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Guidance and recommendations for conducting a higher level of engineering review for stormwater infiltration in DWSMAs and Wellhead Protection Areas

The Construction Stormwater Permit requires a higher level of engineering review for proposed infiltration projects in areas overlying an Emergency Response Area (ERA) where the vulnerability of the DWSMA (Drinking Water Supply Management Area) is classified as moderate, or in areas outside the ERA where the vulnerability of the DWSMA (Drinking Water Supply Management Area) is classified as high or very high. This page provide guidance and recommendations for conducting a higher level of engineering review.

==Description of Emergency Response Areas, DWSMAs, and vulnerability of DWSMAs==
[[file:Wellhead protection example.png|300px|thumb|alt=image illustrating designations for public supply protection|<font size=3>Example map illustrating different protection designations for public supply wells with wellhead protection plans.</font size>]]
[[File:ERA and vulnerability.png|300px|thumb|alt=schematic|<font size=3>Schematic illustrating the concepts of vulnerability and Emergency Response travel time.</font size>]]
The figure at the right illustrates protection designations used to manage public water supply wells that have wellhead protection plans.
*Drinking Water Supply Management Area (DWSMA) - the surface and subsurface area surrounding a public water supply well, including the wellhead protection area, that must be managed by the entity identified in a wellhead protection plan. This area is delineated using identifiable landmarks that reflect the scientifically calculated wellhead protection area boundaries as closely as possible.
*Drinking Water Supply Management Area Vulnerability. An assessment of the likelihood that the aquifer within the DWSMA is subject to impact from overlying land and water uses. It is based upon criteria that are specified under [https://www.revisor.mn.gov/rules/?id=4720.5210 Minnesota Rules, part 4720.5210], subpart 3.
*Emergency Response Area (ERA). The part of the wellhead protection area that is defined by a one-year time of travel within the aquifer that is used by the public water supply well ([https://www.revisor.mn.gov/rules/?id=4720.5250 Minnesota Rules, part 4720.5250], subpart 3). It is used to set priorities for managing potential contamination sources within the DWSMA. This area is particularly relevant for assessing impacts from potential sources of pathogen contamination because this time of travel is believed to closely correspond with the survival period of many pathogens.
* Wellhead Protection Area (WHPA) – the surface and subsurface area surrounding a well or well field that supplies a public water system, through which contaminants are likely to move toward and reach the well or well field ([https://www.revisor.mn.gov/statutes/?id=103I.005 Minnesota Statutes, section 103I.005], subdivision 24).

A public water supply well is vulnerable if:
# the well water contains ten (10) milligrams per liter or more nitrate plus nitrite nitrogen;
# the well water contains quantifiable levels of pathogens as defined in part 7040.0100, subpart 26, or chemical compounds that indicate groundwater degradation as defined in Minnesota Statutes, section 103H.005, subdivision 6;
# the well water contains one tritium unit or more when measured with an enriched tritium detection method; or
# an enriched tritium analysis of the well water has not been performed within the past ten years; and
## information on the well construction is not available; or
## the geological material from the land surface to where the groundwater enters the public water supply well is:
### fractured bedrock;
### solution weathered bedrock;
### sandstone bedrock;
### unconsolidated material 0.062 millimeters (fine sand) or larger; or
### a combination of the materials specified in units (a) to (d).

Five classes of vulnerability exist: very low, low, moderate, high, and very high. Within high and very high vulnerability designations, contaminants at the land surface have the potential to move quickly to the underlying aquifer.

==Rationale for requiring a higher level of engineering review==
There are two conditions in which infiltration is prohibited under the Construction Stormwater General Permit unless a higher level of engineering review is conducted and demonstrates that a functioning treatment system will prevent adverse impacts to groundwater.
#An Emergency Response Area (ERA) within a DWSMA classified as moderate vulnerability
#Outside of an ERA within a DWSMA classified as having high or very high vulnerability

Vulnerability assessments for wellhead protection are based on data that was existing at the time of plan development, and are often reliant on stratigraphic information from construction logs for wells and borings constructed for purposes other than characterizing the nature and continuity of confining units.  Therefore they should be viewed as a best estimate at the time of plan development, and subject to change during future plan amendments depending on the availability of newer or higher quality data.

<!--It is important to understand limitations of maps depicting vulnerability. These maps are typically based on a limited number of borings that have been drilled and analyzed by geologic experts. Although in some locations there are numerous well boring logs, these logs are compiled by well drillers. Well logs therefore lack sufficient detail and expert interpretation to provide precise interpretations by geologic experts reviewing the boring logs. In addition, soils and geologic deposits can vary widely over short vertical and horizontal distances, particularly in more complex geologic settings. Consequently, classification of vulnerability represent best professional judgement.-->
In the first condition above, a contaminant will potentially be transported to an underlying aquifer within a moderate time frame (e.g. one year to a decade). The concern is that contaminants reaching an aquifer within the ERA can be transported to a public supply well within a short time (less than one year). It is therefore important to collect additional information about the geologic materials overlying the aquifer or ensure a minimal risk of contaminant exposure in these settings.

[[File:Public and private wells.png|300px|thumb|alt=schematic wells|<font size=3>Schematic illustrating private wells and a public supply well. The aquifer vulnerability designation for the DWSMA is low and this designation is applicable for the private well completed in the same aquifer as the public well. The private well completed in the shallow aquifer is likely at risk if an infiltration practice is located close to the well. It is ''Highly recommended'' that an engineering review be completed for this private well, considering geologic conditions specific to this well.</font size>]]

In the second condition above, outside of the ERA, the wells most likely to be impacted by infiltration practices are those also completed in the highly vulnerable aquifer and situated within one-year time of travel of the infiltration site. Determinations of ERA are based on sound geologic analysis and modeling, but other receptors beyond the public water supply well are not considered. Thus, private wells in these settings are at risk. Engineering review in this situation entails either conducting more detailed geologic analysis or modeling or conducting a well receptor survey.

Note that aquifer vulnerability for a DWSMA considers only the aquifer in which public water supply wells are located. The vulnerability designation for private wells completed in other aquifers must be determined on a case by case basis. For example, in the schematic to the right, the public supply well is located in an aquifer designated as having low vulnerability. Private wells completed in the same aquifer as the public supply wells have the same aquifer vulnerability designation as the DWSMA for the public well. The private well completed in the shallow aquifer above the confining unit is likely to have very high vulnerability.

Since the CSW permit focuses only on DWSMAs and on the vulnerability designation for DWSMAs, many private wells located in aquifers other than the aquifer for the DWSMA, or private wells located outside of DWSMAs may be at risk from an infiltration practice. It is ''Highly recommended'' that receptor surveys be completed for any infiltration practice, including those outside a DWSMA and that engineering reviews be conducted when private wells are likely to be located within a year travel time of the infiltration practice. See [https://stormwater.pca.state.mn.us/index.php?title=Guidance_and_recommendations_for_conducting_a_higher_level_of_engineering_review_for_stormwater_infiltration_in_DWSMAs_and_Wellhead_Protection_Areas#Guidance_and_recommendations_for_conducting_a_higher_level_of_engineering_review the following section] for guidance.

==Guidance and recommendations for conducting a higher level of engineering review==
The two conditions requiring higher levels of engineering review differ and therefore have different recommendations.

{{alert|It is highly recommended that a higher level of review be provided by a licensed geoscientist or licensed engineer|alert-warning}}

1. '''Condition 1: Moderate vulnerability overlying an ERA'''. Because there is a high degree of certainty regarding the boundaries of the ERA, the purpose of the engineering review in this case is to conduct a detailed geologic analysis or provide reasonable assurances that risk of contaminant exposure is limited.
*Detailed geologic analysis: The goal of this analysis is to determine the likelihood that contaminants will be attenuated or rapidly transported in the unsaturated (vadose) zone overlying the aquifer. Soil borings are highly recommended [https://stormwater.pca.state.mn.us/index.php?title=Understanding_and_interpreting_soils_and_soil_boring_reports_for_infiltration_BMPs link here for guidance]. There is no clear line defining when sufficient protective material exists in the unsaturated zone. Modifying [https://files.dnr.state.mn.us/waters/groundwater_section/mapping/sensitivity/docs/assessing_geologic_sensitivity.pdf Minnesota Department of Natural Resources guidance], we make the following recommendations.
**For non-carbonate aquifers, a minimum of 10 feet of low permeability units overlying the aquifer. The units may be aggregated (e.g. one 10-foot low permeability unit, two 5-foot low permeability units, etc.). Low permeability materials include [[Design infiltration rates|Hydrologic Soil Group]] (HSG) D soils/material, clayey tills, lake clays, and shale.
**For non-carbonate aquifers, a minimum of 20 feet of moderate permeability units overlying the aquifer. The units may be aggregated (e.g. one 20-foot moderate permeability unit, two 10-foot moderate permeability units, etc.). Moderate permeability materials include [[Design infiltration rates|HSG]] C soils/material.
**For carbonate aquifers, at least one continuous low permeability unit 10 feet or greater in thickness, or an aggregate of 20 feet of low permeability units.

If borings are not utilized, other sources of information may be used, but these should be used with caution. Examples include multiple well boring logs that show similar driller interpretation, or hydrogeologic assessments or studies conducted by professional organizations, such as the United States Geological Survey or Minnesota Pollution Control Agency.

An alternative approach to ensuring protection of a public water supply well is to ensure a minimum risk of contaminants exposure. This includes the following recommendations.
*Ensure there are no [https://stormwater.pca.state.mn.us/index.php?title=Potential_stormwater_hotspots stormwater hotspots] in the area contributing runoff to the infiltration practice.
*Ensure there are no existing contaminant sources within the area contributing to the infiltration practice. The [[Screening assessment for contamination at potential stormwater infiltration sites]] guidance may be used for this.
*Develop a spill response procedure for the area.
*Ensure there are land use controls in place to prevent introduction of contaminants sources into the future.

2. '''Condition 2: High and very high vulnerability outside an ERA'''. 
While a geologic assessment can be used in this situation, it is not necessary. If a geologic assessment is conducted, the goal would be to ensure there is sufficient protective material to retard contaminants before reaching the aquifer. The recommendations for conducting a geologic analysis described for condition 1 above can be used.

The primary concern for this condition, however, is to identify or protect other receptors, which typically will be private well owners. This can be achieved by limiting the risk of contaminant exposure, as described above for condition 1. A second option is to conduct a receptor survey. This is a two step process.
*Determine the one year travel time surrounding the infiltration practice. This can be estimated using simple calculators ([http://www.groundwatersoftware.com/calculator_1_average_linear_velocity.htm example]). For information on typical aquifer properties, [https://stormwater.pca.state.mn.us/index.php?title=Factors_that_affect_the_height_and_extent_of_a_groundwater_mound_beneath_a_stormwater_infiltration_system link here]. If the aquifer properties are unknown, assume a one mile radius around the infiltration practice.
*Determine if there are any active receptors utilizing the aquifer within the one year travel time area.

Note that these recommendations are relatively conservative and professional geoscientists or engineers may utilize other methods, including modeling.

{{alert|Note that private wells within a DWSMA may not be completed in the same aquifer as the public supply well. In this case, aquifer vulnerability and travel time should be determined independent of the DWSMA designations. See the discussion above (Rationale for requiring a higher level of engineering review) for more information.|alert-warning}}

==Information gathered from engineering reviews==
The types of detailed geological investigations suggested under Condition 1 above could be very beneficial to public water suppliers and the Minnesota Department of Health (MDH) when it comes time to re-assess the vulnerability of the ERA and DWSMA during wellhead protection plan amendment, which occurs every 10-years. If you conduct a higher engineering review, please consider submitting the data and/or reports associated with such investigations to MDH or MPCA.  Similarly, if you complete a well-receptor survey under Condition 2 above, please consider providing this information to MDH or MPCA. All wellhead protection plans include an assessment of wells within the DWSMA, and any receptor survey results could be beneficial towards those efforts.

'''Data, reports, and other information can be submitted using the Comment box at the bottom of this page or send an email to mailto:mike.trojan@state.mn.us Mike Trojan at the MPCA.'''

==Examples==
The following examples represent hypothetical situations. The analysis and recommendations are best on best professional judgement by MPCA staff. It is highly recommended that licensed geologists or engineers perform these analyses.

===Example 1===
[[file:Wellhead example 1 site location.png|300px|thumb|alt=wellhead site schematic|<font size=3>Site proposed for infiltration shown in blue rectangle. The green polygon is an Emergency Response area.</font size>]]

An infiltration basin is proposed for a site undergoing redevelopment. The site is approximately 55 acres in size and consists of 100 percent impermeable surfaces. The entire site is within a [https://stormwater.pca.state.mn.us/index.php?title=Stormwater_and_wellhead_protection Drinking Water Supply Management Area] (DWSMA), outside of an [https://stormwater.pca.state.mn.us/index.php?title=Stormwater_and_wellhead_protection Emergency Response Area] (ERA), and within an area of the DWSMA classified as having high vulnerability. The redevelopment project requires a [https://stormwater.pca.state.mn.us/index.php?title=2018_Minnesota_Construction_Stormwater_Permit Construction Stormwater Permit]. Infiltration at the site requires a higher level of engineering review to comply with the permit.

The engineering review consists of the following steps.

1. Identify the aquifer of concern: To make this determination, we used the [https://mnwellindex.web.health.state.mn.us/ County Well Index] to identify wells and well logs from nearby wells, the [https://conservancy.umn.edu/handle/11299/178852 2016 Washington County Geologic Atlas] (Part A, Plate 2, Bedrock geology), and the [https://conservancy.umn.edu/handle/11299/58492 1990 Washington County Geologic Atlas] (Plate 5, Hydrogeology). A water table aquifer is not utilized for drinking water supply, likely because the aquifer is thin and highly vulnerable to contamination. The uppermost bedrock unit is the Prairie du Chien formation, which is used for drinking water supply.

2. Determine the direction of groundwater flow in the aquifer of concern: We used the 2016 Washington County Geologic Atlas (Part A, Plate 2, Bedrock geology). Groundwater flow in the Prairie du Chien aquifer is to the southwest.

3. Identify wells down-gradient and side-gradient of the site and determine the distance to each well. There are relatively few wells used in the determination of groundwater flow within the aquifer. We therefore expanded the well search to include side-gradient wells. The following table summarizes distances to the closest wells. Note that a public supply well located in an ERA is the closest drinking water well. The SW corner of the site, which is closest to the ERA, is 0.13 miles from the ERA. The NE corner of the site is 0.50 miles from the ERA.

{| class="wikitable"
|-
! Well !! Closest distance (miles) !! Furthest distance (miles) !! Direction
|-
| 826033 || 0.82 || 1.19 || Down-gradient
|-
| 131970 || 0.51 || 0.88 || Side-gradient W-NW
|-
| 257609 || 0.70 || 1.07 || Side-gradient S-SE
|-
| Emergency Response Area || 0.13 || 0.50 || Down-gradient
|}

<gallery caption="Site information for determining feasibility of infiltration. Click on an image for enlarged view." widths="140px">
File:Wellhead example 1 flow direction.png|alt=Screen shot showing flow direction|Groundwater flow direction in the water table system and in the Prairie du Chien aquifer
File:Wellhead example 1 upper bedrock.png|alt=Screen shot showing upper bedrock|Upper bedrock map, showing the Prairie du Chien as the uppermost bedrock unit
File:Wellhead example 1 well locations.png|alt=Screen shot well locations|Well locations near the proposed infiltration site
File:Wellhead example 1 aquifer sensitivity.png|alt=Screen shot aquifer sensitivity|Sensitivity to pollution of the water table system and the Prairie du Chien aquifer
</gallery>

[[File:Wellhead example 1 well log.png|600px|thumb|alt=well log image|<font size=3>Stratigraphic log for well 826033, illustrating the material overlying the Prairie du Chien consists of sand and gravel. Click on image to enlarge</font size>]]

4. Estimate travel time to the nearest receptor. The public supply well associated with the ERA is the nearest receptor. The travel time can be calculated using literature values, through modeling, or by using Darcy’s equation. The travel time is the distance to the nearest receptor divided by the average linear velocity in the horizontal direction. The average linear velocity is the hydraulic conductivity of the aquifer material (k), times the hydraulic gradient (i), divided by the effective porosity (f) of the aquifer material (ki/f).
:a. Hydraulic conductivity (k) for the Prairie du Chien Aquifer was calculated using values reported in the literature (Lindgren, 1997; Ruhl, 1999; Seaberg, 2000; Stark and Hult, 1985). Appendix B summarizes values from the literature. The median value is 0.00046 feet/second.
:b. Hydraulic gradients (i) were calculated using information provided by Minnesota Department of Natural Resources County Atlas program staff and are summarized below (see Appendix A for maps and Appendix B for data).
::i. Surficial SE aquifer gradient = 20 feet/6800 feet = 0.003 ft/ft
::ii. Surficial S1 aquifer gradient = 40 feet/15800 feet = 0.0025 ft/ft
::iii. St. Peter aquifer (OSTP) – gradient cannot be determined with data; aquifer discontinuous
::iv. Prairie du Chien aquifer (OPDC) = 20 feet/9700 feet = 0.002 ft/ft
::v. Median gradient = 0.0025 ft/ft
:c. Effective porosity (f) is estimated as 0.06 based on literature (Stark and Hult, 1985)
Utilizing these values, the estimated one-year travel time is 605 feet or 0.115 miles.

[[File:Wellhead example 1 recommended infiltration location.png|300px|thumb|alt=image|<font size=3>Recommended infiltration area shown in dark green oval. This area is furthest up-gradient of the ERA and provides some separation from adjacent transportation areas.</font size>]]

5. Although the entire site is within the estimated one-year travel time, the hydrogeology and land use at the site warrant further investigation. Well logs indicate the surficial material consists of coarse sand gravel, ranging in thickness from 35 to 85 feet. Both the surficial and Prairie du Chien aquifers are highly vulnerable to groundwater contamination. Land use at the site consists of industry and transportation, with major highways and railways near the site. These warrant a [https://stormwater.pca.state.mn.us/index.php?title=Screening_assessment_for_contamination_at_potential_stormwater_infiltration_sites site screening assessment]. If the screening assessment indicates no concerns with contamination, infiltration is appropriate with the following considerations.
:a. Is a spill response plan appropriate?
:b. Is emergency diversion of runoff from the infiltration practice an appropriate design consideration?
:c. Is the site contoured to minimize potential run-on from adjacent transportation areas?
:d. Should an infiltration practice that utilizes engineered media with moderate to high concentration of organic matter be utilized?

Considering this analysis and answers to the above questions, the figure to the right illustrates desirable infiltration areas. This area is approximately 4 to 5 years travel time from the ERA and provides some buffering from adjacent transportation areas.

'''References'''
*Lindgren, Richard J. 1997. Hydraulic Properties and Ground-Water Flow in the St. Peter-Prairie du Chien-Jordan Aquifer, Rochester Area, Southeastern Minnesota. Water-Resources Investigations Report 97-4015.
*Ruhl, James F. 1999. Hydraulic properties of the Prairie du Chien-Jordan aquifer, Shakopee Mdewakanton Sioux Community, southeastern Minnesota, 1997. Water-Resources Investigations Report 99-4183.
*Seaberg, John. 2000. Overview of the Twin Cities Metropolitan Groundwater Model.
*Stark, J.R., and M.F. Hult. 1985. Ground-water Flow in the Prairie du Chien-Jordan Aquifer Related to Contamination by Coal-Tar Derivatives, St. Louis Park, Minnesota. Water-Resources Investigations Report 85-4087.