The following terminology is used throughout this "Design Section":
HIGHLY RECOMMENDED - Indicates design guidance that is extremely beneficial or necessary for proper functioning of the bioretention practice, but not specifically required by the MPCA CGP.
RECOMMENDED - Indicates design guidance that is helpful for bioretention practice performance but not critical to the design.
Before deciding to use a bioretention practice for stormwater management, it is helpful to consider several items that bear on the feasibility of using such a device at a given location. The following list of considerations will help in making an initial judgment as to whether or not a bioretention practice is the appropriate BMP for the site.
Minimum setback requirements (for bioretention practices that treat a volume of 1000 gallons or more)
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Setback from | Minimum Distance (feet) |
---|---|
Property Line | 10 |
Building Foundation - Minimum with slopes directed away from the building | 10 |
Private Well | 50 |
Public Water Supply Well | 50 |
Septic System Tank/Leach Field | 50 |
It is HIGHLY RECOMMENDED that overflow associated with the 10-year or 25-year storm (depending on local drainage criteria) be controlled such that velocities are non-erosive at the outlet point (to prevent downstream slope erosion), and that when discharge flows exceed 3 cfs, the designer evaluate the potential for erosion to stabilized areas and bioretention facilities.
Common overflow systems within the structure consist of a yard drain inlet, where the top of the yard drain inlet is placed at the elevation of the shallow ponding area. A stone drop of about twelve inches or small stilling basin could be provided at the inlet of bioretention areas where flow enters the practice through curb cuts or other concentrated flow inlets. In cases with significant drop in grade this erosion protection should be extended to the bottom of the facility.
It is HIGHLY RECOMMENDED that bioretention areas with underdrains be equipped with a minimum 8 inches diameter under-drain in a 1 foot deep gravel bed. Increasing the diameter of the underdrain makes freezing less likely, and provides a greater capacity to drain standing water from the filter. The porous gravel bed prevents standing water in the system by promoting drainage. Gravel is also less susceptible to frost heaving than finer grained media. It is also HIGHLY RECOMMENDED that a pea gravel diaphragm and/or permeable filter fabric be placed between the gravel layer and the filter media.
Pre-treatment refers to features of a bioretention area that capture and remove coarse sediment particles.
For applications where runoff enters the bioretention system through sheet flow, such as from parking lots, or residential back yards, a grass filter strip with a pea gravel diaphragm is the preferred pre-treatment method. The length of the filter strip depends on the drainage area, imperviousness, and the filter strip slope. For retrofit projects and sites with tight green space constraints, it may not be possible to include a grass buffer strip. For example, parking lot island retrofits may not have adequate space to provide a grass buffer. For applications where concentrated (or channelized) runoff enters the bioretention system, such as through a slotted curb opening, a grassed channel with a pea gravel diaphragm is the preferred pre-treatment method.
In lieu of grass buffer strips, pre-treatment may be accomplished by other methods such as sediment capture in the curb-line entrance areas. Additionally, the parking lot spaces may be used for a temporary storage and pre-treatment area in lieu of a grass buffer strip. If bioretention is used to treat runoff from a parking lot or roadway that is frequently sanded during snow events, there is a high potential for clogging from sand in runoff. It is HIGHLY RECOMMENDED that grass filter strips or grass channels at least 10 or 20 feet long, respectively, convey flow to the system in these situations. Local requirements may allow a street sweeping program as an acceptable pre-treatment practice. It is HIGHLY RECOMMENDED that pre-treatment incorporate as many of the following as are feasible:
The following guidelines are applicable to the actual treatment area of a bioretention practice:
It is HIGHLY RECOMMENDED that bioretention not be used on sites with a continuous flow from groundwater, sump pumps, or other sources so that constant saturated conditions do not occur.
It is HIGHLY RECOMMENDED that soils meet the design criteria outlined later in this section and contain less than 5% clay by volume. Elevations must be carefully worked out to ensure that the desired runoff flow enters the facility with no more than the maximum design depth. The bioretention area (Af) should be sized based on the principles of Darcy’s Law, as follows
\(A_f = V_{wq} d_f / (k (h_f + df) t_f)\)
Where:
It is HIGHLY RECOMMENDED that this permeability rate be determined by field testing.
When using bioretention to treat PSHs, particularly in sensitive watersheds, it is HIGHLY RECOMMENDED that additional practices be incorporated as a treatment train for at least limited treatment during the winter when the bioretention area may be frozen.
Landscaping is critical to the performance and function of bioretention areas. Therefore, a landscaping plan is HIGHLY RECOMMENDED for bioretention areas. RECOMMENDED planting guidelines for bioretention facilities are as follows:
Bioretention practices do not pose any major safety hazards. Trees and the screening they provide may be the most significant consideration of a designer and landscape architect. Where inlets exist, they should have grates that either have locks or are sufficiently heavy that they cannot be removed easily. Standard inlets and grates used by Mn/DOT and local jurisdictions should be adequate. Fencing of bioretention facilities is generally not desirable
The following steps outline a recommended design procedure for bioretention practices in compliance with the MPCA Construction General Permit for new construction. Design recommendations beyond those specifically required by the permit are also included and marked accordingly.
Guidelines for filter strip pre-treatment sizing
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Parameter | Impervious Parking Lots | Residential Lawns | ||||||
---|---|---|---|---|---|---|---|---|
Maximum Inflow Approach Length (ft) | ||||||||
Filter Strip Slope | =<2% | >2% | =<2% | 2% | =<2% | 2% | =<2% | 2% |
Filter Strip Minimum Length | 10' | 15' | 20' | 25' | 10' | 12' | 15' | 18' |
Make a preliminary judgment as to whether site conditions are appropriate for the use of a bioretention practice, and identify the function of the practice in the overall treatment system
If the initial evaluation indicates that a bioretention practice would be a good BMP for the site, it is RECOMMENDED that soil borings or pits be dug (in the same location as the proposed bioretention practice) to verify soil types and infiltration capacity characteristics and to determine the depth to groundwater and bedrock. The number of soil borings should be selected as needed to determine local soil conditions.
It is RECOMMENDED that the minimum depth of the soil borings or pits be five feet below the bottom elevation of the proposed bioretention practice.
It is HIGHLY RECOMMENDED that soil profile descriptions be recorded and include the following information for each soil horizon or layer (Source: Site Evaluation for Stormwater Infiltration, Wisconsin Department of Natural Resources Conservation Practice Standards 2004):
It is HIGHLY RECOMMENDED that the field verification be conducted by a qualified geotechnical professional.
Calculate the Water Quality Volume (Vwq), Channel Protection Volume (Vcp), Overbank Flood Protection Volume (Vp10), and the Extreme Flood Volume (Vp100). See the Unified sizing criteria section for details.
If the bioretention practice is being designed to meet the requirements of the MPCA Permit, the REQUIRED treatment volume is the water quality volume of ½ inch of runoff from the new impervious surfaces created from the project (or 1 inch for certain protected waterbodies). If part of the overall Vwq is to be treated by other BMPs, subtract that portion from the Vwq to determine the part of the Vwq to be treated by the bioretention practice.
The design techniques in this section are meant to maximize the volume of stormwater being infiltrated. If the site layout and underlying soil conditions permit, a portion of the Channel Protection Volume (Vcp), Overbank Flood Protection Volume (Vp10), and the Extreme Flood Volume (Vp100) may also be managed in the bioretention practice (see Step 7).
(Note: Steps 5, 6, 7 and 8 are iterative)
Based on the known Vwq, infiltration rates of the underlying soils and the known existing potential pollutant loading from proposed/existing landuse select the appropriate bioretention practice from the table below. Note: the determination for underdrain is an iterative sizing process.
This table shows cost Components for Bioretention Practices
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Implementation Stage | Primary Cost Components | Basic Cost Estimate | Other Considerations |
---|---|---|---|
Site Preparation | Tree & plant protection | Protection Cost ($/area) x Affected Area | Removal of existing structures, topsoil removal and stockpiling |
Clearing & grubbing | Clearing Cost ($/area) x Affected Area | Removal of existing structures, topsoil removal and stockpiling | |
Topsoil salvage | Clearing Cost ($/area) x Affected Area | Removal of existing structures, topsoil removal and stockpiling | |
Site Formation | Excavation / grading | 4-ft Depth Excavation Cost ($/acre) x Area (acre) | Soil & rock fill material, tunneling |
Hauling material offsite | Excavation Cost x (% of Material to be hauled away) | Soil & rock fill material, tunneling | |
Structural Components | Under-drains | Under-drain cost ($/lineal foot) x length of device | Pipes, catch-basins, manholes, valves |
Inlet structure | ($/structure) or ($/curb cut) | Pipes, catch-basins, manholes, valves | |
Outlet structure | ($/structure) | Pipes, catch-basins, manholes, valves | |
Liner | Liner cost ($/square yard) x area of device) | Pipes, catch-basins, manholes, valves | |
Site Restoration | Filter strip | Sod cost ($/square foot) x filter strip area | Tree protection, soil amendments, seed bed preparation, trails |
Soil preparation | Topsoil or amendment cost ($/acre) x Area (acre) | Tree protection, soil amendments, seed bed preparation, trails | |
Seeding | Seeding Cost ($/acre) x Seeded Area (acre) | Tree protection, soil amendments, seed bed preparation, trails | |
Planting / transplanting | Planting Cost ($/acre) x Planted Area (acre) | Tree protection, soil amendments, seed bed preparation, trails | |
Annual Operation, Maintenance, and Inspection | Debris removal | Removal Cost ($/acre) x Area (acre) x Frequency | Vegetation maintenance, cleaning of structures |
Sediment removal | Removal Cost ($/acre) x Area (acre) x Frequency | Vegetation maintenance, cleaning of structures | |
Weed control | Labor cost ($/hour) x Hours per visit x Frequency | Vegetation maintenance, cleaning of structures | |
Inspection | Inspection Cost ($) x Inspection Frequency | Vegetation maintenance, cleaning of structures | |
Mowing | Mowing Cost ($) x Mowing Frequency | Vegetation maintenance, cleaning of structures |
Information collected during the Physical Suitability Evaluation (see Step 2) should be used to explore the potential for multiple bioretention practices versus relying on a single bioretention practice. Bioretention is best employed close to the source of runoff generation and is often located in the upstream portion of the stormwater treatment train, with additional stormwater BMPs following downstream.
B. Determine Site Infiltration Rates (for facilities with infiltration and/or recharge).
If the infiltration rate is not measured: The table below provides infiltration rates for the design of infiltration practices. These infiltration rates represent the long-term infiltration capacity of a practice and are not meant to exhibit the capacity of the soils in the natural state. Select the design infiltration rate from the table based on the least permeable soil horizon within the first five feet below the bottom elevation of the proposed infiltration practice.
Summary of Bioretention Variants for Permeability of Native Soils and Potential Land use Pollutant Loading
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Bioretention Type1 | Variant | Underlying Soil Performance Criteria |
---|---|---|
Bioinfiltration (Infiltration/Recharge Facility) |
No underdrain | Higher recharge potential (facility drain time without underdrain is 48 hours or less) |
Biofiltration with underdrain at the bottom (Filtration/Partial Recharge Facility) |
Underdrain | Lower recharge potential (facility drain time without underdrain is > 48 hours) |
Biofiltration with internal water storage | Underdrain | Lower recharge potential (facility drain time without underdrain is >48 hours) |
Biofiltration with elevated underdrain (Infiltration/Filtration/Recharge Facility) |
Elevated underdrain | Higher nutrient loadings and/or quantity control |
Biofiltration with liner (Filtration Only Facility) |
Underdrain with liner | Hot Spot Treatment |
1The terminology has been changed from the original manual. The original Manual terminology is shown in parenthesis. For more information, see Bioretention terminology
The infiltration capacity and existing hydrologic regime of natural basins are inherently different than constructed practices and may not meet MPCA Permit requirements for constructed practices. In the event that a natural depression is being proposed to be used as an infiltration system, the design engineer must demonstrate the following information: infiltration capacity of the system under existing conditions (inches per hour), existing drawdown time for the high water level (HWL) and a natural overflow elevation. The design engineer should also demonstrate that operation of the natural depression under post-development conditions mimics the hydrology of the system under pre-development conditions.
If the infiltration rates are measured: The tests shall be conducted at the proposed bottom elevation of the infiltration practice. If the infiltration rate is measured with a double-ring infiltrometer the requirements of D3385 should be used for the field test.
C. Size bioretention area
Without An UnderDrain: The bioretention surface area, Af, is computed using the following equation, for those practices that are designed without an underdrain
\(A_f = V_{wq} d_f / (i (h_f + d_f) t_f)\)
Use the table below to determine the infiltration rate of the underlying soils. Note that these numbers are intentionally conservative based on experience gained from Minnesota infiltration sites.
With An UnderDrain:
The bioretention surface area is computed using the following equation, for those practices that are designed with an underdrain\[A_f = (V_{wq} x d_f) / k (h_f + d_f) t_f]\]
The coefficients of permeability recommended for the Planting Medium / Filter Media Soil is 0.5 feet per day (Claytor and Schueler, 1996). Note: the value is conservative to account for clogging associated with accumulated sediment.
(Note: Steps 5, 6, 7 and 8 are iterative)
(Note: Steps 5, 6, 7 and 8 are iterative) Groundwater mounding, the process by which a mound forms on the water table as a result of recharge at the surface, can be a limiting factor in the design and performance of bioretention practices where infiltration is a major design component.
A groundwater mounding analysis is RECOMMENDED to verify this separation for infiltration designed bioretention practices.
The most widely known and accepted analytical methods to solve for ground water mounding is based on the work by Hantush (1967) and Glover (1960). The maximum groundwater mounding potential should be determined through the use of available analytical and numerical methods. Detailed groundwater mounding analysis should be conducted by a trained hydrogeologist or equivalent as part of the site design procedure.
If a grass filter strip is used, it is HIGHLY RECOMMENDED that it be sized using the guidelines in the table below.
It is HIGHLY RECOMMENDED that grass channel pre-treatment for bioretention be a minimum of 20 feet in length and be designed according to the following guidelines:
(Note: Steps 5, 6, 7 and 8 are iterative)
Follow the design procedures identified in the Unified sizing criteria section to determine the volume control and peak discharge recommendations for water quality, recharge, channel protection, overbank flood and extreme storm.
Model the proposed development scenario using a surface water model appropriate for the hydrologic and hydraulic design considerations specific to the site (see also Introduction to stormwater modeling). This includes defining the parameters of the bioretention practice defined above: sedimentation basin elevation and area (defines the pond volume), infiltration/permeability rate, and outlet structure and/or flow diversion information. The results of this analysis can be used to determine whether or not the proposed design meets the applicable requirements. If not, the design will have to be re-evaluated (back to Step 5).
See Major Design Elements for guidance on preparing vegetation and landscaping management plan.
See Operations and Maintenance for guidance on preparing an O&M plan.
See Cost Considerations section for guidance on preparing a cost estimate that includes both construction and maintenance costs.