Difference between revisions of "Flow through media"

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Practices which infiltrate surface runoff through an engineered soil or filter media, and discharge through an underdrain include [[stormwater planters]] and some forms of [[bioretention]].  
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Practices which infiltrate surface runoff through an engineered soil or [[filter media]], and discharge through an [[underdrain]] perforated pipe include [[stormwater planters]], and partial- and no-filtration forms of [[bioretention]].  
The maximum flow rate from the BMP may be limited by the hydraulic conductivity of the mmedium, or by the properties of the perforated [[pipe]].
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The maximum flow rate from the BMP may be limited by the hydraulic conductivity of the medium, or by the properties of the perforated [[pipe]]. See [[Flow through perforated pipe]] page for guidance on estimating the maximum flow rate of a perforated pipe.
  
The maximum flow rate through a bed of filer media (''Q<sub>max</sub>'') may be calculated:
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The maximum flow rate through a bed of filter media (''Q<sub>max, media</sub>'', m<sup>3</sup>/s) may be calculated as:
<math>Q_{max}=K_{m}\times A_{p}\times \left (\frac{\sum d}{d_{m}}  \right )\times 3.6 \times 10^{-3}</math>
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<math>Q_{max, media}=\frac{K_{m}\times A_{p}\times \left (\frac{h_{max}}{d_{m}}  \right )}{3.6\times 10^{6}}</math>
 
{{Plainlist|1=Where:
 
{{Plainlist|1=Where:
 
*''K<sub>m</sub>'' is the hydraulic conductivity of the filter media (mm/hr),  
 
*''K<sub>m</sub>'' is the hydraulic conductivity of the filter media (mm/hr),  
 
*''A<sub>p</sub>'' is the area of the practice (m<sup>2</sup>),  
 
*''A<sub>p</sub>'' is the area of the practice (m<sup>2</sup>),  
*''Σ d'' is the total depth of bioretention components over the perforated pipe (mm) (e.g. ponding/[[mulch]]/[[filter media]]/[[choker layer]]), and
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*''h<sub>max</sub>'' is the total head of water within bioretention components over the perforated pipe (m) (i.e. ponding + [[mulch]] + [[filter media]]), and
*''d<sub>m</sub>'' is the depth of the filter media (mm).  
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*''d<sub>m</sub>'' is the depth of the filter media (m).  
 
}}
 
}}
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----
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===Example calculations===
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A [[stormwater planter]] with footprint of 8 x 1.5 m is planned to receive runoff from an adjacent rooftop. The initial design for the planters includes 750 mm depth of filter medium, 50 mm rock mulch, and a further ponding of 300 mm. The underdrain pipe will be embedded into high performance bedding or similar, with a strip of geotextile over the top to prevent migration of the filter media into the pipe. The lab test states that the medium has a hydraulic conductivity of 25 mm/hr. The maximum flow through the medium is calculated and then compared with the maximum [[Flow through perforated pipe |flow through the perforated pipe]] to see if the planter will drain freely:
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<math>Q_{max, media}=\frac{25 mm/hr\times 12\ m^{2}\times \left (\frac{1.1\ m}{0.75\ m}  \right )}{3.6\times 10^{6}}=0.00012\ m^{3}/s</math>
  
===Example calculation===
 
A [[stormwater planter]] with footprint of 8 x 1.5 m is planned to received runoff from an adjacent rooftop. The initial design for the planters includes 750 mm depth of filter medium, 50 mm rock mulch, and a further ponding of 300 mm. The underdrain pipe will be embedded into high performance bedding or similar, with a strip of geotextile over the top to prevent migration of the filter media into the pipe. The lab test states that the medium has a hydraulic conductivity of 25 mm/hr.
 
  
<math>Q_{max}=25 mm/hr\times 12 m^{2}\times \left (\frac{\1.1 m}{0.75 m}  \right )\times 3.6 \times 10^{-3}</math>
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A partial infiltration [[bioretention]] cell with footprint of 30 x 10 m is planned to received runoff from adjacent roadways and parking facilities. The design includes 600 mm depth of filter medium, 75 mm wood-based mulch, and ponding depth of 300 mm. Two underdrain pipes will be embedded at the base of the storage reservoir. These will connect together and then have an upturn within a manhole at the downstream end to prevent discharge until the head of water reaches the top of the internal water storage reservoir clear stone aggregate. The lab test for the filter medium state that it has a hydraulic conductivity of 80 mm/hr. The downstream pipe in the manhole can convey 0.002 m<sup>3</sup>/s on a 1% slope.:
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<math>Q_{max, media}=\frac{80 mm/hr\times 300\ m^{2}\times \left (\frac{0.975\ m}{0.6\ m}  \right )\times 2}{3.6\times 10^{6}}=0.0022\ m^{3}/s</math>
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As the maximum flow rate exceeds the downstream maximum permissible flow, the design must be amended. In order of preference, some options include:
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#Increasing the size of the downstream pipe to accommodate a greater flow rate;
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#Reducing the depth of the filter media bed in agreement with a Landscape Architect, and increasing pretreatment (as filter bed < 600 mm deep will provide less water quality treatment); or 
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#Reformulating the bioretention filter media in collaboration with the soils provider, to reduce the hydraulic conductivity.

Latest revision as of 18:58, 15 June 2022

Practices which infiltrate surface runoff through an engineered soil or filter media, and discharge through an underdrain perforated pipe include stormwater planters, and partial- and no-filtration forms of bioretention. The maximum flow rate from the BMP may be limited by the hydraulic conductivity of the medium, or by the properties of the perforated pipe. See Flow through perforated pipe page for guidance on estimating the maximum flow rate of a perforated pipe.

The maximum flow rate through a bed of filter media (Qmax, media, m3/s) may be calculated as:

Where:

  • Km is the hydraulic conductivity of the filter media (mm/hr),
  • Ap is the area of the practice (m2),
  • hmax is the total head of water within bioretention components over the perforated pipe (m) (i.e. ponding + mulch + filter media), and
  • dm is the depth of the filter media (m).

Example calculations[edit]

A stormwater planter with footprint of 8 x 1.5 m is planned to receive runoff from an adjacent rooftop. The initial design for the planters includes 750 mm depth of filter medium, 50 mm rock mulch, and a further ponding of 300 mm. The underdrain pipe will be embedded into high performance bedding or similar, with a strip of geotextile over the top to prevent migration of the filter media into the pipe. The lab test states that the medium has a hydraulic conductivity of 25 mm/hr. The maximum flow through the medium is calculated and then compared with the maximum flow through the perforated pipe to see if the planter will drain freely:


A partial infiltration bioretention cell with footprint of 30 x 10 m is planned to received runoff from adjacent roadways and parking facilities. The design includes 600 mm depth of filter medium, 75 mm wood-based mulch, and ponding depth of 300 mm. Two underdrain pipes will be embedded at the base of the storage reservoir. These will connect together and then have an upturn within a manhole at the downstream end to prevent discharge until the head of water reaches the top of the internal water storage reservoir clear stone aggregate. The lab test for the filter medium state that it has a hydraulic conductivity of 80 mm/hr. The downstream pipe in the manhole can convey 0.002 m3/s on a 1% slope.:

As the maximum flow rate exceeds the downstream maximum permissible flow, the design must be amended. In order of preference, some options include:

  1. Increasing the size of the downstream pipe to accommodate a greater flow rate;
  2. Reducing the depth of the filter media bed in agreement with a Landscape Architect, and increasing pretreatment (as filter bed < 600 mm deep will provide less water quality treatment); or
  3. Reformulating the bioretention filter media in collaboration with the soils provider, to reduce the hydraulic conductivity.