Difference between revisions of "Flow through perforated pipe"
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In some practices, such as [[ | In some practices, such as [[bioretention]], [[swales]] or [[stormwater planters]], the flow limiting component is usually the [[filter media]]. In other, usually underground practices such as [[infiltration trenches]], [[infiltration chambers]], and [[exfiltration trenches]], the [[pipe]] will be the primary flow limiting component. | ||
Manufacturers of perforated pipe are often able to provide the open area per meter length. Where this information is not directly available, the open area can be calculated by measuring the perforations and summing the open | Manufacturers of perforated pipe are often able to provide the open area per meter length. Where this information is not directly available, the open area can be calculated by measuring the perforations and summing the open area per meter. The maximum flow rate through a perforated pipe (''Q<sub>max, pipe</sub>'', m<sup>3</sup>/s) is calculated similarly to [[flow through an orifice]]: | ||
<math>Q_{max, pipe}=L\times B\times C_{d}\times A_{o}\sqrt{2\cdot g\cdot h_{max}}</math> | |||
{{Plainlist|1=Where: | {{Plainlist|1=Where: | ||
*''L'' is the length of perforated pipe (m) | *''L'' is the length of perforated pipe (m) | ||
*''B'' is the clogging factor (between 0.5 | *''B'' is the clogging factor (between 0.5 (for matured installation) and 1 (for a new perfectly performing BMP)), | ||
*''C<sub>d</sub>'' is the coefficient of discharge (usually 0.61 for the sharp edge created by relatively thin pipe walls), | *''C<sub>d</sub>'' is the coefficient of discharge (usually 0.61 for the sharp edge created by relatively thin pipe walls), | ||
*''A<sub>o</sub>'' is the total open area per unit length of pipe (m<sup>2</sup>/m), | *''A<sub>o</sub>'' is the total open area per unit length of pipe (m<sup>2</sup>/m), | ||
| Line 17: | Line 18: | ||
<math>\frac{0.008\ m \times 0.0015\ m\times6}{0.03\ m }= 0.0024\ m^{2}/m</math> | <math>\frac{0.008\ m \times 0.0015\ m\times6}{0.03\ m }= 0.0024\ m^{2}/m</math> | ||
Then the maximum flow rate per planter is calculated: | Then the maximum flow rate per planter is calculated: | ||
<math>Q_{max, | <math>Q_{max, pipe}=8\ m\times 0.5\times 0.61\times 0.0024\ m^{2}/m\sqrt{2\cdot 9.81\ m/s^{2}\cdot 1.1\ m}=0.027\ m^{3}/s</math> | ||
===Note=== | ===Note=== | ||
While it is recognised that many smaller perforations present a greater resistance to flow than fewer, larger perforations<ref>Pabst, M., & France, J. (n.d.). GETTING WATER INTO PIPES -NOT AS EASY AS IT SEEMS. Retrieved from http://dnrc.mt.gov/divisions/water/operations/docs/dam-safety/technical-references/getting_water_into_pipes.pdf</ref>, calibrating for this is quite complex <ref>Hazenberg, G., and U. S. Panu (1991), Theoretical analysis of flow rate into perforated drain tubes, Water Resour. Res., 27(7), 1411–1418, doi:10.1029/91WR00779.</ref><ref>Murphy, P. (n.d.). THE HYDRAULIC PERFORMANCE OF PERFORATED PIPE UNDER-DRAINS SURROUNDED BY LOOSE AGGREGATE. Retrieved from http://tigerprints.clemson.edu/all_theses</ref>. The practice of approximating, using the open area of the pipe per unit length, is commonplace, and we are unaware of ill effects arising<ref>Department of Planning and Local Government South Australia. (2010). Water Sensitive Urban Design Technical Manual Greater Adelaide Region Bioretention Systems for Streetscapes. Adelaide. Retrieved from https://www.sa.gov.au/__data/assets/pdf_file/0010/19837/WSUD_chapter_10.pdf</ref><ref>ADS pipe. (2004). Outflow from Perforated Pipe. Retrieved March 12, 2018, from http://discountdrainage.com/dev/wp-content/uploads/Technical_Note_2.105_Outflow_From_Perforated_Pipe.pdf</ref><ref>Titan Industries Inc. (n.d.). To Calculate the Amount of Water Flow (GPM) Through Slotted PVC Well Screen. Retrieved from http://www.titanpipe.com/Engineering_Titan_Industries_In/Water Flow PVC Well Screen.pdf</ref><ref>WaveRail. (n.d.). WATER WELL SCREEN & CASING SYSTEMS. Retrieved March 12, 2018, from http://www.waverail.nl/images/Template_content/PDF/documentatie/Filter-buizen.pdf</ref>. | |||
==See also== | |||
*[[flow control]] | |||
*[[underdrains]]. | |||
---- | ---- | ||
[[category: | [[category:Calculations]] | ||
Latest revision as of 22:14, 21 April 2020
In some practices, such as bioretention, swales or stormwater planters, the flow limiting component is usually the filter media. In other, usually underground practices such as infiltration trenches, infiltration chambers, and exfiltration trenches, the pipe will be the primary flow limiting component.
Manufacturers of perforated pipe are often able to provide the open area per meter length. Where this information is not directly available, the open area can be calculated by measuring the perforations and summing the open area per meter. The maximum flow rate through a perforated pipe (Qmax, pipe, m3/s) is calculated similarly to flow through an orifice:
Where:
- L is the length of perforated pipe (m)
- B is the clogging factor (between 0.5 (for matured installation) and 1 (for a new perfectly performing BMP)),
- Cd is the coefficient of discharge (usually 0.61 for the sharp edge created by relatively thin pipe walls),
- Ao is the total open area per unit length of pipe (m2/m),
- g is acceleration due to gravity (m/s2), and
- hmax is the total head of water within bioretention components over the perforated pipe (m) (i.e. ponding + mulch + filter media + choker layer).
Example calculation[edit]
A part used roll of 100 mm diameter perforated pipe will be used for a stormwater planter project, where each planter will be 8 meters long. The initial design for the planters includes 750 mm depth of filter medium, 50 mm rock mulch, and a further ponding of 300 mm. Upon inspection the pipe is found to have perforations of 8 mm x 1.5 mm on six sides, repeated every 3 cm along the pipe. To calculate the maximum flow rate from each planter, first the open area of the pipe must be calculated in m2/m: Then the maximum flow rate per planter is calculated:
Note[edit]
While it is recognised that many smaller perforations present a greater resistance to flow than fewer, larger perforations[1], calibrating for this is quite complex [2][3]. The practice of approximating, using the open area of the pipe per unit length, is commonplace, and we are unaware of ill effects arising[4][5][6][7].
See also[edit]
- ↑ Pabst, M., & France, J. (n.d.). GETTING WATER INTO PIPES -NOT AS EASY AS IT SEEMS. Retrieved from http://dnrc.mt.gov/divisions/water/operations/docs/dam-safety/technical-references/getting_water_into_pipes.pdf
- ↑ Hazenberg, G., and U. S. Panu (1991), Theoretical analysis of flow rate into perforated drain tubes, Water Resour. Res., 27(7), 1411–1418, doi:10.1029/91WR00779.
- ↑ Murphy, P. (n.d.). THE HYDRAULIC PERFORMANCE OF PERFORATED PIPE UNDER-DRAINS SURROUNDED BY LOOSE AGGREGATE. Retrieved from http://tigerprints.clemson.edu/all_theses
- ↑ Department of Planning and Local Government South Australia. (2010). Water Sensitive Urban Design Technical Manual Greater Adelaide Region Bioretention Systems for Streetscapes. Adelaide. Retrieved from https://www.sa.gov.au/__data/assets/pdf_file/0010/19837/WSUD_chapter_10.pdf
- ↑ ADS pipe. (2004). Outflow from Perforated Pipe. Retrieved March 12, 2018, from http://discountdrainage.com/dev/wp-content/uploads/Technical_Note_2.105_Outflow_From_Perforated_Pipe.pdf
- ↑ Titan Industries Inc. (n.d.). To Calculate the Amount of Water Flow (GPM) Through Slotted PVC Well Screen. Retrieved from http://www.titanpipe.com/Engineering_Titan_Industries_In/Water Flow PVC Well Screen.pdf
- ↑ WaveRail. (n.d.). WATER WELL SCREEN & CASING SYSTEMS. Retrieved March 12, 2018, from http://www.waverail.nl/images/Template_content/PDF/documentatie/Filter-buizen.pdf