《给排水管道工程技术》课件-雨水管渠水力计算

雨水管渠水力计算雨水管渠水力计算滕金文主讲教师课程导入：污水管网水力计算上下游标高推算管道水力坡度计算埋深计算雨水管渠水力计算水力半径计算恒定流管道流速计算雨水沟渠计算：沟宽：W水深h水力半径R=（h*w）/(2h+w)V=[（（h*w）/(2h+w)）^(2/3)]*i^(1/2)/nQ=A*VV=Q/A=Q/(h*w)Q=A*V=(h*w)*[（（h*w）/(2h+w))^(2/3)]*i^(1/2)/n1000i=1000*{[(n*v)/[（（h*w）/(2h+w)）^(2/3)]}^2雨水管渠水力计算两个街坊的雨水管网布置管道长度和街坊尺寸雨水管渠水力计算街坊平面图布置雨水管网节点编号测量节点的地面标高测量管段长度划分管段的服务面积排入节点检查井的汇水方向绘制雨水汇水面积流向图标注每个管段本段汇水面积大小雨水管渠水力计算计算每个管段的实际服务面积管段编号本段汇水面积（hm2）转输汇水面（hm2）汇水总面积（hm2）1~2

0.4800.482~30.460.480.943~40.420.941.364~50.401.361.765~66~77~80.400.4003.563.965.923.964.365.92雨水管渠水力计算计算每个管段的实际服务面积管段编号本段汇水面积（hm2）转输汇水面（hm2）汇水总面积（hm2）1~2

0.4800.482~30.460.480.943~40.420.941.364~50.401.361.765~66~77~80.400.4003.563.965.923.964.365.92雨水管渠水力计算计算每个管段的实际服务面积管段编号本段汇水面积（hm2）转输汇水面（hm2）汇水总面积（hm2）1~2

0.4800.482~30.460.480.943~40.420.941.364~50.401.361.765~66~77~80.400.4003.563.965.923.964.365.92雨水管渠水力计算按照《室外排水设计标准》GB50014-2021，重现期P取2年，地面雨水流行时间5分钟~15分钟，该地块地势比较平坦，地面坡度不大，地面雨水流行时间t1取8分钟。雨水管渠水力计算地面种类面积采用径流系数ΨiFi﮲Ψi屋面1.20.91.08沥青路面及人行道圆0.70.90.63石路面0.50.40.20土路面0.80.30.21草地0.80.150.12合计4.02.27该地区平均径流系数0.56取值0.6雨水管渠水力计算单位面积径流量=平均径流系数×暴雨强度计算1~2管段单位面积径流量=0.6x500X(1.0+1.47lgP）/(t1+Σt2)^0.65=300X(1+1.47×0.301)/8^0.65=112.00L/(S.hm2

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雨水管渠水力计算水力半径计算恒定流管道流速计算雨水沟渠计算：沟宽：W水深h水力半径R=（h*w）/(2h+w)V=[（（h*w）/(2h+w)）^(2/3)]*i^(1/2)/nQ=A*VV=Q/A=Q/(h*w)Q=A*V=(h*w)*[（（h*w）/(2h+w))^(2/3)]*i^(1/2)/n1000i=1000*{[(n*v)/[（（h*w）/(2h+w)）^(2/3)]}^2雨水管渠水力计算根据公式计算管段设计雨水流量服务面积X单位面积径流量

L/S1~2管段设计流量Q=112*0.48=53.76L/S设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量根据流量公式选定首段管道直径DN300V=Q/A=4Q/(πd2)=0.76m/s设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量1000i=1000*((0.014*v)/(((d/1000)/4)^(2/3)))^2

i=3.6%0

设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量

1~2管段长度60m坡降iL=0.22设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量管道内雨水流行时间t2=60/(60*0.76)=1.31min设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量2~3管段单位面积径流量=0.6*500*(1+1.47*0.301)/(8+1.31)^(0.65)=101.46L/(S.hm2)设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量2~3管段服务面积0.48+0.46=0.94hm2

设计流量Q=101.46*0.94=95.37L/S设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量选定管道直径DN400V=Q/A=4Q/(πd2)=0.76m/s设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量1000i=1000*((0.014*v)/(((d/1000)/4)^(2/3)))^2算出i=2.4%0

设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量2~3管段长度80m坡降iL=0.19m管道内雨水流行时间t2=80/(60*0.76)=1.76min设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量3~4管段上游管段雨水流行时间之和：1.31+1.76=3.07min设计管段编号管长L汇水面积F管内雨水流行时间min单位面积径流量q0设计流量Qmhm2∑t2t2L/(s*hm2)L/s1~2600.480.001.31112.0053.762~3800.941.311.76101.4695.373~4801.363.071.2598.44133.884~51001.764.322.2084.58148.885~61003.966.521.5776.02301.046~71204.368.091.8271.13310.117~81005.929.912.1366.33392.68雨水管渠水力计算根据公式计算管段设计雨水流量前面的计算成果：设计管段编号设计流量Q管径D地面坡度I水力坡度i流速v坡降I*LL/smm/1000/1000m/sm1~253.763001.673.590.760.222~395.374002.502.430.760.193~4133.884003.754.791.070.384~5148.865002.001.800.760.185~6301.046002.002.791.060.286~7310.116002.502.961.100.367~8392.688002.001.020.780.10管段坡降可以用来计算管内底标高和埋深，设定1节点管道埋深为2.0m，1节点地面标高86.00m。雨水管渠水力计算根据公式计算管段设计雨水流量1~2管段起点管内底标高：86.00-2.00=84.00m，终点管内底标高=84.00-坡降=84-0.22=83.78m设计管段编号设计流量Q管径D地面坡度I水力坡度i流速v坡降I*LL/smm/1000/1000m/sm1~253.763001.673.590.760.222~395.374002.502.430.760.193~4133.884003.754.791.070.384~5148.865002.001.800.760.185~6301.046002.002.791.060.286~7310.116002.502.961.100.367~8392.688002.001.020.780.10雨水管渠水力计算根据公式计算管段设计雨水流量管顶平接设计管段编号管径D坡降I*L设计地面标高m设计管内底标高m埋深mmmm起点终点起点终点起点终点1~23000.2286.0085.9084.4084.181.601.722~34000.1985.9085.7084.0883.891.821.813~44000.3885.7085.4083.8983.511.811.894~55000.1885.4085.2083.4183.231.991.975~66000.2885.2085.0083.1382.852.072.156~76000.3685.0084.7082.8582.492.152.217~88000.1084.7084.5082.2982.192.412.311~2管道管径DN3002~3管段直径DN400上下游管段管径差为0.1m雨水管渠水力计算根据公式计算管段设计雨水流量2~3管段起点管内底标高为83.78-0.1=83.68m，终点管内底标高=83.68-0.19=83.49m。设计管段编号管径D坡降I*L设计地面标高m设计管内底标高m埋深mmmm起点终点起点终点起点终点1~23000.2286.0085.9084.4084.181.601.722~34000.1985.9085.7084.0883.891.821.813~44000.3885.7085.4083.8983.511.811.894~55000.1885.4085.2083.4183.231.991.975~66000.2885.2085.0083.1382.852.072.156~76000.3685.00