# 01-001 Ch. 565: Ch. 565: Nutrient Management Rules

> Maine · Regulations · In force

URL: https://www.frixlaw.com/law-library/statutes/STATE_ME_CMR_01_001_565

## Section

- **Citation:** 01-001 Ch. 565
- **Heading:** Ch. 565: Nutrient Management Rules
- **Jurisdiction:** Maine
- **Kind:** Regulations
- **Status:** In force
- **Text as of:** August 14, 2026
- **Source:** Compiled text
- **Location:** Code of Maine Rules / 01-001 Agriculture - General / Ch. 565

## Text

definitions.
P a g e A 2
Priority Matrix
Notes
Definitions of terms used in the Matrix.
Fields in row crops - Fields that are currently in row crops or that are in rotation with row crops to meet soil
loss requirements.
Highly erodable - Land that is determined to be highly erodable as defined in the NRCS Food Security Act
Manual, 1985.
Most at risk lake watershed - Lakes that have been designated as most at risk from Development by DEP.
See Attachment D.
Note: Soil test values are specifically derived by the “Modified Morgan”extraction method, the standard test
method used by the University of Maine Soil Testing Service. Soil testing data from other
laboratories must be measured using the Modified Morgan soil test method.
P a g e B 1
ATTACHMENT B
NRCS Codes 393 and 635
Filter Strips and Vegetated Treatment Areas
Natural Resources Conservation Service
CONSERVATION PRACTICE STANDARD
FILTER STRIP
Code 393
(Ac)
DEFINITION
A strip or area of herbaceous vegetation that removes contaminants from overland flow.
PURPOSE
•
Reduce suspended solids and associated contaminants in runoff and excessive sediment in surface waters.
•
Reduce dissolved contaminant loadings in runoff.
•
Reduce suspended solids and associated contaminants in irrigation tailwater and excessive sediment in
surface waters.
CONDITIONS WHERE PRACTICE APPLIES
Filter strips are established where environmentally sensitive areas need to be protected from sediment, other
suspended solids, and dissolved contaminants in runoff.
CRITERIA
General Criteria Applicable to All Purposes
Overland flow entering the filter strip will be uniform sheet flow.
Concentrated flow will be dispersed before it enters the filter strip.
The maximum gradient along the leading edge of filter strip will not exceed one-half of the up-and-down-hill slope
percent, immediately upslope from the filter strip, up to a maximum of five percent.
Filter strips will not be used as a travel lane for equipment or livestock
entering the filter strip will be uniform sheet flow.
Concentrated flow will be dispersed before it enters the filter strip.
The maximum gradient along the leading edge of filter strip will not exceed one-half of the up-and-down-hill slope
percent, immediately upslope from the filter strip, up to a maximum of five percent.
Filter strips will not be used as a travel lane for equipment or livestock.
Additional Criteria to Reduce Dissolved Contaminants, Suspended Solids and Associated Contaminants in
Runoff and Excessive Sediment in Surface Waters.
The filter strip will be designed to have a 10-year life span, following the procedure in Agronomy Technical Note No. 2,
“Using Revised Universal Soil Loss Equation, Version 2 (RUSLE2) for the Design and Predicted Effectiveness of
Vegetative Filter Strips (FVS) for Sediment,” based on the amount of sediment delivery to the upper edge of the filter
strip and ratio of filter strip flow length to length of flow path from the contributing area. The minimum flow length
through the filter strip will be 20 feet for suspended solids and associated contaminants in runoff and 30 feet for
dissolved contaminants and pathogens in runoff.
http://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=18578.wba
The filter strip will be located immediately downslope from the source area of contaminants.
The drainage area immediately above the filter strip will have a slope of one percent or greater.
Vegetation. The filter strip will be established to permanent herbaceous vegetation.
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Species selected will be—
•
Able to withstand partial burial from sediment deposition.
•
Tolerant of herbicides used on the area that contributes runoff to the filter strip.
•
Stiff stemmed and a high stem density near the ground surface.
•
Suited to current site conditions and intended uses.
•
Able to achieve adequate density and vigor within an appropriate period to stabilize the site sufficiently to
permit suited uses with ordinary management activities
from sediment deposition.
•
Tolerant of herbicides used on the area that contributes runoff to the filter strip.
•
Stiff stemmed and a high stem density near the ground surface.
•
Suited to current site conditions and intended uses.
•
Able to achieve adequate density and vigor within an appropriate period to stabilize the site sufficiently to
permit suited uses with ordinary management activities.
Plant species, rates of seeding (lbs/ac), vegetative planting (plants/ac), minimum quality of planting stock (pure live
seed [PLS] or stem caliper), and method of establishment shall be specified before application. Only viable, high
quality seed or planting stock will be used.
BPerform site preparation and seeding/planting at a time and in a manner that best ensures survival and growth of
selected species. Successful establishment parameters, (e.g., minimum percent ground/ canopy cover, percent
survival, stand density) will be specified before application.
Schedule planting dates during periods when soil moisture is adequate for germination and establishment. Seeding
will be timed so that tillage for adjacent crop does not damage the seeded filter strip.
Where the purpose is to remove phosphorus, remove (or harvest) the filter strip aboveground biomass at least once
each year.
The minimum seeding and stem density will be equivalent to the seeding rate for a high quality grass hay seeding rate
for the climate area or the density of vegetation selected in current water erosion technology to determine trapping
efficiency, whichever is the higher seeding rate.
Additional Criteria to Reduce Suspended Solids and Associated Contaminants in Irrigation Tailwater and
Excessive Sediment in Surface Waters.
Filter strip vegetation will be a small grain or other suitable annual plant.
The seeding rate shall be sufficient to ensure that the plant spacing does not exceed 4 inches (about 16–18 plants per
square foot)
efficiency, whichever is the higher seeding rate.
Additional Criteria to Reduce Suspended Solids and Associated Contaminants in Irrigation Tailwater and
Excessive Sediment in Surface Waters.
Filter strip vegetation will be a small grain or other suitable annual plant.
The seeding rate shall be sufficient to ensure that the plant spacing does not exceed 4 inches (about 16–18 plants per
square foot).
Establish filter strips prior to the irrigation season so that the vegetation is mature enough to filter sediment from the
first irrigation. A minimum flow length of 20 feet is recommended.
CONSIDERATIONS
General Considerations.
Filter strip width (flow length) can be increased as necessary to accommodate harvest and maintenance equipment.
Filters strips with the leading edge on the contour will function better than those with a gradient along the leading edge.
Seeding rates that establish a higher stem density than the normal density for a high quality grass hay crop will be
more effective in trapping and treating contaminants.
When needed, invasive plant species may be controlled through mowing, herbicides, and hand weeding.
Consideration for Reducing Suspended Solids and Associated Contaminants in Runoff.
Increasing the width of the filter strip beyond the minimum required will increase the potential for capturing more
contaminants in runoff.
Considerations for Creating, Restoring or Enhancing Herbaceous Habitat for Wildlife and Beneficial Insects
and Pollinators. Filter strips are often the only break in the monotony of intensively-cropped areas. The wildlife and
pollinator benefits of this herbaceous cover can be enhanced by the following:
•
When appropriate, use native grass species that fulfill the purpose(s) of the practice while also providing
habitat for priority wildlife.
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•
Adding herbaceous plant species (including native forbs) to the seeding mix that are beneficial to wildlife and
pollinators and are compatible for one of the listed purposes
or benefits of this herbaceous cover can be enhanced by the following:
•
When appropriate, use native grass species that fulfill the purpose(s) of the practice while also providing
habitat for priority wildlife.
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•
Adding herbaceous plant species (including native forbs) to the seeding mix that are beneficial to wildlife and
pollinators and are compatible for one of the listed purposes. Changing the seeding mix should not detract
from the purpose for which the filter strip is established.
•
Increasing the width beyond the minimum required. The additional area can increase food and cover for
wildlife and pollinators.
•
Management activities on filter strips (mowing, burning, or light disking), should not be done more often than
every other year with frequency dependent on geographical location to maintain the purpose(s) of the practice.
•
Management activities should be completed outside of the primary nesting, fawning, and calving seasons.
Activities should be timed to allow for regrowth before the growing season ends.
•
Organic producers should submit plans and specifications to their certifying agent for approval prior to
installation, as part of the organic producer’s organic system plan.
Considerations to Maintain or Enhance Watershed Functions and Values. Filter strips may be used to enhance
connectivity of corridors and noncultivated patches of vegetation within the watershed, enhance the aesthetics of a
watershed, and be strategically located to reduce runoff, and increase infiltration and groundwater recharge throughout
the watershed.
Increase Carbon Storage. Increasing the width of the filter strip beyond the minimum required will increase potential
for carbon sequestration.
PLANS AND SPECIFICATIONS
Specifications for establishment and operation of this practice will be prepared for each field or treatment unit. Record
the specifications using the implementation requirements document. The specifications will identify at a minimum the
following:
•
Practice purpose(s)
idth of the filter strip beyond the minimum required will increase potential
for carbon sequestration.
PLANS AND SPECIFICATIONS
Specifications for establishment and operation of this practice will be prepared for each field or treatment unit. Record
the specifications using the implementation requirements document. The specifications will identify at a minimum the
following:
•
Practice purpose(s).
•
Length, width (width refers to flow length through the filter strip), and slope of the filter strip to accomplish the
planned purpose(s).
•
Plant species selection and seeding/planting/sprigging rates to accomplish the planned purpose.
•
Planting dates and planting method(s).
•
Specific care and handling requirements of the seed or plant material to ensure that planted materials have an
acceptable rate of survival.
•
A statement that only viable, high quality, and adapted seed will be used.
•
Site preparation instructions sufficient to establish and grow selected species.
OPERATION AND MAINTENANCE
For the purposes of filtering contaminants and nutrients (phosphorus), permanent filter strip vegetative plantings will be
harvested and removed as appropriate to encourage dense growth, maintain an upright growth habit and remove
nutrients and other contaminants that are contained in the plant tissue.
Control undesired weed species, especially State-listed noxious weeds.
Inspect the filter strip after storm events and repair any gullies that have formed, remove unevenly deposited sediment
accumulation that will disrupt sheet flow, reseed disturbed areas and take other measures to prevent concentrated flow
through the filter strip.
Apply supplemental nutrients as needed to maintain the desired species composition and stand density.
Periodically regrade and reestablish the filter strip area when sediment deposition at the filter strip-field interface
jeopardizes its function. Reestablish the filter strip vegetation in regraded areas, if needed
eas and take other measures to prevent concentrated flow
through the filter strip.
Apply supplemental nutrients as needed to maintain the desired species composition and stand density.
Periodically regrade and reestablish the filter strip area when sediment deposition at the filter strip-field interface
jeopardizes its function. Reestablish the filter strip vegetation in regraded areas, if needed.
If grazing is used to harvest vegetation from the filter strip, the grazing plan must ensure that the integrity and function
of the filter strip is not adversely affected.
P a g e B 4
REFERENCES
Dillaha, T.A., J.H. Sherrard, and D. Lee. 1986. Long-Term Effectiveness and Maintenance of Vegetative Filter Strips.
VPI-VWRRC Bulletin 153.
Dillaha, T.A., and J.C. Hayes. 1991. A Procedure for the Design of Vegetative Filter Strips: Final Report Prepared for
U.S. Soil Conservation Service.
Foster, G.R. Revised Universal Soil Loss Equation, Version 2 (RUSLE2) Science Documentation (In Draft). USDA-
ARS, Washington, DC. 2005.
Renard, K.G., G.R. Foster, G.A. Weesies, D.K. McCool, and D.C. Yoder, coordinators. 1997. Predicting Soil Erosion
by Water: A Guide to Conservation Planning with the Revised Universal Soil Loss Equation (RUSLE). U.S.
Department of Agriculture. Agriculture Handbook 703.
Revised Universal Soil Loss Equation Version 2 (RUSLE2) Web site (checked May 2007):
http://fargo.nserl.purdue.edu/rusle2_dataweb/RUSLE2_Index.htm.
M.G. Dosskey, M.J. Helmers, and D.E. Eisenhauer 2008. A Design Aid for Determining Width of Filter Strips.
Journal of Soil and Water Conservation. July/Aug 2008—vol. 63, no. 4.
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NATURAL RESOURCES CONSERVATION SERVICE
CONSERVATION PRACTICE STANDARD
VEGETATED TREATMENT AREA
CODE 635
(Ac.)
DEFINITION
An area of permanent vegetation used for agricultural wastewater treatment.
PURPOSE
Improve water quality by using vegetation to reduce the loading of nutrients, organics, pathogens, and other
contaminants associated with livestock, poultry, and other agricultural operations
5
NATURAL RESOURCES CONSERVATION SERVICE
CONSERVATION PRACTICE STANDARD
VEGETATED TREATMENT AREA
CODE 635
(Ac.)
DEFINITION
An area of permanent vegetation used for agricultural wastewater treatment.
PURPOSE
Improve water quality by using vegetation to reduce the loading of nutrients, organics, pathogens, and other
contaminants associated with livestock, poultry, and other agricultural operations.
CONDITIONS WHERE PRACTICE APPLIES
This practice applies where:
• A vegetated treatment area (VTA) can be constructed, operated and maintained to treat contaminated runoff from
such areas as feedlots, feed storage, compost areas, solid manure storage areas, barnyards, and other livestock
holding areas; or to treat process wastewater from agricultural operations.
• A VTA is a component of a planned agricultural waste management system.
CRITERIA
Size the total treatment area for the VTA on both the contributing site water runoff and vegetation nutrient balances.
• Water balance is the soil’s capacity to infiltrate and retain runoff within the root zone. Base the runoff
determination on the most restrictive soil layer within the root zone regardless of its thickness. Use the soil’s
water holding capacity in the root zone, infiltration rate, permeability, and hydraulic conductivity to determine its
ability to absorb and retain runoff.
• Nutrient balance utilizes the nutrients from the waste runoff to meet the nutrient removal requirements in the
harvested vegetation. Base the nutrient balance on the most limiting nutrient (i.e. nitrogen or phosphorus).
Divert uncontaminated water from the treatment area to the fullest extent possible unless additional moisture is needed
to manage vegetation growth in the treatment area.
Establish permanent vegetation in the treatment area. Use a single species or a mixture of grasses, legumes, and
other forbs adapted to the soil and climate. Select species to meet the current site conditions and intended use
s).
Divert uncontaminated water from the treatment area to the fullest extent possible unless additional moisture is needed
to manage vegetation growth in the treatment area.
Establish permanent vegetation in the treatment area. Use a single species or a mixture of grasses, legumes, and
other forbs adapted to the soil and climate. Select species to meet the current site conditions and intended use.
Selected species will have the capacity to achieve adequate density, vigor, and yield within an appropriate time frame
to treat contaminated runoff. Complete site preparation and seeding at a time and in a manner that best ensures
survival and growth of the selected species.
Select vegetation that will withstand anticipated wetting or submerged conditions. Harvest vegetation as appropriate to
encourage dense growth, maintain an upright growth habit, and remove nutrients and other contaminants that are
contained in the plant tissue.
Design the VTA based on the need to treat the runoff volume from the 25-year, 24-hour storm event from the
agricultural animal management facility. Infiltrate a portion or the entire volume of the design storm, based on
management objectives. Unless discharge is permitted by applicable regulations, store the non-infiltrated portion of the
design volume for utilization or treatment.
Exclude all livestock, including grazing, from the VTA.
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Apply discharge into and through vegetated treatment area as sheet flow. To encourage sheet flow across the
treatment area, provide a means to disperse concentrated flow, such as a ditch, curb, gated pipe, level spreader, or a
sprinkler system. Complete land grading and install structural components necessary to maintain sheet flow
throughout the treatment area.
Limit the natural or constructed slope of the VTA from 0.3 to 6 percent. The minimum entrance slope to the VTA is 1
percent
eet flow across the
treatment area, provide a means to disperse concentrated flow, such as a ditch, curb, gated pipe, level spreader, or a
sprinkler system. Complete land grading and install structural components necessary to maintain sheet flow
throughout the treatment area.
Limit the natural or constructed slope of the VTA from 0.3 to 6 percent. The minimum entrance slope to the VTA is 1
percent.
Use NRCS Conservation Practice Standard (CPS) Code 632, Waste Separation Facility, to pretreat influent with waste
separation (i.e., settling basin) to reduce organic loading and nutrients to levels that are tolerated by the VTA and to
prevent excessive accumulation of solids in the treatment area.
Utilize inlet control structures to control the rate and timing of inflow during normal operations and to control inflow as
necessary for operation and maintenance.
Locate VTA outside of floodplains. However, if site restrictions require location within a floodplain, provide protection
from inundation or damage from a 25-year flood event, or larger, if required by regulation.
Install VTA where the water table is either naturally deep or artificially lowered so that the infiltrated runoff does not
mingle with the groundwater at the bottom of the root zone. Subsurface drainage within the VTA is not allowed.
Subsurface drainage may be used to lower the seasonal high water table to an acceptable level provided the
subsurface drain lines are at least 10 feet away from the VTA boundary.
Unless soil moisture can be maintained to prevent drying and cracking, do not plan infiltration areas where soil features
such as cracking will result in preferential flow paths that transport untreated runoff from the surface to below the root
zone.
Ensure that appropriate erosion control measures and sheet flow control measures (i.e., gravel or rock spreaders) are
adequately addressed over the entire length of the VTA
n be maintained to prevent drying and cracking, do not plan infiltration areas where soil features
such as cracking will result in preferential flow paths that transport untreated runoff from the surface to below the root
zone.
Ensure that appropriate erosion control measures and sheet flow control measures (i.e., gravel or rock spreaders) are
adequately addressed over the entire length of the VTA.
MAINE DESIGN CRITERIA
For the purposes of this standard, the following definitions apply:
-Intermittent or Perennial Stream: Any stream with a watershed greater than 100 acres.
-Sensitive Habitat: Rare or Exemplary natural communities or ecosystems as designated by the Maine Natural Areas
Program or the U.S. Fish and Wildlife Service (USFWS), a pond or a fully functioning forested wetland as determined
by the State Soil Scientist (SSS) or representative.
A VTA shall not be located within 300 feet of an intermittent or perennial stream or other sensitive habitat when used
for any of the following:
•
Treats runoff from a structure that services more than 15 animal units
•
Treats runoff from a composting facility that contains carcasses, offal, or meat scraps
This includes, but is not limited to runoff from heavy use areas, waste storage facilities, compost facilities or silos.
If there are no other feasible means to address an existing water quality resource concern, exceptions can be made to
the above criteria by the State Conservation Engineer (SCE).
All VTA’s, regardless of number of AU served, shall use the following criteria based on water balance to size
the VTA:
No VTA shall be wider than 60 feet. No flow length shall be greater than 100 feet. Therefore, no VTA shall be
greater than 6,000 square feet.
To encourage sheet flow, provide retention of peak runoff, and allow for settling of incidental particulates, each VTA
shall have a retention area prior to Level Lip Spreader. The retention area has to meet the same separation distances
as the treatment strip. Use Table 1 to size the retention area
length shall be greater than 100 feet. Therefore, no VTA shall be
greater than 6,000 square feet.
To encourage sheet flow, provide retention of peak runoff, and allow for settling of incidental particulates, each VTA
shall have a retention area prior to Level Lip Spreader. The retention area has to meet the same separation distances
as the treatment strip. Use Table 1 to size the retention area.
Retention areas shall not be more than 60 feet long and should not be less than 6 feet wide. Maximum retention area
width can be up to 10 feet wide to accommodate maintenance equipment needed to clean out the retention area. Use
NRCS Conservation Practice Standard (CPS) Code 632, Waste Separation Facility, as needed, to pretreat influent with
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waste separation (i.e. settling basin) to reduce organic loading and nutrients to levels that are tolerated by the VTA and
to prevent excessive accumulation of solids in the retention area. NRCS CPS Code 629, Waste Treatment shall also
be followed when treating silage leachate.
Table 1: Volume of Retention Area
Impervious surface use
Area of impervious surface
used to calculate VTA size (y)
Units = sq. ft.
Volume of retention area prior
to sheet flow release (V)
Units = cu. ft.
Animal feedlot
Area where animals have access
V = 0.125y
Silage storage
Area where silage is stored
V = 0.125y
Cull potato storage
Area where potatoes are stored
V = 0.125y
Manure storage
Area where manure is stacked
V = 0.125y
Compost amendment storage
Area where amendments are
stacked
V = 0.125y
Composting
Area for composting
V = 0.06y
TREATMENT STRIP SITING CRITERIA
Consult with a Resource Soil Scientist to locate proposed VTA’s and determine if any modifications are needed to meet
separation distances and soils criteria.
➢ SOIL PERMEABILITY:
The design shall be based on the most restrictive soil layer within the root zone. The Maximum Permeability in the
root zone shall be less than or equal to 2.0 in/hr, UNLESS:
1
g
V = 0.06y
TREATMENT STRIP SITING CRITERIA
Consult with a Resource Soil Scientist to locate proposed VTA’s and determine if any modifications are needed to meet
separation distances and soils criteria.
➢ SOIL PERMEABILITY:
The design shall be based on the most restrictive soil layer within the root zone. The Maximum Permeability in the
root zone shall be less than or equal to 2.0 in/hr, UNLESS:
1. A natural or constructed barrier within the soil profile mitigates the potential of ground water contamination. In
Maine, a natural barrier would be a dense substratum such as a glacial till hardpan or heavy marine or lacustrine
sediment that results in a seasonally perched water table.
OR
2. Greater than or equal to 18 inches of loamy fine sand or finer soil material (permeability < 2.0 in/hr) exists over soil
material with permeability > 2.0 in/hr such as sand or gravel.
OTHER VTA SITE/SOIL CHARACTERISTIC REQUIREMENTS:
•
Minimum Depth to Bedrock: 18 inches
•
Minimum Depth to Seasonal High Water Table: 15 inches
•
Slope Range: 1 – 6 percent
SETBACKS FROM RESOURCE CONCERNS:
•
Wells: 100 feet
•
Receiving Surface Water: 100 ft. < 15 animal units, 300 ft. > 15 animal units OR carcass/offal/meat composting
•
Public Water Supply: 300 feet
•
Other options or modifications, such as ROOFED AREAS, will be necessary if the above unsuitable conditions exist
in potential treatment areas. See NRCS CPS 367, Roofs and Covers for details.
Use Table 2 to size the vegetated treatment area based on soil type.
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Table 2: Vegetated Treatment Area Size Based on Soil Type
SOIL / PARENT MATERIAL TYPES
SOIL PERMEABILITY
RANGE
SIZE RATIO OF
IMPERMEABLE SURFACE
odifications, such as ROOFED AREAS, will be necessary if the above unsuitable conditions exist
in potential treatment areas. See NRCS CPS 367, Roofs and Covers for details.
Use Table 2 to size the vegetated treatment area based on soil type.
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Table 2: Vegetated Treatment Area Size Based on Soil Type
SOIL / PARENT MATERIAL TYPES
SOIL PERMEABILITY
RANGE
SIZE RATIO OF
IMPERMEABLE SURFACE
(y) TO VEGETATED
TREATMENT AREA
1. COARSE LOAMY & SANDY GLACIAL TILLS
2. COARSE SILTY SEDIMENTS
3. COARSE SILTY ALLUVIAL DEPOSITS
0.6 – 2.0 in/hr
1 : 1
FINE LOAMY AND SILTY GLACIAL TILLS
0.2 – 0.6 in/hr
1 : 1.5
FINE SILTY SEDIMENTS
0.06 – 0.2 in/hr
1 : 1.8
ADDITIONAL CRITERIA FOR DOSING SYSTEMS
Distribute the effluent over the VTA through sprinkler irrigation or other pressure dosing system. Match the application
rate of sprinkler nozzles to the most restrictive soil infiltration rate or other factors to prevent effluent from discharging
from the VTA.
CONSIDERATIONS
Direct contaminated effluent to a waste storage facility during excessively wet or cold climatic conditions.
Additional nutrient and infiltration design guidance in Vegetated Treatment Systems for Open Lot Runoff, (Koelsch, et.
al., 2006).
Provide more than one VTA to allow for resting, harvesting vegetation, and maintenance, and to minimize the potential
for overloading.
If impervious area requires more than 6,000 square feet of vegetated filter area for treatment, then consider installing
multiple filter areas and divide impervious area flow accordingly.
Provide additional storage in the basin collection area to minimize or eliminate discharge into the VTA during rainfall
events. Delay application until rainfall has ended to improve infiltration and nutrient uptake.
To maximize nutrient uptake, use warm and cool season species in separate areas to ensure that plants are actively
growing during different times of the year.
Supplement water as necessary to maintain plants in a condition suitable for the treatment purpose
iminate discharge into the VTA during rainfall
events. Delay application until rainfall has ended to improve infiltration and nutrient uptake.
To maximize nutrient uptake, use warm and cool season species in separate areas to ensure that plants are actively
growing during different times of the year.
Supplement water as necessary to maintain plants in a condition suitable for the treatment purpose.
Consider suspension of application to treatment area when weather conditions are not favorable for aerobic activity or
when soil temperatures are lower than 39° F. When soil temperatures are between 39° F and 50° F, consider reducing
application rate and increasing application period while maintaining a constant hydraulic loading rate.
Manage the VTA to maintain vegetative treatment effectiveness throughout the growing season. Time the harvest of
the VTA plants so vegetation can regrow to a sufficient height to effectively filter effluent late in the growing season.
Install a berm around the lower end of the VTA to contain excess runoff that may occur.
Effluent from the VTA may be stored for land application, recycled through the wastewater management system, or
otherwise used in the agricultural operation.
Install fences or other measures to exclude or minimize access of the VTA to humans or animals.
Install a pumping system at the bottom of the VTA to either recirculate the effluent to the top of the VTA or transfer to a
waste storage facility.
PLANS AND SPECIFICATIONS
Prepare plans and specifications that describe the requirements for applying the practice to achieve its intended use.
As a minimum include:
• Critical construction perimeters, necessary construction sequence, vegetation establishment
requirements,
retention area and level spreader mechanism requirements, associated practices and agronomic nutrient removal.
• Plan view showing the location of all components of the VTA
cifications that describe the requirements for applying the practice to achieve its intended use.
As a minimum include:
• Critical construction perimeters, necessary construction sequence, vegetation establishment
requirements,
retention area and level spreader mechanism requirements, associated practices and agronomic nutrient removal.
• Plan view showing the location of all components of the VTA.
• Details of the length, width, and slope of the treatment area to accomplish the planned purpose (length refers to
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flow length down the slope of the treatment area).
• Herbaceous species, seed selection, and seeding rates to accomplish the planned purpose
• Planting dates, care, and handling of the seed to ensure that planted materials have an acceptable rate of
survival.
• Site preparation sufficient to establish and grow selected species.
OPERATION AND MAINTENANCE
Develop an operation and maintenance plan consistent with the purposes of the practice, its intended life, safety
requirements, and the criteria for its design. Include the following items as appropriate:
• Inspect and maintain retention and spreader area to ensure that sheet flow loading is maintained for the VTA.
• Inspect and repair treatment areas after storm events to address gullies, reseed disturbed areas, and prevent
concentrated flow.
• Control undesired weed species, especially state-listed noxious weeds, and other pests that could inhibit proper
functioning of the VTA.
• Exclude livestock from VTA.
• Apply supplemental nutrients and soil amendments as needed to maintain the desired species composition and
stand density of herbaceous vegetation.
• Maintain or restore the treatment area as necessary by periodically grading or removing excess material when
deposition jeopardizes its function. Reestablish herbaceous vegetation.
• Routinely dethatch or aerate a treatment area used for treating runoff from livestock holding areas in order to
promote infiltration
intain the desired species composition and
stand density of herbaceous vegetation.
• Maintain or restore the treatment area as necessary by periodically grading or removing excess material when
deposition jeopardizes its function. Reestablish herbaceous vegetation.
• Routinely dethatch or aerate a treatment area used for treating runoff from livestock holding areas in order to
promote infiltration.
• Conduct maintenance activities only when the surface layer of the VTA is dry enough to prohibit compaction.
• Monitor all treatment areas to maintain optimal crop growth and environmental protection.
REFERENCES
USDA/NRCS, National Engineering Handbook, Part 651, Agricultural Waste Management Field Handbook.
Koelsch, R., B. Kintzer, and D. Meyer. (ed.) 2006. Vegetated Treatment Systems for Open Lot Runoff - A Collaborative
Report. USDA, NRCS.
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ATTACHMENT C
Natural Resources Conservation Service
CONSERVATION PRACTICE STANDARD
WASTE STORAGE FACILITY
Code 313
(No)
November 2017
DEFINITION
An agricultural waste storage impoundment or containment made by constructing an embankment,
excavating a pit or dugout, or by fabricating a structure.
Purpose
To store manure, agricultural by-products, wastewater, and contaminated runoff to provide the agricultural
operation management flexibility for waste utilization.
Conditions Where Practice Applies
Use where regular storage is needed for wastes generated by agricultural production or processing and
where soils, geology, and topography are suitable for construction of the facility. For reception pits, use
the NRCS Conservation Practice Standard (CPS) Waste Transfer (Code 634).
For liquid waste storage facilities implemented with an embankment, this practice applies only to low
hazard structures as defined in the NRCS National Engineering Manual (NEM), Part 520.23.
This practice does not apply to the storage of human waste or routine animal mortality.
General Criteria Applicable to All Waste Storage Facilities.
Laws and Regulations
andard (CPS) Waste Transfer (Code 634).
For liquid waste storage facilities implemented with an embankment, this practice applies only to low
hazard structures as defined in the NRCS National Engineering Manual (NEM), Part 520.23.
This practice does not apply to the storage of human waste or routine animal mortality.
General Criteria Applicable to All Waste Storage Facilities.
Laws and Regulations. Plan, design, and construct the waste storage facility to meet all Federal,
State, and local laws and regulations.
Location. Locate and design the waste storage facility such that it is outside the 100-year floodplain
unless site restrictions require locating it within the floodplain. If located in the floodplain, protect the
facility from inundation or damage from a 25-year flood event. Additionally, follow the policy found in the
NRCS General Manual (GM) 190, Part 410.25, Floodplain Management, which may require providing
additional protection for storage structures located within the floodplain.
Locate waste storage structures at least 100 feet from wells.
Waste storage facilities, other than field stacking facilities shall have a bottom elevation that is a minimum
of 2 feet above the seasonal high water table. The storage shall have bottom elevation that is a minimum
of 18 inches to bedrock. If the bedrock separation is less than 24 inches, then 6 inches of the separation
P a g e C 2
profile must contain an impermeable layer. These separation distances and soils criteria are shown in
Figure 1. The bottom elevation is defined as the lowest elevation manure is stored, for example, the top
of the concrete floor.
Soils that do not meet the criteria in Figure 1 can be modified. Modifications to the site in
order to meet seasonal high water table separation distance criteria shall address buoyant
forces, pond seepage rate, and non-encroachment of the water table by contaminants
in
Figure 1. The bottom elevation is defined as the lowest elevation manure is stored, for example, the top
of the concrete floor.
Soils that do not meet the criteria in Figure 1 can be modified. Modifications to the site in
order to meet seasonal high water table separation distance criteria shall address buoyant
forces, pond seepage rate, and non-encroachment of the water table by contaminants.
These modifications may include lowering the water table by the use of perimeter drains,
building up the soil profile to increase the separation distance, or increasing setback
distances from resource concerns. Any impermeable layers used to meet bedrock
separation distance criteria shall use material such as clay. Material must be reviewed and
approved by Soil Resource Specialist. If a site cannot be modified a synthetic liner may be
used meeting the requirements found under Liners within Additional Criteria for Liquid Waste
Storage
Consult with a Soil Resource Specialist to locate proposed waste storage facility and
determine any modification needed to meet separation distances and soils criteria. Comply
with all local, state, and federal laws and regulations on separation distances from resource
concerns such as wells, property lines, water bodies, and aquifers.
Storage Period. The storage period is the maximum length of time anticipated between emptying
events. Base the minimum storage period on the timing required for environmentally safe waste
utilization considering the climate, crops, soil, equipment, and local, State, and Federal regulations.
6” OF IMPERMEABLE
LAYER OR LINER
REQUIRED IN SOIL
PROFILE ABOVE
BEDROCK
P a g e C 3
Design Storage Volume. Size the facility to store the following volumes as appropriate.
Operational Volume
• Manure, wastewater, bedding, and other wastes accumulated during the storage
period.
• For liquid or slurry storage facilities, include normal precipitation (omit diverted roof
runoff) less evaporation during the storage period
R OR LINER
REQUIRED IN SOIL
PROFILE ABOVE
BEDROCK
P a g e C 3
Design Storage Volume. Size the facility to store the following volumes as appropriate.
Operational Volume
• Manure, wastewater, bedding, and other wastes accumulated during the storage
period.
• For liquid or slurry storage facilities, include normal precipitation (omit diverted roof
runoff) less evaporation during the storage period.
• Normal runoff from the facility's drainage area during the storage period.
• Planned maximum residual solids. Provide a minimum of 6 inches for tanks unless
a sump, ramp, or other device allows for complete emptying.
• Additional storage when required to meet management goals or regulatory
requirements.
Emergency Volume (liquid storages only)
• 25-year, 24-hour precipitation on the surface of the liquid or slurry storage facility at
the maximum level of the required design storage.
• 25-year, 24-hour runoff from the facility's drainage area.
Freeboard Volume (for liquid or slurry waste storage exposed to precipitation)
• Minimum of 6” for vertical walled tanks.
• Minimum of 12” for all other facilities.
Exclude nonpolluted runoff from the structure to the fullest extent practical except where including the
runoff is advantageous to the operation of the agricultural waste management system.
Inlet. Design inlet to resist corrosion, plugging, freeze damage, and ultraviolet deterioration. Incorporate
erosion protection as necessary.
Waste Removal. Provide components for removing waste such as gates, pipes, docks, wet wells,
pumping platforms, retaining walls, or ramps. Incorporate features to protect against erosion, tampering,
and accidental release of stored waste as necessary. Design ramp slopes to accommodate anticipated
equipment and traction available. Use NRCS CPS Nutrient Management (Code 590) for land application
of stored material or follow other disposal options outlined in a Comprehensive Nutrient Management
Plan (CNMP).
Accumulated Solids Removal
Incorporate features to protect against erosion, tampering,
and accidental release of stored waste as necessary. Design ramp slopes to accommodate anticipated
equipment and traction available. Use NRCS CPS Nutrient Management (Code 590) for land application
of stored material or follow other disposal options outlined in a Comprehensive Nutrient Management
Plan (CNMP).
Accumulated Solids Removal. To preserve storage volume, make provision for periodic removal of
accumulated solids. The anticipated method for solids removal must be accommodated in design,
particularly in determining the configuration of impoundments and the type of liner to be used.
Maximum Operating Level. The maximum operating level for liquid storage structures is the level
that provides the operational volume.
Staff Gauge. For earthen waste storage structures place a staff gauge or other permanent marker in
the liquid storage facility to clearly indicate the following elevations:
• Maximum operating level (top of the operational volume).
• Emergency level (top of the design storage volume).
P a g e C 4
For storages where the contents are not visible and a staff gauge would not be visible, such as below a
slatted floor, identify the method for the operator to measure the depth of accumulated waste in the
Operation and Maintenance Plan.
Safety. Include appropriate safety features to minimize the hazards of the facility (refer to American
Society of Agricultural and Biological Engineers (ASABE) Standard EP470, Manure Storage Safety for
guidance, as needed).
Provide warning signs, fences, ladders, ropes, bars, rails, and other devices as appropriate, to ensure the
safety of humans and livestock. Provide ventilation and warning signs for covered waste holding
structures, as necessary, to prevent explosion, poisoning, or asphyxiation.
Design covers and grating over openings such that livestock or humans cannot accidentally displace
them and fall into the facility
ning signs, fences, ladders, ropes, bars, rails, and other devices as appropriate, to ensure the
safety of humans and livestock. Provide ventilation and warning signs for covered waste holding
structures, as necessary, to prevent explosion, poisoning, or asphyxiation.
Design covers and grating over openings such that livestock or humans cannot accidentally displace
them and fall into the facility.
Design pipelines with a water-sealed trap and vent, or similar device, if there is a potential for gases from
the pipe to accumulate in confined spaces.
Place a fence around impoundments and uncovered tanks which have exposed walls less than 5 feet
above ground surface. Use the NRCS CPS Fence (Code 382) for design of a fence that will prevent
accidental entry by people or animals likely to be onsite. Except at pushoff and unloading locations,
fencing around waste storage facilities shall be one of the following:
•
Woven Wire, 6” grid, See typical drawing ME-FNC-WWF
•
Chain Link, See typical drawing ME-FNC-CLF
At all push-offs, pumping pads, and agitation locations, install safety features to prevent equipment,
people, and livestock from accidentally falling into storage. Gate panels are to be used at pumping and
agitation locations. Rail or bars are to be used at push-off locations. Position bar or rail so that the
bucket or scarper can pass underneath.
Post universal warning signs, if needed, to prevent children and others from entering liquid waste storage
structures.
Roofs and Covers. Use NRCS CPS Roofs and Covers (Code 367) for design of waste storage facility
covers or roofs, as needed.
Treated Wood. Use criteria from NRCS CPS Roof and Covers (Code 367) for treated wood and
fasteners
rail so that the
bucket or scarper can pass underneath.
Post universal warning signs, if needed, to prevent children and others from entering liquid waste storage
structures.
Roofs and Covers. Use NRCS CPS Roofs and Covers (Code 367) for design of waste storage facility
covers or roofs, as needed.
Treated Wood. Use criteria from NRCS CPS Roof and Covers (Code 367) for treated wood and
fasteners.
Additional Criteria for Liquid Waste Storage
A liquid waste storage impoundment is a facility where the stored material does not consistently stack and
is either a natural topographic depression, manmade excavation, or diked area formed primarily of
earthen materials, such as soil (although the unit may be lined with manmade materials) .
Liners. Select a liner material that will meet the requirements of the management, waste consistency,
loading method, and unloading method. Use liners which meet or exceed NRCS CPS Pond Sealing or
Lining (Codes: 520 - Compacted Soil Treatment, 521 – Geomembrane or Geosynthetic, or 522 -
Concrete). Design concrete liners for reduced seepage. For concrete liners use 3500 psi concrete, 5”
thick, with #4 rebar spaced 12” each direction. No cut joints are needed or allowed. Water stops are
required at any cold joint.
P a g e C 5
Foundation. Locate the impoundment in soils with a permeability that meets all applicable regulations
or line the impoundment with suitable material.
Perform subsurface investigations for all waste storage impoundments sufficient in detail and analysis to
support the design in accordance with NRCS NEM, Part 531, Geology. Describe the soil material
encountered, location of any seeps, depth-to-high-water table, depth to bedrock, and presence of sink
holes in karst topography.
For the design of a liner on a site located in a floodplain and other locations where there is potential for
uplift, include an evaluation of all potential buoyant uplift forces on the liner
sign in accordance with NRCS NEM, Part 531, Geology. Describe the soil material
encountered, location of any seeps, depth-to-high-water table, depth to bedrock, and presence of sink
holes in karst topography.
For the design of a liner on a site located in a floodplain and other locations where there is potential for
uplift, include an evaluation of all potential buoyant uplift forces on the liner. Limit projected uplift head
under clay liners to a gradient of less than 0.5 ft/ft in the clay liner. The gradient is determined as the
difference in total head between the top and the bottom of a clay liner when buoyant forces exist (such as
when the floodplain is flooded) divided by the thickness of the clay liner.
Outlet. An outlet that can automatically release stored material is not permitted except for septic tanks
that feed a treatment system such as a waste treatment strip or leaching field or outlets leading to another
storage facility with adequate capacity. Design a permanent outlet that will resist corrosion and plugging.
Provide a backflow prevention measure for an outlet that pumps wastewater to secondary storage located
at a higher elevations.
Embankments. For an impoundment with greater than one acre of surface area and where wave
action is a concern, increase the embankment height to account for calculated wave height. In all cases,
increase the constructed embankment height by at least 5 percent to allow for settlement. Stabilize all
embankments to prevent erosion or deterioration.
Minimum embankment top widths are shown in table 1. Design the combined side slopes of the settled
embankment to be equal to or flatter than 5 horizontal to 1 vertical, with neither slope steeper than 2
horizontal to 1 vertical unless provisions are made for stability
d embankment height by at least 5 percent to allow for settlement. Stabilize all
embankments to prevent erosion or deterioration.
Minimum embankment top widths are shown in table 1. Design the combined side slopes of the settled
embankment to be equal to or flatter than 5 horizontal to 1 vertical, with neither slope steeper than 2
horizontal to 1 vertical unless provisions are made for stability. The total embankment height (effective
height) is the difference in elevation between the auxiliary (emergency) spillway crest or the settled top of
the embankment if there is no auxiliary spillway and the lowest point in the cross section taken along the
centerline of the embankment.
Table 1. Minimum Top Widths
Total embankment
height (ft)
Top
width (ft)
Less than 15
8
15–19.9
10
20–24.9
12
25–30
14
30–35
15
Spillway or Equivalent Protection. For a facility having a total embankment height greater than 20
feet, construct an auxiliary (emergency) spillway or route through the spillway or store below the spillway
another volume equivalent to the emergency volume.
Excavations. Design excavated side slopes to meet the requirements of the liner used, see NRCS CPS
Pond Sealing or Lining, Compacted Soil Treatment (Code 520), Pond Sealing or Lining, Geomembrane
or Geosynthetic (Code 521) or Pond Sealing or Lining, Concrete (Code 522).
P a g e C 6
Additional Criteria for Fabricated Structures
Definition. Fabricated structures include steel prefabricated tanks and waste storage
structures constructed from precast or cast in place concrete walls with a concrete floor.
Foundation. Based on subsurface investigation, provide a foundation for fabricated waste storage
structures to safely support all superimposed loads without excessive movement or settlement. Perform
subsurface investigations for all fabricated structures sufficient in detail and analysis to support the design
in accordance with NRCS NEM, Part 531, Geology
ce concrete walls with a concrete floor.
Foundation. Based on subsurface investigation, provide a foundation for fabricated waste storage
structures to safely support all superimposed loads without excessive movement or settlement. Perform
subsurface investigations for all fabricated structures sufficient in detail and analysis to support the design
in accordance with NRCS NEM, Part 531, Geology. Describe the soil material encountered, location of
any seeps, depth to high water table, depth to bedrock, and presence of sink holes in karst topography.
Where a nonuniform foundation cannot be avoided or where applied loads may create highly variable
foundation loads, calculate settlement based upon site-specific soil test data. Index tests of site soil may
allow correlation with similar soils for which test data is available. If no test data are available, use
presumptive bearing strength values for assessing actual bearing pressures obtained from table 2 or
another nationally recognized building code. In using presumptive bearing values, provide adequate
detailing and articulation to avoid distressing movements in the structure.
Table 2. Presumptive Allowable Foundation and Lateral Pressure1
Class of materials
Allowable
foundation
pressure
(psf)
Lateral
bearing
(psf/ft) below
natural grade
Coefficient
of friction
Cohesion
(psf)
Crystalline bedrock
12,000
1,200
0.70
-
Sedimentary and foliated rock
4,000
400
0.35
-
Sandy gravel or gravel (GW
and GP)
3,000
200
0.35
-
Sand, silty sand, clayey sand,
silty gravel, clayey gravel
(SW, SP, SM, SC, GM and
GC)
2,000
150
0.25
-
Clay, sandy clay, silty clay,
clayey silt, silt and sandy silt
(CL, ML, MH and CH)
1,500
100
-
130
1 International Building Code (IBC), 2015, International Code Council (ICC)
Structural Loadings. Design the waste storage structure to withstand all anticipated loads in
accordance with the requirements in NRCS NEM, Part 536, Structural Design
ayey gravel
(SW, SP, SM, SC, GM and
GC)
2,000
150
0.25
-
Clay, sandy clay, silty clay,
clayey silt, silt and sandy silt
(CL, ML, MH and CH)
1,500
100
-
130
1 International Building Code (IBC), 2015, International Code Council (ICC)
Structural Loadings. Design the waste storage structure to withstand all anticipated loads in
accordance with the requirements in NRCS NEM, Part 536, Structural Design. Such loads should include
internal and external loads, hydrostatic uplift pressure, concentrated surface and impact loads, and water
pressure due to seasonal high water table, frost or ice.
Calculate loading from lateral earth pressures using soil strength values determined from the results of
appropriate soil tests and procedures described in Technical Release 210-74, Lateral Earth Pressures.
Table 3 provides minimum lateral earth pressure values when soil strength tests are not available. If
heavy equipment will operate near the wall, use an additional soil surcharge or an additional internal
lateral pressure in the wall analysis as appropriate.
P a g e C 7
For the lateral load from stored waste not protected from precipitation, use a minimum 65 lb/ft2/ft of depth
as the design internal lateral pressure. Use a minimum value of 60 lb/ft2/ft of depth for the lateral load
from stored waste protected from precipitation and not likely to become saturated. Use a minimum
internal lateral pressure of 72 lb/ft2/ft of depth for sand-laden manure storage if the percentage of sand
exceeds 20%. Designers may use lesser values if supported by measurement of actual pressures of the
waste to be stored.
P a g e C 8
Table 3
m value of 60 lb/ft2/ft of depth for the lateral load
from stored waste protected from precipitation and not likely to become saturated. Use a minimum
internal lateral pressure of 72 lb/ft2/ft of depth for sand-laden manure storage if the percentage of sand
exceeds 20%. Designers may use lesser values if supported by measurement of actual pressures of the
waste to be stored.
P a g e C 8
Table 3. Minimum Lateral Earth Pressure Values1
Description of backfill material c
Unified soil
classification
Design lateral soil load
(lb/ft2/ft of depth) a
Active
pressure
At-rest
pressure
Well-graded, clean gravels; gravel-sand mixes
GW
30
60
Poorly graded clean gravels; gravel-sand
mixes
GP
30
60
Silty gravels, poorly graded gravel-sand mixes
GM
40
60
Clayey gravels, poorly graded gravel-sand
mixes
GC
45
60
Well-graded, clean sands; gravely sand mixes
SW
30
60
Sand-silt clay mix with plastic fines
SP
30
60
Silty sands, poorly graded sand-silt mixes
SM
45
60
Sand-silt clay mix with plastic fines
SM-SC
45
100
Clayey sands, poorly graded sand-clay mixes
SC
60
100
Inorganic silts and clayey silts
ML
45
100
Mixture of inorganic silt and clay
CL-ML
60
100
Inorganic clays of low to medium plasticity
CL
60
100
Organic silts and silt clays, low plasticity
OL
Note b
Note b
Inorganic clayey silts, elastic silts
MH
Note b
Note b
Inorganic clays of high plasticity
CH
Note b
Note b
Organic clays and silty clays
OH
Note b
Note b
1 Table 1610.1, Lateral Soil Load, International Building Code (IBC), 2015, International Code Council (ICC).
a Design loads based on moist conditions for the specified soils at optimum density. Include the weight of the
buoyant soil plus hydrostatic pressure for submerged or saturated soil.
b Unsuitable as backfill material.
c Base the definition and classification of soil in accordance with ASTM D 2487.
Structural Design. Design structures with reinforced concrete, steel, wood, or masonry
materials in accordance with NRCS-NEM, Part 536, Structural Engineering
oils at optimum density. Include the weight of the
buoyant soil plus hydrostatic pressure for submerged or saturated soil.
b Unsuitable as backfill material.
c Base the definition and classification of soil in accordance with ASTM D 2487.
Structural Design. Design structures with reinforced concrete, steel, wood, or masonry
materials in accordance with NRCS-NEM, Part 536, Structural Engineering. Account for all items
that will influence the performance of the structure, including loading assumptions, durability,
serviceability, material properties and construction quality. Ensure that the material used for a fabricated
structure is compatible with the waste product to be stored. Design structures according the latest
versions of the following standards:
Loads: ASCE 7
Reinforced Concrete Structures:
P a g e C 9
Structural Members: ACI 318
Concrete Slabs for reduced seepage applications: ACI 360R
Concrete Slabs for non-water tight applications: ACI 330R
Steel Structures: AISC Steel construction Manual
Wood Structures: American Wood Council National Design Specifications for Wood
Construction
Masonry Structures: ACI 530
Tanks may be designed with or without a cover. Design openings in a covered tank to accommodate
equipment for loading, agitating, and emptying. Equip these openings with fencing, grills or secure
covers for safety, and for odor and vector control as necessary.
Sensitive Environmental Settings. Where liquid-storage is to be provided in sensitive environmental
settings (i.e., tanks in areas with shallow wells in surface aquifers, high-risk karst topography, or other
site-specific concerns), design the storage structure as a reinforced concrete hydraulic or environmental
structure according to NRCS NEM, Part 536, Structural Design
or control as necessary.
Sensitive Environmental Settings. Where liquid-storage is to be provided in sensitive environmental
settings (i.e., tanks in areas with shallow wells in surface aquifers, high-risk karst topography, or other
site-specific concerns), design the storage structure as a reinforced concrete hydraulic or environmental
structure according to NRCS NEM, Part 536, Structural Design. Alternatively, use a flexible liner
membrane, designed and constructed in accordance with standard engineering and industry practice, to
provide secondary liquid containment for structures constructed with other methods described in NRCS
NEM, Part 536, Structural Design.
Additional Criteria - Stacking Facilities
A stacking facility may be open, covered, or roofed and is used for wastes which behave primarily as
solid. Determine the wall height using the anticipated stacking angle of the waste material. Construct a
stacking facility of durable materials such as reinforced concrete, reinforced concrete block, or treated
lumber. Design the stacking facility with adequate safety factors to prevent failure due to internal or
external pressures, including hydrostatic uplift pressure and imposed surface loads such as equipment
which may be used within, on, or adjacent to the structure.
Seepage and Internal Drainage. Prevent leachate in amounts that would pollute surface or
groundwater with collection and disposal of liquids in a safe manner as necessary. Seepage control may
not be necessary on sites that have a roof. Make provisions for drainage of leachate, including rainfall
from the stacking area (especially those without a roof). Collect leachate in a tank or waste storage
impoundment, or properly treat in a vegetated treatment area.
Field Stacking Facilities Criteria
Design Criteria. Locate field stacking facilities to minimize the risk of surface and ground water
contamination. Design considerations shall include the following:
(a) Exclude unpolluted surface and ground water from facilities and loading areas.
t a roof). Collect leachate in a tank or waste storage
impoundment, or properly treat in a vegetated treatment area.
Field Stacking Facilities Criteria
Design Criteria. Locate field stacking facilities to minimize the risk of surface and ground water
contamination. Design considerations shall include the following:
(a) Exclude unpolluted surface and ground water from facilities and loading areas.
(b) Locate stacking facilities a minimum of 100 feet away from wells and surface water bodies and a
minimum of 300 feet away from Public Water Supplies (these may be wells, lakes, ponds, rivers, or
springs). Consider increasing setbacks from resource concerns when they are located downslope from
the stacking site.
(c) Locate field stacking facilities on soils that are 18 inches over bedrock and 15 inches to seasonal high
water table. The soil shall have a maximum permeability of 2 inches/hour in the C Horizon or a minimum
of 18 inches of loamy fine sand or finer material with a permeability of <= 2 inches/hour over the C
Horizon. The maximum land slope shall be 8 percent. The site needs to be above the 25 year floodplain.
These separation distances and soils criteria are also shown in Figure 2. Soils that do not meet the
criteria in Figure 2 can be modified. Avoid placing field stacking facilities on soils that are less than 18
inches to bedrock nor soils that are less than 7 inches to the seasonal high water table (hydric soils) or
P a g e C 10
hydraulically restrictive layer. Some possible modifications to field stacking sites include, but are not
limited to:
1. Increase setback distances from resource concerns.
2. Dump and spread within 30 days.
3. Berm around edges of the pile with hay bales, silt fence, earth, etc.
4. Create surface runoff diversions.
5. Build the soil up to increase separation distance from bedrock or water table.
0
hydraulically restrictive layer. Some possible modifications to field stacking sites include, but are not
limited to:
1. Increase setback distances from resource concerns.
2. Dump and spread within 30 days.
3. Berm around edges of the pile with hay bales, silt fence, earth, etc.
4. Create surface runoff diversions.
5. Build the soil up to increase separation distance from bedrock or water table.
(d) Consult with a Soil Resource Specialist to locate proposed field stacking facilities and determine any
modifications needed to meet separation distances and soils criteria.
P a g e C 11
ADDITIONAL CRITERIA FOR BEDDED PACKS
Sizing. Provide pack area for animals as listed in Table 4. If a heavy use area is used adjacent to the
pack area and animals have free access to both areas, provide waste storage facility for manure collected
on heavy use area. Size this waste storage facility to store up to 50 percent of the manure produced by
the animals and 10 percent of the bedding used while they are using the pack and heavy use area.
Surface the pack area with concrete. Surround the pack area with reinforced concrete walls at least 6’
tall.
Table 4:
Animal Type
Pack Area (sq ft/ animal)
Dairy Cow
85 – 100
Beef Cow
85 – 100
Beef Steer
75 - 85
Swine
55 - 65
Sheep and Goats
45 - 55
ADDITIONAL CRITERIA FOR CULL POTATO STORAGE
Acceptable surface treatments for cull potato storage facilities include an impervious soil barrier such as
bituminous pavement or concrete. Handling and storage of cull potatoes shall be in accordance with the
Maine Department of Agriculture Cull Potato Disposal Rules and Best Management Practices
The storage volume occupied by the cull potatoes is based on the needed volume for the livestock being
fed or the amount of potatoes stored. Sites can be relocated if resource concerns can be more
economically addressed. All leachate concerns will be addressed according to practice standard Waste
Treatment (629)
ine Department of Agriculture Cull Potato Disposal Rules and Best Management Practices
The storage volume occupied by the cull potatoes is based on the needed volume for the livestock being
fed or the amount of potatoes stored. Sites can be relocated if resource concerns can be more
economically addressed. All leachate concerns will be addressed according to practice standard Waste
Treatment (629). NRCS conservation practice standards Waste Transfer (634), Heavy Use Area
Protection (561), Subsurface Drain (606), Vegetated Treatment Area (635), Diversion (362), or any other
pertinent practice standard that can be used as companion practices may also apply to the collection and
treatment of cull potato leachate. Relocating the structure can be used where the high water table and
bedrock separation distances cannot be met as specified in Figure 1. For proposes of designing leachate
storage or treatment assume cull potatoes will produce 20 gallons of leachate per ton of cull potatoes
stored.
CONSIDERATIONS
For exposed liners utilizing HDPE or similar materials that are slippery when wet, consider the use of
textured liners or addition of features such as tire ladders that would allow for escape from the waste
storage structure.
Consider solid/liquid separation of runoff or wastewater entering impoundments to minimize the frequency
of accumulated solids removal and to facilitate pumping and application of the stored waste.
Due consideration should be given to environmental concerns, economics, the overall waste
management system plan, and safety and health factors.
P a g e C 12
Considerations for Siting
Consider the following factors in selecting a site for waste storage facilities:
• Proximity of the waste storage facility to the source of waste.
• Access to other facilities.
• Ease of loading and unloading waste.
• Compatibility with the existing landforms and vegetation, including building
arrangement, to minimize odors and adverse impacts on visual resources
e C 12
Considerations for Siting
Consider the following factors in selecting a site for waste storage facilities:
• Proximity of the waste storage facility to the source of waste.
• Access to other facilities.
• Ease of loading and unloading waste.
• Compatibility with the existing landforms and vegetation, including building
arrangement, to minimize odors and adverse impacts on visual resources.
• Adequate maneuvering space for operating, loading, and unloading equipment.
Considerations for Minimizing the Potential for and Impacts of Sudden Breach of
Embankment or Accidental Release from the Waste Storage Facility.
Consider features, safeguards, and/or management measures to minimize the risk of failure or accidental
release, or to minimize or mitigate impact of this type of failure when any of the categories listed below
might be significantly affected.
Potential impact categories from breach of embankment or accidental release include—
• Surface water bodies—perennial streams, lakes, wetlands, and estuaries.
• Critical habitat for threatened and endangered species.
• Riparian areas.
• Farmstead, or other areas of habitation.
• Off-farm property
• Historical and archaeological sites or structures that meet the eligibility criteria for
listing in the National Register of Historical Places.
Consider the following either singly or in combination to minimize the potential of or the consequences of
sudden breach of embankments:
• An auxiliary (emergency) spillway.
• Additional freeboard.
• Storage for wet year rather than normal year precipitation.
• Reinforced embankment— such as, additional top width, flattened and/or armored
downstream side slopes.
• Secondary containment.
• Double liners.
Options to consider to minimize the potential for accidental release from the waste storage facility through
gravity outlets include—
• Outlet gate locks or locked gate housing.
• Secondary containment.
• Alarm system.
• Another nongravity means of emptying the waste storage facility
s, additional top width, flattened and/or armored
downstream side slopes.
• Secondary containment.
• Double liners.
Options to consider to minimize the potential for accidental release from the waste storage facility through
gravity outlets include—
• Outlet gate locks or locked gate housing.
• Secondary containment.
• Alarm system.
• Another nongravity means of emptying the waste storage facility.
Considerations for Minimizing the Potential of Waste Storage Pond Liner Failure.
Avoid sites with categories listed below unless no reasonable alternative exists.
Potential impact categories for liner failure are—
P a g e C 13
• Any underlying aquifer is at a shallow depth and not confined.
• The vadose zone is rock.
• The aquifer is a domestic water supply or ecologically vital water supply.
• The site is located in an area of water soluble bedrock such as limestone or
gypsum.
For a site with one or more of these site conditions, consider providing a leak detection system in
conjunction with the planned liner to provide an additional measure of safety.
Considerations for Stacking Facilities
Internal seepage collection within a stacking facility can be accomplished by use of a timber wall with the
boards installed vertically, leaving 3/4-inch cracks. The timber wall drainage section may be included in a
concrete or masonry block wall. Use the design criteria for timber walls.
For any facility that is an organic producer or that sells manure to organic producers, consider using rot-
resistant or treated lumber that meets the requirements for organic production. The producer should
consult with the organic certifier as to the use and acceptability of treated lumber for waste storage.
Considerations for Improving Air Quality
Liquid manure storage may result in emissions of volatile organic compounds, ammonia, hydrogen
sulfide, methane, nitrous oxide, and carbon dioxide. Solid manure storage may result in emissions of
particulate matter, volatile organic compounds, ammonia, carbon dioxide, and nitrous oxide
er as to the use and acceptability of treated lumber for waste storage.
Considerations for Improving Air Quality
Liquid manure storage may result in emissions of volatile organic compounds, ammonia, hydrogen
sulfide, methane, nitrous oxide, and carbon dioxide. Solid manure storage may result in emissions of
particulate matter, volatile organic compounds, ammonia, carbon dioxide, and nitrous oxide.
To reduce emissions of greenhouse gases, ammonia, volatile organic compounds, particulate matter and
odor, other NRCS CPSs such as Anaerobic Digester (Code 366), Roofs and Covers (Code 367), Waste
Treatment (Code 629), Amendments for Treatment of Agricultural Waste (Code 591), Composting Facility
(Code 317), and Air Filtration and Scrubbing (Code 371) can be added to the waste management system.
Adjusting pH below 7 may reduce ammonia emissions from the waste storage facility but may increase
odor when waste is surface applied—see NRCS CPS Nutrient Management (Code 590).
Some fabric and organic covers have been shown to be effective in reducing odors.
Maintain appropriate manure moisture content for solid manure storage facilities. Excessive moisture will
increase the potential for air emissions of volatile organic compounds, ammonia, and nitrous oxide, and
may lead to anaerobic conditions, which will increase the potential for emissions of methane and
hydrogen sulfide. Too little moisture will increase the potential for particulate matter emissions.
PLANS AND SPECIFICATIONS
Prepare plans and specifications that describe the requirements for applying the practice to achieve its
intended use. As a minimum, include the following in the engineering plans and specifications:
• Plan view of system layout.
• Structural details of all components, including reinforcing steel, type of materials,
thickness, anchorage requirements, lift thickness.
• Locations, sizes, and type of pipelines and appurtenances.
• Requirements for foundation and preparation and treatment.
• Vegetative requirements.
• Quantities
m, include the following in the engineering plans and specifications:
• Plan view of system layout.
• Structural details of all components, including reinforcing steel, type of materials,
thickness, anchorage requirements, lift thickness.
• Locations, sizes, and type of pipelines and appurtenances.
• Requirements for foundation and preparation and treatment.
• Vegetative requirements.
• Quantities.
• Approximate location of utilities and notification requirements.
P a g e C 14
OPERATION AND MAINTENANCE
Develop an operation and maintenance plan that is consistent with the purposes of the practice, its
intended life, safety requirements, and the criteria for its design. At a minimum, the plan will contain
where appropriate:
Include the operational requirements for emptying the storage facility including the expected storage
period. Begin removal of the liquid storage facility as soon as practical after the maximum operating level
has been reached. Also include the requirement that waste be removed from storage and utilized at
locations, times, rates, and volume in accordance with the overall waste management system plan.
For impoundments and other liquid storages include an explanation of the staff gauge or other permanent
marker to indicate the maximum operating level. For storages where the contents are not visible and a
staff gauge would not be visible, such as below a slatted floor, identify the method for the operator to
measure the depth of accumulated waste.
Include a provision for emergency removal and disposition of liquid waste in the event of an unusual
storm event that may cause the waste storage structure to fill to capacity prematurely.
Include instructions as needed for ventilating confined spaces according to ASABE Standard S607,
Venting Manure Storages to Reduce Entry Risk.
Develop an emergency action plan for waste storage facilities where there is a potential for significant
impact from breach or accidental release
the event of an unusual
storm event that may cause the waste storage structure to fill to capacity prematurely.
Include instructions as needed for ventilating confined spaces according to ASABE Standard S607,
Venting Manure Storages to Reduce Entry Risk.
Develop an emergency action plan for waste storage facilities where there is a potential for significant
impact from breach or accidental release. Include site-specific provisions for emergency actions that will
minimize these impacts.
Include a description of the routine maintenance needed for each component of the facility. Also include
provisions for maintenance that may be needed as a result of waste removal or material deterioration.
REFERENCES
American Society for Testing and Materials. Annual Book of ASTM Standards. Standards D 653, D 698,
D 1760, D 2488. ASTM, Philadelphia, PA.
USDA NRCS. 1992. Agricultural Waste Management Field Handbook. USDA-NRCS, Washington, DC.
USDA NRCS. General Manual. USDA-NRCS, Washington, DC.
USDA NRCS. National Engineering Manual. USDA-NRCS, Washington, DC.
USDA Soil Conservation Service. 1989. Technical Release Number 74, Lateral Earth Pressures, USDA-
SCS, Washington, DC.
P a g e D 1
ATTACHMENT D
Chapter 502: DIRECT WATERSHEDS OF LAKES MOST AT RISK FROM NEW
DEVELOPMENT, AND URBAN IMPAIRED STREAMS
SUMMARY: This chapter describes the criteria used to identify the direct
watersheds of lakes most at risk from new development and urban impaired
streams and lists these waterbodies.
1. Applicability. This chapter applies to (A) a project that requires a stormwater permit pursuant
to 38 M.R.S.A. §420-D, and (B) a development that may substantially affect the environment
and requires a site location of development (Site Law) permit pursuant to 38 M.R.S.A. §§ 481
- 490.
2. Definitions. Unless the context otherwise indicates, definitions of terms in chapter 500 apply
to terms used in this chapter. See "Definitions", 06-096 CMR 500.3.
3. Criteria
es a stormwater permit pursuant
to 38 M.R.S.A. §420-D, and (B) a development that may substantially affect the environment
and requires a site location of development (Site Law) permit pursuant to 38 M.R.S.A. §§ 481
- 490.
2. Definitions. Unless the context otherwise indicates, definitions of terms in chapter 500 apply
to terms used in this chapter. See "Definitions", 06-096 CMR 500.3.
3. Criteria. The criteria in this section are used to identify the direct watersheds of lakes most at
risk from new development and urban impaired streams.
The criteria apply for both projects requiring a stormwater permit and developments requiring
a site location of development permit, unless otherwise specifically stated.
A. Direct watershed of a lake most at risk from new development. A lake is considered
most at risk from new development if it meets the criteria below. Lakes most at risk from
new development are listed in Appendix A of this chapter if it is
(1) A public water supply; or
(2) Identified by the department as being in violation of class GPA water quality standards
or as particularly sensitive to eutrophication based on
(a) Current water quality,
(b) Potential for internal recycling of phosphorus,
(c) Potential as a cold water fishery,
(d) Volume and flushing rate, or
(e) Projected growth rate in the watershed.
Severely blooming lakes are a subset of lakes most at risk. A severely blooming lake has a
history of algal blooms, and the reduction of existing watershed phosphorus sources
sufficient to eliminate those algal blooms is expected to be so difficult that the addition of
new, incompletely mitigated development sources may prevent successful restoration of the
lake.
P a g e D 2
B. Urban impaired streams. A stream is considered impaired if it fails to meet water quality
standards because of effects of stormwater runoff from developed land
ting watershed phosphorus sources
sufficient to eliminate those algal blooms is expected to be so difficult that the addition of
new, incompletely mitigated development sources may prevent successful restoration of the
lake.
P a g e D 2
B. Urban impaired streams. A stream is considered impaired if it fails to meet water quality
standards because of effects of stormwater runoff from developed land. Additional
stormwater treatment controls are necessary in urban watersheds of impaired streams
because proposed stormwater sources in urban and urbanizing areas contribute to the
further degradation of stream water quality. Impaired streams are listed in Appendix B of
this rule and include all streams listed under Category 4-A or Category 5-A in the 2004
Integrated Water Quality Monitoring and Assessment Report that have urban non-point
source (NPS) indicated as a potential source.
P a g e D 3
APPENDIX A
Lakes Most at Risk from New Development
(x) = Severely Blooming
LAKE
TOWN
ADAMS POND
BOOTHBAY
ADAMS POND
NEWFIELD
ADAMS POND
BRIDGTON
ALLEN POND
GREENE
ANASAGUNTICOOK LAKE
CANTON
ANDERSON POND
AUGUSTA
ANDROSCOGGIN LAKE
WAYNE
ANNABESSACOOK LAKE (X)
WINTHROP
BARTLETT POND
WATERBORO
BAUNEG BEG POND
SANFORD
BAY OF NAPLES
NAPLES
BEAVER POND
BRIDGTON
BERRY POND
WINTHROP
BERRY POND
GREENE
BIRCH HARBOR POND
WINTER HARBOR
BLACK POND
SWEDEN
BONNY EAGLE LAKE
BUXTON
BOULTER POND
YORK
BOYD POND
LIMINGTON
BRANCH LAKE
ELLSWORTH
BRANCH POND
CHINA
BRETTUNS POND
LIVERMORE
BUKER POND
LITCHFIELD
BUNGANUT POND
LYMAN
BURNTLAND POND
STONINGTON
CARLTON POND
WINTHROP
CHAFFIN POND
WINDHAM
CHASES POND
YORK
CHICKAWAUKIE POND
ROCKPORT
CHINA LAKE
CHINA
CITY POND
SANDY RIVER
PLANTATION
COBBOSSECONTEE LAKE
WINTHROP
COCHNEWAGON LAKE
MONMOUTH
COFFEE POND
CASCO
COLD RAIN POND
NAPLES
CRAWFORD POND
WARREN
CRESCENT POND
RAYMOND
CRYSTAL LAKE
GRAY
CRYSTAL POND
TURNER
DAM POND
AUGUSTA
DAMARISCOTTA LAKE,
MIDDLE AND SOUTH BASINS
NOBLEBORO
DAVIS POND
HOLDEN
DEER POND
HOLLIS
P a g e D 4
DEERING POND
SANFORD
DESERT POND
MOUNT VERNON
DEXTER POND
WINTHROP
DODGE PO
TY POND
SANDY RIVER
PLANTATION
COBBOSSECONTEE LAKE
WINTHROP
COCHNEWAGON LAKE
MONMOUTH
COFFEE POND
CASCO
COLD RAIN POND
NAPLES
CRAWFORD POND
WARREN
CRESCENT POND
RAYMOND
CRYSTAL LAKE
GRAY
CRYSTAL POND
TURNER
DAM POND
AUGUSTA
DAMARISCOTTA LAKE,
MIDDLE AND SOUTH BASINS
NOBLEBORO
DAVIS POND
HOLDEN
DEER POND
HOLLIS
P a g e D 4
DEERING POND
SANFORD
DESERT POND
MOUNT VERNON
DEXTER POND
WINTHROP
DODGE POND
RANGELEY
DUCKPUDDLE POND
WALDOBORO
DUMPLING POND
CASCO
DUTTON POND
CHINA ALBION
EAGLE LAKE
BAR HARBOR
EAST POND
SMITHFIELD
ECHO LAKE
PRESQUE ISLE
ELL POND
SANFORD
ESTES LAKE
SANFORD
ETNA POND
STETSON
FAIRBANKS POND
MANCHESTER
FLOODS POND
OTIS
FOLLY POND
VINALHAVEN
FOREST LAKE
WINDHAM
FRESH POND
NORTH HAVEN
GARDINER POND
WISCASSET
GARLAND POND
GARLAND
GRANNY KENT POND
SHAPLEIGH
GRASSY POND
ROCKPORT
GREAT MOOSE LAKE
HARTLAND
GREAT POND
BELGRADE & ROME
GREAT POND
CAPE ELIZABETH
GREELEY POND
AUGUSTA
GREEN POND
OXFORD
HALEY POND
RANGELEY
HALF MOON POND
PROSPECT
HALL POND
PARIS
HANCOCK POND
EMBDEN
HATCASE POND
DEDHAM
HERMON POND
HERMON
HIGHLAND LAKE
BRIDGTON
HIGHLAND LAKE
WINDHAM
HOBBS (LT PENNESSE.)
NORWAY
HOGAN POND
OXFORD
HOLBROOK POND
HOLDEN
HOLLAND POND
LIMERICK
HORNE POND
LIMINGTON
HOSMER POND
CAMDEN
HUTCHINSON POND
MANCHESTER
INGALLS POND
BRIDGTON
INGHAM POND
MOUNT VERNON
ISINGLASS POND
LIMINGTON
JACOB BUCK POND
BUCKSPORT
JIMMIE (JAMIES) POND
MANCHESTER
JIMMY POND
LITCHFIELD
JORDAN POND
MOUNT DESERT
KENNEBUNK POND
LYMAN
KEZAR POND
WINTHROP
KILLICK POND
HOLLIS
KNICKERBOCKER POND
BOOTHBAY
KNIGHT POND
SOUTH BERWICK
LAKE AUBURN
AUBURN
LAKE GEORGE
SKOWHEGAN
LAKE WOOD
BAR HARBOR
LILLY POND
ROCKPORT
LILY POND
SIDNEY
LILY POND
NEW GLOUCESTER
LITTLE COBBOSSEE
WINTHROP
P a g e D 5
LITTLE DUCK POND
WINDHAM
LITTLE MEDOMAK POND
WALDOBORO
LITTLE OSSIPEE
WATERBORO
LITTLE POND
DAMARISCOTTA
LITTLE PURGATORY POND
MONMOUTH
LITTLE SABATTUS
GREENE
LITTLE SEBAGO LAKE
WINDHAM
LITTLE TOGUS POND
AUGUSTA
LITTLE WATCHIC POND
STANDISH
LITTLE WILSON POND
TURNER
LONG LAKE
BRIDGTON
LONG POND
BELGRADE
LONG POND
MOUNT DESERT
LONG POND
BUCKSPORT
LON
LOUCESTER
LITTLE COBBOSSEE
WINTHROP
P a g e D 5
LITTLE DUCK POND
WINDHAM
LITTLE MEDOMAK POND
WALDOBORO
LITTLE OSSIPEE
WATERBORO
LITTLE POND
DAMARISCOTTA
LITTLE PURGATORY POND
MONMOUTH
LITTLE SABATTUS
GREENE
LITTLE SEBAGO LAKE
WINDHAM
LITTLE TOGUS POND
AUGUSTA
LITTLE WATCHIC POND
STANDISH
LITTLE WILSON POND
TURNER
LONG LAKE
BRIDGTON
LONG POND
BELGRADE
LONG POND
MOUNT DESERT
LONG POND
BUCKSPORT
LONG POND
SULLIVAN
LOON POND
SABATTUS
LOON POND
LITCHFIELD
LOVEJOY POND
ALBION
LOWER AND UPPER PONDS
SKOWHEGAN
LOWER HADLOCK POND
MOUNT DESERT
LOWER NARROWS POND
WINTHROP
LOWER RANGE POND
POLAND
MACES POND
ROCKPORT
MANSFIELD POND
HOPE
MARANACOOK LAKE
WINTHROP
MARSHALL POND
OXFORD
MCGRATH POND
OAKLAND
MEDOMAK POND
WALDOBORO
MEGUNTICOOK LAKE
LINCOLNVILLE
MESSALONSKEE LAKE
BELGRADE
MIDDLE BRANCH POND
ALFRED
MIDDLE RANGE POND
POLAND
MIRROR LAKE
ROCKPORT
MOODY POND
LINCOLNVILLE
MOODY POND
WATERBORO
MOOSE HILL POND
LIVERMORE FALLS
MOOSE POND
OTISFIELD
MOUNT BLUE POND
AVON
MOUSAM LAKE
SHAPLEIGH
MUD POND
WINSLOW
MUD POND
CHINA
MUD POND
WINDSOR
MUD POND
OXFORD
MURDOCK POND
BERWICK
NEQUASSET POND
WOOLWICH
NICHOLS POND
SWANVILLE
NO NAME POND
LEWISTON
NOKOMIS POND
NEWPORT
NORTH POND
NORWAY
NORTH POND
SUMNER
NORTH POND
SMITHFIELD
NORTON POND
LINCOLNVILLE
NOTCHED POND
RAYMOND
NUBBLE POND
RAYMOND
OAKS POND
SKOWHEGAN
OTTER POND
BRIDGTON
OTTER PONDS #2
STANDISH
PANTHER POND
RAYMOND
PARADISE POND
DAMARISCOTTA
PARKER POND
CASCO
PARKER POND
JAY
P a g e D 6
PARKER POND
LYMAN
PATTEE POND
WINSLOW
PATTEN POND
HAMPDEN
PEMAQUID POND
WALDOBORO
PENNESSEEWASSEE
NORWAY
PETINGILL POND
WINDHAM
PLEASANT POND
TURNER
PLEASANT POND (X)
RICHMOND
POVERTY POND
NEWFIELD
QUIMBY POND
RANGELEY
RAYMOND POND
RAYMOND
RICH MILL POND
STANDISH
ROBERTS WADLEY POND
LYMAN
ROCKY POND
ROCKPORT
ROUND POND
RANGELEY
RUNAROUND POND
DURHAM
SABATTUS POND (X)
GREENE
SABBATHDAY LAKE
NEW GLOUCESTER
SALMON L (ELLIS P)
BELGRADE
SALMON STREAM POND
GUILFORD
SAND POND
MONMOUTH
SAND POND
LIMINGTON
SANDY BOTTOM POND
TURNER
SANDY POND
FREEDOM
SAWYER POND
GREENVILLE
SCITUATE POND
YORK
SEBAGO L
QUIMBY POND
RANGELEY
RAYMOND POND
RAYMOND
RICH MILL POND
STANDISH
ROBERTS WADLEY POND
LYMAN
ROCKY POND
ROCKPORT
ROUND POND
RANGELEY
RUNAROUND POND
DURHAM
SABATTUS POND (X)
GREENE
SABBATHDAY LAKE
NEW GLOUCESTER
SALMON L (ELLIS P)
BELGRADE
SALMON STREAM POND
GUILFORD
SAND POND
MONMOUTH
SAND POND
LIMINGTON
SANDY BOTTOM POND
TURNER
SANDY POND
FREEDOM
SAWYER POND
GREENVILLE
SCITUATE POND
YORK
SEBAGO LAKE
SEBAGO
SEBASTICOOK LAKE
NEWPORT
SECOND POND
DEDHAM
SEWALL POND
ARROWSIC
SHAKER POND
ALFRED
SHERMAN LAKE
NEWCASTLE
SHY BEAVER POND
SHAPLEIGH
SILVER LAKE
BUCKSPORT
SPECTACLE POND
VASSALBORO
STARBIRD POND
HARTLAND
SWAN POND
LYMAN
SWETTS POND
ORRINGTON
SYMMES POND
NEWFIELD
TAYLOR POND
AUBURN
THOMAS POND
CASCO
THOMPSON LAKE
OXFORD
THREECORNERED POND
AUGUSTA
THREEMILE POND (X)
WINDSOR
TOGUS POND
AUGUSTA
TOLMAN POND
AUGUSTA
TOOTHAKER POND
PHILLIPS
TRAVEL POND
JEFFERSON
TRICKEY POND
NAPLES
TRIPP POND
POLAND
ND
MANCHESTER
UNITY POND
UNITY
UPPER NARROWS POND
WINTHROP
UPPER RANGE POND
POLAND
WADLEY POND
LYMAN
WARD POND
SIDNEY
WARDS POND
LIMINGTON
WARREN POND
SOUTH BERWICK
WASSOOKEAG LAKE
DEXTER
WATCHIC POND
STANDISH
WEBBER POND (X)
VASSALBORO
P a g e D 7
WEST GARLAND POND
GARLAND
WEST HARBOR POND
BOOTHBAY HARBOR
WHITES POND
PALMYRA
WHITNEY POND
OXFORD
WHITTIER POND
ROME
WILEY POND
BOOTHBAY
WILSON POND
WAYNE
WOOD POND
BRIDGTON
WOODBURY POND
MONMOUTH
WORTHLEY POND
POLAND
YORK POND
ELIOT
YOUNGS LAKE
WESTFIELD
P a g e D 8
APPENDIX B
Urban impaired streams
STREAM
TOWN
LOGAN BROOK
AUBURN
UNNAMED TRIBUTARY TO BOND BROOK
(entering below I-95)
AUGUSTA
PENJAJAWOC STREAM, including MEADOW BROOK
BANGOR
BIRCH STREAM (OHIO STREET)
BANGOR
UNNAMED BROOK (PUSHAW ROAD)
BANGOR
ARCTIC BROOK (VALLEY AVENUE)
BANGOR
SHAW BROOK
BANGOR, HAMPDEN
MARE BROOK
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near Jordan Avenue)
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near River Road)
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near Water Street)
BRUNSWICK
CARIBOU STREAM
CARIBOU
FROST GULLY BROOK
FREEPORT
CONCORD GULLY
FREEPORT
DILL BRO
ROOK (PUSHAW ROAD)
BANGOR
ARCTIC BROOK (VALLEY AVENUE)
BANGOR
SHAW BROOK
BANGOR, HAMPDEN
MARE BROOK
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near Jordan Avenue)
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near River Road)
BRUNSWICK
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near Water Street)
BRUNSWICK
CARIBOU STREAM
CARIBOU
FROST GULLY BROOK
FREEPORT
CONCORD GULLY
FREEPORT
DILL BROOK
LEWISTON
JEPSON BROOK
LEWISTON
BROWN BROOK
LIMERICK
MATTANAWCOOK STREAM
LINCOLN
UNNAMED STREAM (Route 196)
LISBON FALLS
CAPISIC BROOK
PORTLAND
FALL BROOK
PORTLAND
NASONS BROOK
PORTLAND
GOOSEFARE BROOK
SACO
TROUT BROOK (including KIMBALL BROOK)
SOUTH PORTLAND
BARBERRY CREEK
SOUTH PORTLAND
LONG CREEK
SOUTH PORTLAND
PHILLIPS BROOK
SCARBOROUGH
RED BROOK
SCARBOROUGH, SOUTH
PORTLAND
WHITTEN BROOK
SKOWHEGAN
UNNAMED TRIBUTARY TO ANDROSCOGGIN RIVER
(near Topsham Fair Mall)
TOPSHAM
MILL STREAM
WINTHROP
AUTHORITY:
38 M.R.S.A. §§ 341-D, 420-D, and 484

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Source: Frix Law Library, https://www.frixlaw.com/law-library/statutes/STATE_ME_CMR_01_001_565. Check the current official text before relying on it. Not legal advice.