Ch. 565: Nutrient Management Rules

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.

P a g e B 2

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.

P a g e B 3

•

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.

P a g e B 3

•

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.

P a g e B 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

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.

P a g e B 6

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

P a g e B 7

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.

P a g e B 8

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

P a g e B 9

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.

P a g e C 1

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