Design criteria for filtration

The following terminology is used throughout this "Design Section":

Warning: REQUIRED - Indicates design standards stipulated by the MPCA Construction General Permit (CGP)(or other consistently applicable regulations)

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.

Major design elements

Physical feasibility initial check

Before deciding to use a filtration device 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 filtration device is the appropriate BMP for the site.

Drainage Area: Five acres maximum RECOMMENDED (0.5 to 2 acres is ideal). Surface sand filters can sometimes be sized for drainage areas up to 10 acres, but only with rigorous and committed maintenance schedules, among other design and O&M considerations.

Site Topography and Slopes: It is RECOMMENDED that sloped areas immediately adjacent to practice be less than 20 percent but greater than 1 percent, to promote positive flow towards the practice.

Soils: No restrictions for media filters with under-drain is needed. Vegetated filters should be sized assuming no losses to infiltration.

Depth to Water Table and Bedrock: No minimum separation distance is needed if filter is fully enclosed (i.e., no exfiltration).

Warning: A separation distance of at least 3 feet is REQUIRED under the state CGP between the bottom elevation of vegetative filters and the elevation of the seasonally high water table (does not apply to wet swales)

Site Location/Minimum Setbacks:

Warning: A minimum setback of 50 feet between a stormwater pond and a water supply well is REQUIRED by the Minnesota Department of Health Rule 4725.4350.

For purposes of this guidance, it is assumed that the definition of a stormwater pond includes a stormwater filtration system.

Karst: It is HIGHLY RECOMMENDED that underdrains and an impermeable liner be used for sand filters in Karst terrain. It is RECOMMENDED that vegetative filters be designed such that concentration of flow and excessive flow depths are avoided.

Conveyance

It is HIGHLY RECOMMENDED that a flow splitter or diversion structure be provided to divert the V_wq to media filters and allow larger flows to bypass the practice. Where a flow splitter is not used, it is HIGHLY RECOMMENDED that contributing drainage areas be limited to approximately 0.5 acres and an overflow be provided within the practice to pass part of the V_wq to a stabilized watercourse or storm drain. It is also HIGHLY RECOMMENDED that overflow associated with the V_p10 or V_p100 storm (depending on local drainage criteria) be controlled such that velocities are non-erosive at the outlet point to prevent downstream slope erosion. Weirs are common overflow systems within media filters. It is HIGHLY RECOMMENDED that the flow splitter be designed such that 75 percent of the V_wq can enter the treatment system prior to flow bypass occurring at the flow splitter. The overflow weir between the sedimentation and filtration chambers may be adjusted to be lower in elevation than the flow splitter weir to minimize bypass of the filter system prior to inflow filling the 75 percent V_wq storage.

It is HIGHLY RECOMMENDED that media filters be equipped with a minimum 8 inches diameter underdrain in a 1 foot gravel bed. Increasing the diameter of the underdrain makes freezing less likely. 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 permeable filter fabric be placed between the underdrain and gravel layer but not extend laterally from the pipe more than two feet on either side

Pre-treatment

Dry or wet pre-treatment is REQUIRED prior to media filter treatment pre-treatment volume equivalent to at least 25 percent of the computed V_wq is HIGHLY RECOMMENDED). The typical method is a sedimentation basin with a RECOMMENDED minimum length to width ratio of 2:1. The Camp-Hazen equation is used to compute the target surface area for media filters requiring full sedimentation for pre-treatment (WSDE, 1992).

The RECOMMENDED pre-treatment for vegetative filters is a level spreader that allows coarse sediment to settle and evenly distributes flow across the full width of the filter.

The RECOMMENDED pre-treatment for media / vegetative filters such as dry swales is to install plunge pools where concentrated flows enter and to place level spreaders where lateral flows enter.

Additional pre-treatment]] measures include filter strips and street / parking lot sweeping. Street / parking lot sweeping may be considered pre-treatment in the case of a parking lot island or other area where spatial limitations make structural pre-treatment measures unfeasible.

When using media filters to treat runoff from potential stormwater hotspots (PSHs), particularly in sensitive watersheds, it is HIGHLY RECOMMENDED that additional practices be incorporated as partial treatment during the winter when the filter bed may be frozen.

Treatment

The following guidelines are applicable to the actual treatment area of a filtration facility:

Space Required: Function of available head at site for surface filters. Underground filters generally have little or no surface space requirements except for access.

Slope: The surface slope of media filters should be level to promote even distribution of flow throughout the practice. It is HIGHLY RECOMMENDED that vegetative filters have a maximum slope of 5 percent and a minimum slope of 1 percent.

Depth: The RECOMMENDED elevation difference at a site from the inflow to the outflow is 4 to 6 feet for most sand filters, and 2 to 3 feet for perimeter filters.

Warning: Ground Water Protection: Infiltration of untreated PSH runoff into ground water is PROHIBITED. At confirmed hotspots, it is REQUIRED that filtered runoff be directed to the existing storm drain system or surface receiving waters.

Aesthetics: Vegetative filters can be effectively integrated into the site planning process, and aesthetically designed as attractive green spaces. Media filters are less conducive to site aesthetics, but surface media filters can be designed with turf cover crops if desired.

Landscaping

It is REQUIRED that impervious area construction be completed and pervious areas established with dense and healthy vegetation (see Minnesota plant lists) prior to introduction of stormwater into a filtration practice.

Surface filters can have a grass cover to aid in pollutant adsorption. The grass should be capable of withstanding frequent periods of inundation and drought.

Safety

• No building structures should be constructed on top of underground filters.
• The risk of creating mosquito breeding areas can be minimized by following the recommendations within the mosquito control section.
• It is HIGHLY RECOMMENDED that swale side slopes be set at 1:3 (V:H) or flatter.
• It is HIGHLY RECOMMENDED that perimeter sand filter grates be sufficiently heavy that they cannot be removed easily.
• Fencing may be desirable in surface sand filter designs with significant vertical walls for the sedimentation and/or filter chamber. Fencing can also protect the filter from vandalism and limit animal access.

Warning: It is REQUIRED that underground media filters only be accessed by individuals with appropriate confined space entry training.

Warning: If a dry well or infiltration trench is greater than five feet deep, it is REQUIRED that OSHA health and safety guidelines be followed for safe construction practices.

Additional information on safety for construction sites is available from OSHA.

Design procedure: media filters

The following steps outline a recommended design procedure for media filters. Except where indicated, procedures are consistent with requirements for compliance with the MPCA Permit for new construction.

Design steps

Step 1. Preliminary judgment of site conditions and identify function of the filter.

Make a preliminary judgment as to whether site conditions are appropriate for the use of a surface or perimeter sand filter, and identify the function of the filter in the overall treatment system.

A. Consider basic issues for initial suitability screening, including:

• Site drainage area
• Site topography and slopes
• Regional or local depth to groundwater and bedrock
• Site location/minimum setbacks
• Presence of active karst

B. Determine how the media filter will fit into the overall stormwater treatment system.

• Decide whether the filter is the only BMP to be employed, or if are there other BMPs addressing some of the treatment requirements.
• Decide where on the site the media filter is most likely to be located.

Step 2. Confirm design criteria and applicability.

A. Determine whether the media filter must comply with the MPCA Permit. To determine if permit compliance is required, see Permit Coverage and Limitations.

B. Check with local officials, watershed organizations, and other agencies to determine if there are any additional restrictions and/or surface water or watershed requirements that may apply.

Step 3. Select design variant based on physical suitability evaluation

Once the Physical Suitability Evaluation is complete, apply the better site design principles in sizing and locating the filtration practice(s) on the development site. Given the drainage area, select the appropriate filtration practice for the first iteration of the design process.

Note: Information collected during the Physical Suitability Evaluation (see Step 2) should be used to explore the potential for multiple filtration practices versus relying on a single facility. The use of smaller filtration practices dispersed around a development is usually more sustainable than a single regional facility that is more likely to have maintenance problems (Source: Wisconsin Department of Natural Resources Conservation Practice Standards, 2004).

Step 4. Compute runoff control volumes

Calculate the Water Quality Volume (V_wq), Channel Protection Volume (V_cp), Overbank Flood Protection Volume (V_p10), and the Extreme Flood Volume (V_p100) where applicable.

Warning: If the media filter is being designed to meet the requirements of the MPCA Permit, the REQUIRED treatment volume is the water quality volume of 1 inch of runoff from the new impervious surfaces created from the project.

If part of the overall V_wq is to be treated by other BMPs, subtract that portion from the V_wq to determine the part of the V_wq to be treated by the filter.

See the Unified sizing criteria section for Details.

Step 5. Compute V_wq peak discharge (Q_wq)

The peak rate of discharge for water quality design storm is needed for sizing of off-line diversion structures. See the Unified sizing criteria section for details.

Step 6. Size flow diversion structure, if needed

A flow regulator (or flow splitter diversion structure) should be supplied to divert the V_wq to the sand filter facility. This is generally accomplished by setting the bypass weir within the diversion to the elevation of the water quality volume within the practice. Please refer to the adjustable diversion detail found in the Computer-aided design and drafting (CAD/CADD) drawings section.

Size low flow orifice, weir, or other device to pass Q_wq.

Step 7. Size filtration basin chamber

The filter area is sized using the following equation (based on Darcy’s Law)

\(A_f = (V_{wq}) (d_f) / (k) (h_f + d_f) (t_f)\)

Where:

A_f = surface area of filter bed (square feet)

d_f = filter bed depth (ft) (typically 18 inches, no more than 24 inches)

k = coefficient of permeability of filter media (ft/day) (use 3.5 feet per day for sand)

h_f = average height of water above filter bed (feet) (Typically 1/2 h_max, where h_max is the maximum head on the filter media and is typically ≤6 feet)

t_f = design filter bed drain time (days)

Warning: (Maximum of 2 days, 48 hours REQUIRED in CGP)

Set preliminary dimensions of filtration basin chamber. The following guidelines are HIGHLY RECOMMENDED.

• The filter media should consist of an 18-inch layer of clean washed medium sand (meeting ASTM C-33 concrete sand) on top of the under-drain system.
• For surface sand filters, three inches of topsoil are placed over the sand bed. Permeable filter fabric is placed both above and below the sand bed to prevent clogging of the sand filter and the under-drain system.
• The filter bed is equipped with an 8-inch perforated PVC pipe (AASHTO M 252) underdrain in a gravel layer. The underdrain must have a minimum slope of 1 percent. Holes should be 3/8-inch diameter and spaced approximately 6 inches on center. Gravel should be clean washed aggregate with a maximum diameter of 3.5 inches and a minimum diameter of 1.5 inches with a void space of about 40 percent. Aggregate contaminated with soil shall not be used.
• Underground sand beds should be protected from trash accumulation by a wide mesh geotextile screen to be placed on the surface of the sand bed. The screen is to be rolled up, removed, cleaned and re-installed during maintenance operations.

Step 8. Size sedimentation chamber

Sedimentation chamber size is dictated by volume requirements, maximum ponding depth, and the particle settling ability. It is HIGHLY RECOMMENDED that the sedimentation chamber be sized to at least 25 percent of the computed V_wq for surface sand filters and 50% for perimeter sand filters and have a length-to-width ratio of 2:1.

Warning: It is REQUIRED that the depth of settling basins be in the range of 3’ to 10’ (D_max), although site-specific requirements may apply.

The Camp-Hazen equation is used to compute the surface area based on particle settling

\(A_s = (Q_o/w) * ln (1-E)\)

where:

A_s = sedimentation basin surface area (square feet);

Q_o = rate of outflow (cubic feet per second) = the Vwq over a 24-hour period;

w = particle settling velocity (feet per second); and

E = trap efficiency (as decimal),

assuming:

• 90 percent sediment trap efficiency (0.9)
• particle settling velocity (feet/second) = 0.0004 feet/second for imperviousness <75 percent
• particle settling velocity (feet/second) = 0.0033 feet/second for imperviousness ≥75 percent
• average of 24 hour holding period

Then, for I < 75 percent the equation reduces to

\(As = (0.066) (V_{wq})\)

or for I ≥ 75 percent

\(As = (0.0081) (V_{wq})\)

where:

V_wq = water quality volume (cubic feet); and

I = Percent Impervious.

Caution: Slope should not exceed 5 percent (1 to 2 percent recommended)

Use the table below to set the preliminary surface area of the settling chamber. Select the type of filter, imperviousness of the drainage area, and maximum ponding depth.

Settling chamber surface area for sand filters and perimeter sand filters.
Link to this table

Sand Filter		Maximum Ponding Depth (feet)
		< 4	4 to 10
Impervious	≥ 75%	(0.25 Vwq) / Dmax	(0.25 Vwq) / Dmax
	< 75%	(0.25 Vwq) / Dmax	0.066 Vwq
Perimeter Sand Filter		Maximum Ponding Depth (feet)
		<7.5	8 to 10
Impervious	≥ 75%	(0.5 Vwq) / Dmax	(0.5 Vwq) / Dmax
	< 75%	(0.25 Vwq) / Dmax	0.066 Vwq

Step 9. Compute V_min (minimum volume that can be stored within the filtration chamber)

\(V_{min} = 0.75 * V_{wq}\)

Step 10. Compute storage volumes within entire facility and sedimentation chamber orifice size

Surface sand filter

\(V_{min} = 0.75 * V_{wq} = V_s + V_f + V_{ftemp}\)

(a) Compute V_f = water volume within filter bed/gravel/pipe = A_f * d_f * n

Where: n = porosity = 0.4 for most applications

(b) Compute V_ftemp= temporary storage volume above the filter bed = 2 * h_f * A_f

(c) Compute V_s = volume within sediment chamber = V_min - Vf - V_ftemp

(d) Compute h_s = height in sedimentation chamber = V_s/A_s

(e) Ensure h_s and h_f fit available head and other dimensions still fit – change as necessary in design iterations until all site dimensions fit.

(f) Size orifice from sediment chamber to filter chamber to release V_s within 24-hours at average release rate with 0.5 h_s as average head.

(g) Design outlet structure with perforations allowing for a safety factor of 10.

Perimeter sand filter

(a) Compute V_f = water volume within filter bed/gravel/pipe = A_f * d_f * n

Where: n = porosity = 0.4 for most applications

(b) Compute V_w = wet pool storage volume A_s * 2 feet minimum

(c) Compute Vf_temp = temporary storage volume = V_min – (V_f + V_w)

(d) Compute h_temp= temporary storage height = V_ftemp / (A_f + A_s)

(e) Ensure h_temp ≥ 2 * h_f, otherwise decrease h_f and re-compute. Ensure dimensions fit available head and area – change as necessary in design iterations until all site dimensions fit.

(f) Size distribution slots from sediment chamber to filter chamber.

Step 11. Design inlets, pre-treatment facilities, under-drain system, and outlet structures

Pre-treatment of runoff in a sand filter system is provided by the sedimentation chamber. Inlets to surface sand filters should be provided with energy dissipaters. Exit velocities from the sedimentation chamber must be non-erosive.

Outlet pipe should be provided from the underdrain system to the facility discharge. Due to the slow rate of filtration, outlet protection is generally unnecessary (except for emergency overflows and spillways).

An emergency or bypass spillway must be included in the surface sand filter to safely pass flows that exceed the design storm flows. The spillway prevents filter water levels from overtopping the embankment and causing structural damage. The emergency spillway should be located so that downstream buildings and structures will not be impacted by spillway discharges.

Inlets to surface sand filters should be provided with energy dissipaters. Exit velocities from the sedimentation chamber must be nonerosive.

The allowable materials for sand filter construction are detailed in the table below.

This table shows sand material specifications.
Link to this table

Parameter	specification	Size	Notes
Sand	clean AASHTO M-6 or ASTM C-33 concrete sand	0.02” to 0.04”	Sand substitutions such as Diabase and Graystone #10 are not acceptable. No calcium carbonated or dolomitic sand substitutions are acceptable. Rock dust cannot be substituted for sand.
Underdrain Gravel	AASHTO M-43	1.5” to 3.5”
Geotextile Fabric (if required)	ASTM D-4833 (puncture strength - 125 lb.) ASTM D-1117 (Mullen Burst Strength - 400 psi) ASTM D-4632 (Tensile Strength - 300 lb.)	0.08” thick equivalent opening size of #80 sieve	Must maintain 125 gpm per sq. ft. flow rate. Note: a 4” pea gravel layer may be substituted for geotextiles meant to separate sand filter layers.
Impermeable Liner (if required)	ASTM D-4833 (thickness) ASTM D-412 (tensile strength 1,100 lb., elongation 200%) ASTM D-624 (Tear resistance - 150 lb./in) ASTM D-471 (water adsorption: +8 to -2% mass)	30 mil thickness	Liner to be ultraviolet resistant. A geotextile fabric should be used to protect the liner from puncture.
Under-drain Piping	ASTM D-1785 or AASHTO M-278	minimum 4” rigid schedule 40 PVC	3/8” perf. @ 6” on center, 4 holes per row; minimum of 3” washed #57 stone over pipes; not necessary underneath pipes

Step 12. Compute overflow weir sizes

Surface sand filter:

• Plan inlet protection for overflow from sedimentation chamber.
• Size overflow weir at elevation in filtration chamber above perforated stand pipe to handle surcharge of flow through filter system from 10-year storm.

Perimeter sand filter:

• Size overflow weir at end of sedimentation chamber to handle excess inflow, set at V_wq elevation

Step 13. Check volume, peak discharge rates and period of inundation against State,local and watershed organization requirements (Note: Steps are iterative)

Follow the design procedures identified in the section on Unified sizing criteria to determine the volume control and peak discharge requirements for water quality, recharge (not required), channel protection, overbank flood and extreme storm. Adapt these values to local regulations, if any exist.

Model the proposed development scenario using a surface water model appropriate for the hydrologic and hydraulic design considerations specific to the site (see also the section on stormwater modeling). This includes defining the parameters of the filtration practice defined above: pond elevation and area (defines the pond volume), filtration rate and method of application (effective filtration area), 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.

Warning: The following item is specifically REQUIRED by the MPCA Permit:

Volume:The Permittee(s) must design infiltration or filtration systems that provide a water quality volume (calculated as an instantaneous volume) of one (1) inch of runoff (or one (1) inch minus the volume of stormwater treated by another system on the site) from the new impervious surfaces created by the project.

Period of Inundation: filtration practices shall discharge through the soil or filter media in 48 hours or less.

Additional flows that cannot be infiltrated or filtered in 48 hours should be routed to bypass the system through a stabilized discharge point. This criterion was established to provide the following: wet-dry cycling between rainfall events; unsuitable mosquito breeding habitat; suitable habitat for vegetation; aerobic conditions; and storage for back-to-back precipitation events.

The period of inundation is defined as the time from the high water level in the practice to 3 to 6 inches above the invert of the outlet structure or drain tile or bottom of the facility. It is assumed that this range is less than 1/5 the bounce in the filtration practice.

Step 14. Prepare vegetation and landscaping plan

See Major design elements section for guidance on preparing vegetation and landscaping management plan.

Step 15. Prepare operations and maintenance (O&M) plan

See Operation and maintenance section for guidance on preparing an O&M plan.

Step 16. Prepare cost estimate

See Cost considerations section for guidance on preparing a cost estimate that includes both construction and maintenance costs.

Design procedure: vegetative filters

The following steps outline a recommended design procedure for vegetative filters in compliance with the MPCA Permit for new construction. Design recommendations beyond those specifically required by the permit are also included and marked accordingly.

Design steps

Step 1: Make a preliminary judgment

Make a preliminary judgment as to whether site conditions are appropriate for the use of a vegetative filter, and identify the function of the filter in the overall treatment system

A. Consider basic issues for initial suitability screening, including:

• Site drainage area
• Site topography and slopes
• Regional or local depth to ground water and bedrock
  • Dry Swale: Bottom of facility to be at least three feet above the seasonably high water table.
  • Wet Swale: The seasonally high water table may inundate the swale; but not above the design bottom of the channel.
• Site location/minimum setbacks.
• Presence of active karst.

B. Determine how the vegetative filter will fit into the overall stormwater treatment system

• Decide whether the filter is the only BMP to be employed, or if are there other BMPs addressing some of the treatment requirements.
• Decide where on the site the vegetative filter is most likely to be located.

Step 2. Confirm design criteria and applicability

A. Determine whether the vegetative filter must comply with the MPCA Permit.

B. Check with local officials, watershed organizations, and other agencies to determine if there are any additional restrictions and/or surface water or watershed requirements that may apply.

Step 3. Select design variant based on physical suitability evaluation

Once the physical suitability evaluation is complete, it is HIGHLY RECOMMENDED that the better site design principles be applied in sizing and locating the filtration practice(s) on the development site. Given the drainage area, select the appropriate filtration practice for the first iteration of the design process.

Note: Information collected during the physical suitability evaluation (see Step 1) should be used to explore the potential for multiple filtration practices versus relying on a single facility. The use of smaller filtration practices dispersed around a development is usually more sustainable that a single regional facility that is more likely to have maintenance problems (Source: Wisconsin Department of Natural Resources Conservation Practice Standards, 2004)

Step 4. Compute runoff control volumes and other key design parameters

Calculate the Water Quality Volume (V_wq), Channel Protection Volume (V_cp), Overbank Flood Protection Volume (V_p10), and the Extreme Flood Volume (V_p100).

If the vegetative filter is being designed to meet the requirements of the MPCA Permit, the REQUIRED treatment volume is the water quality volume of 1 inch of runoff from the new impervious surfaces created from the project. If part of the overall V_wq is to be treated by other BMPs, subtract that portion from the V_wq to determine the part of the V_wq to be treated by the filter.

For filter strips, compute the following design parameters:

a. Calculate the maximum discharge loading per foot of filter strip width

\( q = (0.00236/n)Y^{1.67}S^{0.5} \)

Where:

q = discharge per foot of width of filter strip, from Manning’s equation (cfs/ft);

Y = allowable depth of flow (inches) (3 to 4 inch maximum);

S = slope of filter strip (percent) (2 to 6 percent); and

n = Manning’s “n” roughness coefficient (use 0.15 for short prairie grass, 0.25 for dense grasses such as bluegrass, buffalo grass, blue grama grass and other native grass mixtures).

b. Use a recommended hydrologic model to compute Q_wq

c. Minimum Filter Width (in feet) = Q_wq / q

Where:

Q_wq = the water quality peak discharge (cubic feet per second)

Step 5. Determine pre-treatment method

Warning: Pre-treatment for vegetative filters is REQUIRED

One alternative is a level spreader that allows coarse sediment to settle and evenly distributes flow across the full width of the filter. Pre-treatment could be provided with plunge pools where concentrated flows enter and with level spreaders where lateral flows enter. Additional pre-treatment measures include filter strips and street/parking lot sweeping. Street/parking lot sweeping may be considered pre-treatment in the case of a parking lot island or other area where spatial limitations make structural pre-treatment measures unfeasible.

Storage volume created for pre-treatment counts toward the total Vwq requirement, and should be subtracted from the V_wq for subsequent calculations.

Step 6. Preliminary design

Wet and dry swales:

• Size bottom width, depth, length, and slope necessary to store V_wq with less than 18 inches of ponding at the downstream end.
• Slope should not exceed 5 percent (1 to 2 percent recommended)
• Bottom width should range from 2 to 8 feet
• Ensure that side slopes are no greater than 3:1 (4:1 recommended)

If the system is on-line, channels should be sized to convey runoff from the overbank flood event (V_p10) safely with a minimum of 6 inches of freeboard and without damage to adjacent property. The peak velocity for the 2-year storm must be nonerosive for the soil and vegetative cover provided.

The channel and under-drain excavation should be limited to the width and depth specified in the design. The bottom of the excavated trench shall not be loaded in a way that causes soil compaction, and scarified prior to placement of gravel and permeable soil. The sides of the channel shall be trimmed of all large roots. The sidewalls shall be uniform with no voids and scarified prior to backfilling.

Step 7. Compute number of check dams (swales) or berms (filter strip)

Wet and Dry Swales: Checkdams

• Design to contain entire V_wq.
• Channel slopes between 1 and 2 percent are recommended unless topography necessitates a steeper slope, in which case 6- to 12-inch drop structures can be placed to limit the energy slope to within the recommended 1 to 2 percent range. Energy dissipation will be required below the drops. Spacing between the drops should not be closer than 50 feet. Depth of the V_wq at the downstream end should not exceed 18 inches.

Filter Strips: Berms

• Size outlet pipes to ensure that the bermed area drains within 24 hours.
• Specify grasses resistant to frequent inundation within the shallow ponding limit.
• Berm material should be of sand, gravel and sandy loam to encourage grass cover(Sand: ASTM C-33 fine aggregate concrete sand 0.02 to 0.04 inch, Gravel: AASHTO M-43 ½ to 1 inch)
• Size filter strip to contain the V_wq within the wedge of water backed up behind the berm.
• Maximum berm height should be 12 inches.
• Pervious berms to be a sand/gravel mix (35 to 60 percent sand, 30 to 55 percent silt, and 10 to 25 percent gravel). Berms are to have overflow weirs with 6-inch minimum head.

Step 8: Calculate draw-down time

Dry swale: The bed of the dry swale consists of a permeable soil layer of at least 30 inches in depth, above an 8-inch diameter perforated PVC pipe (AASHTO M 252) longitudinal under-drain in a 12-inch gravel layer. The soil media should have an infiltration rate of at least 0.5 feet per day (fpd) with a maximum of 1.5 fpd and contain a high level of organic material to facilitate pollutant removal. A permeable filter fabric is placed between the gravel layer and the overlying soil. Dry swale channels are sized to store and filter the entire V_wq and allow for full filtering through the permeable soil layer.

Step 9. Check 2-year and 10-year velocity erosion potential and freeboard

Check for erosive velocities and modify design as appropriate based on local conveyance regulations. Provide 6 inches of freeboard.

Step 10. Design low flow control at downstream headwalls and checkdams

Design control to pass V_wq in 48 hours.

Step 11. Design inlets, sediment forebay(s), and under-drain system (dry swale)

Inlets to swales must be provided with energy dissipaters such as riprap or geotextile reinforcement. Pre-treatment of runoff in both a dry and wet swale system is typically provided by a sediment forebay located at the inlet. Enhanced swale systems that receive direct concentrated runoff may have a 6-inch drop to a pea gravel diaphragm flow spreader at the upstream end of the control. A pea gravel diaphragm and gentle side slopes should be provided along the top of channels to provide pre-treatment for lateral sheet flows. The under-drain system should discharge to the storm drainage infrastructure or a stable outfall. For a wet swale, do not use an under-drain system.

Step 12. Check volume, peak discharge rates and period of inundation against State, local and watershed organization requirements (Note: Steps are iterative)

Follow the design procedures identified in the Unified Sizing Criteria section of the Manual to determine the volume control and peak discharge requirements for water quality, recharge (not required), 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. This includes defining the parameters of the filtration practice defined above: pond elevation and area (defines the pond volume), filtration rate and method of application (effective filtration area), 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.

Warning: The following items are specifically REQUIRED by the MPCA Permit:

A. Volume Filtration systems shall be sufficient to filter a water quality volume of 1 inch of runoff from the new impervious surfaces created by the project. If this criterion is not met,increase the storage volume of the filtration practice or treat excess water quality volume (V_wq) in an upstream or downstream BMP (see Step 5).

B. Period of Inundation

Filtration practices shall discharge through the soil or filter media in 48 hours or less. Additional flows that cannot be infiltrated or filtered in 48 hours should be routed to bypass the system through a stabilized discharge point. This criterion was established to provide the following: wet-dry cycling between rainfall events; unsuitable mosquito breeding habitat; suitable habitat for vegetation; aerobic conditions; and storage for back-to-back precipitation events. The period of inundation is defined as the time from the high water level in the practice to 3 to 6 inches above the invert of the outlet structure or drain tile or bottom of the facility. It is assumed that this range is less than 1/5 the bounce in the filtration practice.

Step 13: Prepare Vegetation and Landscaping Plan

A landscaping plan for a dry or wet swale should be prepared to indicate how the enhanced swale system will be stabilized and established with vegetation. Landscape design should specify proper grass species and wetland plants based on specific site, soils and hydric conditions present along the channel.

This table shows sand material specifications.
Link to this table

Parameter	specification	Size	Notes
Sand	clean AASHTO M-6 or ASTM C-33 concrete sand	0.02” to 0.04”	Sand substitutions such as Diabase and Graystone #10 are not acceptable. No calcium carbonated or dolomitic sand substitutions are acceptable. Rock dust cannot be substituted for sand.
Underdrain Gravel	AASHTO M-43	1.5” to 3.5”
Geotextile Fabric (if required)	ASTM D-4833 (puncture strength - 125 lb.) ASTM D-1117 (Mullen Burst Strength - 400 psi) ASTM D-4632 (Tensile Strength - 300 lb.)	0.08” thick equivalent opening size of #80 sieve	Must maintain 125 gpm per sq. ft. flow rate. Note: a 4” pea gravel layer may be substituted for geotextiles meant to separate sand filter layers.
Impermeable Liner (if required)	ASTM D-4833 (thickness) ASTM D-412 (tensile strength 1,100 lb., elongation 200%) ASTM D-624 (Tear resistance - 150 lb./in) ASTM D-471 (water adsorption: +8 to -2% mass)	30 mil thickness	Liner to be ultraviolet resistant. A geotextile fabric should be used to protect the liner from puncture.
Under-drain Piping	ASTM D-1785 or AASHTO M-278	minimum 4” rigid schedule 40 PVC	3/8” perf. @ 6” on center, 4 holes per row; minimum of 3” washed #57 stone over pipes; not necessary underneath pipes

Step 14. Prepare Operation and Maintenance (O&M) Plan

See Operation and Maintenance section for guidance on preparing an O&M plan.

Step 15. Prepare Cost Estimate

See Cost Considerations section for guidance on preparing a cost estimate that includes both construction and maintenance costs.