Difference between revisions of "Bioretention: Sizing"

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* Step 9: Adjust component depths to maintain a separation of 1.0 metre between base of the practice and seasonally high water table or top of bedrock elevation, or a lesser or greater value based on groundwater mounding analysis.  See below and [[Groundwater]] for more information.
 
* Step 9: Adjust component depths to maintain a separation of 1.0 metre between base of the practice and seasonally high water table or top of bedrock elevation, or a lesser or greater value based on groundwater mounding analysis.  See below and [[Groundwater]] for more information.
  
==Calculate the remaining dimensions==
+
==Determine the required surface area of the practice==
* Step 10: Multiply the depth of each separate water-retaining component layer in the profile of the practice by its corresponding porosity and then sum the total to find the 1 dimensional storage (in mm).
+
* Step 10: Calculate the surface (i.e footprint) area of the practice (A<sub>p</sub>) needed to capture the runoff volume produced from the catchment during the design storm event<br>
* Step 11: Calculate the required total storage (S<sub>T</sub>, m<sup>3</sup>):
+
For practices where flow is delivered to the filter media bed:
<math>S_{T}=RVC_T\times A_i\times 10</math>
+
<math>A_{p}=i\times D\times A_{i}/[d_{p}' + (f_{m, min} \times D)]</math>
 
{{Plainlist|1=Where:
 
{{Plainlist|1=Where:
*''RVC<sub>T</sub>'' is the runoff volume control target (mm),
+
*i = Design storm intensity (m/h)
*''A<sub>i</sub>'' is the impervious area within the catchment (Ha), and
+
*D = Design storm duration (h)
* 10 is the units correction between m<sup>3</sup> and mm.Ha.}}
+
*A<sub>i</sub> = Catchment impervious area (m<sup>2</sup>)
* Step 12. Divide required storage (m<sup>3</sup>) by the active storage depth of the practice, d<sub>a</sub> (in m) to find the required storage reservoir footprint area (''A<sub>p</sub>'') for the bioretention in m<sup>2</sup>.
+
*d<sub>p</sub>' = Design surface ponding depth (m)
 +
*f<sub>m, min</sub> = minimum infiltration rate (i.e. saturated hydraulic conductivity) of the filter media (m/h), see [[Bioretention: Filter media|Filter media]] for guidance}}<br>
 +
For practices where flow is delivered to the storage reservoir:
 +
<math>A_{p}=i\times D\times A_{i}/[(d_{a}\times n) + (f' \times D)]</math>
 +
{{Plainlist|1=Where:
 +
*d<sub>a</sub> = Active storage depth (m)
 +
*n = porosity of storage reservoir aggregate or effective porosity of void-producing structure system
 +
*f' = design infiltration rate of the underlying native soil (m/h)
 +
*D = Design storm duration (h)}}<br>
 +
 
 +
==Calculate peak flow rates==
 
* Step 13. Calculate the peak [[flow through perforated pipe|flow rate through the perforated pipe]],  
 
* Step 13. Calculate the peak [[flow through perforated pipe|flow rate through the perforated pipe]],  
 
* Step 14. Calculate the peak [[flow through media|flow rate through the filter media]],  
 
* Step 14. Calculate the peak [[flow through media|flow rate through the filter media]],  
 
* Step 15. Determine if downstream [[flow control]] is required to achieve hydrologic objectives.
 
* Step 15. Determine if downstream [[flow control]] is required to achieve hydrologic objectives.
 
==Additional calculations==
 
  
 
===Calculating infiltration practice drainage in 1 dimension===
 
===Calculating infiltration practice drainage in 1 dimension===

Revision as of 19:50, 4 May 2020

This article is specific to bioretention, vegetated systems that infiltrate water to the native soil.
If you are designing a planted system which does not infiltrate water, see advice on Planters: Sizing.

The vertical storage zones in a bioretention cell include: ponding, mulch, filter media, choker layer, embedded pipe diameter depth and the storage reservoir.

Many of the dimensions in a bioretention system can be predetermined according to the function of the component. There is greatest flexibility in the ponding depth and the depth of the storage reservoir beneath the optional underdrain pipe. The table below describes some recommended values to use to begin the design process.

Component Recommended depth (with underdrain pipe) Recommended depth (no underdrain pipe) Typical porosity (n)
Surface ponding, maximum (dp, max)
  • 300 mm; filter media Blend A
  • 350 mm; filter media Blend B
See below 1
Mulch 75 ± 25 mm
  • 0.7 for wood based
  • 0.4 for stone
Filter media (dm)
  • 300 mm to support turf grass and accept only roof runoff
  • 600 mm to support shrubs, flowering perennials and deeply rooting decorative grasses and accept both roof and pavement runoff
  • 1000 mm to support trees and accept both roof and pavement runoff
  • 0.4 for sandier Blend A (drainage rate priority)
  • 0.35 for more loamy Blend B (water quality treatment priority)
Choker layer 100 mm 0.4
Perforated pipe and surrounding aggregate 200 mm (i.e. pipe diameter) Not applicable 0.4
Storage reservoir (ds) See below See below 0.4

Before you begin you will need to know the following;

  • Catchment area (i.e. contributing drainage area), Ac (m2)
  • Catchment impervious area, Ai (m2)
  • Catchment runoff coefficient, C
  • Design storm intensity, i (mm/h)
  • Design storm duration, D (h)
  • Infiltration target for design storm event, Id (mm)
  • Drainage time t (h) to fully drain the active storage of the practice, based on provincial or municipal criteria or average inter-event period for the location
  • Field infiltration rate of the underlying native soil ff (mm/h), median of field measurements or based on interpolation from median grain-size distribution results
  • Design infiltration rate of the underlying native soil f' (mm/h), median field measured value divided by a safety factor (z)
  • Safety factor, z (dimensionless value between 2 and 3) chosen by designer based on consideration of risk of failure factors
  • Proposed surface grade elevation at the practice location (metres above sea level, masl)
  • Elevation of the seasonally high water table or bedrock surface (metres above sea level, masl), below the practice location
  • Effective porosity of any void-producing structure system (e.g. soil cells, chambers and associated aggregate) included, n' (if applicable)
  • Types of plants to be supported by the filter media bed (i.e. grasses vs. mix of grasses, plants and shrubs vs. trees)
  • How runoff will be delivered to the practice (i.e. to filter bed surface; to storage reservoir; or both)

Decide if an underdrain will be included[edit]

  • Step 1: Based on the median measured infiltration rate of the native soil at the estimated location and bottom elevation of the practice, or estimated from the median grain-size distribution results, decide if an underdrain will be included in the design.

If the field estimated infiltration rate of the underlying native soil (ff) is less than 15 mm/h, include an underdrain.

Select a surface ponding depth to begin sizing with[edit]

  • Step 2: Determine a maximum surface ponding depth (dp, max)

For practices without underdrains:

Where:

  • f' = Design infiltration rate (mm/h), and
  • 48 = Maximum permissible drainage time for ponded water (h)


  • Note that in designs without underdrains, conceptually the drainage of ponded water is limited by infiltration through the base of the practice.}}

For practices with underdrains see recommended maximum surface ponding depth for each filter media blend in the table above.

  • Step 3: Select a design surface ponding depth, dp' (m) to begin sizing with:

For practices with soft (i.e. landscaped) edges and bowl-shaped ponding areas calculate the mean surface ponding depth:

Where:

  • dp, max = maximum surface ponding depth (m)


For practices with hard edges and vertical-walled ponding areas (e.g., stormwater planter, soil cell) use the maximum ponding depth:

Determine the required surface area of the practice[edit]

  • Step 4: Calculate the surface (i.e footprint) area of the practice (Ap) needed to capture the runoff volume produced from the catchment during the design storm event

For practices where flow is delivered to the filter media bed:

Where:

  • i = Design storm intensity (m/h)
  • D = Design storm duration (h)
  • Ai = Catchment impervious area (m2)
  • dp' = Design surface ponding depth (m)
  • fm, min = minimum infiltration rate (i.e. saturated hydraulic conductivity) of the filter media (m/h), see Filter media for guidance


For practices where flow is delivered to the storage reservoir:

Where:

  • da = Active storage depth (m)
  • n = porosity of storage reservoir aggregate or effective porosity of void-producing structure system
  • f' = design infiltration rate of the underlying native soil (m/h)
  • D = Design storm duration (h)


Determine the active storage depth of the practice[edit]

  • Step 4: Identify the active storage depth, da of the practice

For practices without an underdrain, the active storage depth equals the total depth of the practice:

Where:

  • dT = Total depth of the practice, including surface ponding


For practices with the underdrain perforated pipe elevated off the bottom of the storage reservoir:
da= Depth of storage reservoir below the invert elevation of the underdrain perforated pipe.
For practices with the underdrain perforated pipe installed on the bottom of the storage reservoir and connected to a riser (e.g., standpipe and 90 degree coupling):
da= Difference between invert elevations of the reservoir bottom and riser outlet (i.e invert elevation of the 90 degree coupling).

  • Step 5: Calculate the active storage depth of the storage reservoir (da, mm):

For practices with no underdrain, this includes the combined surface ponding and storage reservoir depth that will reliably drain within the specified drainage time.
For practices with an underdrain, this includes only the storage reservoir depth below the invert of the underdrain perforated pipe that will reliably drain within the specified drainage time:

Where:

  • f' = Design infiltration rate (mm/hr),
  • t = Drainage time (hrs). Check local regulations for drainage time requirements; and
  • n = Porosity of the reservoir aggregate


To boost drainage performance on fine-textured, low permeability soils, consider designing storage reservoirs even deeper than those calculated using the above approach, that many not fully drain between storm events, which increases hydraulic head and infiltration rate at the base of the practice. See Low permeability soils for more information.

Calculate the total depth of the practice, dT[edit]

  • Step 6: Determine what the planting needs are and assign an appropriate depth of filter media, using the table above.
  • Step 7: Select an underdrain perforated pipe diameter (typically 100 - 200 mm), assign this as an 'embedded' depth equal to the pipe diameter. *Note that this component does not apply if a downstream riser is being used to create the storage reservoir.
  • Step 8: Sum total depth of bioretention components, and compare to available depth between the surface grade and the seasonally high water table or top of bedrock elevations in the proposed practice location.
  • Step 9: Adjust component depths to maintain a separation of 1.0 metre between base of the practice and seasonally high water table or top of bedrock elevation, or a lesser or greater value based on groundwater mounding analysis. See below and Groundwater for more information.

Determine the required surface area of the practice[edit]

  • Step 10: Calculate the surface (i.e footprint) area of the practice (Ap) needed to capture the runoff volume produced from the catchment during the design storm event

For practices where flow is delivered to the filter media bed:

Where:

  • i = Design storm intensity (m/h)
  • D = Design storm duration (h)
  • Ai = Catchment impervious area (m2)
  • dp' = Design surface ponding depth (m)
  • fm, min = minimum infiltration rate (i.e. saturated hydraulic conductivity) of the filter media (m/h), see Filter media for guidance


For practices where flow is delivered to the storage reservoir:

Where:

  • da = Active storage depth (m)
  • n = porosity of storage reservoir aggregate or effective porosity of void-producing structure system
  • f' = design infiltration rate of the underlying native soil (m/h)
  • D = Design storm duration (h)


Calculate peak flow rates[edit]

Calculating infiltration practice drainage in 1 dimension[edit]

This spreadsheet compares drainage in a single dimension under zero head conditions, mean head conditions and falling head conditions. It provides a more conservative measurement of the drainage time for the purposes of groundwater mounding (where a shorter drainage time causes a greater impact).

Download drainage time calculator(.xlsx)

Drainage time (3D)[1][edit]

Two practice areas of 9 m2.
x = 12 m (left), x = 20 m (right)

In some situations, it may be desirable to reduce the size of the bioretention required, by accounting for rapid drainage. Typically, this is only worth exploring over sandy textured native subsoils with rapid infiltration.

Note that narrow, linear bioretention features (or bioswales) drain faster than round or blocky footprint geometries.

  • Begin the drainage time calculation by dividing the area of the practice (Ap) by the perimeter (x).
  • To estimate the time (t) to fully drain the facility:

Where:

  • n is the porosity of the filter media,
  • Ap is the area of the practice (m2),
  • f' is the design infiltration rate (mm/hr),
  • x is the perimeter of the practice (m), and
  • dT is the total depth of the practice, including the surface ponding depth (m).

Groundwater mounding[edit]

When you wish to model the extent of groundwater mounding beneath an infiltration facility. This tool uses Hantush's derivation (1967).
Download groundwater mounding calculator(.xlsm)
Note that this is a minor adaptation (metric units and formatting) from the original tool, written and hosted by the USGS.


  1. Woods Ballard, B., S. Wilson, H. Udale-Clarke, S. Illman, T. Scott, R. Ahsley, and R. Kellagher. 2016. The SuDS Manual. 5th ed. CIRIA, London.