Difference between revisions of "Design criteria for infiltration"
Design criteria for infiltration

Revision as of 15:06, 14 February 2018

Schematic illustrating A)infiltration trench, B) underground infiltration, C) infiltration basin, and D) dry well.

This page provides a discussion of design elements and design steps for infiltration practices. These practices include infiltration trench, infiltration basin, dry wells, and underground infiltration practices, although many of the design guidelines can be applied to other infiltration practices.

Green Infrastructure: Infiltration practices can be an important tool for retention and detention of stormwater runoff. Depending on design and construction, infiltration practices may provide additional benefits, including cleaner air, carbon sequestration, improved biological habitat, and aesthetic value.

Terminology

The following terminology is used throughout this design page.

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 infiltration practice, but not specifically required by the MPCA CGP.

RECOMMENDED - Indicates design guidance that is helpful for infiltration practice performance but not critical to the design.

Details and CADD images

CADD dwg file for infiltration basin plan and profile
CADD images
- Infiltration basin plan and profile: File:Infiltration Basin INFILTRATION BASIN PLAN & PROFILE (1).pdf
- Infiltration subsurface layout: File:Infiltration Subsurface Layout2 (1).pdf
- Infiltration trench section: File:INFILTRATION TRENCH INFILTRATION TRENCH SECTION (1).pdf
Details for underground systems: Underground systems are proprietary devices. Detail varies between each practice. We therefore include links to examples of commonly used devices. We acknowledge there are many more of these devices and reference to any specific commercial product, process, or service by trade name, trademark, service mark, manufacturer, or otherwise does not constitute or imply endorsement, recommendation, or favoring by the Minnesota Pollution Control Agency.

Caution: Reference to any specific commercial product, process, or service by trade name, trademark, service mark, manufacturer, or otherwise does not constitute or imply endorsement, recommendation, or favoring by the Minnesota Pollution Control Agency.

Major design elements - Physical feasibility initial check

Before deciding to use an infiltration 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. This section describes considerations in making an initial judgment as to whether or not an infiltration practice is the appropriate BMP for the site. The following links provide additional information on specific constraints to infiltration.

Contributing drainage area

Contributing drainage area is defined as the total area, including pervious and impervious surfaces, contributing to a best management practice (BMP). It is assumed that in most cases, with the exception of green roofs and many permeable pavement systems, impervious surfaces will constitute more than 50 percent of the contributing area to the BMP and that most of this impervious is directly connected impervious. The recommended contributing area to a BMP may be modified for the following conditions.

The recommended contributing area may be increased if pervious surfaces constitute the majority of the contributing area and soils are hydrologic soil group (HSG) A or B
The recommended contributing area should be decreased if impervious surfaces contribute more than 80 percent of the contributing area or if the entire impervious surface is directly connected and routed to the BMP
The recommended contributing area should be decreased or may be increased based on pollutant loading (decrease with higher pollutant loads)

Runoff coefficients may be calculated for an area contributing to a BMP. Runoff coefficients greater than about 0.55 are typical of urban areas having 50 percent or more impervious surface. Typical runoff coefficients are shown on these pages ([1], [2]) and discussed here. To see how runoff curve number is associated with impervious percentages, see at this link.

It is HIGHLY RECOMMENDED that the following infiltration practices be designed with the indicated maximum drainage areas. See the table below for recommended contributing drainage areas for all infiltration BMPs.

Dry well – 1 acre or less; rooftop only
Infiltration Trench – 5 acres or less
Underground Infiltration System – 10 acres or less
Infiltration Basin – 50 acres or less. Contributing drainage areas should have a maximum 5:1 ratio of impervious area to infiltration area.

Infiltration practices must meet the required 48 hour drawdown time and must be sized in order to allow for adequate maintenance without increasing compaction. Information on recommended contributing drainage areas for all infiltration practices is shown in the following table.

Stormwater infiltration BMPs - contributing drainage area
Link to this table

Stormwater BMP	Recommended contributing area	Notes
Infiltration Basin	50 acres or less	A natural or constructed impoundment that captures, temporarily stores and infiltrates the design volume of water into the surrounding naturally permeable soil over several days. In the case of a constructed basin, the impoundment is created by excavation or embankment.
Bioinfiltration Basin	5 acres or less	Bioinfiltration basins must meet the required 48 hour drawdown time and must be sized in order to allow for adequate maintenance. It is HIGHLY RECOMMENDED that bioinfiltration basins be designed to prevent high levels of bounce as submerging vegetation may inhibit plant growth. A maximum wet storage depth of 1.5 feet is HIGHLY RECOMMENDED.
Infiltration Trench	5 acres or less
Dry Well Synonym: Infiltration Tube, French Drain, Soak‐Away Pits, Soak Holes	1 acre or less (rooftop only)
Underground Infiltration	10 acres or less	Though feasible, larger underground infiltration systems may cause groundwater contamination as water is not able to infiltrate through a surface cover. In addition, wind flocculation, UV degradation, and bacterial degradation, which provide additional treatment in surface systems, do not occur in underground systems. Because performance research is lacking for larger features, it is HIGHLY RECOMMENDED that the contributing drainage area to a single device not exceed 10 acres.
Dry Swale with Check Dams	5 acres or less
Permeable Pavement	It is RECOMMENDED that external contributing drainage area not exceed the surface area of the permeable pavement. It is HIGHLY RECOMMENDED that external contributing drainage area not exceed twice the surface area of the permeable pavement	It is RECOMMENDED that external drainage area be as close to 100% impervious as possible. Field experience has shown that drainage area (pervious or impervious) can contribute particulates to the permeable pavement and lead to clogging. Therefore, sediment source control and/or pretreatment should be used to control sediment run-on to the permeable pavement section.
Tree Trench/Tree Box	up to 0.25 acres per tree

References: Virginia, North Carolina, West Virginia, Maine, Lake Tahoe, Connecticut, Massachusetts, New York, Wisconsin, Vermont, New Hampshire, Ontario, Pennsylvania

Site Topography and Slopes

Unless slope stability calculations demonstrate otherwise (see [3], [4], [5], it is HIGHLY RECOMMENDED that infiltration practices be located a minimum horizontal distance of 200 feet from down-gradient slopes greater than 20 percent, and that slopes in contributing drainage areas be limited to 15 percent.

Soils

Statewide map of soil suborders. While soil infiltration rates vary widely within a soil order or suborder, infiltration rates tend to be lower on mollisols, histisols and vertisols compared to entisols, inceptisols, spodosols, and alfisols. Source: University of Minnesota

It is HIGHLY RECOMMENDED that native soils in proposed infiltration areas have a minimum infiltration rate of 0.2 inches per hour (typically Hydrologic Soil Group A, B and C soils). Initially, soil infiltration rates can be estimated from NRCS soil data, and confirmed with an on-site infiltration evaluation or geotechnical investigation (see Step 5 of the Design procedures section for investigation procedures). It is HIGHLY RECOMMENDED that native soils have silt/clay contents less than 40 percent and clay content less than 20 percent, and that infiltration practices not be situated in fill soils.

Warning: It is REQUIRED that impervious area construction be completed and pervious areas established with dense and healthy vegetation prior to introduction of stormwater into an infiltration practice.

Depth to groundwater table and bedrock

Schematic illustrating separation distance from bottom of infiltration BMP and soil ripped zones to water table or top of bedrock

Warning: A separation distance of 3 feet is REQUIRED between the bottom of the infiltration practice and the elevation of the seasonally high water table (saturated soil) or top of bedrock (i.e. there must be a minimum of 3 feet of undisturbed soil beneath the infiltration practice and the seasonally high water table or top of bedrock). See also Step 7 under the Design procedures section.

Note that if underlying soils are ripped to alleviate compaction, the requirement is a 2 foot minimum between the bottom of the ripped zone and a 3 foot minimum from the bottom of the infiltration practice. If there is only a 3 foot separation distance between the bottom of the infiltration practice and the elevation of the seasonally high water table or bedrock, limit ripping depth to 12 inches. See the alleviating compaction and soil ripping webpages for more detail on compaction prevention.

Site Location / Minimum Setbacks

Schematic showing some horizontal and vertical separation distances from an infiltration BMP. A separation distance may be required, such as with a drinking water well, or recommended, as with an underground tank. (Source: CDM Smith) Not to scale.

The following table summarizes horizontal and vertical setback distances for required and recommended minimum distances from an infiltration practice to an above-ground or underground structure. It will be necessary to consult local ordinances for further guidance on siting infiltration practices.

Warning: The minimum setback for public water supplies in the table below are REQUIRED by the Minnesota Department of Health for the design and location of infiltration practices. It will be necessary to consult local ordinances for further guidance on siting infiltration practices.

Required and recommended minimum vertical and horizontal separation distances. This represents the minimum distance from the infiltration practice to the structure of concern. If the structure is above-ground, the distance is measured from the edge of the BMP to the structure. If the structure is underground, the vertical separation distance represents the distance from the point of infiltration through the bottom of the system to the structure, while the horizontal separation (often called setback) distance is the shortest distance from the edge of the system to the structure.
Link to this table

Structure		Distance (feet)	Requirement or recommendation	Note(s)
Vertical	Saturated soil	3	Requirement¹
Vertical	Bedrock	3	Requirement¹
Horizontal	Public supply well	100 for sensitive wells; 50 for others³	Requirement
	Building/structure/property line²	10	Recommended
	Surface water	none unless local requirements exist		If nearby stream is impaired for chloride, see [6]
	Septic system	35	Recommended
	Contaminated soil/groundwater			No specific distance. Infiltration must not mobilize contaminants.
	Slope	200	Recommended	from toe of slope >= 20%
	Karst	1000 up-gradient 100 down-gradient	Requirement¹	active karst

¹ Required under the Construction Stormwater General Permit
² Minimum with slopes directed away from the building
³If treating an average of 10,000 gallons per day; otherwise separation distance is 300 feet

Karst

It is HIGHLY RECOMMENDED that infiltration practices not be used in active karst formations without adequate geotechnical testing.

Wellhead Protection Areas

See stormwater and wellhead protection for guidance and recommendations for determining the appropriateness of infiltrating stormwater in a Drinking Water Supply Management Area (DWSMA). For more information on source water protection see Minnesota Department of Health.

Major design elements - Practice and site considerations

Photo of a Infiltration trench in Lino Lakes. This site illustrates how site aesthetics and landscaping are considered in the BMP design.

If physical attributes of a site do not prohibit infiltration, there are several considerations for the infiltration practice and site.

Conveyance

It is HIGHLY RECOMMENDED that a flow splitter or diversion structure be provided to divert the water quality volume (V_wq) to the infiltration practice and allow larger flows to bypass the practice unless the infiltration practice is sized to retain larger volumes (Channel protection criteria (Vcp), Overbank flood protection criteria (Vp10) or Extreme flood control criteria (Vp100)). Where a flow splitter is not used, it is HIGHLY RECOMMENDED that contributing drainage areas be limited to the appropriate size given the BMP 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), and that when discharge flows exceed 3 cubic feet per second, the designer evaluate the potential for erosion to stabilized areas and infiltration facilities.

An infiltration device can be designed to accommodate a concentrated influent flow; however, an energy dissipater and/or level spreader may be needed. See the pretreatment section for more information on pretreatment devices.

Underdrains

Perforated elevated underdrains are sometimes used to facilitate infiltration. If an infiltration system does not have an underdrain, it should be designed with dewatering provisions in the event of failure. This can be done with underdrain pipe systems that can be pumped out or allowed to gravity drain to the surface.

Example filtration practices having underdrains: a) biofiltration; b) permeable pavement; c) sand filter. (Source: CDM Smith).

The following are RECOMMENDED for infiltration practices with underdrains.

The minimum pipe diameter is 4 inches.
Install 2 or more underdrains for each infiltration system in case one clogs. At a minimum provide one underdrain for every 1,000 square feet of surface area.
Include at least 2 observation/cleanouts for each underdrain, one at the upstream end and one at the downstream end. Cleanouts should be at least 4 inches diameter vertical non-perforated schedule 40 PVC pipe, and extend to the surface. Cap cleanouts with a watertight removable cap.
Construct underdrains with Schedule 40 or SDR 35 smooth wall PVC pipe.
Install underdrains with a minimum slope of 0.5 percent, particularly in hydrologic soil group D soils (Note: to utilize Manning’s equation the slope must be greater than 0).
Include a utility trace wire for all buried piping.
For underdrains that daylight on grade, include a marking stake and animal guard;
For each underdrain have an accessible knife gate valve on its outlet to allow the option of operating the system as either an infiltration system, filtration system, or both. The valve should enable the ability to make adjustments to the discharge flow so the sum of the infiltration rate plus the underdrain discharge rate equal a 48 hour drawdown time.
Perforations should be 3/8 inches. Use solid sections of non-perforated PVC piping and watertight joints wherever the underdrain system passes below berms, down steep slopes, makes a connection to a drainage structure, or daylights on grade.
Spacing of collection laterals should be less than 25 feet.
Underdrain pipes should have a minimum of 3 inches of washed #57 stone above and on each side of the pipe (stone is not required below the pipe). Above the stone, two inches of choking stone is needed to protect the underdrain from blockage.
Avoid filter fabric .
Pipe socks may be needed for underdrains imbedded in sand. If pipe socks are used, then use circular knit fabric.

The procedure to size underdrains is typically determined by the project engineer. An example for sizing underdrains is found in the North Carolina Department of Environment and Natural Resources Stormwater BMP Manual. Underdrain spacing can be calculated using the following spreadsheet, which utilizes the vanSchilfgaarde Equation. The spreadsheet includes an example calculation. File:Underdrain spacing calculation.xlsx

Pretreatment

Warning: It is REQUIRED that some form of pretreatment, such as a plunge pool, sump pit, filter strip, sedimentation basin, grass channel, or a combination of these practices be installed upstream of the infiltration practice.

It is HIGHLY RECOMMENDED that the following pretreatment sizing guidelines be followed:

Before entering an infiltration practice, stormwater should first enter a pretreatment practice sized to treat a minimum volume of 25 percent of the V_wq.
If the infiltration rate of the native soils exceeds 2 inches per hour a pretreatment practice capable of treating a minimum volume of 50 percent of the V_wq should be installed.
If the infiltration rate of the native soils exceeds 5 inches per hour a pretreatment practice capable of treating a minimum volume of 100 percent of the V_wq should be installed.

It is HIGHLY RECOMMENDED that pretreatment practices be designed such that exit velocities from the pretreatment systems are non-erosive (less than 3 feet per second) and flows are evenly distributed across the width of the practice (e.g., by using a level spreader).

Caution: - Use low-impact earth moving equipment - DO NOT Overexcavate

For additional information, see the pretreatment section in the manual.

Treatment

Drawdown time and bounce

For information on assessing the performance of a BMP and determining if it meets the required drawdown time, click here.

Warning: The Construction Stormwater permit states: "The Permittee(s) must design the infiltration/filtration system to discharge the water quality volume routed to the system through the soil surface or filter media within 48 hours or less. Additional flows that cannot be infiltrated or filtered within 48 hours must be routed to bypass the system through a stabilized discharge point. The Permittee(s) must design the infiltration system to provide a means to visually verify that the system is discharging through the soil surface or filter media within 48 hours or less."

This schematic defines and demonstrates the concept of bounce and drawdown within an infiltration practice. This figure conceptualizes the water quality volume, the high water level, the proposed drawdown depth, and bounce as they relate to an infiltration practice.

Space occupied

Space varies depending on the depth of the practice. Typically, infiltration trenches are 3 to 12 feet deep with a width less than 25 feet. A dry well is essentially a smaller version of an infiltration trench, consistent with the fact that the drainage area to an infiltration trench is typically five times greater (or larger) than that of a dry well. Underground infiltration systems are larger practices that range in depth from approximately 2 to 12 feet. Permeable Pavement systems have an average depth of 2 to 5 feet depending on the pavement and media thickness. The surface area of all infiltration practices is a function of MPCA’s 48-hour drawdown requirement and the infiltration capacity of the underlying soils.

The maximum storage volume statically stored within the infiltration practice must completely drawdown within 48 hours. An emergency spillway and/or backup underdrain should be constructed if the infiltration device is unable to dewater within 48 hours.

Warning: The Construction Stormwater permit states: "The Permittee(s) must design the infiltration/filtration system to discharge the water quality volume routed to the system through the soil surface or filter media within 48 hours or less. Additional flows that cannot be infiltrated or filtered within 48 hours must be routed to bypass the system through a stabilized discharge point. The Permittee(s) must design the infiltration system to provide a means to visually verify that the system is discharging through the soil surface or filter media within 48 hours or less."

Slope of the infiltration practice

It is RECOMMENDED that the bottom of all infiltration practices be flat, in order to enable even distribution and infiltration of stormwater. It is RECOMMENDED that the longitudinal slope range only from the ideal 0 percent up to 1 percent, and that lateral slopes be held at 0 percent.

Side slopes

It is HIGHLY RECOMMENDED that the maximum side slope for an infiltration practice is 3:1 (h:v).

Schematic showing the effective infiltration area for side slopes less than 3H:1V.

Depth

The depth of an infiltration practice is a function of the maximum drawdown time and the design infiltration rate. When the drawdown time for an infiltration system is 48 hours, the total drawdown depth is 78.2 inches for GW and GP Hydrologic Soil Group (HSG) A soils, 38.4 inches for GM and SW (HSG A) soils; 21.6 inches for SM (HSG B) soils; 14.4 inches for loam, silt loam and MH (HSG B) soils; and 9.6 inches for HSG C soils. If field tested rates for any soil exceeds the rate for A soils in the manual (1.63 inches per hour), the total drawdown depth (water quality volume depth + bounce) must not exceed 6.5 feet. When the drawdown time is 24 hours, the above water quality volume depths are reduced by a factor of 2. Any captured depth (bounce) beyond the water quality volume needs to be removed from the BMP within 48 hours via an emergency spillway designed to overflow at the top of the storage volume and/or a control structure used to limit peak discharge rates.

Warning: The REQUIRED drawdown time for infiltration practices is 48 hours or less, and so the depth of the practice should be determined accordingly.

Warning: Groundwater Protection: It is REQUIRED that runoff from potential stormwater hotspots (PSHs) not be infiltrated unless adequate pretreatment has been provided. Infiltration of runoff from confirmed hotspot areas, industrial areas with exposed significant materials, or vehicle fueling and maintenance areas is PROHIBITED.

Aesthetics

Infiltration basins can be effectively integrated into the site planning process, and aesthetically designed as attractive green spaces planted with native vegetation. If vegetation is used, the infiltration practice becomes a bioinfiltration practice. See the Design Criteria for bioinfiltration practices webpage for more information. Infiltration trenches are less conducive to site aesthetics, but the surface of trenches can be designed with turf cover crops if desired.

Concerning infiltration practices with exposed filter media, keep adjacent vegetation from forming an overhead canopy above infiltration practices, in order to keep leaf litter, fruits, and other vegetative materials from clogging the filter media.

Landscaping

Warning: It is REQUIRED that impervious area construction is completed and pervious areas established with dense and healthy vegetation prior to introduction of stormwater into a vegetated infiltration practice.

A well landscaped stormwater practice provides multiple benefits, such as pollinator habitat and aesthetic value, in addition to water quality and quantity benefits.

Landscaping is critical to the performance and function of vegetated areas of infiltration practices. Therefore, a landscaping plan is HIGHLY RECOMMENDED for vegetated infiltration practices. RECOMMENDED planting guidelines for vegetated practices are as follows.

Vegetation should be selected based on a specified zone of hydric tolerance. Plants for Stormwater Design - Species selection for the Upper Midwest is a good resource.
Native plant species should be specified over non-native species. Hardy native species that thrive in our ecosystem without chemical fertilizers and pesticides are the best choices.
Many vegetated practices feature wild flowers and grasses as well as shrubs and some trees.
If woody vegetation is placed near inflow locations, it should be kept out of pretreatment devices and be far enough away to not hamper maintenance of pretreatment devices.
Trees should not be planted directly overtop of underdrain and may be best located along the perimeter of the practice.
Salt resistant vegetation should be used in locations with probable adjacent salt application, e.g. roadside, parking lot, etc.
Plugs, bare root plants or potted plants are RECOMMENDED over seed for herbaceous plants, shrubs, and trees. Erosion control mats pre-vegetated with herbaceous perennial plants are also acceptable. For turf, sod is recommended over seed. (NOTE: Fluctuating water levels following seeding (prior to germination) can cause seed to float and be transported, resulting in bare areas that are more prone to erosion and weed invasion than vegetated areas. Seed is also difficult to establish through mulch, a common surface component of vegetated practices. It may take more than two growing seasons to establish the function and desired aesthetic of mature vegetation via seeding.)
Vegetated practices should be operated offline for 1 year or, within the first year, until vegetation is established.
Example target plant coverage includes
- at least 50 percent of specified vegetation cover at end of the first growing season;
- at least 90 percent of specified vegetation cover at end of the third growing season;
- supplement plantings to meet project specifications if cover targets are not met; and
- tailoring percent coverage targets to project goals and vegetation. For example, percent cover required for turf after 1 growing season would likely be 100 percent, whereas it would likely be lower for other vegetation types.
Vegetated areas should be integrated into the site planning process, and aesthetic considerations should be taken into account in their siting and design.

Operation and maintenance of vegetated practices is critical to meeting these landscape recommendations and targets. For more information on operation and maintenance, see the section on operation and maintenance of stormwater infiltration practices.

Safety

Dry wells, infiltration trenches and subsurface infiltration systems do not pose any major safety hazards. Infiltration basins should have similar side slope considerations as ponds and wetlands.

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.

Maximum flow path

Flow path length is important only if high flows are not bypassed. Below are recommendations from other states or localities.

North Carolina: The geometry of the cell shall be such that width, length, or radius are not less than 10 feet. This is to provide sufficient space for plants.
Virginia: Length of shortest flow path to overall length is 0.3 for Level 1 Design and 0.8 for Level 2 Design
Dakota County Soil and Water Conservation District: Where offline designs are not achievable, bioretention practices shall be designed to route high flows on the shortest flow path across the cell to provide the least disturbance and displacement of the Water Quality Volume to be treated. Energy dissipation to avoid high flow velocity turbulence is required.

Use of multiple cells

In comparison to multiple cells, one large bioretention or infiltration cell will often perform just as well as multiple smaller cells if sized and designed appropriately. One large cell is generally less costly than multiple smaller cells. This is due to the simpler geometry and grading requirements of one large cell, as well as a reduction in piping and outlet structures. Multiple smaller cells do however provide greater redundancy, i.e. if one large cell fails, more function is lost than if just one of multiple cells fail. Multiple cells are also more feasible than one large cell in steep terrain (slopes greater than 5 percent), where they can be terraced to match the existing grade. Provided access is maintained to each cell, multiple cells typically results in less and easier maintenance.

Snow considerations

Considering management of snow, the following are recommended.

Plan a plow path during design phase and tell snowplow operators where to push the snow. Plan trees around (not in) plow path, with a 16 foot minimum between trees.
Plan for snow storage (both temporary during construction and permanent). Don’t plow into raingardens routinely. Raingardens should be a last resort for snow storage (i.e. only for very large snow events as “emergency overflow”.
Snow storage could be, for example, a pretreatment moat around a raingarden, i.e. a forebay for snow melt.

For more information and example photos, see the section on snow and ice management.

Materials specifications

Specifications for infiltration basin, infiltration trench, dry well, and underground infiltration practices are provided below. The table below shows a comparison of different material specifications for infiltration practices. To view this information in an Excel file, link here.

Observation well

Vertical 4- to 6-inch Schedule 40 PVC perforated pipe according to MNDOT Manual Section 3248 with a lockable cap and anchor plate within gravel portion of bed
Install one per 50 feet of length of infiltration practice
Bottom of the cap shall rest on the bottom of the infiltration practice

Emergency overflow structure

Infiltration trench and infiltration basin

All infiltration beds should be designed with overflow spillway for extreme storm events
Properly designed vegetated filters are required from the overflow of all infiltration systems

Dry well

A surcharge pipe should be constructed as an emergency overflow device for Dry Wells which receive runoff directly from a roof leader

High flow bypass structure

Infiltration trench and infiltration basin

A high flow bypass or diversion structure should be included to safely convey high flows from large storm events
Control in beds is usually provided as an outlet control structure
Modified inlet box with internal concrete weir (or weir plate) and low-flow orifice is common
High flows must be bypassed within 48 hours and allow the infiltration practice to meet the 48 hour drawdown requirement

Underground infiltration

A flow bypass structure should be located upgradient of the infiltration structure to convey high flows around the structure
High flows must be bypassed within 48 hours and allow the infiltration practice to meet the 48 hour drawdown requirement

Buffer vegetation

Infiltration basin, underground infiltration, dry well

Keep adjacent vegetation from forming overhead canopy above infiltration practices. This keeps leaf litter, fruits, and other vegetative material from clogging stone
For infiltration basins, trees may be planted along side slopes but must be 15 ft away from pipes and 25 ft away from risers.

Infiltration trench

Grass strip or other vegetated buffer at least 20 feet wide should be maintained around trenches accepting surface runoff as sheet flow
Slope of filter strip should be approximately 1% along entire length and 0% across width

Surface cover

Infiltration basin

For stone cover: apply a two inch layer of pea gravel or river stone

Infiltration trench

3-inch layer of river stone or pea gravel with filter fabric and additional aggregate on top

Underground infiltration

Permeable topsoil and planted with grass
Deep-rooted plants, such as prairie grass, should be used to increase infiltration capacity
Bottom and side slopes of basin should be planted with dense water-tolerant grass (such as fescues)
Soil cover (12 - 18 inches) should be maintained above infiltration bed to allow for a healthy vegetative cover
Overly infiltration bed with native grasses, meadow mix, or other low-growing, dense vegetation
In place of turf, use basin liner of 6 to 12 inches of fill material (coarse sand)

Dry well

Covered by a minimum of 12 inches of topsoil

Filter bed (stone)

Infiltration basin

1 to 3-foot thick layer of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter
MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation

Infiltration trench

1 to 4-foot thick layer of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter
MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation

Underground infiltration

1 to 4-foot thick layer of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter
MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation

Dry well

Double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter
MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation

Filter fabric

Infiltration basin

Top of geotextile should be 6-12 inches below upper surface of drainage media with 12" overlap of fabric seams
Fabric should be placed between side walls and between stone and gravel layers but not on the basin bottom
Geotextile must meet MNDOT Type I Non-woven geotextile
Examples: Mirafi 140N, Amoco 4547, and Geotex 451

Infiltration trench

Surround fill on sides with filter fabric with 12" overlap of fabric seams. A separate piece should be used for the top layer to act as a failure plane
Fabric should be placed between side walls and between stone and gravel layers but not on the trench bottom
Geotextile must meet MNDOT Type I non-woven geotextile
Examples: Mirafi 140N, Amoco 4547, and Geotex 451

Underground infiltration

Surround fill on sides with filter fabric with 12" overlap of fabric seams
Geotextile must meet MNDOT Type I non-woven geotextile
Examples: Mirafi 140N, Amoco 4547, and Geotex 451

Dry well

Geotextile on trench sides and top keyed into drywell
Geotextile must meet MNDOT Type I non-woven geotextile
Examples: Mirafi 140N, Amoco 4547, and Geotex 451

Bottom

Infiltration basin, infiltration trench, underground infiltration, dry well

Any of the following can be used on the bottom:

6 to 8 inch clean sand (1-2 percent fines or less)
3/8 inch pea gravel
6-12 inch layer of MNDOT Fine Filter Aggregate (Section 3149 J.2)
12" of gravel or sand (good for cold climates)

In-situ soils

Infiltration basin, infiltration trench, underground infiltration, dry well

NRCS Type A and B soils are the most efficient soils for proper infiltration. Type C soils are acceptable of the infiltration practice meets the required 48 hour drawdown period

Miscellaneous considerations

All material must be placed such that compaction is avoided. See the Construction Specifications webpage for more details
For infiltration trench and underground infiltration, plastic, aluminum, or concrete gallery frames can be inserted to increase the runoff capture storage volume.

Infiltration material specifications
Link to this table. To open this table in Excel format, link here.

Component	Infiltration basin	Bioinfiltration basin	Infiltration trench	Underground infiltration	Dry well	Dry swale with check dams	Permeable pavement	Tree trench/box/planter
Observation well	Vertical 4- to 6-inch Schedule 40 PVC perforated pipe according to MNDOT Manual Section 3248 with a lockable cap and anchor plate within gravel portion of bed Install one per 50 ft. of length of infiltration practice Cap should be flush with or above the surface of the infiltration practice						Vertical 4- to 6-inch Schedule 40 PVC perforated pipe according to MNDOT Manual Section 3248 with a lockable cap and anchor plate within gravel portion of bed Install one per 50 ft. of length of infiltration practice Install at downstream end of all permeable pavement systems >10,000 ft² contributing drainage area	Vertical 4- to 6-inch Schedule 40 PVC perforated pipe according to MNDOT Manual Section 3248 with a lockable cap and anchor plate within gravel portion of bed Install one per 50 ft. of length of infiltration practice Cap should be flush with or above the surface of the infiltration practice
Emergency overflow structure	All infiltration beds should be designed with overflow spillway for extreme storm events Properly designed vegetated filters are required from the overflow of all infiltration systems See detail			NA	A surcharge pipe should be constructed as an emergency overflow device for Dry Wells which receive runoff directly from a roof leader. [7]	NA	See Design criteria for permeable pavement	Tree box filters should be designed with an emergency overflow pipe
High flow bypass structure	A high flow bypass or diversion structure should be included to safely convey high flows from large storm events Control in beds is usually provided as an outlet control structure Modified inlet box with internal concrete weir (or weir plate) and low-flow orifice is common High flows must be bypassed within 48 hours and allow the infiltration practice to meet the 48 hour drawdown requirement			A flow bypass structure should be located upgradient of the infiltration structure to convey high flows around the structure High flows must be bypassed within 48 hours and allow the infiltration practice to meet the 48 hour drawdown requirement	NA	NA	NA	NA
Buffer vegetation	Keep adjacent vegetation from forming an overhead canopy above infiltration practices. This keeps leaf litter, fruits, and other vegetative material from clogging stone. Trees may be planted along side slopes but must be 15 ft away from pipes and 25 ft away from risers		Grass strip or other vegetated buffer at least 20 feet wide should be maintained around trenches accepting surface runoff as sheet flow Slope of filter strip should be approximately 1% along entire length and 0% across width	Keep adjacent vegetation from forming an overhead canopy above infiltration practices. This keeps leaf litter, fruits, and other vegetative material from clogging stone.		Planted with turf grass, tall meadow grasses, decorative herbaceous cover, or trees See MNDOT Standards and Specs Section 3876 for Seed Requirements for Dry Swales If receiving runoff from an impervious area, construct an adjacent grass filter strip, gravel diaphragm, or gravel flow spreader to provide pretreatment	NA	Although deep rooted, native species are preferred, noninvasive cultivars may be used or combined with native species to achieve desired landscape aesthetic qualities See MNDOT Standards and Specifications for Native Species Energy dissipator Stones placed over the mulch layer may be used as a pretreatment to reduce velocity of inflow
Surface cover	For stone cover: apply a two inch layer of pea gravel or river stone	Establish dense vegetation on basin side slopes and floor: Dry- and mesic-prairie species for side slopes Wet meadow species for lower portions Mulch (2-3 inch layer) must be free of weeds and consist of aged, double-shredded hardwood bark mulch or shredded leaf mulch Sand, if used, must comply with MNDOT Sand Cover in Section 3149 K Deep-rooted, native species for vegetative cover If sod is used, grow over permeable soils	3-inch layer of river stone or pea gravel with filter fabric and additional aggregate on top	Permeable topsoil and planted with grass. Deep-rooted plants, such as prairie grass, should be used to increase infiltation capacity Bottom and side slopes of basin should be planted with dense water-tolerant grass (such as fescues) Soil cover (12 - 18 inches) should be maintained above infiltration bed to allow for a healthy vegetative cover Overly infiltration bed with native grasses, meadow mix, or other low-growing, dense vegetation In place of turf, use basin liner of 6 to 12 inches of fill material (coarse sand)	Covered by a minimum of 12 inches of topsoil	3" layer of mulch on surface to enhance plant survival See MNDOT Standards and Specs Section 3882 for Mulch Requirements Erosion control matting can be used in lieu of mulch where flow velocities may wash mulch away	Porous Asphalt Course: 3 to 7 inch thick layer with 15% to 20% void content Pervious Concrete Course: 5 to 8 inch thick layer with 15% to 25% void content¹ Plastic Grid Pavers: depends on fill material Concrete Grid Pavers: 3.5 inch thick layer with 20% to 50% void content Concrete Interlocking Pavers: 3 inch thick layer with 5% to 15% void content¹ Min Thickness (NAPA, 2008) Parking: 2.5 in Residential Trucks: 4.0 in Heavy Truck: 6.0 in	3" layer of mulch on surface to enhance plant survival See MNDOT Standards and Specs Section 3882 for Mulch Requirements
Intermediate layer	NA	NA	NA	NA	NA	NA	Choker Layer: A 2 to 8 inch bedding coarse of Medium Filter Aggregate (MNDOT Section 3149 J.1) is usually placed over the top of the base material to help stabilize the irregular surface	NA
Filter bed (stone)	1 to 3-foot thick layer of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation	Bioinfiltration engineered soil mix	1 to 4-foot thick layer of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation		Double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation	20-30 inch layer of permeable manufactured soil mixture meeting the bioinfiltration soil mix	Reservoir Layer: 1 to 4-foot deep bed of double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation	3' of bioinfiltration Soil Media
Filter fabric	Top of geotextile should be 6-12 inches below upper surface of drainage media with 12" overlap of fabric seams Fabric should be placed between side walls and between stone and gravel layers but not on the basin bottom Geotextile must meet MNDOT Type I Non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451.	Geotextile or a pea gravel filter separating stone and soil media Geotextile must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451	Surround fill on sides with filter fabric with 12" overlap of fabric seams. A separate piece should be used for the top layer to act as a failure plane. Fabric should be placed between side walls and between stone and gravel layers but not on the trench bottom. Geotextile must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451	Surround fill on sides with filter fabric with 12" overlap of fabric seams Geotextile must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451	Geotextile on trench sides and top keyed into drywell Geotextile must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451	A pea gravel choking layer (3 to 4 inches thick) should be placed below the filter media and above the bottom aggregate If a geotextile is used in lieu of the pea gravel layer, it must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451	Filter Blanket could include any of the following: 8 inch layer of sand or filter fabric (Fine Aggregate) 3" thick of 3/8" pea gravel MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451 (K) Geotextile should be placed on filter bed sides between filter media and in-situ soils	Geotextile lining engineered media on sides Geotextile must meet MNDOT Type I non-woven geotextile Examples: Mirafi 140N, Amoco 4547, and Geotex 451.
Bottom	Any of the following can be used on the bottom: 6 to 8 inch clean sand (1-2% fines or less) 3/8" pea gravel 6-12" layer of MNDOT Fine Filter Aggregate (Section 3149 J.2) 12" of gravel or sand (good for cold climates)	Any of the following can be used on the bottom: Uniformly graded, crushed, clean-washed stone. (less than 0.5% wash loss, by mass, per AASHTO T-11 wash loss test Grass turf that can be inundated for +72 hrs MNDOT Coarse Aggregate Bedding (Section 3149 G.2) Coarse organic material (composted mulch or erosion control mix) tilled into soil, soaked and allowed to dry	Any of the following can be used on the bottom: 6 to 8 inch clean sand (1-2% fines or less) 3/8" pea gravel 6-12" layer of MNDOT Fine Filter Aggregate (Section 3149 J.2) 12" of gravel or sand (good for cold climates)			Double-washed, uniform (uniformity coefficient of 2 or smaller with a void ratio of 0.40) aggregate between 1.5 and 3.0 inch diameter MNDOT Coarse Aggregate Bedding (Section 3149 G.2) ranging 1-2 inch in gradation.	Bottom Layer: 4" min depth of .75" crushed stone MNDOT Coarse Aggregate Bedding (Section 3149 G.2)	2' layer of clean, washed angular gravel 0.75 to 1.5 inch diameter
in-situ soils	NRCS Type A and B soils are the most efficient soils for proper infiltration. Type C soils are acceptable of the infiltration practice meets the required 48 hour drawdown period
Miscellaneous	All material must be placed such that compaction is avoided. See the Construction Specifications webpage for more details		To increase the runoff capture storage volume of trenches, plastic, aluminum or concrete gallery frames can be inserted All material must be placed such that compaction is avoided. See the Construction Specifications webpage for more details			Non-erosive material such as wood, gabions, riprap, or concrete Underlay with geotextile and include 1/2 inch weep holes Construct check dams 6 to 12 inches high 9" min diameter rock on outside edges, 12-18" diameter larger rocks at core. Gaps filled with 4-6" diameter smaller rock Designed so pond behind dam will drawdown within 12 hours

¹Thickness will vary depending on traffic conditions.Typically, thicker configurations are needed for heavier traffic loads.

Materials specifications - filter media

Infiltration practices do not typically use engineered filter media. If engineered media is used, all media should meet the specifications listed in the design criteria for bioretention basin webpage. Links are provided below.

Design procedure - design steps

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

When riser pipe outlets are used in infiltration basins, it is HIGHLY RECOMMENDED that they be constructed with manholes that either have locks or are sufficiently heavy to prevent easy removal.

Fencing of dry wells and infiltration trenches is neither necessary nor desirable. Infiltration basins may warrant fencing in some situations.

Step 1. Make a preliminary judgment

Make a preliminary judgment as to whether site conditions are appropriate for the use of an infiltration practice, and identify the function of the practice in the overall treatment system.

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

site drainage area (See the summary of infiltration practices for given drainage areas in the table below);
site topography and slopes;
soil infiltration capacity;
regional or local depth to groundwater and bedrock;
site location/ minimum setbacks; and
presence of active karst.

B. Determine how the infiltration practice will fit into the overall stormwater treatment system.

Decide whether the infiltration practice 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 infiltration practice is most likely to be located.

Stormwater infiltration BMPs - contributing drainage area
Link to this table

Stormwater BMP	Recommended contributing area	Notes
Infiltration Basin	50 acres or less	A natural or constructed impoundment that captures, temporarily stores and infiltrates the design volume of water into the surrounding naturally permeable soil over several days. In the case of a constructed basin, the impoundment is created by excavation or embankment.
Bioinfiltration Basin	5 acres or less	Bioinfiltration basins must meet the required 48 hour drawdown time and must be sized in order to allow for adequate maintenance. It is HIGHLY RECOMMENDED that bioinfiltration basins be designed to prevent high levels of bounce as submerging vegetation may inhibit plant growth. A maximum wet storage depth of 1.5 feet is HIGHLY RECOMMENDED.
Infiltration Trench	5 acres or less
Dry Well Synonym: Infiltration Tube, French Drain, Soak‐Away Pits, Soak Holes	1 acre or less (rooftop only)
Underground Infiltration	10 acres or less	Though feasible, larger underground infiltration systems may cause groundwater contamination as water is not able to infiltrate through a surface cover. In addition, wind flocculation, UV degradation, and bacterial degradation, which provide additional treatment in surface systems, do not occur in underground systems. Because performance research is lacking for larger features, it is HIGHLY RECOMMENDED that the contributing drainage area to a single device not exceed 10 acres.
Dry Swale with Check Dams	5 acres or less
Permeable Pavement	It is RECOMMENDED that external contributing drainage area not exceed the surface area of the permeable pavement. It is HIGHLY RECOMMENDED that external contributing drainage area not exceed twice the surface area of the permeable pavement	It is RECOMMENDED that external drainage area be as close to 100% impervious as possible. Field experience has shown that drainage area (pervious or impervious) can contribute particulates to the permeable pavement and lead to clogging. Therefore, sediment source control and/or pretreatment should be used to control sediment run-on to the permeable pavement section.
Tree Trench/Tree Box	up to 0.25 acres per tree

References: Virginia, North Carolina, West Virginia, Maine, Lake Tahoe, Connecticut, Massachusetts, New York, Wisconsin, Vermont, New Hampshire, Ontario, Pennsylvania

Step 2. Confirm design criteria and applicability

Determine whether the infiltration practice must comply with the MPCA Construction Stormwater General (CSW) Permit. Check with local officials, Watershed management Organizations (WMOs), and other agencies to determine if there are any additional restrictions and/or surface water or watershed requirements that may apply.

Warning: If the infiltration practice must comply with the CSW permit, the following prohibitions apply:

areas that receive discharges from vehicle fueling and maintenance;
areas with less than three (3) feet of separation distance from the bottom of the infiltration system to the elevation of the seasonally saturated soils or the top of bedrock;
areas that receive discharges from industrial facilities which are not authorized to infiltrate industrial stormwater under an NPDES/SDS Industrial Stormwater Permit issued by the MPCA;
areas where high levels of contaminants in soil or groundwater will be mobilized by the infiltrating stormwater;
areas of predominately Hydrologic Soil Group D (clay) soils;
areas within 1,000 feet up‐gradient, or 100 feet down‐gradient of active karst features;
areas within a Drinking Water Supply Management Area (DWSMA) as defined in Minn. R. 4720.5100, subp. 13., if the system will be located:
- in an Emergency Response Area (ERA) within a DWSMA classified as having high or very high vulnerability as defined by the Minnesota Department of Health; or
- in an ERA within a DWSMA classified as moderate vulnerability unless a regulated MS4 Permittee performed or approved a higher level of engineering review sufficient to provide a functioning treatment system and to prevent adverse impacts to groundwater; or
- outside of an ERA within a DWSMA classified as having high or very high vulnerability, unless a regulated MS4 Permittee performed or approved a higher level of engineering review sufficient to provide a functioning treatment system and to prevent adverse impacts to groundwater; and
areas where soil infiltration rates are more than 8.3 inches per hour unless soils are amended to slow the infiltration rate below 8.3 inches per hour.

Step 3. Perform field verification of site suitability

The modified Philip-Dunne infiltrometer, as well as other direct infiltration measurements such as double ring infiltrometers, are preferred methods for measuring infiltration rates, compared to soil borings and pits. Image: University of Minnesota, St. Anthony Falls Laboratory.

Warning: The Construction Stormwater permit includes the following requirements.

16.10. Permittees must provide at least one soil boring, test pit or infiltrometer test in the location of the infiltration practice for determining infiltration rates.

16.11. For design purposes, permittees must divide field measured infiltration rates by 2 as a safety factor or permittees can use soil-boring results with the infiltration rate chart in the Minnesota Stormwater Manual to determine design infiltration rates. When soil borings indicate type A soils, permittees should perform field measurements to verify the rate is not above 8.3 inches per hour. This permit prohibits infiltration if the field measured infiltration rate is above 8.3 inches per hour.

Designers should evaluate soil properties during preliminary site layout with the intent of installing infiltration practices on soils with the highest infiltration rates ( hydrologic soil group A and B). Preliminary planning for the location of an infiltration device may be completed using a county soil survey or the NRCS Web Soil Survey. These publications provide HSG information for soils across Minnesota. To ensure long-term performance, however, field soil measurements are desired to provide site-specific data.

If the initial evaluation indicates that an infiltration practice would be a good BMP for the site, it is RECOMMENDED that soil borings or pits be dug within the proposed boundary of the infiltration practice to verify soil types and infiltration capacity characteristics and to determine the depth to groundwater and bedrock. Soil borings for building structural analysis are not acceptable. In all design scenarios, a minimum of one soil boring (two are recommended) shall be completed to a depth 5 feet below the bottom of the proposed infiltration Stormwater Control Measure (SCM or BMP) (Dakota County Soil and Water Conservation District, 2012) per ASTM D1586 (ASTM, 2011). For infiltration SCMs with surface area between 1000 and 5000 square feet, two borings shall be made. Between 5000 and 10000 square feet, three borings are needed, and for systems with greater than 10000 square feet in surface area, 4 or more borings are needed. For each additional 2500 square feet beyond 12,500 square feet, an additional soil boring should be made. Soil borings must be undertaken during the design phase (i.e. prior to the commencement of construction) to determine how extensive the soil testing will be during construction. Borings should be completed using continuous split spoon sampling, with blow counts being recorded to determine the level of compaction of the soil. Soil borings are needed to understand soil types, seasonally high groundwater table elevation, depth to karst, and bedrock elevations.

Recommended number of soil borings, pits or permeameter tests for bioretention design. Designers select one of these methods.
Link to this table

Surface area of stormwater control measure (BMP)(ft²)	Borings	Pits	Permeameter tests
< 1000	1	1	5
1000 to 5000	2	2	10
5000 to 10000	3	3	15
>10000	4¹	4¹	20²

¹an additional soil boring or pit should be completed for each additional 2,500 ft² above 12,500 ft²
²an additional five permeameter tests should be completed for each additional 5,000 ft² above 15,000 ft²

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):

thickness, in inches or decimal feet;
Munsell soil color notation;
soil mottle or redoximorphic feature color, abundance, size and contrast;
USDA soil textural class with rock fragment modifiers;
soil structure, grade size and shape;
soil consistence, root abundance and size;
soil boundary; and
occurrence of saturated soil, impermeable layers/lenses, ground water, bedrock or disturbed soil.

It is RECOMMENDED that a standard soil boring form be used. A good example is File:Boring Pit Log form.docx. The NRCS Field Book for Describing and Sampling Soils provide detailed information for identifying soil characteristics. Munsell color charts can be found here.

Warning: A separation distance of 3 feet is REQUIRED between the bottom of the infiltration practice and the elevation of the seasonally high water table (saturated soil) or top of bedrock (i.e. there must be a minimum of 3 feet of undisturbed soil beneath the infiltration practice and the seasonally high water table or top of bedrock).

It is HIGHLY RECOMMENDED that the field verification be conducted by a qualified geotechnical professional.

Step 4. Compute runoff control volumes

Warning: If the infiltration practice is being designed to meet the requirements of the MPCA Permit, the REQUIRED treatment volume is the water quality volume (V_wq) 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 infiltration 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 (V_cp), Overbank Flood Protection Volume (V_p10), and the Extreme Flood Volume (V_p100) may also be managed in the infiltration practice.

Step 5. Determine infiltration type and size practice

Once the physical suitability evaluation is complete (Step 3), it is HIGHLY RECOMMENDED that the designer apply the better site design principles in sizing and locating the infiltration practice(s) on the development site.

Select design variant

After following the steps outlined above, the designer will presumably know the location of naturally occurring permeable soils, the depth to the water table, bedrock or other impermeable layer, and the contributing drainage area. Given the steps performed in the physical suitability evaluation (Step 3), identify the most suitable location for the infiltration practice. Given the water quality volume and the drainage area, select the appropriate infiltration practice for the first iteration of the design process. See the section on BMPs for stormwater infiltration for more information.

Note: Information collected during the site suitability evaluation (see Steps 1 and 3) should be used to explore the potential for multiple infiltration practices versus relying on a single infiltration facility. The use of smaller infiltration practices dispersed around a development is usually more sustainable than a single regional facility that is more likely to have maintenance and groundwater mounding problems (Source: Site Evaluation for Stormwater Infiltration, Wisconsin Department of Natural Resources Conservation Practice Standards, 2004). See Using the treatment train approach to BMP selection for more information on selecting multiple BMPs at a site.

Warning: Infiltration 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.

Experience has demonstrated that, although the drawdown period is 48 hours, there is often some residual water pooled in the infiltration practice after 48 hours. This residual water may be associated with reduced head, water gathered in depressions within the practice, water trapped by vegetation, and so on. The drawdown period is therefore defined as the time from the high water level in the practice to 1 to 2 inches above the bottom of the facility. 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. This time period has also been called the period of inundation.

Caution: It is HIGHLY RECOMMENDED that the drawdown time for infiltration practices is 24 hours or less from the peak water level in the practice when discharges are to a trout stream.

Determine site infiltration rates (for facilities with infiltration and/or recharge)

For design purposes, there are two ways of determining the soil infiltration rate. The first, and preferred method, is to field-test the soil infiltration rate using appropriate methods described below. The other method uses the typical infiltration rate of the most restrictive underlying soil (determined during soil borings).

If infiltration rate measurements are made, a minimum of one infiltration test in a soil pit must be completed at the elevation from which exfiltration would occur (i.e. interface of gravel drainage layer and in situ soil). When the SCM surface area is between 1000 and 5000 square feet, two soil pit measurements are needed. Between 5000 and 10000 square feet of surface area, a total of three soil pit infiltration measurements should be made. Each additional 5000 square feet of surface area triggers an additional soil pit.

Recommended number of soil borings, pits or permeameter tests for bioretention design. Designers select one of these methods.
Link to this table

Surface area of stormwater control measure (BMP)(ft²)	Borings	Pits	Permeameter tests
< 1000	1	1	5
1000 to 5000	2	2	10
5000 to 10000	3	3	15
>10000	4¹	4¹	20²

¹an additional soil boring or pit should be completed for each additional 2,500 ft² above 12,500 ft²
²an additional five permeameter tests should be completed for each additional 5,000 ft² above 15,000 ft²

The median measured infiltration rate should be utilized for design. Soil pits should be dug during the design phase and should be a minimum of two feet in diameter for measurement of infiltration rate. Infiltration testing in the soil pit can be completed with a double-ring infiltrometer or by filling the pit with water and measuring stage versus time. If the infiltration rate in the first pit is greater than 2 inches per hour, no additional pits shall be needed.

Alternatively, a Modified Philip-Dunne permeameter can be used to field test infiltration rate. Modified Philip-Dunne permeameter tests may be made in conjunction with soil borings or may be completed using a handheld soil auger. Borings should be lined with a plastic sleeve to prevent infiltration from the sides of the borehole (i.e. restrict flow to vertical infiltration). Soil borings should be filled with water. The time for the borehole to drain should be recorded and divided by the initial ponding depth in the borehole to provide an infiltration rate measurement. The design infiltration rate should be the lower of the median soil pit infiltration rate or the median borehole method infiltration rate. For information on conducting soil borings see Understanding and interpreting soils and soil boring reports for infiltration BMPs.

Illustration of how to determine the appropriate number of permeameter samples. When the standard deviation for all measurements flattens out with successive measurements, collection of additional permeameter tests may be halted, provided a minimum of 5 samples have been collected.

NOTE: In the table above, the recommended number of permeameter tests increases by 5 tests per each additional 5000 square feet of surface area. For larger sites, this can result in a very large number of samples. There may be situations where fewer permeameter tests may be used (5 is the minimum) . For example, in situations where the variability in saturated hydraulic conductivity between measurements is not great, fewer samples may be taken. One method for determining the number of samples is to plot standard deviation versus number of samples. Measurements may be halted when the standard deviation becomes relatively constant from one sample to the next. In the example to the right the standard deviation flattens at about 7 to 10 samples. Therefore, 7 to 10 samples would be an appropriate number of samples for this situation.

For information on conducting soil infiltration rate measurements, see Determining soil infiltration rates.

If the infiltration rate is not measured, use the table below to estimate an infiltration rate 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.

Caution: Select the design infiltration rate from the table based on the least permeable soil horizon within the first 5 feet below the bottom elevation of the proposed infiltration practice

Caution: The table for design infiltration rates has been modified. Field testing is recommended for gravelly soils (HSG A; GW and GP soils; gravel and sandy gravel soils). If field-measured soil infiltration rates exceed 8.3 inches per hour, the Construction Stormwater permit requires the soils be amended. Guidance on amending these soils can be found here.

Design infiltration rates, in inches per hour, for A, B, C, and D soil groups. Corresponding USDA soil classification and Unified soil Classifications are included. Note that A and B soils have two infiltration rates that are a function of soil texture.*
The values shown in this table are for uncompacted soils. This table can be used as a guide to determine if a soil is compacted. For information on alleviating compacted soils, link here. If a soil is compacted, reduce the soil infiltration rate by one level (e.g. for a compacted B(SM) use the infiltration rate for a B(MH) soil).
Link to this table

Hydrologic soil group	Infiltration rate (inches/hour)	Infiltration rate (centimeters/hour)	Soil textures	Corresponding Unified Soil Classification^{Superscript text}
A	Although a value of 1.63 inches per hour (4.14 centimeters per hour) may be used, it is Highly recommended that you conduct field infiltration tests or amend soils.^b See Guidance for amending soils with rapid or high infiltration rates and Determining soil infiltration rates.		gravel sandy gravel	GW - Well-graded gravels, fine to coarse gravel GP - Poorly graded gravel
	1.63^a	4.14	silty gravels gravelly sands sand	GM - Silty gravel SW - Well-graded sand, fine to coarse sand
	0.8	2.03	sand loamy sand sandy loam	SP - Poorly graded sand
B	0.45	1.14	silty sands	SM - Silty sand
B	0.3	0.76	loam, silt loam	MH - Elastic silt
C	0.2	0.51	Sandy clay loam, silts	ML - Silt
D	0.06	0.15	clay loam silty clay loam sandy clay silty clay clay	GC - Clayey gravel SC - Clayey sand CL - Lean clay OL - Organic silt CH - Fat clay OH - Organic clay, organic silt

¹For Unified Soil Classification, we show the basic text for each soil type. For more detailed descriptions, see the following links: The Unified Soil Classification System, CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS) UNIFIED SOIL CLASSIFICATION SYSTEM

NOTE that this table has been updated from Version 2.X of the Minnesota Stormwater Manual. The higher infiltration rate for B soils was decreased from 0.6 inches per hour to 0.45 inches per hour and a value of 0.06 is used for D soils (instead of < 0.2 in/hr).

Source: Thirty guidance manuals and many other stormwater references were reviewed to compile recommended infiltration rates. All of these sources use the following studies as the basis for their recommended infiltration rates: (1) Rawls, Brakensiek and Saxton (1982); (2) Rawls, Gimenez and Grossman (1998); (3) Bouwer and Rice (1984); and (4) Urban Hydrology for Small Watersheds (NRCS). SWWD, 2005, provides field documented data that supports the proposed infiltration rates. (view reference list)
^aThis rate is consistent with the infiltration rate provided for the lower end of the Hydrologic Soil Group A soils in the Stormwater post-construction technical standards, Wisconsin Department of Natural Resources Conservation Practice Standards.
^bThe infiltration rates in this table are recommended values for sizing stormwater practices based on information collected from soil borings or pits. A group of technical experts developed the table for the original Minnesota Stormwater Manual in 2005. Additional technical review resulted in an update to the table in 2011. Over the past 5 to 7 years, several government agencies revised or developed guidance for designing infiltration practices. Several states now require or strongly recommend field infiltration tests. Examples include North Carolina, New York, Georgia, and the City of Philadelphia. The states of Washington and Maine strongly recommend field testing for infiltration rates, but both states allow grain size analyses in the determination of infiltration rates. The Minnesota Stormwater Manual strongly recommends field testing for infiltration rate, but allows information from soil borings or pits to be used in determining infiltration rate. A literature review suggests the values in the design infiltration rate table are not appropriate for soils with very high infiltration rates. This includes gravels, sandy gravels, and uniformly graded sands. Infiltration rates for these geologic materials are higher than indicated in the table.
References: Clapp, R. B., and George M. Hornberger. 1978. Empirical equations for some soil hydraulic properties. Water Resources Research. 14:4:601–604; Moynihan, K., and Vasconcelos, J. 2014. SWMM Modeling of a Rural Watershed in the Lower Coastal Plains of the United States. Journal of Water Management Modeling. C372; Rawls, W.J., D. Gimenez, and R. Grossman. 1998. Use of soil texture, bulk density and slope of the water retention curve to predict saturated hydraulic conductivity Transactions of the ASAE. VOL. 41(4): 983-988; Saxton, K.E., and W. J. Rawls. 2005. Soil Water Characteristic Estimates by Texture and Organic Matter for Hydrologic Solutions. Soil Science Society of America Journal. 70:5:1569-1578.

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 ASTM D3385 (Standard test method for infiltration rate of soils in field using double-ring infiltrometer) should be used for the field test.

Warning: The measured infiltration rate shall be divided by a safety factor of 2.

The safety factor of 2 adjusts the measured infiltration rates for the occurrence of less permeable soil horizons below the surface and the potential variability in the subsurface soil horizons throughout the infiltration site. This safety factor also accounts for the long-term infiltration capacity of the stormwater management facility.

Size infiltration practice

To meet requirements of the Stormwater General Permit (CSW permit), the surface area (A_s, in square feet) of an infiltration practice is given by

\(A_s = V_w / D_o\)

Where:

V_w = the water treatment volume of the area contributing runoff to the practice; and

D_o = the storage depth of ponded water in the practice.

The water treatment volume is given by

\(V_w = 0.0833 A_c\)

Where

0.0833 = one inch of infiltration, as required by the permit; and

A_c = the impervious surface area contributing to the practice.

The entire water quality treatment volume is assumed to be instantaneously ponded in the infiltration practice.

For a BMP with sloped sides, the surface area (A_s) of an infiltration practice is the average area of the BMP, given by

\( A_s = (A_o + A_M)/2 \)

Where

A_o is the surface area at the overflow; and

A_M is the surface area at the top of the infiltration practice

The water treatment volume must drain with 48 hours (24 hours is RECOMMENDED if discharges from the practice are to a trout stream). The ponding depth can therefore be calculated knowing the infiltration rate of the soils underlying the practice.

Given the assumed infiltration rate for the practice, determine the maximum depth using the following equation

\(D = I_R DDT_{calc}\)

where

D = maximum depth of practice (inches);

I_R = infiltration rate (inches/hour); and

DDT_calc = maximum drawdown time (48 hours).

Field-measured infiltration rates are preferred. If the infiltration rate has not been measured, use the table below to determine the infiltration rate of the underlying soils. Note the numbers in the table are intentionally conservative based on experience gained from Minnesota infiltration sites. Two example calculations are provided below.

Sizing example 1

Assume a 5 acre watershed is 20 percent impervious. Runoff from this watershed will be routed to an infiltration practice that has an underlying loam soil.

The treatment volume = 5 acres * 0.20 * 43560 square feet per acre * 0.0833 inches = 3630 cubic feet
The ponded depth = 48 hours * 0.30 inches per hour = 14.4 inches = 1.2 feet
The surface area of the practice = 3025 square feet

The dimensions of the infiltration practice can be determined to accommodate this area. For example, a square practice will be 55 feet wide by 55 feet long.

Sizing example 2

Assume a 7 acre watershed is 15 percent impervious. Runoff from this watershed will be routed to an infiltration practice where the underlying soil has a field-measured infiltration rate of 2 inches per hour.

Note:

The infiltration rate must be divided by a safety factor of 2 since a field-measure rate is being used. This gives an infiltration rate of 1 inch per hour.
The ponded depth = 48 hours * 1 inch per hour = 48 inches = 4 feet.
The treatment volume = 7 acres * 0.15 * 43560 square feet per acre * 0.0833 inches = 3811 cubic feet
The surface area of the practice = 3811ft³ / 4.0 ft = 953 square feet

The dimensions of the infiltration practice can be determined to accommodate this volume. For example, a square practice will be 30.9 feet wide by 30.9 feet long.

If the infiltration practice does not require meeting the Construction Stormwater General Permit, methods other than the instantaneous volume method may be used. For example, as an infiltration basin fills during a rain event, water infiltrates the media. The infiltration area could be sized as follows

\(A_s = V_{wq} / (D_o + (I_R * t))\)

Where:

I_R = infiltration rate of underlying soils (feet per day);and

t = time during which the infiltration basin continues to capture runoff.

The time during which runoff continues to be delivered to the BMP varies with each event. As an example, for a 1 hour event on a B (SM) soil with an infiltration rate of 0.45 inches per hour, 1 acre of contributing impervious area, and a 1.5 foot ponding depth, A_s is 2361 square feet, compared to 2420 square feet considering only an instantaneous volume, or a decrease of 2.4 percent in the size of the basin. On an A soil with and infiltration rate of 1.6 inches per hour, A_s is 2222 square feet, or a decrease of 8.2 percent in the needed size of the basin. The area of the basin can also be decreased by increasing the ponded depth.

Infiltration practices may also be sized using different treatment goals. For example, the performance goal for Minimal Impact Design Standards (MIDS) is 1.1 inches, compared to 1 inch for the CSW permit. The MIDS performance goal was also based on initial modeling that included infiltration during the rain event.

Warning: 48 hours is the REQUIRED maximum t_f for infiltration under the CGP

Design Infiltration Rates

Step 6. Size outlet structure and/or flow diversion structure, if needed

It is HIGHLY RECOMMENDED that the outlet for the infiltration practice shall safely convey stormwater using all of the following mechanisms (Stormwater post-construction technical standards, Wisconsin Department of Natural Resources Conservation Practice Standard).

Drawdown valve: infiltration systems may be designed with a drawdown valve for the removal of standing water for maintenance and winter diversion.

Emergency spillway:

Warning: A means to release discharge in excess of the infiltration volume safely into the downstream stormwater conveyance system is REQUIRED.

Freeboard: It is HIGHLY RECOMMENDED that two feet of freeboard be provided from the 100-year flood elevation of the infiltration practice to the lowest basement floor elevation of residential, commercial, industrial and institutional buildings located adjacent to the BMP, unless local requirements recommend otherwise.

Drop Structure: Infiltration trenches or subsurface infiltration systems may be designed with a drop structure sized to handle the overflow. This additional volume of stormwater may be directed into the existing stormwater system or it may be diverted to a downstream BMP.

Step 7. Perform ground-water mounding analysis

Groundwater mounding, the process by which a mound of water forms on the water table as a result of recharge at the surface, can be a limiting factor in the design and performance of infiltration practices. A groundwater mounding analysis is RECOMMENDED to verify separation distances required for infiltration practices. For more information on groundwater mounding, see the following sections in this manual.

Step 8. Determine pretreatment volume and design pretreatment measures

See the section on pretreatment for specific pretreatment design guidance

Step 9. Check volume, peak discharge rates and drawdown time against State, local and watershed organization requirements

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, channel protection, overbank flood and extreme storm.

Perform hand calculations or 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 infiltration practice defined above: elevation and area (defines the storage volume), infiltration rate and method of application (effective infiltration 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 (back to Step 5).

The following items are specifically REQUIRED by the MPCA Permit

Warning:

Volume - Infiltration or filtration systems shall be sufficient to infiltrate or 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 bioretention practice or treat excess water quality volume (Vwq) in an upstream or downstream BMP (see Step 5). Retrofit and supplemental systems do not need to meet this requirement, provided new impervious surfaces are not created.
Peak Discharge Rates - Since most infiltration systems are not designed for quantity control they generally do not have peak discharge limits. However outflow must be limited such that erosion does not occur down gradient.
Drawdown - Infiltration 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.

Experience has demonstrated that, although the drawdown period is 48 hours, there is often some residual water pooled in the infiltration practice after 48 hours. This residual water may be associated with reduced head, water gathered in depressions within the practice, water trapped by vegetation, and so on. The drawdown period is therefore defined as the time from the high water level in the practice to 1 to 2 inches above the bottom of the facility. 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. This time period has also been called the period of inundation.

Other design requirements may apply to a particular site. The applicant should confirm local design criteria and applicability (see Step 2).

Step 10. Prepare Vegetation and Landscaping Plan

A landscaping plan for an infiltration trench 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. Further information on plant selection and use occurs in the Minnesota plant lists section.

Step 11. Prepare Operation and Maintenance (O&M) Plan

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

Step 12. Prepare Cost Estimate

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

Related pages

Infiltration portal

Understanding and interpreting soils and soil boring reports for infiltration BMPs
Determining soil infiltration rates
Cold climate considerations for infiltration practices - See [8], [9]

@@ Line 56: / Line 56: @@
 ===Site Topography and Slopes===
-Unless slope stability calculations demonstrate otherwise, it is ''HIGHLY RECOMMENDED'' that infiltration practices be located a minimum horizontal distance of 200 feet from down-gradient slopes greater than 20 percent, and that slopes in contributing drainage areas be limited to 15 percent.
+Unless slope stability calculations demonstrate otherwise (see [http://people.eng.unimelb.edu.au/stsy/geomechanics_text/Ch11_Slope.pdf], [http://www.gf.uns.ac.rs/~zbornik/doc/ZR25.51.pdf], [http://www.civil.utah.edu/~bartlett/CVEEN6920/Slope%20Stability.pdf], it is ''HIGHLY RECOMMENDED'' that infiltration practices be located a minimum horizontal distance of 200 feet from down-gradient slopes greater than 20 percent, and that slopes in contributing drainage areas be limited to 15 percent.
 ===Soils===

Difference between revisions of "Design criteria for infiltration" Design criteria for infiltration

Revision as of 15:06, 14 February 2018

Contents

Terminology

Details and CADD images

Major design elements - Physical feasibility initial check

Contributing drainage area

Site Topography and Slopes

Soils

Depth to groundwater table and bedrock

Site Location / Minimum Setbacks

Karst

Wellhead Protection Areas

Major design elements - Practice and site considerations

Conveyance

Underdrains

Pretreatment

Treatment

Drawdown time and bounce

Space occupied

Slope of the infiltration practice

Side slopes

Depth

Aesthetics

Landscaping

Safety

Maximum flow path

Use of multiple cells

Snow considerations

Materials specifications

Observation well

Emergency overflow structure

High flow bypass structure

Buffer vegetation

Surface cover

Filter bed (stone)

Filter fabric

Bottom

In-situ soils

Miscellaneous considerations

Materials specifications - filter media

Design procedure - design steps

Step 1. Make a preliminary judgment

Step 2. Confirm design criteria and applicability

Step 3. Perform field verification of site suitability

Step 4. Compute runoff control volumes

Step 5. Determine infiltration type and size practice

Select design variant

Determine site infiltration rates (for facilities with infiltration and/or recharge)

Size infiltration practice

Sizing example 1

Sizing example 2

Step 6. Size outlet structure and/or flow diversion structure, if needed

Step 7. Perform ground-water mounding analysis

Step 8. Determine pretreatment volume and design pretreatment measures

Step 9. Check volume, peak discharge rates and drawdown time against State, local and watershed organization requirements

Step 10. Prepare Vegetation and Landscaping Plan

Step 11. Prepare Operation and Maintenance (O&M) Plan

Step 12. Prepare Cost Estimate

Related pages

Difference between revisions of "Design criteria for infiltration"
Design criteria for infiltration