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水闸毕业设计 - 图文

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  • 2025/5/4 4:32:05

H江泄水闸设计计算说明书

计算情况闸门上游开启水位1全开19.520.519.53119.5下游水头14.514.514.5H下泄流量下游水位17197.511978.697.51283.8967.52515.389

五、消力池深度的计算

假定消力池为矩形断面,二维水流,消力池进口宽度为417.6米,出口宽度为417.6米,计算时均假定消力池进口、出口宽度为417.6米;则计算过程见下表:

的水跃计算表(开度0.50米)

- 14 -

H江泄水闸设计计算说明书

的水跃计算表(开度0.50米)

一、消力池的深度确定Q128412841284128412841284128412841284128412841284128412841284B417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6q3.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.0747133.074713上游水位202020202020202020202020202020消力池底闸底板高程高程VTohcEhc\12120.3843398.007540.275-0.050322.51481114.30456120.3843395.702980.924-3.545731.05506815.48025120.3843394.527280.917-2.50141.06275315.47843120.3843394.529110.916-2.497151.06385815.47815120.3843394.529380.915-2.49161.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.06496315.47788120.3843394.529660.915-2.491831.064963hs'555555555555555△Z-0.0549-0.4119-0.4057-0.4048-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039-0.4039d-2.30456-3.48025-3.47843-3.47815-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788-3.47788

- 16 -

H江泄水闸设计计算说明书

的水跃计算表(开度1.00米)

一、消力池的深度确定Q251525152515251525152515251525152515251525152515251525152515B417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6417.6q6.022516.022516.022516.022516.022516.022516.022516.022516.022516.022516.022516.022516.022516.022516.02251上游水位202020202020202020202020202020消力池底闸底板高程高程VTo12120.7528148.0289113.34823120.7528146.6806813.51767120.7528146.5112513.51767120.7528146.5112513.48555120.7528146.5433713.45258120.7528146.5763313.41873120.7528146.6101813.45258120.7528146.5763313.48555120.7528146.5433713.45258120.7528146.5763313.45258120.7528146.5763313.45258120.7528146.5763313.45258120.7528146.5763313.45258120.7528146.5763313.45258120.7528146.57633hc0.550.60.60.590.580.570.580.590.580.580.580.580.580.580.58E-0.21191-0.13858-0.07759-0.010720.0443860.0990050.021909-0.033380.0443860.0332960.0332960.0332960.0332960.0332960.033296hc\3.4038743.2251873.2251873.2593033.2941963.3298983.2941963.2593033.2941963.2941963.2941963.2941963.2941963.2941963.294196hs'555555555555555△Z-0.0777-0.0959-0.0959-0.0922-0.0885-0.0849-0.0885-0.0922-0.0885-0.0885-0.0885-0.0885-0.0885-0.0885-0.0885d-1.34823-1.51767-1.51767-1.48555-1.45258-1.41873-1.45258-1.48555-1.45258-1.45258-1.45258-1.45258-1.45258-1.45258-1.45258 - 17 -

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H江泄水闸设计计算说明书 计算情况闸门上游开启水位1全开19.520.519.53119.5下游水头14.514.514.5H下泄流量下游水位17197.511978.697.51283.8967.52515.389 五、消力池深度的计算 假定消力池为矩形断面,二维水流,消力池进口宽度为417.6米,出口宽度为417.6米,计算时均假定消力池进口、出口宽度为417.6米;则计算过程见下表: 的水跃计算表(开度0.50米) - 14 - H江泄水闸设计计算说明书 的水跃计算表(开度0.50米) 一、消力池的深度确定Q128412841284128412841284128412841284128412841284128412841284B41

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