碾压混凝土重力坝设计计算书

碾压混凝土重力坝设计计算书目录第一章设计依据11.1 工程等级及建筑物级别11.2 工程洪水标准1第二章洪水调节计算32.1工程洪水标准32.2调洪计算32.2.1调洪计算基本原理32.2.2水位与流量关系的确定52.2.3机算调洪数据5校核水库防空时间20第三章水能计算213.1电站出力的估算213.2机组台数和单机容量的选择213.3水轮机型号和参数选择213.4淤沙高程及电站取水口高程计算223.4.1淤沙高程223.4.2电站进水口底板高程23第四章水电站厂房初步设计244.1 水电站厂房的布置244.2 厂房轮廓的确定24主厂房长度的确定244.2.2 主厂房宽度的确定244.2.3 尾水平台及尾水闸室的布置25第五章大坝设计265.1 大坝有关参数的确定265.2 非溢流坝设计275.2.1 非溢流坝基本剖面设计275.2.2 非溢流坝实用剖面设计285.2.3 非溢流坝的荷载组合295.2.4 非溢流坝抗滑稳定验算〔坝基处2—2截面〕295.2.5 非溢流坝段应力验算〔坝基处2—2截面〕33坝基处2—2截面内部应力验算355.2.7非溢流坝段折坡处抗滑稳定验算〔1—1截面〕395.2.8非溢流坝段折坡应力验算〔1—1截面〕435.3 溢流坝段设计455.3.1 溢流坝段基本数据45溢流坝段实用剖面设计45溢流坝段消能设施的结构尺寸确定46溢流坝抗滑稳定验算〔坝基处2—2截面〕485.3.5溢流坝段应力验算〔坝基处2—2截面〕525.3.6 溢流挑射距离和冲坑深度计算545.4 厂房坝段设计555.4.1 水电站厂房的型式555.4.2 水电站厂房的布置555.4.3 电站引水管的布置形式555.4.4 厂房坝段坝身剖面设计56第六章施工组织设计576.1施工导流标准576.2施工导流布置和水力计算57导流方法576.2.2导流布置576.3一期导流计算586.3.1导流水力计算586.3.2上下游围堰的堰顶高程596.3.3围堰断面设计596.3.4围堰工程量计算626.4二期导流机算636.4.1坝体缺口和底孔联合泄流水力计算636.4.2堰顶高程的确定与堰顶宽度的确定636.4.3围堰断面设计636.4.4围堰工程量计算646.5封堵时间及蓄水计划65第一章设计依据1.1工程等级及建筑物级别根据《水利水电工程等级划分及洪水标准》SL252—2000有表1-1水利水电工程分等指标防洪治涝灌溉供水发电工水库总保护城保护治涝灌溉程工程库容镇及工供水对装机农田面积面积等规模<108m矿企业象重要容量<104<104<104别3〕的重要性<104KW>亩>亩>亩>性Ⅰ大〔1〕≥10特别重≥500≥200≥150特别重≥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水库总库容指水库最高水位以下的静库容；②治涝面积和灌溉面积均指设计面积.确定XX水利枢纽工程为Ⅰ等工程,大〔1〕型规模.表1-2水工建筑物级别永久性建筑物级别工程等别临时性建筑物级别主要建筑物次要建筑物Ⅰ133Ⅱ234Ⅲ345Ⅳ455Ⅴ555确定XX水利枢纽的水工建筑物级别为：主要建筑物1级,次要建筑物3级,临时性建筑物级别4级.1.2工程洪水标准表1-3山区、丘陵区水利水电工程永久性水工建筑物的洪水标准[重现期〔年〕]项目水工建筑物级别12345设计1000～500500～100100～5050～3030～20校土石坝可能最大5000～2000～1000～300300～200核 洪水〔PMF〕 2000 1000或10000～5000混凝土坝、 5000～ 2000～浆砌石坝 2000 1000

1000～500 500～200 200～100本工程采用混凝土重力坝,所以永久性水工建筑物的洪水标准：正常运用情况下为1000年一遇〔P0.1%〕,非常运用情况下为5000年一遇P0.02%〕.1-4临时性水工建筑物洪水标准[重现期〔年〕]临时性水工建筑物级别临时性建筑物类型3 4 5土石结构 50～20 20～10 10～5混凝土、浆砌石结构20～1010～55～3确定临时性建筑物的洪水标准：20年一遇〔P0.5%〕.第二章洪水调节计算2.1工程洪水标准由上面工程洪水标准知道,XX水利枢纽工程的设计洪水为1000年一遇〔P=0.1%〕,校核洪水为5000年一遇〔P=0.02%〕.2.2调洪计算调洪计算基本原理1.调洪计算基本水文资料〔1〕库水位与库容关系曲线表2—1库水位与库容关系曲线库水位Z<m>306308310312314316318320库容V<108m3>12.213.815.317.319.822.425.127.8〔2〕洪水流量过程线2—1洪水流量过程线〔3〕坝址处流量与水位关系曲线见说明书附图3.2.调洪计算过程本工程利用列表试算法进行调洪计算.〔1〕本次设计共拟订了16个方案进行比较：表2—2调洪方案泄水工况泄水方式堰顶高程▽〔m〕溢流宽度孔数×孔宽〔m〕3037×149×1117×14304设计工况9×11P=0.1%3039×117×1429×113047×143037×149×1117×14304校核工况9×11P=0.02%3039×117×1429×113047×14注：泄水方式1表孔溢流泄洪〔底孔作为安全储备〕2表孔溢流泄洪+发电辅助泄洪〔底孔作为安全储备〕〔2〕水量平衡公式如下:〔3〕水库蓄洪曲线当已知水库入库洪水过程线时,Q1

,Q

2

,Q均为已知；V1

,

q则是计算时段1t开始时的初始条件.假定暂不计及自水库取水的兴利部门泄向下游的流量,则下泄流量q应是泄洪建筑物泄流水头H的函数,而当泄洪建筑物的型式、尺寸等已定时式〔2—2〕常用泄流水头H与下泄流量q的关系曲线来表示.根据水利学公式,H与q的关系曲线不难求出.若是堰流,H即为库水位Z与堰顶高程之差；若是闸孔出流,H即为库水位Z与闸孔中心高程之差.因此,不难根据H与q的关系曲线求出Z与q的关系曲线qf(Z).并且,由库水位Z,又可借助与水库容积特性曲线Vf(Z),求出相应的水库蓄水容积〔蓄存水量〕V.所以,式〔2—2〕最终也可以用下泄流量q与库容Vf(Z)的关系曲线来代替,即上面的式子组成一个方程组,可以解出q 、V.2 2水位与流量关系的确定本工程泄洪方式采用WES堰流曲线.水位与流量关系曲线公式：机算调洪数据表孔溢流泄洪〔底孔作为安全储备〕〔1〕设计洪水情况〔p=0.1%〕a.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕7×14m98*303*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：98*303*水库调洪演算p=0.1%列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万t△T<m3/s><m3/s>△T<万m3>q<m3/s><m3/s>△T<万m3>V<万m3>Z<m><h><分m3/s>钟>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.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕9×11m99*303*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：99*303*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*q<m3/s><q1+q2>/2△V<万V<万m3>Z<m>t△T<m3/s><m3/s>△T<万m3><m3/s>△T<万m3><分m3/s><h>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕7×14m98*304*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：98*304*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕9×11m99*304*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：99*304*水库调洪演算p=0.1%列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万t△T<m3/s><m3/s>△T<万m3>q<m3/s><m3/s>△T<万m3>V<万m3>Z<m><h><分m3/s>钟>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〕校核洪水情况〔p=0.02%〕a.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕7×14m98*303*水库调洪演算p=0.02%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：98*303*水库调洪演算p=0.02% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕9×11m99*303*水库调洪演算p=0.02%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/q<m3/s><q1+q2>/△V<万V<万m3>Z<m>t△T<m3/s>2<m3/s>*△T<万2<m3/s>*△T<万m3><分m3>m3/s><h>钟>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进一步深入计算：99*303*水库调洪演算p=0.02% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万t△T<m3/s><m3/s>△T<万m3>q<m3/s><m3/s>△T<万m3>V<万m3>Z<m><h><分m3/s>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕7×14m98*304*水库调洪演算p=0.02%列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万t△T<m3/s><m3/s>△T<万m3>q<m3/s><m3/s>△T<万m3>V<万m3>Z<m><h><分m3/s>钟>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进一步深入计算：98*304*水库调洪演算p=0.02% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕9×11m99*304*水库调洪演算p=0.02%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：99*304*水库调洪演算p=0.02% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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+发电辅助泄洪〔底孔作为安全储备〕〔2〕设计洪水情况〔p=0.1%〕a.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕7×14m98*303*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：98*303*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽303m,溢流宽度〔孔数×孔宽〕9×11m99*303*水库调洪演算p=0.1%列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万t△T<m3/s><m3/s>△T<万m3>q<m3/s><m3/s>△T<万m3>V<万m3>Z<m><h><分m3/s>钟>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进一步深入计算：99*303*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕7×14m98*304*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：98*304*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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.堰顶高程▽304m,溢流宽度〔孔数×孔宽〕9×11m99*304*水库调洪演算p=0.1%列<表试算法>时时段<Q1+Q2>/2<q1+q2>/2间Q<Q1+Q2>/<q1+q2>/△V<万△T*△T<万q<m3/s>*△T<万V<万m3>Z<m>t<分<m3/s>2<m3/s>m3>2<m3/s>m3/s>m3><h>钟>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进一步深入计算：99*304*水库调洪演算p=0.1% 列<表试算法>时时段<q1+q2>/2*间Q<Q1+Q2>/2<Q1+Q2>/2*<q1+q2>/2△V<万△Tq<m3/s>△T<万V<万m3>Z<m>t<分<m3/s><m3/s>△T<万m3><m3/s>m3/s>m3><h>钟>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〕校核洪水情况〔p=0.0