雨水口间距计算

1、1 1、雨雨水水口口泄泄水水能能力力雨水口形式平箅(偏沟式)单箅雨水口平箅(偏沟式)双箅雨水口平箅(偏沟式)多箅雨水口联合式单箅雨水口泄泄水水能能力力（L/sL/s）2020353515(15(每每箅箅) )3030注注： 1 1、雨雨水水口口间间距距一一般般宜宜为为252550m50m，需需经经计计算算确确定定。 2 2、当当道道路路纵纵坡坡2.0%2.0%时时，建建议议雨雨水水口口泄泄水水能能力力按按90%90%进进行行折折减减， 另另外外，考考虑虑被被杂杂物物堵堵挡挡，再再考考虑虑0.80.8的的折折减减。2 2、暴暴雨雨强强度度计计算算暴雨强度公式：q q = = 48504850 (

2、1+0.846Lgp(1+0.846Lgp）/ /（19.1+t19.1+t）0.8960.896 （L/S.haL/S.ha）编号道路路基宽度管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)雨水口泄水能力折减系数重现期P(年)110100 00.0030.0031.003 3220200 00.010.011.003 3330301 10.020.021.003 3440401 10.0250.0250.903 3550501 10.030.030.903 3660601 10.0350.0350.903 3770701 10.0250.0250.903 3880801 10.

3、0150.0151.003 33 3、根根据据不不同同道道路路纵纵坡坡和和道道路路宽宽度度计计算算结结果果可可知知，在在雨雨水水口口计计算算中中，3 3年年重重现现期期的的暴暴雨雨强强度度q q可可偏偏安安全全近近似似取取450L/S.ha450L/S.ha重现期P(年)降雨历时t(min)道路粗糙系数n暴雨强度q(L/S.ha)1 10.50.0153372 20.50.0154233 30.50.0154734 40.50.0155095 50.50.0155374 4、雨雨水水口口间间距距计计算算重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填

4、0.01)3 30.90.910100 00.0050.0053 30.90.910100 00.010.013 30.90.910100 00.0150.0153 30.90.910100 00.020.023 30.90.910100 00.0250.0253 30.90.910100 00.030.033 30.90.910100 00.0350.0353 30.90.910100 00.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.920200 00.0050.0053 30.90.920200 00.

5、010.013 30.90.920200 00.0150.0153 30.90.920200 00.020.023 30.90.920200 00.0250.0253 30.90.920200 00.030.033 30.90.920200 00.0350.0353 30.90.920200 00.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.930301 10.0050.0053 30.90.930301 10.010.013 30.90.930301 10.0150.0153 30.90.930301 10

6、.020.023 30.90.930301 10.0250.0253 30.90.930301 10.030.033 30.90.930301 10.0350.0353 30.90.930301 10.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.940401 10.0050.0053 30.90.940401 10.010.013 30.90.940401 10.0150.0153 30.90.940401 10.020.023 30.90.940401 10.0250.0253 30.90.940401 1

7、0.030.033 30.90.940401 10.0350.0353 30.90.940401 10.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.950501 10.0050.0053 30.90.950501 10.010.013 30.90.950501 10.0150.0153 30.90.950501 10.020.023 30.90.950501 10.0250.0253 30.90.950501 10.030.033 30.90.950501 10.0350.0353 30.90.950501

8、10.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.930301 10.0050.0053 30.90.930301 10.010.013 30.90.930301 10.0150.0153 30.90.930301 10.020.023 30.90.930301 10.0250.0253 30.90.930301 10.030.033 30.90.930301 10.0350.0353 30.90.930301 10.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵

9、坡(1%即填0.01)3 30.90.970701 10.0050.0053 30.90.970701 10.010.013 30.90.970701 10.0150.0153 30.90.970701 10.020.023 30.90.970701 10.0250.0253 30.90.970701 10.030.033 30.90.970701 10.0350.0353 30.90.970701 10.040.04重现期P(年)径流系数道路路基宽度(m)管道是否双侧布置(1-是,0-否)道路纵坡(1%即填0.01)3 30.90.980801 10.0050.0053 30.90.9808

10、01 10.010.013 30.90.980801 10.0150.0153 30.90.980801 10.020.023 30.90.980801 10.0250.0253 30.90.980801 10.030.033 30.90.980801 10.0350.0353 30.90.980801 10.040.04联合式双箅雨水口联合式多箅雨水口505020(20(每每箅箅) )降雨历时t计算值（min）道路粗糙系数n水力半径R(一般取0.05)设计流速v（m/s）暴雨强度q(L/S.ha)1.680.0150.0150.050.50449.120.920.0150.0150.050.

11、90464.370.650.0150.0150.051.28470.050.580.0150.0150.051.43471.520.530.0150.0150.051.57472.620.490.0150.0150.051.69473.470.580.0150.0150.051.43471.520.750.0150.0150.051.11467.91雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论注注： 1 1、雨雨水水口口间间距距一一般般宜宜为为252550m50m，需需经经计计算算确确定定

12、。 2 2、当当道道路路纵纵坡坡2.0%2.0%时时，建建议议雨雨水水口口泄泄水水能能力力按按90%90%进进行行折折减减， 另另外外，考考虑虑被被杂杂物物堵堵挡挡，再再考考虑虑0.80.8的的折折减减。q q = = 48504850 (1+0.846Lgp(1+0.846Lgp）/ /（19.1+t19.1+t）0.8960.896 （L/S.haL/S.ha）3 3、根根据据不不同同道道路路纵纵坡坡和和道道路路宽宽度度计计算算结结果果可可知知，在在雨雨水水口口计计算算中中，3 3年年重重现现期期的的暴暴雨雨强强度度q q可可偏偏安安全全近近似似取取450L/S.ha450L/S.ha30

13、300.804730.050021.290.8910m10m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式单单箅箅雨雨水水口口，间间距距为为50m50m30300.804730.050021.290.8930300.804730.050021.290.8930300.804730.050021.290.8930300.724730.050021.290.9930300.724730.050021.290.9930300.724730.050021.290.9930300.724730.050021.290.99雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强

14、度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论30300.804730.100042.571.7720m20m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式单单箅箅雨雨水水口口，间间距距为为30m30m，如如采采用用平平箅箅式式双双箅箅雨雨水水口口，间间距距可可为为45m45m30300.804730.100042.571.7730300.804730.100042.571.7730300.804730.100042.571.7730300.724730.100042.571.9730300.724730.100042

15、.571.9730300.724730.100042.571.9730300.724730.100042.571.97雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论30300.804730.075031.931.3330m30m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式单单箅箅雨雨水水口口，间间距距为为35m35m30300.804730.075031.931.3330300.804730.075031.931.3330300.804730.075031.93

16、1.3330300.724730.075031.931.4830300.724730.075031.931.4830300.724730.075031.931.4830300.724730.075031.931.48雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论50500.804730.100042.571.0640m40m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式单单箅箅雨雨水水口口，间间距距为为30m30m，如如采采用用平平箅箅式式双双箅箅雨雨水水口口，间

17、间距距可可为为45m45m50500.804730.100042.571.0650500.804730.100042.571.0650500.804730.100042.571.0650500.724730.100042.571.1850500.724730.100042.571.1850500.724730.100042.571.1850500.724730.100042.571.18雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论50500.804730.125053.211.3350m5

18、0m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式双双箅箅雨雨水水口口，间间距距可可为为35m35m50500.804730.125053.211.3350500.804730.125053.211.3350500.804730.125053.211.3350500.724730.125053.211.4850500.724730.125053.211.4850500.724730.125053.211.4850500.724730.125053.211.48雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计

19、流量Qs（L/s）需要雨水口个数结结 论论15150.804730.067528.732.3960m60m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式双双箅箅雨雨水水口口，间间距距可可为为30m30m15150.804730.067528.732.3935350.804730.067528.731.0315150.804730.067528.732.3945450.724730.075031.930.9915150.724730.067528.732.6615150.724730.067528.732.6615150.724730.067528.732.66雨水口泄水能力查表（L/s）雨水口泄水能力折减系数暴雨强度q(L/S.ha)汇水面积F（ha即1万m2）设计流量Qs（L/s）需要雨水口个数结结 论论50500.804730.175074.501.8670m70m路路基基的的3 3年年重重现现期期的的雨雨水水口口可可采采用用平平箅箅式式双双箅箅雨雨水水口口，间