Difference between revisions of "Bioretention: Sizing"
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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. | 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. | ||
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==Determine the required surface area of the practice== | ==Determine the required surface area of the practice== | ||
− | * Step | + | * Step 5: Calculate the surface area of the practice (A<sub>p</sub>) needed to capture the volume of runoff produced from the catchment from the design storm event<br> |
For practices where flow is delivered to a surface ponding area: | For practices where flow is delivered to a surface ponding area: | ||
<math>A_{p}=i\times D\times A_{i}/[d_{p}' + (f_{f, min} \times D)]</math> | <math>A_{p}=i\times D\times A_{i}/[d_{p}' + (f_{f, min} \times D)]</math> | ||
Line 131: | Line 123: | ||
*f' = design infiltration rate of the underlying native soil (m/h) | *f' = design infiltration rate of the underlying native soil (m/h) | ||
*D = Design storm duration (h)}}<br> | *D = Design storm duration (h)}}<br> | ||
− | * Step | + | * Step 6: Compare required surface area of the practice to available space.<br> |
To decrease A<sub>p</sub>, consider increasing ponding depth if feasible and would not create a safety hazard, or decreasing catchment impervious area. | To decrease A<sub>p</sub>, consider increasing ponding depth if feasible and would not create a safety hazard, or decreasing catchment impervious area. | ||
− | * Step | + | * Step 7: Calculate catchment impervious area to practice permeable (footprint) area ratio, R, also referred to as I/P ratio: |
<math>R=A_{i}/A_{p}</math><br> | <math>R=A_{i}/A_{p}</math><br> | ||
Adjust either A<sub>i</sub> or A<sub>p</sub> to keep R between 5 and 20. | Adjust either A<sub>i</sub> or A<sub>p</sub> to keep R between 5 and 20. | ||
==Determine the required surface area of the storage reservoir== | ==Determine the required surface area of the storage reservoir== | ||
− | * Step | + | * Step 8: Calculate the surface area of the storage reservoir, A<sub>r</sub> (m<sup>2</sup>) needed to capture the infiltration volume target for the design storm event: <math>A_{r}=V_{i}/[d_{i}+(f'\times D)]</math> |
{{Plainlist|1=Where: | {{Plainlist|1=Where: | ||
*V<sub>i</sub> = Infiltration volume target for the design storm event (m<sup>3</sup>), based on average annual water budgets for pre- and post-development scenarios, and the target of maintaining pre-development infiltration volume. | *V<sub>i</sub> = Infiltration volume target for the design storm event (m<sup>3</sup>), based on average annual water budgets for pre- and post-development scenarios, and the target of maintaining pre-development infiltration volume. | ||
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*D= Duration of design storm (h)<br> | *D= Duration of design storm (h)<br> | ||
<br> | <br> | ||
− | *Step | + | *Step 9: Calculate the required storage reservoir depth, d<sub>r</sub> (m): |
<math>d_{r}=d_{i}\times 1/n_{r}'</math> | <math>d_{r}=d_{i}\times 1/n_{r}'</math> | ||
{{Plainlist|1=Where: | {{Plainlist|1=Where: | ||
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==Calculate the total depth of the practice, d<sub>T</sub>== | ==Calculate the total depth of the practice, d<sub>T</sub>== | ||
− | * Step | + | * Step 10: Determine what the planting needs are and assign an appropriate depth of filter media, using the table above. |
− | * Step | + | * Step 11: Select an underdrain perforated pipe diameter (typically 100 or 200 mm), assign this as an 'embedded' depth equal to the pipe diameter. The perforated pipe depth can be made part of the active storage of the practice when a riser (standpipe and 90 degree coupling) are used to design the underdrain. |
− | * Step | + | * Step 12: Sum total depth of bioretention components, and compare to available space (i.e. depth) between the proposed surface grade and one (1) metre above the seasonally high water table or top of bedrock elevation in the practice location. |
− | * Step | + | * Step 13: Adjust component depths to maintain a separation of one (1) metre between the base of the practice and the 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.<br> |
For practices without an underdrain in locations constrained in the vertical dimension, consider decreasing filter media depth (and supported plant types) and/or catchment impervious area.<br> | For practices without an underdrain in locations constrained in the vertical dimension, consider decreasing filter media depth (and supported plant types) and/or catchment impervious area.<br> | ||
For practices with an underdrain in locations constrained in the vertical dimension, consider installing the perforated pipe on the bottom of the storage reservoir and including a riser (saves the depth of aggregate needed to embed the pipe), and/or decreasing filter media depth (and supported plant types), ponding depth and/or catchment impervious area. | For practices with an underdrain in locations constrained in the vertical dimension, consider installing the perforated pipe on the bottom of the storage reservoir and including a riser (saves the depth of aggregate needed to embed the pipe), and/or decreasing filter media depth (and supported plant types), ponding depth and/or catchment impervious area. | ||
==Calculate peak flow rates== | ==Calculate peak flow rates== | ||
− | * Step | + | * Step 14. Calculate the peak [[flow through perforated pipe|flow rate through the perforated pipe]], |
− | * Step | + | * Step 15. Calculate the peak [[flow through media|flow rate through the filter media]], |
− | * Step | + | * Step 16. Determine if downstream [[flow control]] is required to achieve hydrologic objectives. |
===Calculating infiltration practice drainage in 1 dimension=== | ===Calculating infiltration practice drainage in 1 dimension=== |
Revision as of 04:35, 5 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.
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) |
|
See below | 1 |
Mulch | 75 ± 25 mm |
| |
Filter media (dm) |
|
| |
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 runoff coefficient, C
- Catchment impervious area, Ai (m2)
- 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 surface ponding area, or directly to storage reservoir)
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 median measured or 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, when filled to their maximum storage capacity, drainage of ponded water is limited by the infiltration rate at 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 infiltration water storage depth of the practice[edit]
- Step 4: Calculate the infiltration water storage depth of the practice, di which is the depth of water stored in the practice that can drain by infiltration alone.
For practices without an underdrain, components contributing to infiltration water storage include the surface ponding, mulch and filter media depths (i.e. total depth of the practice). The infiltration water storage depth of the practice can be calculated as:
Where:
- dp' = Design surface ponding depth (m)
- dm = Depth of mulch (m)
- nm = Porosity of mulch
- df = Depth of filter media (m)
- nf = Porosity of filter media
For practices with the underdrain perforated pipe elevated off the bottom of the storage reservoir, infiltration water storage is only provided by the depth of storage reservoir below the invert of the underdrain perforated pipe, and only the portion that can reliably drain by infiltration within the specified drainage time. So the infiltration water storage of the practice can be calculated as:
Where:
- f' = Design infiltration rate of underlying native soil (m/h)
- t = Drainage time (h). Check provincial or local criteria for drainage time requirements
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), the infiltration water storage is only provided by the storage reservoir depth between the inverts of the reservoir bottom and riser outlet (i.e invert elevation of the 90 degree coupling) and is calculated the same way as above.
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.
Determine the required surface area of the practice[edit]
- Step 5: Calculate the surface area of the practice (Ap) needed to capture the volume of runoff produced from the catchment from the design storm event
For practices where flow is delivered to a surface ponding area:
Where:
- i = Design storm intensity (m/h)
- D = Design storm duration (h)
- Ai = Catchment impervious area (m2)
- dp' = Design surface ponding depth (m)
- ff, 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 directly to the storage reservoir:
Where:
- di = Infiltration water storage depth (m), see above for equations for with and without underdrain designs
- f' = design infiltration rate of the underlying native soil (m/h)
- D = Design storm duration (h)
- Step 6: Compare required surface area of the practice to available space.
To decrease Ap, consider increasing ponding depth if feasible and would not create a safety hazard, or decreasing catchment impervious area.
- Step 7: Calculate catchment impervious area to practice permeable (footprint) area ratio, R, also referred to as I/P ratio:
Adjust either Ai or Ap to keep R between 5 and 20.
Determine the required surface area of the storage reservoir[edit]
- Step 8: Calculate the surface area of the storage reservoir, Ar (m2) needed to capture the infiltration volume target for the design storm event:
{{Plainlist|1=Where:
- Vi = Infiltration volume target for the design storm event (m3), based on average annual water budgets for pre- and post-development scenarios, and the target of maintaining pre-development infiltration volume.
- di = Infiltration water storage depth of the practice (m), see equations above to calculate for with and without underdrain designs.
- f' = Design infiltration rate of the underlying native soil (m/h)
- D= Duration of design storm (h)
If Ar is greater than Ap, calculate the design infiltration water storage depth, di', required to capture the infiltration volume target for the design storm: {{Plainlist|1=Where:
- Vi = Infiltration volume target for the design storm event (m3)
- Ap = Surface area of the practice (m2, see equations above to calculate for designs that deliver water to a surface ponding area vs. directly to storage reservoir.
- f' = Design infiltration rate of the underlying native soil (m/h)
- D= Duration of design storm (h)
- Step 9: Calculate the required storage reservoir depth, dr (m):
{{Plainlist|1=Where:
- di' = Design infiltration water storage depth (m)
- nr' = Effective porosity of the storage reservoir fill material(s), depth-weighted mean of all components.
- f' = Design infiltration rate of the underlying native soil (m/h)
Calculate the total depth of the practice, dT[edit]
- Step 10: Determine what the planting needs are and assign an appropriate depth of filter media, using the table above.
- Step 11: Select an underdrain perforated pipe diameter (typically 100 or 200 mm), assign this as an 'embedded' depth equal to the pipe diameter. The perforated pipe depth can be made part of the active storage of the practice when a riser (standpipe and 90 degree coupling) are used to design the underdrain.
- Step 12: Sum total depth of bioretention components, and compare to available space (i.e. depth) between the proposed surface grade and one (1) metre above the seasonally high water table or top of bedrock elevation in the practice location.
- Step 13: Adjust component depths to maintain a separation of one (1) metre between the base of the practice and the 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.
For practices without an underdrain in locations constrained in the vertical dimension, consider decreasing filter media depth (and supported plant types) and/or catchment impervious area.
For practices with an underdrain in locations constrained in the vertical dimension, consider installing the perforated pipe on the bottom of the storage reservoir and including a riser (saves the depth of aggregate needed to embed the pipe), and/or decreasing filter media depth (and supported plant types), ponding depth and/or catchment impervious area.
Calculate peak flow rates[edit]
- Step 14. Calculate the peak flow rate through the perforated pipe,
- Step 15. Calculate the peak flow rate through the filter media,
- Step 16. Determine if downstream flow control is required to achieve hydrologic objectives.
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).
Drainage time (3D)[1][edit]
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).
Note that this is a minor adaptation (metric units and formatting) from the original tool, written and hosted by the USGS.
- ↑ 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.