.0065783608909.009909.0021403.449322.149264.8520012.091391.35213084.315.196843606545.007727.0016690.329072.219197.1819865.90-3175.5209909.314.9832903604818.005681.5012272.048530.658801.4319011.09-6739.0203170.314.453963603255.004036.508718.847828.938179.7917668.35-8949.5194220.313.718進一步深入計算：98*303*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072109099207.57211693.6315.05736010508.0010708.503855.069249.2339228.403322.22532.84212226.4315.09746010261.0010384.503738.429290.8999270.073337.22401.20212627.6315.1375609831.0010046.003616.569311.7179301.313348.47268.09212895.7315.1576609627.009729.003502.449322.149316.933354.09148.35213044.1315.1677609297.009462.003406.329322.1419322.143355.9750.35213094.4315.1678608909.009103.003277.089322.1419322.143355.97-78.89213015.5315.16796083748641.503110.949301.329311.733352.22-241.28212774.2315.14b.堰頂高程▽303m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*303*水庫調洪演算p=0.1%列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬t△T<m3/s><m3/s>△T<萬m3>q<m3/s><m3/s>△T<萬m3>V<萬m3>Z<m><h><分m3/s>鐘>1234567891003236800119600.0305.763603636.003436.007421.762003.811401.913028.114393.65123993.6306.25123604164.003900.008424.002288.6122146.214635.823788.18127781.8306.72183604891.004527.509779.402627.9482458.285309.884469.52132251.3307.28243606000.005445.5011762.283058.182843.066141.015621.27137872.6307.99303607455.006727.5014531.403762.8873410.537366.757164.65145037.3308.94363609000.008227.5017771.404619.4014191.149052.878718.53153755.8310.084236010545.009772.5021108.605486.665053.0310914.5410194.06163949.9311.094836011618.0011081.5023936.046421.6815954.1712861.0011075.04175024.9312.165436012509.0012063.5026057.167285.8876853.7814804.1711252.99186277.9313.066036012777.0012643.0027308.888111.7047698.8016629.4010679.48196957.4313.926636012182.0012479.5026955.728809.1978460.4518274.578681.15205638.5314.597236010909.0011545.5024938.289251.069030.1319505.085433.20211071.7315.01783608909.009909.0021403.449356.249303.6520095.881307.56212379.3315.11843606545.007727.0016690.329093.2319224.7319925.42-3235.10209144.2314.86903604818.005681.5012272.048546.198819.7119050.58-6778.54202365.6314.34963603255.004036.508718.847833.238189.7117689.77-8970.93193394.7313.63進一步深入計算：99*303*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072109099251.06211071.7315.01736010508.0010708.503855.069282.6199266.843336.06519.00211590.7315.04746010261.0010384.503738.429324.6789303.653349.31389.11211979.8315.0875609831.0010046.003616.569345.7389335.213360.67255.89212235.7315.176609627.009729.003502.449356.249350.993366.36136.08212371.8315.1177609297.009462.003406.329356.2369356.243368.2438.08212409.8315.1178608909.009103.003277.089345.7389350.993366.36-89.28212320.6315.1796083748641.503110.949324.689335.213360.67-249.73212070.8315.08c.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕7×14m98*304*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>1234567891003236800119600.305.7063603636.003436.007421.761532.931166.472519.574902.19124502.306.3222123604164.003900.008424.001838.781685.863641.464782.54129284.306.9671183604891.004527.509779.402191.292015.044352.495426.91134711.307.5479243606000.005445.5011762.282692.492441.895274.496487.79141199.308.443303607455.006727.5014531.403404.073048.286584.297947.11149146.309.469363609000.008227.5017771.404199.563801.828211.939559.47158706.310.57074236010545.09772.5021108.605081.954640.7610024.0411084.5169790.311.606684836011618.011081.5023936.045965.435523.6911931.1812004.8181795.312.708645436012509.012063.5026057.166846.146405.7913836.5112220.6194016.313.6015186036012777.012643.0027308.887713.737279.9415724.6711584.2205600.314.5071386636012182.012479.5026955.728453.788083.7617460.929494.80215095.315.303127236010909.011545.5024938.288923.808688.7918767.796170.49221265.315.7069783608909.009909.0021403.449073.808998.8019437.411966.03223231.315.964843606545.007727.0016690.328863.808968.8019372.61-2682.2220549.315.72933903604818.005681.5012272.048383.778623.7918627.38-6355.3214194.315.2405963603255.004036.508718.847713.748048.7617385.31-8666.4205527.314.5758進一步深入計算：98*304*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072109098923.80221265.6315.79736010508.0010708.503855.068973.7918948.803221.57633.49221899.1315.84746010261.0010384.503738.429013.8018993.803237.77500.65222399.7315.8875609831.0010046.003616.569043.8019028.803250.37366.19222765.9315.9176609627.009729.003502.449053.819048.813257.57244.87223010.8315.9277609297.009462.003406.329063.799058.803261.17145.15223156.0315.9378608909.009103.003277.089073.89068.803264.7712.31223168.3315.94796083748641.503110.949063.799068.803264.77-153.83223014.4315.93d.堰頂高程▽304m,溢流寬度〔孔數(shù)×孔寬〕9×11m99*304*水庫調洪演算p=0.1%列<表試算法>時時段<Q1+Q2>/2<q1+q2>/2間Q<Q1+Q2>/<q1+q2>/△V<萬△T*△T<萬q<m3/s>*△T<萬V<萬m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>鐘>1234567891003236800119600.305.7063603636.003436.007421.761535.141167.572521.964899.80124499.306.3881123604164.003900.008424.001849.351692.253655.264768.74129268.306.9651183604891.004527.509779.402200.202024.784373.535405.87134674.307.5948243606000.005445.5011762.282704.982452.605297.616464.67141139.308.412303607455.006727.5014531.403423.83064.396619.097912.31149051.309.448363609000.008227.5017771.404226.123824.968261.919509.49158560.310.51964236010545.09772.5021108.605109.474667.8010082.4411026.1169587.311.606064836011618.011081.5023936.046001.885555.6812000.2611935.7181522.312.6058885436012509.012063.5026057.166885.436443.6613918.3012138.8193661.313.606756036012777.012643.0027308.887758.177321.8015815.1011493.7205155.314.5078556636012182.012479.5026955.728483.348120.7617540.859414.87214570.315.208377236010909.011545.5024938.288956.728720.0418835.286103.00220673.315.7034783608909.009909.0021403.449107.829032.2719509.711893.73222567.315.819843606545.007727.0016690.328896.299002.0619444.45-2754.1219812.315.65398903604818.005681.5012272.048402.798649.5418683.01-6410.9213402.315.1709963603255.004036.508718.847727.968065.3717421.21-8702.3204699.314.5762進一步深入計算：99*304*水庫調洪演算p=0.1% 列<表試算法>時時段<q1+q2>/2*間Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<萬△Tq<m3/s>△T<萬V<萬m3>Z<m>t<分<m3/s><m3/s>△T<萬m3><m3/s>m3/s>m3><h>鐘>1234567891072109098956.72220673.3315.74736010508.0010708.503855.069007.1018981.913233.49621.57221294.9315.79746010261.0010384.503738.429047.3659027.233249.80488.62221783.5315.8375609831.0010046.003616.569077.589062.473262.49354.07222137.6315.8676609627.009729.003502.449087.669082.623269.74232.70222370.3315.8777609297.009462.003406.329107.8249097.743275.19131.13222501.4315.8978608909.009103.003277.089097.7439102.783277.000.08222501.5315.88796083748641.503110.949087.669092.703273.37-162.43222339.0315.87〔2〕校核洪水情況〔p=0.0