Assessing total suspended sediment and total phosphorus removal efficiency of permittee owned/operated constructed stormwater ponds

Page summary

This page provides guidance related to assessing the total suspended sediment (TSS) and total phosphorus (TP) removal efficiency of MS4 (Municipal Separate Storm Sewer System) permittee owned/operated ponds constructed and used for the collection and treatment of stormwater. Four (4) evaluation strategies are discussed. Evaluation of pond design criteria. This method evaluates pond size criteria against pond design standards to determine if the pond is properly sized to achieve desired water quality performance. The method requires low effort and has low accuracy. Pond inspection/assessment. This method relies on routine inspection and assessment to ensure the pond is being maintained at a level that achieves the desired water quality performance. This method requires a medium to high level of effort. The method does not inherently provide an estimate of accuracy. Stormwater pond pollutant removal modeling. This method utilizes empirical or physical water quality models to estimate water quality performance of a pond. It requires low to medium effort and provides medium accuracy. Stormwater pond water quality monitoring. This method utilizes water quality monitoring of pond inflow and outflow to determine water quality function of the pond. It requires a high level of effort and provides high accuracy. Sections on this page provide descriptions of and case studies for these methods.

This page provides guidance related to assessing the total suspended sediment (TSS) and total phosphorus (TP) removal efficiency of MS4 (Municipal Separate Storm Sewer System) permittee owned/operated ponds constructed and used for the collection and treatment of stormwater. Four (4) evaluation strategies are discussed.

• Evaluation of pond design criteria
• pond inspection/assessment
• Stormwater pond pollutant removal modeling
• Stormwater pond water quality monitoring

The TSS and TP removal efficiency of constructed stormwater ponds degrades over time due to the loss of storage volume to sedimentation and/or sediment phosphorus release. For this reason, it is critical that stormwater ponds be sized correctly for their contributing drainage area and that pond inspection and assessments be performed routinely to monitor sedimentation and identify potential maintenance needs. In addition to evaluating pollutant removal efficiency through comparison to design standards and evaluation of sedimentation, the water quality performance of stormwater ponds can be evaluated using various water quality modeling programs or measured directly through water quality monitoring.

Guidance presented will assist MS4s (Municipal Separate Storm Sewer System) evaluate the TSS and TP treatment effectiveness of ponds post-construction and over their design life. The adjacent table provides a summary of the four (4) TSS and TP removal efficiency evaluation strategies discussed on this page.

TSS and TP Removal Efficiency Evaluation Strategies
Link to this table

Pollutant Removal Assessment Strategy	Description	Relative effort	Relative accuracy
Evaluation of MPCA stormwater pond design criteria	Evaluation of pond sizing criteria against MPCA stormwater pond design standards to produce a relative evaluation of pond performance	Low	Low
Stormwater pond inspection/assessment	Guidance related to scheduling and performing routing visual inspections and less-frequent assessments of pond sedimentation depth	Medium/high	NA1
Stormwater pond pollutant removal modeling	Evaluation of the pollutant reduction achieved by stormwater ponds through the use of empirically-based or physically-based water quality models	Low/medium	Medium
Stormwater pond water quality monitoring	Evaluation of the pollutant reduction achieved by stormwater ponds through direct monitoring of pollutant concentrations into and leaving the pond	High	High

¹Stormwater pond inspection/assessment does not inherently provide an estimate of TSS/TP removal. However, inspection/assessment efforts are critical to ensuring a stormwater pond is performing as originally designed.

Evaluation of MPCA Stormwater Pond Design Criteria

In addition to outlining construction stormwater pond requirements stipulated by the MPCA Construction General Permit (CGP), the Minnesota Stormwater Manual’s Design Criteria for Stormwater Ponds contains guidance and recommendations related to many aspects of stormwater pond design and construction, from grading and site layout, to overflow spillway design and development of a landscaping plan. Elements within the guidance related to sizing of the pond permanent pool volume and live storage water quality volume can be used to evaluate the impact of sedimentation over time and the impact of development and changing land use over time on the water quality performance of existing stormwater ponds. The following subsections outline how design criteria can be used to evaluate the water quality treatment efficiency of existing stormwater ponds and how design criteria can be used to estimate pollutant load reduction.

Estimating Water Quality Performance of Existing Stormwater Ponds

Constructed ponds and constructed wetlands are examples of sedimentation practices. (Source: CDM Smith).

The Minnesota Stormwater Manual’s Design Criteria for Stormwater Ponds contains guidance and requirements related to the sizing of pond permanent pool volume (V_pp) and live storage water quality volume (V_wq). The permanent pool (aka, “dead storage”) is the volume of water below the pond outlet, and the water quality volume (aka, “live storage”) is the storage volume between the pond outlet and the pond overflow elevation as shown in the adjacent figure. Narrative descriptions and resulting equations used to evaluate minimum volume required are outlined below.

The required minimum permanent pool volume, or dead storage (V_pp), below the outlet elevation), is 1800 cubic feet of storage below the outlet pipe for each acre that drains to the pond

\(V_{pp} = 1800A\)

where

A = the drainage area of the stormwater pond (acres)

or

\(V_{pp} = 0.0417 A \)

where

A = the drainage area of the stormwater pond (square feet)

The equations and definitions, above, were created for designing and constructing a stormwater pond to treat runoff from new development. Existing stormwater ponds may have larger V_pp than the minimum required by the CGP, or may have larger or smaller V_wq than required. To estimate the water quality performance of existing stormwater ponds, methodology outlined in the Minimal Impact Design Standards (MIDS) Calculator documentation for stormwater ponds requires the user to evaluate the tributary area to the pond and volume dimension of the pond to determine the “design level” (e.g., Design Level 2) of the pond, and recommends assumed pollutant removal efficiency values based on the design level (e.g., 84% TSS removal for Design Level 2). Criteria for each MIDS stormwater pond design level are summarized in the following table.

MIDS Calculator stormwater pond design level criteria related to pond volume
Link to this table

MIDS Stormwater Pond Design Level1	Permanent Pool Volume (Vpp), ft3	Water Quality Volume (Vwq), ft3	Pollutant reduction (%)2
			TSS	TP	PP	DP
Design Level 1	≥ 1,800 ft3 per acre of tributary area	<= 1 inch from impervious area	60	34	62	0
Design Level 2		<= 1 inch from impervious area	84	50	84	8
Design Level 3		<= 1.5 inch from impervious area	90	60	90	23

¹From MIDS Calculator documentation for stormwater ponds. Note: the table summarizes design-level criteria related to permanent pool volume and water quality volume. The complete list of criteria for each design level is summarized on the MIDS calculator website linked above.
² TSS = total suspended solids; TP = total phosphorus; PP = particulate phosphorus; and DP = dissolved phosphorus. Pollutant reduction values cited assume no upstream treatment within tributary area to pond (i.e., untreated urban runoff).

Steps for summarizing the estimating water quality performance of existing stormwater ponds using methodology outlined for the Minimal Impact Design Standards (MIDS) Calculator are outlined below.

1) Determine the permanent pool volume (V_pp) of the pond. The V_pp can be determined through a number of sources, including record drawings, as-builts, and bathymetric survey. Before using record drawing or as-built data, a pond assessment should be conducted to determine the extent to which sedimentation has reduced the V_pp. If estimating volume from bathymetric contour data, the following equation can be used to calculate volume between any two bathymetric contours. The total bathymetric volume can then be calculated by summing the volume between all available bathymetric contours

\( 𝑽_{𝟏−𝟐} = (𝑨_𝟏 + 𝑨_𝟐)/2 × (𝑬_𝟐 − 𝑬_𝟏) \)

Where,

V_1-2 = the volume between contours 1 and 2;

A₁ and A₂ = the area of contours 1 and 2, respectively; and

E₁ and E₂ = the elevation of contours 1 and 2, respectively.

After calculating the volume between each bathymetric contour, the total bathymetric volume can be calculated by summing the volume calculated between each set of contours

\( ∑ 𝑽_𝒊 = (𝑨_{𝒏+𝟏} + 𝑨_n)/𝟐 × (𝑬_{𝒏+𝟏} − 𝑬_𝒏) \)

If only the area at the bottom of the pond (A_pp) and the area at the permanent pool of the pond (A_bot) is known, the bathymetric volume can be calculated using the simplified equation

\( ∑ 𝑽_{bathymetric} = (𝑨_{pp} + 𝑨_{bot})/𝟐 × (𝑬_{pp} − 𝑬_{bot}) \)

Where

V_bathymetric = bathymetric volume;

A_pp = area at the permanent pool of the pond;

A_bot = area at the bottom of the pond;

E_pp = elevation of the permanent pool; and

E_bot = elevation of the bottom of the pond.

2) Determine the water quality volume (V_wq) of the pond. The V_wq is the volume between the ponds permanent pool and the natural or designed overflow elevation. The V_wq can be determined through a number of sources, including record drawings, as-builts, survey data, and surface LiDAR data. A rough estimate of V_wq can be calculated by determining the permanent pool area and the area at the natural or designed overflow elevations. The above equation can then be used using these two elevations and areas.

3) Evaluate the V_pp of the pond. Determine the required V_pp based on the total drainage area to the stormwater pond (i.e., 1,800 ft3 per acre of drainage area). If the V_pp is greater than 1,800 ft³, proceed to step 4. If the V_pp of the pond is less than 1,800 ft³ per acre of drainage area, the pond should not be included in site pollutant removal calculations, as the pond is unlikely to provide adequate treatment. To estimate the water quality performance of a stormwater pond not meeting minimum V_pp requirements, calculations in the following steps can proceed by using only the area for which the V_pp is sized to adequately treat (i.e., V_pp ÷ 1,800 ft³ /acre = treated area (acres)). The remaining portion of the total drainage area to the pond would then be assumed to bypass (i.e., 0% treatment). Alternatively, water quality performance of undersized stormwater ponds can be evaluated through modeling or monitoring.

4) Evaluate the tributary impervious area to the pond. For small sites (e.g., developments less than two acres, etc.), impervious area can be determined through manual evaluation of site impervious cover from record drawings or site plans. For larger drainage stormwater ponds with larger drainage areas (e.g. regional stormwater ponds with drainage areas greater than five acres), land use datasets can be used to estimate total impervious area within the pond's drainage area. The Minnesota Geospatial Information Office (MnGeo) maintains a database of current and historic land use which can be used to evaluate land use and estimate impervious area. Additionally, the University of Minnesota (UMN) provides land cover and impervious data at varying resolution statewide and for specific regions throughout Minnesota (e.g. Twin Cities Metro, Duluth, Rochester, etc.).

5) Determine the impervious area treatment depth in the pond V_wq. Using the pond V_wq (Step 2) tributary impervious area (step 4), calculate the impervious area treatment depth using the following equation

\( 𝑫_𝒊 = 𝑽_𝒘 𝑨_𝒊 × 𝟏_{𝒊𝒇} \)

Where

D_imp = impervious area treatment depth (inch);

V_wq = water quality volume in cubic feet (ft³); and

A_imp = tributary impervious area (ft²).

6) Determine the MIDS pond design level and corresponding pollutant reduction (%). After confirming the V_pp is greater than 1,800 ft³ per tributary acre (Step 3) and determining the impervious area treatment depth in the V_wq (Step 5), determine the MIDS pond design level (e.g., Design Level 2) and corresponding pollutant reduction (e.g. 84% TSS reduction). Note: pollutant reduction values (%) assume no upstream water quality BMPs in the tributary area to the stormwater pond (i.e., untreated stormwater runoff). If BMPs within the watershed to the stormwater pond provide significant treatment (e.g., 50% of the tributary area passes through a large infiltration basin before discharging to the stormwater pond), water quality performance should instead be evaluated through modeling or monitoring.

7) Determine influent pollutant loading and pollutant load reduction (pounds). After determining the pond level design pollutant removal efficiency (%), annual pollutant mass removal (e.g., pounds to TSS removal per year) can be determined by applying the pollutant removal efficiency (%) to the annual influent pollutant mass load. Methodology for determining the annual influent pollutant mass load to the stormwater pond and calculating the pollutant mass removal within the stormwater pond is discussed here.

Estimating Annual Pollutant Load Reduction Existing Stormwater Ponds

To estimate the pollutant mass reduction (e.g., pounds of TSS removal per year) in an existing stormwater pond, it is first critical to determine the annual pollutant mass load from the tributary watershed to the stormwater pond. One method of estimating annual pollutant export associated with runoff from a watershed is the Simple Method (Schueler, 1987; CWP & CSN, 2008). The Simple Method is utilized by many annualized water quality models (e.g., the MPCA Simple Estimator spreadsheet model) and is a recommended method for calculating credits for stormwater ponds. The Simple Method equation is shown below, followed by steps for determining Simple Method parameter inputs, calculating annual pollutant loading, and calculating annual pollutant reduction

\( 𝑳_{annual} = 𝟎.𝟐 × 𝑨 × 𝑷 × 𝑷_𝒋 × 𝑹_𝒗 × 𝑬MC_{𝒑ollutant} \)

where

L_annual = annual pollutant load to the stormwater pond (e.g., pounds of TSS per year);

A = drainage area to stormwater pond (acres);

P = annual precipitation depth (in);

P_j = fraction of rainfall events that produce runoff (default value of 0.9);

R_v = runoff coefficient (see discussion in Step 1, below);

EMC_pollutant = the flow-weighted event mean concentration (EMC) of pollutant in runoff (mg/L, see discussion in Step 1, below); and

0.227 = unit conversion factor.

1) Determine Simple Method input parameters. The following defines each Simple Method input parameter and provides a summary of how to determine or estimate each parameter:

• Drainage Area (A). The total drainage area to the pond (acres)
• Annual Precipitation (P). Annual average precipitation depth (inches). Can be determined from local long-term rainfall records (e.g., 10-year average precipitation from local airport). Average annual precipitation depth within the state of Minnesota by zip code can be determined using the MIDS Calculator or can be found here, by city.
• Rainfall Fraction (P_j). Fraction of rainfall events which produce runoff (unitless). This Simple Method assumes some fraction of annual rainfall is delivered in small, low-intensity rainfall events that do not produce runoff. Typically, a P_j value of 0.9 is assumed.
• Runoff Coefficient (R_v). The runoff coefficient is the fraction of annual rainfall that is converted into runoff. Runoff coefficient can be calculated as a function of site impervious area using the equation, below. A description of how to determine site impervious area and impervious fraction is provided in Step 4 of this section. Alternatively, the area-weighted watershed Rv value can be calculated using the land use-based Rv values from the MPCA Simple Estimator, shown in the table below.

\( 𝑹_𝒗 = 𝟎.𝟎5 + 𝟎𝟎9 × 𝑰 \)

Where,

I = impervious area percentage (i.e., if 75% impervious, I = 75).

• Pollutant Concentration (EMC_pollutant). The flow-weighted average pollutant event mean concentration (EMC)(mg/L). Because localized monitoring of runoff pollutant EMCs is typically not available, standard literature values for pollutant EMC can be used to estimate pollutant loading. The MIDS Calculator suggests typical urban runoff EMC values of 54.5 mg/L and 0.3 mg /L for TSS and TP, respectively. Land used based EMC values from the MPCA Simple Estimator can be used to calculate area weighted TSS and TP EMC within the drainage area to the stormwater pond. These values are based on an extensive literature review.

MPCA Simple Estimator: R_v, TSS EMC, and TP EMC Values for Land Use Types
Link to this table

Land use	Runoff coefficient (Rv)1	Event mean concentration (EMC)(mg/L)
		Total phosphorus (TP)	Total suspended solids (TSS)
Commercial	0.8	0.200	75
Industrial	0.8	0.235	93
Institutional	0.75	0.25	80
Mixed use	0.5	0.290	76
Open space	0.2	0.190	21
Residential	0.4	0.325	73
Transportation	0.8	0.280	87

¹Runoff coefficients vary with soil and slope. Link here

2) Calculate annual pollutant load reduction. After calculating the annual pollutant loading to the stormwater pond (Step 1), the stormwater pond annual pollutant mass load reduction (e.g., pounds of TSS removed per year) can be calculated using the equation, below

\( 𝑹_{annual} = 𝑳_{annual} × 𝑷R_{pollutant} \)

Where,

R_annual = annual pollutant load reduction (e.g. pounds of TSS removed per year);

L_annual = annual pollutant load to the stormwater pond (e.g., pounds of TSS per year, lbs TSS/yr); and

PR_pollutant = pollutant reduction efficiency of the stormwater pond (%). Note: determination of

pollutant reduction efficiency is discussed in Steps this section (see steps 6 and 7).

Limitation of MPCA Stormwater Pond Design Criteria Methodology

The MPCA stormwater pond design criteria described in this section is a simplified methodology used to provide an estimate of stormwater pond water quality performance when other, more accurate methods are not feasible. The following list summarizes limitations of the stormwater pond design criteria methodology.

• Input sensitivity: because the methodology produces an annualized estimate of pollutant reduction, input assumptions can have a significant impact on pollutant reduction calculations. For example, assumed TSS pollutant event mean concentrations could impact TSS influent loading by ± 100%. For this reason, input parameters should be carefully evaluated based on site-specific and best-available information. The methodology is especially sensitive to the following parameters:
  • Directly connected imperious fraction;
  • Pollutant event mean concentration; and
  • Water quality and permanent pool volume of the pond.
• Upstream treatment: this methodology assumes no water quality treatment in the tributary area to the stormwater pond. Because upstream, tributary BMPs have the potential to impact the pollutant loading and pollutant particle scale distribution, this methodology should not be used for stormwater ponds with significant upstream water quality treatment.
• In-pond dynamics: this methodology does not account for in-pond dynamics such as
  • internal phosphorus loading (i.e., the release of bound phosphorus from pond sediment);
  • sediment resuspension (i.e., scour of previously-settled sediment during large inflow events);
  • inlet/outlet short-circuiting (i.e., inlet flow moving directly to outlet, limiting the flow detention time); and
  • macrophyte growth (i.e., the growth and life cycle of aquatic plants and algae).

Stormwater Pond Inspection and Assessment

The pollutant removal efficiency of constructed stormwater ponds degrades over time due to the loss of storage volume to sedimentation. Additionally, routine maintenance issues (e.g., pond outlet trash rack clogged with debris after storm; sand bar formation at inlet(s); etc.) can significantly reduce the hydraulic and water quality performance of stormwater ponds. For this reason, the municipal separate storm sewer system (MS4) General Permit requires permittees to

a) perform routine visual inspection of structural BMPs (i.e., inspection) and

b) develop procedures for determining the total suspended solids (TSS) and total phosphorus (TP) treatment effectiveness of all municipally owned/operated stormwater ponds (i.e., assessment), including evaluation of sedimentation.

For the purposes of evaluating the pollutant removal efficiency of stormwater ponds, “inspection” is defined as all components of routine visual inspection. This typically involves walking the pond perimeter, inspecting outlets, and looking for signs of sedimentation and potential maintenance needs (e.g., clogged outlet).

A stormwater pond “assessment” encompasses all activities related to determining the total suspended solids (TSS) and total phosphorus (TP) treatment effectiveness of permittee owned and operated stormwater ponds. As outlined by the MS4 General Permit, this involves developing procedures to evaluate TSS and TP treatment effectiveness, including development of a schedule for completing assessments of all municipal owned and operated stormwater ponds. Because the pollutant removal efficiency of a stormwater pond can be reduced as permanent pool volume is lost to sedimentation, a pond assessment should include an evaluation of sediment accumulation within the pond. The assessment subsection provides guidance on how to estimate and directly measure sedimentation volume.

The following subsections provide guidance and recommendations related to the development of inspection and assessment procedures for constructed stormwater ponds.

Inspection

Although the MS4 General Permit requires annual inspection of structural BMPs, the permit makes special exception for stormwater ponds, requiring only one (1) inspection of all ponds and outfalls prior to the expiration date of the permit. Due to critical hydraulic, water quality, and flood protection functions of stormwater ponds, it is recommended that inspection plans be developed to ensure that

1. visual inspection of all municipal stormwater ponds and associated inlets and outlets occurs at least once per year; and that
2. additional visual inspections are performed as needed in response to large storms (e.g., a rainfall event greater than 2 inches).

Visual Inspection SOP and Checklist

Some examples of common concerns with constructed ponds. From top to bottom: riser covered with debris, lack of trash rack at riser, and abnormally high permanent pool. From US EPA, 2009.

Developing a visual inspection standard operating procedure (SOP) for stormwater ponds is critical for ensuring that visual inspections are carried out in a standardized and repeatable fashion. Standardization allows results of inspections from different ponds to be compared to assess relative priority of inspection and maintenance needs, and repeatability allows results of inspections of the same pond to be tracked year to year to evaluate how the condition of the stormwater pond has changed. In addition to allowing for evaluation of inspection prioritization, an inspection SOP checklist also increases the efficiency and effectiveness of inspectors / municipal operators while performing routing visual inspections.

Although there are many examples for visual inspection SOP checklists which can be used as templates for designing a stormwater pond inspection SOP, it is recommended that an individual use these documents as templates and revise as needed based on conditions within the MS4 (e.g., number of stormwater ponds managed, staff availability and skills, etc.). The following list outlines specific recommendations that should be included or considered in the development of a visual inspection SOP for stormwater ponds.

• Electronic documentation: tracking inspection electronically, rather than relying on paper files, allows for more efficient analysis / tracking of pond inspections. If tracked with paper files in the field, include instructions to scan and enter notes electronically within one (1) day of completing inspection. If possible, consider tracking inspection notes electronically in the field using a laptop or tablet.
• Quantitative metrics: whenever possible, include quantitative (i.e., numerical) metrics, which allows for tracking of maintenance needs over time and relative comparison of maintenance needs between ponds. For example, if including a checklist item for outlet clogging, consider using a numerical scale (e.g., “Is the outlet clogged? Rate 1-5, where 1 indicates 0% clogged, and 5 indicates ≥ 90% clogged).
• Photo documentation: include photos of the site in visual inspection protocol. As needed, be instructive regarding photos (e.g., “include photograph of inlet #1, inlet #2, pond outlet structure, and emergency overflow berm”). Photos can be useful in tracking evolving conditions over time (e.g. formation of sand bar near pond inlet).
• Immediate action protocols: include protocols / instructions for addressing maintenance needs requiring immediate action (e.g., blocked/obstructed inlet, pipe failure, etc.).
• Infrastructure inventory: include record drawing (e.g., as-built, aerial imagery with locations circled, sketch, etc.) for each pond indicating where critical infrastructure is located (e.g., inlets, outlets).
• Field staking / marking / GPS coordinates: include instructions related to field marking (e.g. place stake with orange ribbon to indicate inlet, orange spray paint to indicate structure damage such as joint operation, etc.) and/or recording the GPS coordinates of critical structures. This can greatly increase efficiency of maintenance and future site inspections.
• Visual inspection of sedimentation: include instructions to evaluate visual signs of sedimentation (e.g., formation of sand bars in pond, bank and channel erosion, bank failure, outlet silted in / buried, etc.). Direct assessment / measurement of pond sedimentation is typically not conducted during routine visual assessment, but signs of sedimentation/changes in sedimentation observed during visual inspection can indicate the need to perform an assessment of pond sedimentation.
• Visual inspection for short-circuiting: include instructions to evaluate proximity of inlets to outlets. If inlets are located near to outlets, flow into the pond can “short-circuit” directly to the outlet, allowing for little residence time and sedimentation of influent particles, greatly reducing pollutant removal efficiency from the affected inlet(s). If short-circuiting is occurring, inlets may be realigned or baffles may be installed to prevent bypass of pollutants.

An example of a stormwater pond visual inspection SOP checklist is found in EPA’s Stormwater Wet Pond and Wetland Management Guidebook (USEPA, 2019). In addition to providing a detailed inspection checklist, the guidebook outlines detailed recommendations related to recommended frequency of pond inspection and maintenance. Adapted from the guidebook (USEPA, 2019), the following tables outline the inspection operator's skill level required and recommended frequency for various inspection tasks. In addition to establishing a standardized, repeatable methodology for performing routing visual inspections, it is critical to inventory and rank the relative inspection priority of stormwater ponds to ensure ponds with higher likelihood of requiring maintenance are inspected with higher frequency.

Inspection skill level descriptions (Source (adapted): USEPA Stormwater Wet Pond and Wetland Management Guidebook (USEPA, 2019).)
Link to this table

Inspection skill level	Definition
0 (low)	No special skills or prior experience required, but some basic training via manual, video, or other materials is necessary.
1	Inspector, maintenance crew member or citizen with prior experience with ponds and wetlands
2	Inspector or contractor with extensive experience with pond and wetland maintenance issues
3 (high)	Professional engineering consultant required.

Inspection action recommendations (Source (adapted): USEPA Stormwater Wet Pond and Wetland Management Guidebook (USEPA, 2019).
Link to this table

Frequency Recommendation	Inspection items
Monthly to Quarterly or After Major Storms (>1”)	Inspect low flow orifices and other pipes for clogging Check the permanent pool or dry pond area for floating debris, undesirable vegetation Investigate the shoreline for erosion Look for broken signs, locks, and other dangerous items
Several Times per Hot/Warm Season	Inspect stormwater ponds for possible mosquito production
Semi-annual to annual	Identify invasive plants Ensure mechanical components are functional
Every 1 to 3 years	Complete all routine inspection items above Inspect riser, barrel, and embankment for damage Inspect all pipes Monitor sediment deposition in facility and forebay
2 to 7 years	Monitor sediment deposition in facility and forebay
5 to 25 years	Remote television inspection of reverse slope pipes, underdrains, and other hard to access piping

Inspection Prioritization

Due to the need for routine inspection, if an inventory of all stormwater ponds is available, it is recommended that MS4s develop an inspection prioritization list for all municipal stormwater ponds. The purpose of an inspection prioritization list is to help ensure that ponds likely to have maintenance needs are inspected annually, and to help identify ponds with lower maintenance needs which may be inspected less frequently (e.g., once every two years). This recommendation is targeted at MS4s responsible for inspection of many stormwater ponds and wetlands, where annual inspection may not be feasible for all ponds. For MS4s with a small number of stormwater ponds or staff availability and resources to perform annual inspection on all stormwater ponds, annual inspection is recommended and inspection prioritization may not be necessary.

After establishment of an inspection program using a standardized stormwater pond inspection SOP checklist, inspection prioritization can be ranked using results of inspection SOP worksheets, including quantitative metrics used to rank maintenance needs. An example of ranking categories and associated inspection frequency is shown in the following table. Ranking categories and the inspection frequency assigned to each can be highly dependent on conditions unique to the MS4 (e.g., number of stormwater ponds managed, staff availability, etc.). For this reason, the categories and recommendations provided in the following table are meant to serve only as an example of one method of inspection prioritization.

Example of inspection prioritization categories
Link to this table

Prioritization category	Inspection frequency goal
1 (high priority)	Perform visual inspection of 100% of rank 1 ponds annually.
2	Perform visual inspection of 50% of rank 2 ponds annually.
3 (low priority)	Perform visual inspection of 25% of rank 3 ponds annually.

Prior to the establishment of a routine visual inspection program, other metrics related to the potential pollutant loading and hydraulic function of MS4 stormwater ponds can be used to create an inspection prioritization list. Prior to establishing a database of visual inspection metrics, it is recommended that any or all of the following metrics be used to create a ranked prioritization list, as available.

• Institutional knowledge (e.g. municipal operator experience, resident complaints, etc.): it is recommended that ponds with known maintenance issues (e.g., high water levels, sedimentation issues, etc.) be assign high inspection priority.
• Drainage area: it is recommended that ponds with larger drainage areas be assigned higher priority than those with smaller drainage areas. Drainage areas for small ponds may be determined from development plans, while determining drainage areas for larger, regional ponds may require delineation using available stormsewer infrastructure data and topography.
• Pond surface area: if pond drainage areas are not known, it is recommended that ponds with larger surface area be assigned higher priority than those with smaller surface area.

Prioritization strategies and ranking methodology will be highly dependent on what data is available and conditions unique to the MS4 (e.g., number of ponds managed, institutional knowledge of municipal operators, etc.). An example of an inspection prioritization methodology developed by the City of Oakdale is available on the stormwater pond assessment page.

Assessment

Stormwater pond “assessment” encompasses all activities related to determining the total suspended solids (TSS) and total phosphorus (TP) treatment effectiveness of permittee owned and operated stormwater ponds. Because the pollutant removal performance of a stormwater pond can be greatly reduced as permanent pool volume is lost to sedimentation, an assessment plan must include an evaluation of the sedimentation volume within the stormwater pond. This subsection focuses on guidance related to evaluating pond sedimentation volume and developing a pond assessment plan and schedule.

Evaluating Pond Sedimentation Volume

Three methods for determining bathymetry. From top to bottom: grid survey, real time kinematic survey, and sonar survey. Images from USGS.

Determining the sedimentation volume within a stormwater pond requires the following:

a) determining the original bathymetric volume (design volume, if constructed) of the stormwater pond, and

b) determining the existing bathymetric volume of the stormwater pond.

The difference between (a) and (b) is the permanent pool volume lost to sedimentation (i.e., sedimentation volume). Determining the original bathymetric volume (e.g., constructed bathymetric volume, design bathymetric volume) typically requires gathering available background information. If the pond is a constructed feature, bathymetric volume should be determined from best-available record drawings or best available information (e.g., as-built drawings, design drawings, design calculations, etc.). If the pond is not a constructed feature or if design records are not available or were not maintained, original bathymetric volume may be estimated by determining the sedimentation depth using the survey rod transition or sediment core methods, described below.

Determining the existing bathymetric volume and sedimentation volume can be determined through the methods described below. Methodology is organized from most accurate and most labor intensive to lease accurate and least labor intensive.

• Bathymetric volume: a bathymetric survey can be used to obtain a direct measurement of the existing bathymetric volume. Several methods of surveying bathymetric volume are described and compared, below. Additionally, the table below provides a summary of the relative accuracy and relative cost of each method.
  • Grid Survey – Relative Depth: If water level is at a known elevation or there is a relative survey benchmark in the area, bathymetric survey can be performed by determining depth to pond bottom at points throughout the pond (relative depth, i.e., 2.3 feet deep). It is recommended that X,Y grid spacing be established to create a representative depth surface. Once digitized, the existing bathymetric surface can be compared to the design or original bathymetric volume to determine the sedimentation volume. If comparing a bathymetric survey to design or record drawings, make sure the same benchmark reference is being used in both dataset (e.g., the outlet elevation, benchmark in area, etc.) or adjust the volume calculations accordingly to obtain an accurate calculation of sedimentation volume.
  • Grid Survey – Total Station (TS), Real Time Kinematic (RTK) survey: similar to the “relative depth” method described above, but rather than using relative depth measurements to water surface or a known benchmark, uses a TS or RTK station to measure bathymetric elevations. By establishing an X,Y grid or shooting many elevations at representative points within the pond, a bathymetric elevation model can be created and used to calculate an accurate estimate of bathymetric volume.
  • Continuous Survey: Sonar: there are many “fish finder” sonar depth measurement devices available on the market today capable of recording continuous depth measurements from a fixed position (e.g., a boat, kayak, etc.). Collected sonar data can be sent directly to cloud-based data processing services (e.g., C-MAP) which generate digital bathymetric elevation models from the collected data. Processing services have various pricing models, with some charging a fixed price per data set. Although this method has the advantage of producing a continuous record of bathymetric depth and elevation, disadvantages include:
    • Horizontal GPS accuracy: the horizontal accuracy of various “fish finder” devices may not be sufficient for every application and may need to be supplemented with a more accurate GPS device.
    • Depths less than 2-feet and excessive vegetation: many sonar technologies are incapable of accurately measuring depths less than two feet (based on limitations related to the speed of sound through water). Additionally, many sonar technologies will not produce accurate depth measurements through dense vegetation.

Comparison of Bathymetric Survey Methods
Link to this table

Pollutant Removal Assessment Strategy	Description	Relative accuracy	Relative cost
Grid Survey - Relative Depth	Measuring relative depths along an X,Y grid of points or at monitored GPS locations. This method relies on determining the water surface elevation on the day of survey, either through a known benchmark or known pond outlet elevation.	Low	Low
Grid Survey - Total Station (TS), Real Time Kinematic (RTK) Survey	Similar to "relative depth" method, but utilizes TS or RTK survey to measure pond depths directly	Medium/high1	Medium/high1
Continuous survey - sonar	Continuous monitoring of pond depth using sonar. Many "fish finder" style sonar devices can be used for this application. Collected data can be sent to cloud processing companies to develop bathymetric volumes directly form collected data	Medium/high2	High

¹Accuracy dependent on number of points collected, and cost dependent on if MS4 owns and has trained staff to operate TS/RTK survey equipment.
²Accuracy dependent on pond depth and vegetation (lower accuracy if less than 2 feet deep and/or highly vegetated

• Sedimentation volume: sediment core: collection of sediment core(s) at several locations can be used to determine depth of accumulated sediment. Review of soil composition throughout the profile of the sediment core can help determine the transition from accumulated material (e.g., plant biomass, coarse sediment and sand, etc.) to native soil texture (e.g. fine grain soil texture such as silt and clay). If multiple cores are collected, a sediment depth surface can be created to calculate sedimentation volume. Alternatively, the average sediment depth can be assumed across the entire pond bathymetric surface, although this method will produce less-accurate results as sediment accumulation is typically concentrated at pond inlet locations.
• Sedimentation volume: survey rod transition: the simplest method of estimating depth of accumulated sediment is to manually push the survey rod point into pond sediment and to feel for a transition from soft, accumulated sediment to harder native material (i.e., the design pond bottom). Because this method is reliant on the accuracy of the surveyor to record the transition point and is inherently subjective, it is the least accurate method of estimating sedimentation volume. However, recording the depth at the top of accumulated sediment to the top of native material (the transition point) can provide an estimate of accumulated sediment depth which may be sufficient for determining when pond sediment management is required. If depth is estimated at many points throughout the pond, a sediment depth surface can be created to calculate sedimentation volume. Alternatively, the average sediment depth can be assumed across the entire pond bathymetric surface.

The existing bathymetric volume, not the design volume, should be used as bathymetric volume for estimating the current, existing conditions pollutant removal efficiency of stormwater ponds. The Minnesota Stormwater Manual suggests that sediment management should occur every 25 years or once fifty percent (50%) of the design permanent pool volume has been lost to sedimentation.

Developing a Pond Assessment Plan and Schedule

The MS4 general permit requires permittees to assess the TSS and TP treatment effectiveness of all permittee owned/operated stormwater ponds. The TP and TSS removal effectiveness of stormwater ponds can be estimated or evaluated, or directly measured using methodology outlined in the following sections of this page: see Step 7), [1], and [2], respectively. A stormwater pond assessment plan can take many forms since the measurable goals and priorities are established by the permittee. The Minnesota Stormwater Manual Stormwater Pond Assessment page contains examples of assessment plans and schedules developed by regulated MS4s and approved by the MPCA. The City of West St. Paul’s Assessment Plan (City of West St. Paul, 2016) is an example of how an assessment plan and schedule can be structured.

Case Study: RWMWD inspection and assessment SOP

The Ramsey-Washington Metro Watershed District (RWMWD) has developed a stormwater pond inspection and assessment SOP document for its member municipalities to insure stormwater pond inspection, assessment, and maintenance procedures are conducted using a standardized methodology, and to insure that ponds are inspected frequently and maintained as needed. The RWMWD SOP provides examples of inspection and assessment procedures, as well as guidance related to

• schedule (i.e., recommended schedule and frequency of inspection and assessment efforts);
• visual inspection procedures;
• pond assessment procedures;
• bathymetric survey procedures;
• information collection and recording procedures;
• sediment characterization procedures;
• pond sediment management procedures;
• contracting and construction oversight; and
• staff training and documentation.

The RWMWD inspection and assessment SOP document is included in Appendix C of this document - File:Objective02 TechnicalMemo FINAL.pdf.

Stormwater Pond Pollutant Removal Modeling

A common method of estimating the TSS and TP removal efficiency of stormwater ponds as well as other water quality best management practices (BMPs) is water quality modeling. There are a large number of water quality models that can be used to assess pollutant removal efficiency of BMPs, ranging from complex, physically-based models which simulate the transport of sediment particles and the transport, decay, and ultimate fate of associated pollutants, to simplified spreadsheet-based models which use empirical relationships to estimate the pollutant loading and removal. The following subsections provide a summary of available and recommended water quality models, as well as a case study which highlights how water quality modeling can be used to evaluate the pollutant removal efficiency of managed stormwater ponds, and how modeling results can be used to help inform and prioritize pond inspection and assessment efforts.

Available Water Quality Models

The Minnesota Stormwater Manual maintains a comprehensive list of available water quality models and provides guidance related to selecting a model based on a variety of criteria. The online database contains a narrative summary of many commonly used water quality models as well as tabular databases ([3], [4] summarizing general information for sixty (60) models. Using the tabular data regarding model capabilities, a user can select and filter the list of models to those that meet specific criteria (e.g., is the model public access? Does the model include built-in BMPs? Does the modeling include TSS and TP pollutant modeling? Runoff reduction and infiltration modeling? etc.).

Due to the large, comprehensive nature of this database, even when filtering based on several criteria, there will typically be many models (e.g., greater than ten models) that meet a specified set of criteria. To help inform the selection of a water quality model, the MPCA has developed a TMDL Modeling Package which provides background information and modeling guidance for four (4) water quality models commonly used in Minnesota (see next section).

Commonly Used and Recommended Water Quality Models in Minnesota

To help inform the selection of a water quality model for the purposes of evaluating TMDL compliance, the MPCA has developed a TMDL Modeling Package which provides detailed information and modeling guidance related to four (4) water quality models commonly used in Minnesota:

• Program for Predicting Polluting Particle Passage thru Pits, Puddles, & Ponds (P8; Walker, 1990);
• Minimal Impact Design Standards Calculator (MIDS Calculator; MPCA, 2017);
• Minnesota Pollution Control Agency Simple Estimator (MPCA Simple Estimator; MPCA, 2015); and
• Source Loading and Management Model for Windows (WinSLAMM; Pitt and Voorhees, 2002).

These models were selected based on a survey of over eighty MS4 permittees, watershed districts, watershed management organizations, and other regulatory entities, as well as a comprehensive review of capabilities of each model referenced in the initial survey. To help inform model selection, it is recommended that an MS4 review the Water Quality Model Guidance for MS4s guidance (Barr, 2019a) and select the most-appropriate model based on conditions and water quality considerations unique to the MS4. Select tables from the Water Quality Model Guidance for MS4s guidance (Barr, 2019a) have been included in this memorandum (see below) to provide an overview of the four water quality models recommended within the memorandum.

TMDL model description and overview
Link to this table

Model	Model description	Applicability for Permit Compliance and Reporting
P8	P8 is a physically-based water quality model which simulates the generation and transport of sediment and associated pollutants from urban watersheds. The model is capable of predicting sediment particulate removal of five (5) particle sizes (including one soluble fraction) and associated pollutants at a variety of BMP types.	P8 is an acceptable model for demonstrating compliance with TSS and TP WLAs.
MIDS calculator	The MIDS Calculator is an Excel-based stormwater quality tool used to estimate runoff and pollutant removal at a variety of stormwater BMPs. The model was originally developed by the MPCA to assist designers and regulators evaluate conformance to MIDS performance goals for development-scale models. The MIDS Calculator is an empirical model which predicts pollutant removal based on correlation to P8 results and design-standard BMP removal rates from literature.	MIDS calculator is an acceptable model for demonstrating compliance with annualized TSS and TP WLAs for simplified study areas. Specifically, the tool is limited in its ability to evaluate bypass from undersized BMPs and predict pollutant removal through non-volume reduction BMPs in series.
MPCA Simple Estimator	The MPCA Simple Estimator is a spreadsheet-based tool that utilizes the Simple Method to estimate land use based pollutant loading from urban watersheds. The empirically-based model estimates pollutant removal from nine (9) BMP types based on design-standard BMP removal rates from literature.	The MPCA Simple Estimator is an acceptable model for demonstrating compliance with annualized TSS and TP WLAs for simplified study areas. The tool is not capable of evaluating bypass from undersized BMPs or pollutant removal through BMPs in series.
WinSLAMM	WinSLAMM is a water quality model originally developed for the USGS to evaluate nonpoint pollution in urban areas. The model predicts pollutant loading from a variety of land use and impervious area types and calculates pollutant reduction at a variety of control devices (BMPs). Pollutant reduction at control devices is based both on experimental field results (empirical) and tracking of particulate settling and filtration (physically-based).	WinSLAMM is an acceptable model for demonstrating compliance with TSS and TP WLAs.

Water quality BMP comparison matrix for TMDL models
Link to this table

Water quality BMP	BMP included in model1
		P8	MIDS calculator	MPCA Simple Estimator	WinSLAMM
Bioretention, Infiltration / Filtration	General	Specific	Specific	Specific
Bioswale, Infiltration / Filtration	Specific	Specific	Specific	Specific
Cistern (e.g., Rain Barrel)	General	Specific		Specific
Constructed Wetland	General	Specific	Specific	General
Detention Basin, Dry	Specific			Specific
Detention Basin, Wet	Specific	Specific	Specific	Specific
Grass Buffer / Filter Strip	Specific	Specific	Specific	Specific
Green roof	General	Specific	Specific	Specific
Hydrodynamic Separator / Grit Chamber2	General			Specific
Infiltration Basin	Specific	Specific	Specific	Specific
Other (i.e., user-defined BMP)	General	Specific	Specific	Specific
Permeable Pavement	General	Specific	Specific	Specific
Rain garden	Specific	Specific	Specific	Specific
Sand filter	General	Specific	Specific	Specific
Sand Filter, Iron-Enhanced	General	Specific	General	General
Street cleaning	Specific			Specific
Tree Trench / Planter	General	Specific		General
Underground Infiltration / Filtration	General	Specific	General	General

¹"Specific" = BMP type distinctly included in model; "General" = BMP can be modeled but is not distinctly included as a unique BMP type; and "--" = BMP cannot be modeled.
²Typically used as a pretreatment practice.

TMDL model comparison matrix
Link to this table

Comparison categories	Water quality model
		P8	MIDS calculator	MPCA Simple Estimator	WinSLAMM
Relative input complexity	High	Medium	Low	High
Public domain	Yes	Yes	Yes	No
TSS modeled	Yes	Yes	Yes	Yes
TP modeled	Yes	Yes	Yes	Yes
Volume reduction modeled	Yes	Yes	Yes	Yes
Model time step	Event/continuous	Annual	Annual	Event
Pollutant Loading Methodology	EMC & Buildup/ Wash-off	Simple method	Simple method	EMC & Buildup/ Wash-off
Pollutant removal methodology	Physically based	Empirical	Empirical	Physically-based / Empirical
Pollutant Removal Mechanisms	Filtration, Sedimentation, Infiltration	Empirically based	Empirically based	Filtration, Sedimentation, Infiltration
Capable of evaluating bypass from undersized BMPs?	Yes	Only for volume-reduction BMPs	No	Yes
Capable of modeling removal from BMPs in series?	Yes	Only for volume-reduction BMPs	No	Yes
GIS compatibility	Low	Low	Low	Medium
Model used for TMDL Development and Modeling	Yes	No	No	Yes
Costs - software	None	None	None	medium
Costs - model development	Medium	Low	Low	High

Although each of the four (4) water quality models summarized have a unique set of inputs required to generate model results, there are many inputs (e.g., watershed hydrologic inputs, BMP inputs, etc.) that are required by a majority of water quality models. To provide an overview of the typical inputs required by water quality model and the level of effort required to generate required inputs, the next section provides a summary of typical water quality model inputs and summarizes publicly available data sources and methods by which inputs may be estimated.

Common Inputs Required for Water Quality Modeling

The Water Quality Model Guidance for MS4s guidance (Barr, 2019a) provides a detailed summary of required inputs, and guidance related to generating required inputs. Although each water quality model requires a unique set of inputs, there are many inputs that are common to the majority of available water quality models. The following subsections provide a summary of inputs commonly required for water quality modeling. More detailed documentation related to generation of model inputs can be found within the Water Quality Model Guidance for MS4s (Barr, 2019a) as well as within the model documentation for each model. Guidance within this section is meant to provide general guidance and summarize the level of effort required to generate common water quality modeling inputs.

Hydrologic and Pollutant Inputs

The following is a list of hydrologic inputs (i.e., inputs required for modeling rainfall, runoff, and associated pollutant loading) typically required for water quality modeling.

• Rainfall: water quality models typically require rainfall inputs at the same temporal resolution of the model. For example, an annualized model (e.g., MIDS Calculator) requires annual rainfall depth, while continuous models (e.g., P8) require daily, event-based, or hourly rainfall. Local rain gauges (e.g., airport rain gauges) can be used to develop annualized and/or continuous rainfall inputs. The MIDS Calculator contains a database of annual rainfall depth by Minnesota zip code.
• Watershed area: water quality models require the user to specify the tributary area (i.e. watershed area) to individual BMPs or groups of BMPs. For small, development scale stormwater plans, tributary area may be determine from site plans and record drawings. For larger, regional stormwater ponds, watershed area is determined by evaluating topography and storm sewer infrastructure tributary to the pond.
• Watershed hydrologic parameters: water quality models use a variety of methods for estimating the amount of rainfall which is infiltrated, abstracted, or leaves the watershed as stormwater runoff (e.g., SCS Curve Number Method, Simple Method, etc.). Although many methodologies are used, typically models will require input directly or indirectly related to impervious area, soil type / infiltration rate, and/or land use:
  • Land Use / Impervious data: determining the tributary impervious area to a BMP is required by a majority of water quality models, as pollutant loading and runoff loading are often highly correlated to the amount of tributary impervious area. Rather than define impervious area directly (i.e., percent directly connected impervious area (%)), some models instead require the user to define tributary area into categories of land use which are correlated to impervious area within the model (e.g., the MPCA Simple Estimator). Impervious area can be determined through manual evaluation of site impervious cover from record drawings or site plans. For larger drainage stormwater ponds with larger drainage areas (e.g. regional stormwater ponds with drainage areas greater than five acres), land use datasets can be used to estimate total impervious area within the pond's drainage area. The Minnesota Geospatial Information Office (MnGeo) maintains a database of current and historic land use which can be used to evaluate land use and estimate impervious area. Additionally, the University of Minnesota (UMN) provides land cover and impervious data at varying resolution statewide and for specific regions throughout Minnesota (e.g. Twin Cities Metro).
  • Soil type / infiltration: to determine the amount of rainfall which infiltrates and is therefore not routed to downstream BMPs, many models require inputs related to soil type (e.g., infiltration rate). For small developments, site-specific soil boring data may be available. If site specific information soils information is unavailable, it is recommended that the spatial NRCS Soil Survey Geographic Database (SSURGO) be used. SSURGO soils data is available for download online through the Web Soil Survey: The table below correlates soil texture and hydrologic soil groups (HSGs) to infiltration rates.
• Pollutant parameters: water quality models typically require user input to determine the amount of pollutant associated with stormwater runoff and routed to BMPs. Some models require the user to specify an event mean concentration (EMC) of specific pollutants (e.g., mg of TSS per liter of runoff), while others require inputs related to the sediment particle size distribution (PSD) associated with runoff, pollutant concentration associated various particle sizes, etc. Guidance related to generation of pollutant input parameters is typically highly specific to the model and, for this reason, individual model documentation should be reviewed.

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 ClassificationSuperscript 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
	1.63a	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
	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.

Water quality BMP inputs

The following is a list of water quality BMP input parameters (i.e., inputs related to defining BMP dimensions and outlet hydraulics) typically required for modeling stormwater ponds.

• Bathymetric volume / water quality volume: water quality modeling typically requires the user to enter the permanent pool volume (V_pp) and water quality volume (V_wq) of each stormwater pond. A detailed description of how to calculate / evaluate V_pp and V_wq is provided here. If available, bathymetric volume and water quality volume should be determined from an updated bathymetric survey of each pond to ensure that modeled bathymetric volume is reflective of existing conditions. In not available, water quality and bathymetric volume should be determined from best-available record drawing data.
• Outlet parameters: many water quality models, particularly those that model on a continuous, rather than annualized basis, require inputs related to the outlet of the pond (e.g., outlet pipe dimeter, outlet rating curve, etc.). Annualized models typically do not require pond outlet parameters.

The following section provides a case study of how water quality modeling can be used to evaluate the TSS and TP treatment effectiveness of stormwater ponds and utilize results to help inform prioritization of pond inspection efforts.

Water Quality Modeling Limitations

Limitations of water quality models to evaluate BMP performance in series and bypass from undersized BMPs are highlighted in this section (see tables). In addition to these limitations, a majority of one-dimensional water quality models are not capable of modeling complex in-pond processes, such as

• internal phosphorus loading (i.e., the release of bound phosphorus from pond sediment);
• sediment resuspension (i.e., scour of previously-settled sediment during large inflow events);
• inlet/outlet short-circuiting (i.e., inlet flow moving directly to outlet, limiting the flow detention time); and
• macrophyte growth (i.e., the growth and life cycle of aquatic plants and algae).

If it is suspected that in-pond processes, such as those listed above, may impact stormwater pond performance, it is recommended that pond water quality performance be evaluated through water quality monitoring.

Sedimentation Modeling

Total phosphorus removal as a function of relative volume and mean depth (adapted from Walker, 1987).

Although all four water quality models evaluated above produce estimates of TSS removal, none are capable of evaluating bathymetric volume loss to sedimentation in real-time. In all of these models, bathymetric volume remains a static value throughout the duration of the model run. For a majority of pond systems, this modeling limitation does not have a significant impact on model results. The adjacent figure, adapted from Phosphorus Removal by Urban Runoff Detention Basins (Walker, 1987) shows stormwater pond total phosphorus reduction as a function of “relative volume” (i.e., pond volume / (watershed area) X (runoff coefficient)) and mean pond depth. Beyond typical design standards (i.e., National Urban Runoff Program (NURP) standards), the mean depth has relatively minor impact on percent reduction over a wide range of mean pond depth values (i.e., 0.5 – 8.0 meters). For example, for a NURP design pond, a decrease in mean depth from 2.0 meters to 1.0 meters results in a reduction in TP removal efficiency from 60% to 55%.

Case Study: RWMWD Pond Performance Study

P8 Model coverage: Pond and Wetland Performance Study Ramsey-Washington Metro Watershed District (RWMWD)

The Ramsey Washington Metro Watershed District (RWMWD) has developed water quality models spanning over 75 percent of the entire watershed district jurisdictional boundary. Modeling was performed using the P8 water quality model (Walker, 1990), and include all significant BMPs, including over 350 stormwater ponds. The models were originally created to evaluate pollutant loading to District managed lakes and waterbodies, but have been utilized for a wide variety of applications (e.g., used for development of area TMDLs, used to identify and prioritize areas for water quality BMP implementation, etc.).

The following subsections outline the general model development procedure, and summarize how District models were used to help MS4s within the District prioritize pond inspection efforts.

General Overview of Model Development

Direct watershed to Pond ID BC-34 (top) and P8 subwatershed inputs (bottom)

P8 device inputs for Pond ID BC-34

P8 results for Pond ID BC-34: mass balance (top) and load reduction (bottom)

The RWMWD P8 water quality models shown in the adjacent figures were developed on an as-needed basis per major watershed area over a period of about 10 years. The general process used to develop major watershed area P8 models is outlined below. The steps provided below are highly generalized and included only to outline the general steps and level of effort required to create a P8 model. For more-detailed descriptions of P8 model development, refer to information compiled in the Water Quality Model Guidance for MS4s guidance (Barr, 2019a) and P8 model documentation.

1. Identify all significant water quality BMPs within the major watershed, including all stormwater ponds
2. Identify and assign the routing of water quality BMPs and pipe devices and assign in model
3. Develop input parameters for each BMP type (e.g., permanent pool volume, outlet rating curve, etc.)
4. Delineate subwatersheds to each BMP based on topography and stormsewer utility routing
5. Generate hydrologic inputs for all subwatersheds using spatial land use, impervious area, and soil datasets
6. Develop rainfall inputs for the modeled period (e.g., hourly rainfall precipitation depths for the 10-year modeling period)
7. Assign water quality and particle parameters (if divergent from standard assumptions in the nurp50.p8p file
8. Assign general inputs related to model duration, time steps per hour, passes thru storm file, etc.
9. Run model and debug any modeling errors (e.g., runoff mass balance error greater than 2%, etc.).

The adjacent figures show the hydrologic and hydraulic BMP input parameters required for one stormwater pond within the Battle Creek Lake major watershed model, as well as model results for the pond. These figures are included to summarize the detail of input requirements required for P8 modeling. Note: more-simplified, annualized models (e.g., MIDS Calculator, MPCA Simple Estimator) typically do not require this level of detail of inputs, but may not be capable of accurately modeling water quality loading and pollutant removal in BMPs for complex areas.

Overview of Model Application: Pond Inspection Prioritization

Inspection priority ranking: Pond and Wetland Performance Study Ramsey-Washington Metro Watershed District (RWMWD)

In 2016, RWMWD performed a study to evaluate the performance of stormwater pond and wetlands in all modeled portions of the District. A major goal of the Stormwater Pond and Wetland Performance Study (Barr, 2016) was to utilize P8 model results to help MS4s within the RWMWD prioritize stormwater pond inspection and assessment efforts. It is District policy that MS4s perform routine visual inspection of all municipal stormwater ponds at least once annually. Based on the large number of ponds within the District, municipalities were struggling to meet this goal. For this reason, the RWMWD, working in coordination with Barr Engineering Co. (Barr), developed a study to utilize District-wide P8 results to prioritize inspection efforts.

An inspection prioritization plan can take many forms based on available data, conditions within the MS4, available resources, and water quality management goals of the MS4. Based on the District goal of minimizing pollutant loading to district managed waterbodies (i.e., major lakes and streams) it was determined that stormwater inspection efforts within each municipality should be targeted at stormwater ponds that are (a) providing significant water quality benefit (i.e., removing significant mass of TSS and TP) and (b) are filling quickly due to sedimentation. Annual sedimentation volume was calculated based on the mass of five (5) particle classes removed annually and assumptions related to the wet bulk density of each particle class. The annual sedimentation volume was then compared to the modeled pond bathymetric volume to estimate the percentage of bathymetric volume lost to sedimentation per year (i.e., % per year). Based on this prioritization framework, Barr developed a methodology to rank the relative inspection priority of all ponds based on a)The percentage of permanent pool volume lost to sedimentation per year determined through modeling in P8 (% per year), and b) The annual mass of pollutant prevented from reaching District managed water bodies (referred to as the “effective” reduction, e.g., lbs TSS / year).

Using this methodology, stormwater ponds which remove significant annual pollutant mass load from the watershed and are filling quickly are ranked with higher inspection priority (i.e., routine visual inspection) than ponds removing less pollutant and filling less quickly. All district ponds were assigned an inspection rank number (e.g., rank number 1 = the highest inspection priority stormwater pond in the District) and these rankings were then intersected with MS4 areas to generate unique inspection prioritization rankings for each MS4. Relative stormwater pond inspection priority across all modeled areas in the District is shown in the adjacent figure, and an example prioritization table for an individual MS4 (i.e., Woodbury) is shown in the table below.

Results of the inspection prioritization were shared with municipal engineers and operators at a technical advisory committee (TAC) meeting. In many cases, ponds ranked as highest inspection priorities within a given MS4 were identified as “problematic” ponds by municipal operators (i.e., ponds which require a higher degree of active management, such as inlet/outlet clearing, sediment management, etc.). Moving forward, MS4s will reference the inspection prioritization lists when scheduling and allocating resources for annual pond inspections. As sediment management projects occur and in response to development changes within the MS4s, the modeling effort may need to be updated to re-prioritize ponds based on new and updated conditions within the ponds and within the watersheds.

RWMWD pond inspection prioritization table for Woodbury.
Link to this table

Pond ID	Major watershed	MNRAM Classification	Municipality	RWMWD Ranking	Municipal Ranking
BC-26X	Battle Creek Lake	MA	Woodbury	11	1
CARV-56	Carver Lake	S	Woodbury	17	2
CARV-66	Carver Lake	S	Woodbury	18	3
BC-35a	Battle Creek Lake	MC	Woodbury	19	4
BC-31	Battle Creek Lake	MC	Woodbury	24	5
CARV-49a	Carver Lake	MC	Woodbury	25	6
CARV-57	Carver Lake	MC	Woodbury	33	7
BC-28A	Battle Creek Lake	MC	Woodbury	37	8
CARV-7A	Carver Lake	MB	Woodbury	38	9
CARV-79	Carver Lake	MB	Woodbury	39	10
CARV-22	Carver Lake	MA	Woodbury	40	11
CARV-59	Carver Lake	MC	Woodbury	46	12
CARV-9	Carver Lake	NA	Woodbury	49	13
CARV-51A	Carver Lake	MC	Woodbury	55	14
CARV-58	Carver Lake	MC	Woodbury	59	15
BC-25Xa	Battle Creek Lake	S	Woodbury	64	16
CARV-78	Carver Lake	MB	Woodbury	68	17
CARV-92	Carver Lake	MB	Woodbury	69	18
BC-20	Battle Creek Lake	S	Woodbury	71	19
BC-341	Battle Creek Lake	MB	Woodbury	72	20

¹BC-34 is the pond highlighted in Figure 4 through Figure 6. Table truncated to only show top 20 ponds.

Stormwater Pond Water Quality Monitoring

Water quality monitoring is the most comprehensive method of evaluating the TSS and TP removal efficiency of stormwater ponds, but poses many challenges related to implementation feasibility and cost. Although performance of individual stormwater ponds is typically estimated from design standard values or calculated through water quality modeling, MS4s may choose to monitor individual stormwater ponds to (a) verify and calibrate modeling results and/or (b) evaluate performance of complex stormwater pond systems (e.g., network of ponds in series, large regional ponds, ponds potentially impacted by internal loading or other phenomena not captured through modeling, etc.). MPCA has developed a TMDL Modeling Package which includes detailed recommendations and guidance related to establishing a BMP monitoring program and associated monitoring protocols (see Monitoring Guidance for MS4s (Barr, 2019b)). Monitoring program guidance and protocols outlined should be reviewed and incorporated into the development of a stormwater pond monitoring program. The following subsections highlight guidance specifically related to the monitoring of stormwater ponds and highlights emerging research related to evaluating the potential for phosphorus release from stormwater pond sediment.

Stormwater Pond Monitoring Feasibility

Prior to establishing a stormwater pond monitoring program, the goals of the monitoring program should be clearly outlined, and the feasibility of monitoring should be evaluated. Optimizing Stormwater Practices: A Handbook of Assessment and Maintenance (Erickson et. al, 2013, available online), designed to supplement stormwater practice information in the Minnesota Stormwater Manual, provides detailed information related to establishing and implementing a monitoring program for many varieties of BMPs, including sedimentation BMPs (e.g., stormwater ponds). To provide context for the level or effort of various monitoring efforts, the handbook ranks the “relative effort” of several monitoring procedures. In addition to the staff time and cost, the handbook estimates implementing a monitoring program will take over a year (14 months). Due to the cost and difficulty of implementing a monitoring program, it is recommended that monitoring only be considered for:

• large, regional stormwater ponds where accurately estimating pollutant reduction performance is critical to evaluating regional pollutant loading and/or the pond treatment has a disproportionate impact on receiving water quality;
• regional stormwater ponds with complex interactions with groundwater and/or other water quality BMPs and receiving water bodies; and
• water quality model calibration efforts.

An MS4 considering developing a monitoring program should first develop a scope of work to ensure sufficient resources are available (staff time, cost considerations, etc.). A detailed outline of how to develop a scope of work for a BMP monitoring program is included in the USEPA’s Urban Stormwater BMP Performance Monitoring (USEPA, 2002) guidance manual, and additional information related to monitoring program development is summarized in the Monitoring Guidance for MS4s (Barr, 2019b).

If developing a monitoring program is not feasible, it is recommended that stormwater pond TSS and TP removal efficiency be determined from design standards or water quality modeling. If developing a monitoring program is feasible and is critical to MS4 goals related to water quality (e.g., evaluating waste load allocation (WLA) reduction requirements stipulated by a TMDL), it is recommended that the program and protocol outlined in the Monitoring Guidance for MS4s (Barr, 2019b) be reviewed and incorporated into program development. Summaries of the pollutant reduction effluent probability method (USEPA, 2002) can be used to evaluate pollutant loading reduction based on monitoring of influent and effluent pollutant event mean concentrations (EMCs).

Comparison of Four Levels of Assessment (adapted from Erickson et. al, 2013)
Link to this table

Title	Objectives	Relative effort	Typical elapsed time
Visual inspection	Determine if stormwater BMP is malfunctioning	1	1 day
Capacity testing	Determine infiltration or sedimentation capacity and rates	10	1 week
Synthetic runoff testing	Determine infiltration rates, capacity, and pollutant removal performance	10-100	1 week to 1 month
Monitoring	Determine infiltration rates, capacity, and pollutant removal performance	400	14 months

Pollutant Reduction Effluent Probability Method

The USEPA’s Urban Stormwater BMP Performance Monitoring Manual (USEPA, 2002) summarizes many methods for water quality monitoring data collection and data analysis. Based on review of historic and current methods of data analysis, ease of implementation, and accuracy, the “pollutant reduction effluent probability method” is the recommended method for analyzing BMP treatment efficiency within the manual.

Effluent reduction probability plot (adapted from USEPA, 2002).

The pollutant reduction effluent probability method relies on continuous or event based monitoring of all influent (e.g., all pond inlets) and effluent (e.g., all pond outlets) pollutant concentrations. For simplified stormwater pond systems with one (1) inlet and one (1) outlet, the TSS and TP removal efficiency of stormwater ponds can be determined as follows.

1. Determine the influent and effluent event mean concentration (EMC) through monitoring (either continuous or event based monitoring). Specific recommendations related to pollutant concentration monitoring methods are outlined in the Monitoring Guidance for MS4s (Barr, 2019b).
2. Determine if the influent and effluent EMCs are statistically different (i.e., determine if a reduction in pollutant EMC concentration is occurring from inflow to pond outflow) as outlined in the manual (USEPA, 2002).
3. Evaluate pollutant EMC reduction as a function of the observed pollutant concentration duration curve as outlined in the manual (USEPA, 2002). The adjacent figure (USEPA, 2002) shows the resulting plot from monitoring of influent and effluent TSS (i.e., particulate residue) concentrations. As can be seen, percent reduction is not constant and varies based on influent event loading to the pond.

As described above, the pollutant reduction effluent probability method is best suited for stormwater ponds with one (1) inlet and one (1) outlet. The method may also be utilized for ponds with multiple inlets and outlets but only if influent concentrations are statistically equal between the multiple inlets and effluent concentrations are statistically similar between the multiple outlets. For the scenarios listed below, continuous flow monitoring (see Monitoring Guidance for MS4s; Barr, 2019) would be required in addition to pollutant EMC monitoring so that pollutant influent and effluent mass loading (e.g., pounds of TP in and out of the pond) can be calculated and compared to evaluate pollutant removal efficiency

• if the pond is losing volume to or gaining more than twenty percent of flow-through volume from groundwater (e.g., ponds with significant infiltration or influent baseflow from groundwater), and/or
• if influent concentration from multiple inlets are not statistically similar (i.e., significant difference between influent concentrations at different inlets).

The following case study highlights how influent and effluent monitoring from a stormwater pond was used to evaluate pollutant removal efficiency and guide implementation activities to increase the pollutant removal efficiency of the pond.

Case Study: Stormwater Pond Monitoring

Schaper Pond configuration and bathymetry.

The Sweeney Lake Total Phosphorus TMDL (SEH and Barr Engineering Company, 2011) was approved in 2011 after the lake was originally listed for excess nutrient (phosphorus) impairment. The Sweeney Lake TMDL allocations called for a watershed phosphorus load reduction of 99 pounds from June 1 through September 31 each year. Since there is limited space available for additional stormwater treatment, TMDL implementation strategies were primarily targeted to improve the performance of existing BMPs to contribute to the watershed phosphorus reduction goal. One option in the report was modification of a pond to improve phosphorus removal performance because it is the last pond in the largest drainage area tributary to Sweeney Lake.

The Bassett Creek Watershed Management Organization initiated the development of a Feasibility Report (Barr Engineering Company, 2012) to determine if and what kind of pond modification could enhance phosphorus removal, the cost and permitting requirements of potential modifications, and identify the most cost-effective modification to the pond to partially or fully meet the applicable external phosphorus loading reduction requirements. Design alternatives provided in the feasibility report were based on the average flow conditions used for TMDL development, but it was suspected that high flows may affect performance through scouring or short-circuiting of flow through the pond.

Auto samplers, level sensors, and area velocity meters were installed at the pond outlet, southern inlet (called Highway 55 inlet in the feasibility report), and northern inlet (called Rail Road inlet in the report) to evaluate the pond’s phosphorus removal performance and develop a model to evaluate how removal could be enhanced by pond modifications. Samples were collected simultaneously at both inlets and the outlet for several storm events. For all events, samples were analyzed for total phosphorus, total dissolved phosphorus, total suspended solids, and volatile suspended solids. Flow was measured continually during the summer. It cost approximately $40,000 to complete the monitoring (including field sampling and laboratory analytical work) for this study.

The monitoring determined that the Rail Road (north) inlet provided approximately 10 percent of the flow, while the Highway 55 (south) inlet contributed 90 percent of the storm event flow (and approximate TP load) to the pond. However, the pond is configured such that 65 percent of its total volume is located at the Rail Road (north) inlet.

Suspended sediment particle sizes from both inlets and the Schaper pond outlet.

Another important monitoring finding was that particulate phosphorus (based on difference between total phosphorus and soluble phosphorus concentrations) accounts for the majority of total phosphorus loading to the pond. Collected particle settling data shows that particles entering the pond are large and settleable. Particles currently being removed by the pond are greater than 150 µm in diameter, hence, any additional performance improvements will need to be achieved by removing smaller particles (i.e., particles less than 150 µm in diameter). Because most of the phosphorus is bound to particles (particulate phosphorus = total phosphorus – total dissolved phosphorus), improved phosphorus removal could result from improved particle settling conditions in the pond.

Since approximately 90 percent of the phosphorus load to the pond came from the Highway 55 inlet, but only 35 percent of the pond volume is provided to settle phosphorus from this source, diversion of influent water to the north west lobe of the pond was identified as a way to provide additional phosphorus settling time and improve overall phosphorus removal performance in the pond. This improvement option was implemented and is currently being monitored by the Bassett Creek Watershed Management Commission for treatment performance.

References

• Barr Engineering Co. (Barr). 2012. Feasibility Report for the Schaper Pond Improvement Project. Prepared for the Bassett Creek Watershed Management Commission.
• Barr Engineering Co. (Barr). 2016. Stormwater pond and wetland performance study. Prepared for the Ramsey-Washington Metro Watershed District.
• Barr Engineering Co. (Barr). 2019a. Water Quality Model Guidance for MS4s guidance. Prepared for the Minnesota Pollution Control Agency.
• Barr Engineering Co. (Barr). 2019b. Monitoring Guidance for MS4s. Prepared for the Minnesota Pollution Control Agency.
• Center for Watershed Protection & Chesapeake Stormwater Network (CWP & CSN), 2008. Technical Memorandum: The Runoff Reduction Method. April
• City of West St. Paul. 2016. Stormwater Pond Total Suspended Solids /Total Phosphorus Effectiveness Evaluation Procedures. November 9, 2016.
• Erickson, Andrew J., Weiss, P., and Gulliver, J. 2013. Optimizing Stormwater Practices: A Handbook of Assessment and Maintenance.
• Lin, J.P.: Review of Published Export Coefficient and Event Mean Concentration (EMC) Data. Wetlands Regulatory Assistance Program ERDC TN-WRAP-04-3 (September 2004).
• Minnesota Pollution Control Agency (MCPA). 2015. Guidance and Examples for Using the MPCA Simple Estimator. Accessed from: https://stormwater.pca.state.mn.us/index.php?title=Guidance_and_examples_for_using_the_MPCA_Estimator
• Minnesota Pollution Control Agency (MCPA). 2017. MIDS Calculator. Accessed from: https://stormwater.pca.state.mn.us/index.php/MIDS_calculator
• Pitt, R. 2011. National Stormwater Quality Database (NSQD). Department of Civil and Environmental Engineering, v. 3.1 University of Alabama, Tuscaloosa.
• Pitt, R. and J. Voorhees. 2002. SLAMM, the Source Loading and Management Model. Wet-Weather Flow in the Urban Watershed (Edited by Richard Field and Daniel Sullivan). CRC Press, Boca Raton. pp 103-139.
• Schueler, T. 1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban Best Management Practices. MWCOG. Washington, D.C
• SEH Inc. 2011. Sweeney Lake Total Phosphorus TMDL. Prepared for the Bassett Creek Watershed Management Commission.
• United States Department of Agriculture (USDA). Soil Survey Staff, Natural Resources Conservation Service (NRCS). Web Soil Survey. Available online at https://websoilsurvey.nrcs.usda.gov/.
• United Stated Environmental Protection Agency (USEPA). 2002. Urban Stormwater BMP Performance Monitoring Manual.
• United Stated Environmental Protection Agency (USEPA). 2009. Stormwater Wet Pond and Wetland Management Guidebook.
• Walker, William W. 1987. Phosphorus removal by urban runoff detention basins. Lake Reservoir Management, 3:314-328.
• Walker, William W. 1990. P8 Urban Catchment Model Program Documentation: Version 1.1. Prepared for IEP, Inc. and Narragansett Bay Project.

Example of stormwater pond inspection standard operating procedure (SOP) checklist

Field data sheet for Level 1 Assessment: Visual Inspection Wet Ponds (USEPA, 2009)

Example of stormwater pond assessment plan and schedule

Stormwater Pond Total Suspended Solids / Total Phosphorus Effectiveness Evaluation Procedure (City of West St. Paul, 2016)

Ramsey-Washington Metro Watershed District (RWMWD): MS4 SWPPP Standard Operating Procedures

To view Ramsey-Washington Metro Watershed District (RWMWD), MS4 SWPPP Standard Operating Procedures, open the following document and go to page 52: File:Objective02 TechnicalMemo FINAL.pdf