Soils with low infiltration capacity

Statewide map of soil suborders. While soil infiltration rates vary widely within a suborder, infiltration rates tend to be lower on mollisols, histisols and vertisols compared to entisols, inceptisols, spodosols, and alfisols. Source: [1]

Statewide map illustrating the availability of digital soil surveys. Cook, Koochiching, portions of Pine, and portions of Crow Wing counties are the only remaining areas in Minnesota lacking digital soil surveys. Source: [2]

Soils with low infiltration capacity (defined as soils with infiltration rates less than 0.2 inches per hour) are found throughout the state. Details of where to find soils that can and cannot be used for infiltration systems should begin with available county soil surveys, most of which are available digitally. However, these surveys are not accurate enough to determine site specific characteristics suitable for infiltration systems, so a detailed site analysis is recommended. Stormwater management limitations in areas with tight soils generally preclude large-scale infiltration and ground water recharge (infiltration that passes into the ground water system). These soils will typically be categorized under Hydrologic Soil Group (HSG) D. Tabled values of infiltration rates for these soils are conservative estimates of long-term, sustainable infiltration rates that have been documented in Minnesota. They are based on in-situ measurement within existing infiltration practices in Minnesota, rather than national numbers or rates based on laboratory columns.

Stormwater concerns on soils with low infiltration capacity

Sites with poorly infiltrating soils (defined as soils with infiltration rates less than 0.2 inches per hour) limit the number of practices that can used for stormwater management on a site or specific area of a site. Certain watershed organizations in Minnesota do not allow the use (or strongly discourage the use) of infiltration practices where soil infiltration capacity is low. This does not mean, however, that these tight soils don’t have any infiltration and recharge capabilities. So it may be possible for sites to meet recharge objectives as long as appropriate design modifications have been incorporated.

General stormwater management guidelines for sites with low infiltration capacity soils

• Local soil surveys should be used for preliminary determination of infiltration capacity of site soils; however, on-site soil testing is recommended to accurately characterize site soils if local surveys characterize site soils as either HSG C or D.
• Recharge criteria, if applicable, can still be met using infiltration practices or modified filter designs (Figures 13.6 and 13.7), as long as they are appropriately designed.
• Soil compost amendments may be required to increase pervious area storage and filtration rates for sites with HSG C and D soils that are expected to receive either rooftop or surface IC disconnection in accordance with certain stormwater credits (see Chapter 11 for credits discussion, specifically Impervious Cover Disconnection and Rooftop Disconnection).
• Where volume reduction is a primary objective for a site (e.g., potentially a receiving water-based goal due to channel erosion, nuisance flooding, or inadequate infrastructure capacity), emphasis should be placed on practices that promote runoff reuse and evapotranspiration such as cisterns, rain barrels, greenroofs, rain gardens, evaporative systems, and bioretention.

Table 1 provides an overview of low infiltration capacity soil related design considerations for several structural practice groups.

This table shows structural BMP use in soil with low infiltration capacity
Link to this table

BMP	Low infiltration capacity soil considerations
Bioretention, dry swale, permeable pavement, tree trench/box	Should be constructed with an underdrain. Recharge criteria, if applicable, can be met by modifying the design to include an infiltration gallery below the underdrain, so long as it is appropriately sized.
Media filter	Recommended practice in tight soils. Some design variants can be modified to incorporate an infiltration gallery that can help meet recharge criteria, if properly sized.
Infiltration trench or basin	Not recommended as a practice Soils analysis should be conducted to confirm limiting aspects of soil profile
Stormwater ponds	Acceptable practice with tight soils. Soils should help maintain permanent pool.
Constructed wetlands	Acceptable practice with tight soils. Soils should help maintain permanent pool if practice is not tied into groundwater table. Compost amendments may be necessary to establish suitable planting beds

Investigation for Low Infiltration Capacity Soils

Soil testing is recommended for all proposed stormwater facilities that plan to have a recharge or infiltration component to their design. Testing can be less rigorous than that for karst areas or sites with shallow bedrock and soils. The purpose of the testing is to identify and confirm the soil characteristics and determine their suitability, if any, for infiltration practices. The guidelines outlined below should not be interpreted as all-inclusive. The design of any subsurface investigation should reflect the size and complexity of the proposed project.

Location of Borings

Borings should be located in order to provide representative area coverage of the of the proposed BMP facilities. The location of borings should be

• in each geologic unit present, as mapped by the Minnesota Geological Survey (MGS) and U.S. Geological Survey (USGS) and local county records;
• near the edges and center of the proposed practice and spaced at equal distances from one another; and
• near any areas identified as anomalies from any existing geophysical studies.

Number of borings

The number of recommended borings are described below.

• Infiltration trenches, bioretention, and filters - a minimum of 2 per practice.
• Ponds/wetlands - a minimum of 3 per practice, or 3 per acre, whichever is greater.
• Additional borings - to define lateral extent of limiting horizons, or site specific conditions, where applicable.

Depth of borings

Borings should be extended to a minimum depth of 5 feet below the lowest proposed grade within the practice unless auger/backhoe refusal is encountered.

Identification of material

All material penetrated by the boring should be identified, as follows:

• description, logging, and sampling for the entire depth of the boring;
• any stains, odors, or other indications of environmental degradation;
• a minimum laboratory analysis of 2 soil samples, representative of the material penetrated including potential limiting horizons, with the results compared to the field descriptions;
• identified characteristics should include, as a minimum: color; mineral composition; grain size, shape, and sorting; and saturation;
• any indications of water saturation should be carefully logged, to include both perched and groundwater table levels, and descriptions of soils that are mottled or gleyed should be provided; and
• water levels in all borings should be taken at the time of completion and again 24 hours after completion. The boring should remain fully open to total depth of these measurements.

Infiltration rate testing

Soil permeabilities should be determined in the field using the following procedure (MDE, 2000), or an accepted alternative method.

• Install casing (solid 6-inch diameter) to 36 inches below proposed practice bottom.
• Remove any smeared soiled surfaces and provide a natural soil interface into which water may percolate. Remove all loose material from the casing. Upon the tester’s discretion, a 2-inch layer of coarse sand or fine gravel may be placed to protect the bottom from scouring. Fill casing with clean water to a depth of 36 inches and allow to pre-soak for up to 24 hours.
• Refill casing with another 36 inches of clean water and monitor water level (measured drop from the top of the casing) for 1 hour. Repeat this procedure (filling the casing each time) three additional times, for a total of 4 observations. Upon the tester’s discretion, the final field rate may either be the average of the 4 observations, or the value of the last observation. The final rate should be reported in inches per hour.
• May be done through a boring or open excavation.
• The location of the test should correspond to the practice location.
• Upon completion of the testing, the casings should be immediately pulled, and the test pit should be back-filled.