水库调洪计算例题2表格文件下载.xls

水库调洪计算例题2表格文件下载.xls

《水库调洪计算例题2表格文件下载.xls》由会员分享，可在线阅读，更多相关《水库调洪计算例题2表格文件下载.xls（11页珍藏版）》请在冰点文库上搜索。

水水库库zzvv曲曲线线库水位z（m）116118120122124126库容v（104m3）02082210418732水水库库设设计计洪洪水水过过程程线线QQtt时间t（h）0816242830流量Q（m3/s）0100480840730650取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=45m,汛期水轮机的过水能力Q电=10m3/s水水库库qqVV曲曲线线库水位z（m）132133134135136137堰上水头H（m）012345泄流能力q（m3/s）q=m1BH3/21082.0213.6384.1586.0815.0库容v（104m3）273031203600400044604880某某水水库库调调洪洪计计算算表表时时间间t（h）t（h）时时段段tt（hh）QQ（mm33/s/s）（QQ11+Q+Q22）/2）/2（mm33/s/s）（QQ11+Q+Q22）t/2）t/2（101044mm33）qq（qq11+q+q22）/2）/2（mm33/s/s）00108810050144.019.5514.775168480290835.2156.9888.266052488406601900.8525.96341.47112847307851130.4662.07594.012529.45851.459671.66700.83368.0671.65666.8573300.541650690134.5664.85663.4575322560605435.6589.04626.94424083404501296.0480.58534.8087488210275792.0306.47393.5245568132171492.5153.23564881106.5306.707282151146.90某水库Q、q过程线60504030201000100200300400500600700800900t（h）Q（q）（m3/s）128130132134136137121217002730360044604880324048566472560340210132812113861068.25280（qq11+q+q22）t/2）t/2（101044mm33）VV（101044mm33）ZZ（mm）q计算误差273013242.62831.4132.2601219.552-0.002254.23412.4133.60925156.98-0.002983.44329.8135.71697525.960.0004855.44604.8136.34483662.07-4E-04350.14622.7136.3873671.65-6E-05129.34610.0136.35715664.840.0093Z-V曲线5600520048004400400036003200280024002000160012008004000116117118119120121122123124125126127128129130131132133134135136137138139140141VZq-V曲线5730523047304230373032302730020040060080010001200Vq水水库库zzvv曲曲线线水水库库设设计计洪洪水水过过程程线线QQtt取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=45m,汛期水轮机的过水能力Q电=10m3/s451.44594.2136.31953584.564.47971540.24350.0135.76077476.763.81821133.44008.6135.0187303.233.2406441.34059.80.04366.50.04513.4某水库Q、q过程线60504030201000100200300400500600700800900t（h）Q（q）（m3/s）q-V曲线5730523047304230373032302730020040060080010001200Vqq-V曲线5730523047304230373032302730020040060080010001200Vqq-V曲线5730523047304230373032302730020040060080010001200Vq水水库库zzvv曲曲线线库水位z（m）116118120122124126库容v（104m3）02082210418732水水库库设设计计洪洪水水过过程程线线QQtt时间t（h）0816242830流量Q（m3/s）0100480840730650取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=45m,汛期水轮机的过水能力Q电=10m3/s水水库库qqVV曲曲线线库水位z（m）132133134135136137堰上水头H（m）012345泄流能力q（m3/s）q=m1BH3/21082.0213.6384.1586.0815.0库容v（104m3）273031203600400044604880某某水水库库调调洪洪计计算算表表时时间间t（h）t（h）时时段段tt（hh）QQ（mm33/s/s）（QQ11+Q+Q22）/2）/2（mm33/s/s）（QQ11+Q+Q22）t/2）t/2（101044mm33）qq（qq11+q+q22）/2）/2（mm33/s/s）00108810050144.019.5514.775168480290835.2156.9888.2652488406601900.8525.96341.472847307851130.4662.07594.015302650690496.8671.12666.595322560605435.6589.04630.084083404501296.0480.58534.81488210275792.0240.29568132171492.5064881106.5306.707282151146.90807060504030201000100200300400500600700800900128130132134136137121217002730360044604880324048566472560340210132812113861068.25280（qq11+q+q22）t/2）t/2（101044mm33）VV（101044mm33）ZZ（mm）q计算误差273013242.62831.4132.26012319.552-0.002254.23412.4133.60926156.98-0.005983.44329.8135.716981525.96-0.002855.44604.8136.344832662.070.0033479.94621.7136.384955671.128E-05453.74603.6136.341961589.04-4E-041540.34359.4135.781241480.580.0021Z-V曲线5600520048004400400036003200280024002000160012008004000116117118119120121122123124125126127128129130131132133134135136137138139140141V（104m3）Z（m）q-V曲线5730523047304230373032302730020040060080010001200Vq水水库库zzvv曲曲线线水水库库设设计计洪洪水水过过程程线线QQtt取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=45m,汛期水轮机的过水能力Q电=10m3/s692.04459.3135.998556472.610.04951.80.05258.50.05405.4807060504030201000100200300400500600700800900q-V曲线5730523047304230373032302730020040060080010001200Vq