The following terms are used in the text to distinguish various levels of stormwater wetland design guidance:
Highly recommended:Indicates design guidance that is extremely beneficial or necessary for proper functioning of the wetland, but not specifically required by the MPCA permit.
Recommended:Indicates design guidance that is helpful for stormwater wetland performance but not critical to the design.
Before deciding to construct a wetland for stormwater management, it is helpful to consider several items that bear on the feasibility of using a wetland at a given location. The following list of considerations will help in making an initial judgment as to whether or not a wetland is the appropriate BMP for the site. Note that none of these guidelines are strictly required by the MPCA Permit, and it may be possible to overcome site deficiencies with additional engineering or the use of other wetlands.
Inflow Points
Adequate outfall protection
Stormwater wetland outfalls should be designed not to increase erosion or have undue influence on the downstream geomorphology of the stream.
Sediment forebays are the commonly used pre-treatment method for stormwater wetlands, although other features, such as grassed swales, could be used to remove sediment from runoff before it enters the wetland system. A forebay or equivalent pre-treatment should be in place at each inlet to ease the maintenance burden and preserve the longevity of the stormwater wetland. See the section on Stormwater ponds for design guidance.
Permanent Pool (Vpp) and Water Quality Volume (Vwq) Stormwater wetlands follow similar sizing criteria as stormwater ponds. See the Stormwater ponds section for guidance on sizing the permanent pool volumes, water quality volume, and depth.
The basic approach to performing a water balance is as follows:
If a liner is required for the stormwater wetland, it should be designed following the same guidance as for stormwater ponds.
Grading and site layout Site layout and grading affect the pollutant removal capability of the stormwater wetlands as well as the ease of maintenance. Performance is enhanced when multiple cells, longer flowpaths, high surface area to volume ratios, and complex microtopography are used. Specific design considerations for site layout include:
It is Highly Recommended that a qualified landscape professional prepare a Landscaping Plan that includes both plant materials, bedding materials and maintenance schedules. There are many references describing suitable native species of plants for Minnesota. The reader is referred to the section on Minnesota plant lists as well as to [[References for stormwater wetlands|Shaw and Schmidt, 2003]. Plants for Stormwater Design.
The following guidelines are Recommended for landscaping of stormwater wetland facilities.
As previously indicated, if the stormwater wetland is being designed to meet requirements for permanent stormwater management in the MPCA CGP, the design criteria of the permit for wet sedimentation basins apply. The following procedure is based on those criteria. If the stormwater wetland is being designed as a retrofit or is not subject to the criteria listed in the MPCA permit, then the criteria listed in the permit are not required to be followed but may be used for general guidance.
Make a preliminary judgment as to whether site conditions are appropriate for the use of a stormwater wetland, and identify the function of the wetland in the overall treatment system.
A. Consider basic issues for initial suitability screening, including:
B. Determine how the wetland will fit into the overall stormwater treatment system
A. Determine whether the wetland must comply with the MPCA Permit.
B. Check with local officials and other agencies to determine if there are any additional restrictions and/or surface water or watershed requirements that may apply.
A. Perform field verification of site suitability. If the initial evaluation indicates that a wetland would be a good BMP for the site, it is Recommended that a sufficient number of soil borings be taken to ensure wetland that conditions (hydrologic and vegetative) can be maintained after construction. The number of borings will vary depending on size of the site, parent material and design complexity. For example, a design that requires compacted earth material to form a dike will likely require more borings than one without this feature.
It is Recommended that the soil borings or pits be five feet below the bottom elevation of the proposed stormwater wetland.
It is Highly Recommended that the field verification be conducted by a qualified geotechnical professional.
B. Perform water balance calculations if needed.
Calculate the Permanent Wetland Pool Volume Vpp, if needed, Water Quality Volume Vwq, Channel Protection Volume Vcp, Overbank Flood Protection Volume Vp10, and the Extreme Flood Volume Vp100.
This can be calculated by
\(V_{pp} = 1800 A\)
or
\(V_{pp} = 0.0417 IC\)
where:
In the case where the entire Vwq is to be treated with other BMPs and the wetland is being constructed only for rate control, a permanent pool may not be required, although it still may be desirable.
The water quality volume, Vwq, can be calculated as:
For normal waters:
\(V_{wq} = 0.0417 IC\)
For special waters see Unified sizing criteria:
\(V_{wq} = 0.0833 IC\)
where:
It is recommended that the Channel Protection Volume, Vcp, be based on the 1-yr, 24-hr rainfall event, though local ordinances may be more restrictive. It should be noted that the Vcp is inclusive of the Vwq. In other words, the Vwq is contained within the Vcp.
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 stormwater wetland. If some portion of the other control volumes is treated by other BMPs, it can be subtracted from the overall Vcp, Vp10, and Vp100 to determine the volume to be treated by the wetland. The configuration of the various storage allocations is shown in the stormwater wetland profile in the schematic to the right.
Additional details can be found in Unified sizing criteria
In the absence of adequate upstream treatment by other BMPs, it is Highly Recommended that a sediment forebay or similarly effective pre-treatment system be provided at each inlet providing 10 percent or more of the total design inflow, with a Recommended volume equal to 10 percent of the computed wetland permanent pool volume (Vpp) in a pool 4 to 6 feet deep. The forebay storage volume counts toward the total Vpp requirement and may be subtracted from the Vpp for subsequent calculations. Similarly, the storage volume from other BMPs used upstream of the constructed wetland in the treatment train counts toward the total Vwq requirement and may be subtracted from it.
Allocate the remaining Vpp and Vwq volumes among marsh, micropool, and ED volumes. Taking into consideration that 10 percent of the required permanent pool volume has already been allocated to the pre-treatment forebay, to meet the CGP or local requirements the remaining required volume may be allocated between marsh, micropool, and ED volumes using the recommendations presented in the table below.
Design restrictions for special water or other sensitive receiving watersheds.
Link to this table
A Lakes |
B Trout Waters |
C Drinking Water* |
D Wetlands |
E Impaired Waters |
|
Infiltration basin/trench | RECOMMENDED | RECOMMENDED | ACCEPTABLE with cautions for [Potential stormwater hotspots PSH] | RECOMMENDED | RECOMMENDED unless target TMDL pollutant is a soluble nutrient or chloride |
Filtration | Some variations NOT RECOMMENDED due to poor phosphorus removal, combined with other treatments | RECOMMENDED | RECOMMENDED | ACCEPTABLE | RECOMMENDED for non-nutrient impairments |
Filtration (including green roofs) | ACCEPTABLE if P removal in media is considered | RECOMMENDED | RECOMMENDED | RECOMMENDED | RECOMMENDED for non-nutrient impairments |
Iron enhanced filters | RECOMMENDED | RECOMMENDED | RECOMMENDED | RECOMMENDED | RECOMMENDED |
Wetlands | Some variations NOT RECOMMENDED due to poor P removal, combined with other treatments. | NOT RECOMMENDED except for wooded wetlands |
RECOMMENDED | RECOMMENDED but no use of natural wetlands |
RECOMMENDED |
*Applies to groundwater drinking source areas only; use the sensitive lakes category to define BMP Design restrictions for surface water drinking supplies
Determine wetland location and preliminary geometry, including distribution of wetland depth zones. This step involves initially laying out the wetland design and determining the distribution of wetland surface area among the various depth zones (high marsh, low marsh, and deep water). A stage-storage relationship should be developed to describe the storage requirements and to set the elevation of the wetland pool elevation, the water quality volume, the extended detention volume (if applicable), the channel protection volume, etc.
The proportion of surface area recommended to place in the various depth zones for each type of constructed wetland is shown in the table above. Other guidelines for constructed wetland layout are:
When the pond and sediment forebay are frozen, much of the storage is rendered ineffective because stormwater runoff can flow over the ice and bypass the intended treatment. To alleviate this problem, additional extended detention storage (which is available even under frozen conditions) can be designed into the pond by increasing the extended detention storage volume designated for water quality control, or by adding a weir structure to the sediment forebay overflow area (see discussion in Cold climate impact on runoff management).
The average snowmelt volume can be computed from the following equation:
Average snowmelt volume (depth/unit area)= Average snowpack depth at the initiation of the snowmelt period x Typical snowpack water at time of melt – Estimated infiltration volume likely to occur during a 10-day melt period.
A series of mapswill allow the designer to determine the average depth of snowpack existing at the start of spring snowmelt, the water content of the snowpack during the month of March and the expected infiltration.
Shallow Wetland: The Vcp elevation is determined from the stage-storage relationships and the outlet is then sized to release the channel protection storage volume over a 24-hour period (12-hour extended detention may be warranted in some cold water streams). The channel protection outlet should have a minimum diameter of 3 inches and should be adequately protected from clogging by an acceptable external trash rack. A reverse slope pipe attached to the riser, with its inlet submerged 12 to 18 inches below the elevation of the wetland pool, or 6 inches below the normal ice depth, where outlet depths permit, is recommended. Adjustable gate valves can also be used to achieve these equivalent diameters.
1. The desired release rate may then be calculated by
\(Q_{cp} = V_{cp} / t\)
where:
Check to determine if Qcp is less than or equal to 5.66 cubic feet per second per acre of surface area of the wetland. If Qcp meets the criterion, proceed to the next step in the process. If Qcp is greater than 5.66 cubic feet per second, the release time should be increased or a two-stage outlet should be used whereby the first outlet is able to discharge Vwq to meet the permit requirements. A two-stage outlet procedure is presented for the ED Shallow Wetland.
2. The average head is calculated as
\(h_{avg} =(EL_{cp} - EL_{wp}) / 2\)
where:
3. Given the design release rate an outlet may be sized using either the weir or orifice equations.
4. The discharge from the wetland can then be computed for any elevation between ELcp and the wetland pool elevation.
ED Shallow Wetland: Based on the elevations established in Step 6 for the extended detention portion of the water quality volume, the water quality outlet is sized to release this extended detention volume in 24 hours. If a water quality orifice is used, it should have a minimum diameter of 3 inches, and should be adequately protected from clogging by an acceptable external trash rack. A reverse slope pipe attached to the riser, with its inlet submerged one foot below the elevation of the permanent pool, is a recommended design. Adjustable gate valves can also be used to achieve this equivalent diameter. The Vcp elevation is then determined from the stage-storage relationship. The invert of the channel protection outlet is located at the water quality extended detention elevation, and the structure outlet is sized to release the channel protection storage volume over a 24-hour period (12-hour extended detention may be warranted in some cold water streams).
Steps to compute the ED outlet are similar to those presented above for the Shallow Wetland. In this procedure Vwq is equal to the extended detention volume.
1. The time period over which to release the Vwq volume is typically 24 hours, though this time may be reduced to 12 hours depending on thermal concerns of receiving bodies of water.
2. The release rate may then be calculated by\[Q_{wq} = V_wq} / t\]
where:
Check to determine if Qwq is less than or equal to 5.66 cubic feet per second per acre of surface area of the wetland. If Qwq meets the criterion, proceed to the next step in the process. If Qwq is greater than 5.66 cubic feet per second, the release time should be increased.
3. The average head is calculated as\[h_{avg} = (EL_{WQ} - EL_{WP}) / 2\]
where:
4. Depending upon the outlet configuration, use the weir or orifice equation to calculate the outlet size.
5. The discharge from the wetland through the primary outlet device can then be computed for any elevation between ELwq and the wetland pool elevation. The next step is to calculate the secondary outlet size to drain the channel protection volume.
6. The release rate may then be calculated by
\(Q_{cp} = (E_{wq} + E_{cp} / 2) - E_{PermPond}\)
where:
7. The average head is calculated as
\(h_{cp avg} = (E{cp} - E{WQ}) / 2\)
where:
8. The appropriate outlet equation can then be used to calculate the outlet’s opening size based on the Qcp computed above. For example, if an orifice is used for an outlet, its opening size, Acp, can be computed as
\(A_{CP} = Q{CP} / (C (2g / s^2) h_avg^0.5)\)
where:
The diameter of the opening can then be solved for
\(d_{CP} = 2 (A_{CP} / π)^0.5\)
9. The discharge from the wetland can then be computed for any elevation above the water quality elevation as
\(Q_{cp} = Kh ^0.5\)
where:
Set up a stage-storage-discharge relationship for the control structure for the desired number of outlets and the 10-year storm. The procedure will be similar to that outlined above for the Shallow ED wetland.
Size emergency spillway, calculate 100-year water surface elevation, set top of embankment elevation, and analyze safe passage of the Extreme Flood Volume \((V_{p100})\).
At final design, provide safe passage for the 100-year event. Attenuation may not be required.
The following guidelines should also be followed (see NRCS Practice Standard 378 for further guidance):
To prevent freezing and associated blockage of the inflow, inlet pipes should not be completely submerged, and to the extent possible they should be buried below the frost line. It is also important to design the inlet to reduce or prevent scour, by including riprap or flow diffusion devices such as plunge pools or berms. To prevent standing water in the pipe, which reduces the potential for ice formation in the pipe, increase the slope to 1 percent if conditions permit.
It is recommended that a sediment marker be included in the forebay to indicate the need for sediment removal in the future. Also, a hard bottom surface in the forebay will make sediment removal easier, but note that a hard bottom surface will likely result in reduced vegetative and biotic processes that remove pollutants.
Be aware of concerns associated with frozen conditions, particularly the risk of clogging or blockage of outlet structures with ice.
For weir structures, the minimum slot width should be 3”.
The minimum outlet pipe diameter should be 18”, with a minimum slope of 1%.
Outlet pipes should be buried below the frost line to the extent possible. Information on frost depths can be found from the Minnesota Department of Transportation at: www.mrr.dot.state.mn.us/research/seasonal_load_limits/thawindex/frost_thaw_graphs.asp
If a riser pipe with an orifice outlet is used, the orifice should be protected by a hood that draws water from 12 to 18 inches below the normal wetland pool elevation, or 6” below the normal ice layer if known, if outlet site conditions permit.
Trash racks should be installed at a shallow angle in order to discourage ice formation.
A baffle weir or skimmer can be used to keep organic floatables in the wetland and prevent ice or debris from blocking the outlet.
Also, outlet pipes through the embankment should be equipped with an anti-seepage collar to prevent failure.
Safety features such as obstructive planting that make access difficult, signs warning against fishing and swimming, fencing, and grates over outlet structures should be included as appropriate.
Aesthetic enhancements such as trails or benches can also be included
Additional information can be obtained from OSHA.
Check that \(V_{wq}\) is detained for an average of 12 hours.
Check that the \(V_{wq}\) release rate does not exceed 5.66 cubic feet per second per acre of pond area.
Determine applicable requirements for \(V_{cp}\) volume and release rate, and verify that the constructed wetland performs adequately for the appropriate design event.
Determine applicable requirements for \(Q_{p10}\) and \(Q_{p100}\) release rates (e.g., pre-development rates), and check release rates (and freeboard) for the appropriate design events.
A landscaping and planting plan by a qualified professional for the pond and surrounding area should be prepared, utilizing native vegetation wherever possible. See Major Design Elements section for guidance on preparing vegetation and landscaping management plan.
See the Operation and Maintenance section for further details.
Refer to the Cost Considerations section below for guidance on preparing a cost estimate for constructed wetlands.
Stormwater wetland cost estimate worksheet.
Link to this table
Project Title | ||||
Owner | ||||
Location | ||||
Project Number | ||||
Date | ||||
Description | Units | Quantity | Unit Cost | Total Estimated Price |
---|---|---|---|---|
Site Preparation | ||||
Tree removal - up to 12" diameter | each | $350.00 | $0.00 | |
Clear and grub brush | square yard | $1.50 | $0.00 | |
Tree protection - temp. fence | lineal foot | $3.00 | $0.00 | |
Topsoil - 6" depth, salvage on site | square yard | $4.50 | $0.00 | |
Site Formation | ||||
Excavation - deepwater zone - 4' average depth | square yard | $5.00 | $0.00 | |
Excavation - marsh zone - 1' average depth | square yard | $1.00 | $0.00 | |
Grading | square yard | $1.50 | $0.00 | |
Hauling off-site - 5' depth | square yard | $5.00 | $0.00 | |
Structural Components | ||||
Inlet structure | each | $2,000.00 | $0.00 | |
Outlet structure | each | $3,500.00 | $0.00 | |
Site Restoration | ||||
Sod - above vegetative bench | square yard | $4.50 | $0.00 | |
Soil preparation | square yard | $25.00 | $0.00 | |
Seeding - vegetative bench | square yard | $0.50 | $0.00 | |
Planting | square yard | $30.00 | $0.00 | |
Subtotal | $0.00 | |||
10% Contingencies | $0.00 | |||
Subtotal | $0.00 | |||
Apply MN Location Factor | $0.00 | |||
TAL CONSTRUCTION COST | $0.00 | |||
Annual Operation and Maintenance | ||||
Debris removal | per visit | $100.00 | $0.00 | |
Remove invasive plants | per visit | $500.00 | $0.00 | |
Replant wetland vegetation | per plant | $10.00 | $0.00 | |
Repair erosion | square yard | $75.00 | $0.00 | |
Sediment removal and disposal | cubic yard | $10.00 | $0.00 | |
Mow | per visit | $150.00 | $0.00 | |
Gate / valve operation | per visit | $125.00 | $0.00 | |
Inspection | per visit | $125.00 | $0.00 | |
Subtotal | $0.00 | |||
Apply MN Location Factor | $0.00 | |||
TOTAL ANNUAL O&M COST | $0.00 | |||
Minnesota Location Factors | ||||
Bemidji | 0.963 | |||
Brainerd | 1.003 | |||
Detroit Lakes | 0.962 | |||
Duluth | 0.991 | |||
Mankato | 0.990 | |||
Bemidji | 0.963 | |||
Minneapolis | 1.035 | |||
Rochester | 0.983 | |||
St. Paul | 1.000 | |||
St. Cloud | 1.002 | |||
Thief River Falls | 1.042 | |||
Willmar | 0.961 | |||
Windom | 0.935 | |||
Note: Suggested unit costs are based on RS Means prices for Spring, 2005, then factored into an area basis based on typical design features for Constructed Wetlands BMPs. To be used for preliminary cost estimation