Section 370.930 Waste Stabilization Ponds and Aerated Lagoons

Section 370

Section 370.930  Waste

Stabilization Ponds and Aerated Lagoons

a)         Supplement To Engineer's Report

1)         The engineer's report shall contain pertinent information on

location, geology, soil conditions, area for expansion, and any other factors

that will affect the feasibility and acceptability of the proposed treatment.

2)         Supplementary Field Survey Data

The following information must be submitted in addition to

that required in Section 370.111:

A)        The location and direction of all residences, commercial

development, and water supplies within ½ mile of the proposed pond.

B)        Soil borings to determine surface and subsurface soil

characteristics of the immediate area and their effect on the construction and

operation of a pond located on the site.

C)        Data demonstrating anticipated percolation rates at the

elevation of the proposed pond bottom.

D)        A description, including maps showing elevations and contours

of the site and adjacent area suitable for expansion.

E)        Sulfate content of the water supply.

F)         Identification of the location, depth and discharge point of

any field tile in the immediate area of the proposed site.

b)         Location

1)         Distance From Habitation

A pond site should be as far as practicable from habitation

or any area which may be built up within a reasonable future period.

2)         Prevailing Winds

If practicable, ponds should be located so that local

prevailing winds will be in the direction of uninhabited areas.  Preference

should be given sites which will permit an unobstructed wind sweep across the

ponds, especially in the direction of the local prevailing winds.

3)         Surface Runoff

Adequate provisions shall be made to divert storm water

around the ponds and otherwise protect pond embankments.

4)         Ground Water Contamination

The requirements of the Illinois Groundwater Protection Act

[415 ILCS 55] shall be taken into account in the siting of ponds

tructed wind sweep across the

ponds, especially in the direction of the local prevailing winds.

3)         Surface Runoff

Adequate provisions shall be made to divert storm water

around the ponds and otherwise protect pond embankments.

4)         Ground Water Contamination

The requirements of the Illinois Groundwater Protection Act

[415 ILCS 55] shall be taken into account in the siting of ponds.  Ponds should

not be located proximate to water supplies and other facilities subject to

contamination or located in areas of porous soils and fissured rock

formations.  If conditions dictate using such a site, then the potential for

and the means necessary to combat groundwater contamination shall be critically

evaluated in the engineer's report.  In such locations, the Agency will require

groundwater monitoring wells.

5)         Geology

Ponds shall not be located in areas subject to sink holes and

mine subsidence.  Soil borings and tests to determine the characteristics of

surface soil and subsoil shall be made a part of preliminary pond site

selection surveys.  Gravel and limestone areas should be avoided; however,

where conditions dictate locating ponds in such areas and the minimum

separation between the pond bottom and gravel or limestone will be less than 10

feet, the Agency shall be contacted about the necessary precautions.

c)         Basis Of Design

1)         Organic Loading

A)        Waste Stabilization Ponds

The organic loading on each cell shall not exceed the

loadings listed below.  If more accurate design information for the particular

type waste is not submitted and supported by the engineer, subsequent cells

shall be sized for an organic loading of 25% of each preceding cell.

i)          North of Illinois Highway 116 (Pontiac) 22 lbs. BOD per acre

per day.

ii)         Between Illinois Highway 116 and U.S. Highway 50, 26 lbs. BOD

per acre per day.

iii)        South of U.S. Highway 50 (Salem-Carlyle) 30 lbs. BOD per acre

per day

waste is not submitted and supported by the engineer, subsequent cells

shall be sized for an organic loading of 25% of each preceding cell.

i)          North of Illinois Highway 116 (Pontiac) 22 lbs. BOD per acre

per day.

ii)         Between Illinois Highway 116 and U.S. Highway 50, 26 lbs. BOD

per acre per day.

iii)        South of U.S. Highway 50 (Salem-Carlyle) 30 lbs. BOD per acre

per day.

B)        Aerated Lagoons

The organic loading for aerated lagoons shall not exceed 0.5

lb. BOD[5] day per 1,000 cu. ft. first cell nor 0.3 lb. BOD[5] day per 1,000

cu. ft. on any subsequent cells.  If more accurate design information for the

particular type waste is not submitted and supported by the engineer, the

second and third cells shall be sized for an organic loading of 25% of each

preceding cell.

2)         Depth

A)        Waste Stabilization Ponds

The minimum operating liquid depth for waste stabilization

ponds should be 2 feet.  The maximum operating liquid depth shall be based on

design storage requirements and shall not be less than 5 feet.

B)        Aerated Lagoons

The design water depth for aerated lagoons should be 10 to 15

feet. This depth limitation may be altered depending on the aeration equipment,

waste strength, climatic and geological conditions.

3)         Aeration Requirements For Aerated Lagoons

A)        Aeration systems shall be designed to provide, with the largest

unit out of service, a minimum of 1,500 cu. ft. of air/lb. of BOD

5

in the raw waste (1.5 lbs. of oxygen/lb. of BOD

5

plus oxygen

required to oxidize the ammonia present in the raw waste).  The aeration

equipment shall be located to ensure proper mixing and distribution of oxygen

in proportion to oxygen demand in multiple cells. Splash type aerators with

motors above the water surface may not be used.

B)        Where hose type diffusers are used, the holes shall be of

sufficient size to prevent plugging by dissolved solids incrustation

dize the ammonia present in the raw waste).  The aeration

equipment shall be located to ensure proper mixing and distribution of oxygen

in proportion to oxygen demand in multiple cells. Splash type aerators with

motors above the water surface may not be used.

B)        Where hose type diffusers are used, the holes shall be of

sufficient size to prevent plugging by dissolved solids incrustation.

4)         Multiple Cells

A minimum of two cells to be operated in series or parallel

should be provided for all waste stabilization ponds when they are utilized as

a part of the primary and secondary treatment process.  The number of cells

required for aerated lagoons are dependent upon the degree of treatment

required.  Refer to subsection (c)(6).

5)         Pond Shape

The shape of all primary cells should be such that there are

no narrow or elongated portions.  Round, square, or rectangular ponds with a

length not exceeding 3 times the width are considered most desirable.  No

islands, peninsulas, or coves should be permitted.  Dikes should be rounded at

corners to minimize accumulations of floating materials.

6)         Solids Removal

All lagoon systems shall include effective solids removal

facilities.  Design criteria for acceptable solids removal facilities are

contained in Subpart K.  Other solids removal facilities may be approved in

accordance with Section 370.520(b).

d)         Construction Details

1)         Embankments and Dikes

A)        Material

Embankments and dikes shall be constructed of relatively

impervious materials and compacted to at least 90% Standard Proctor density to

form a stable structure.  Vegetation and other unsuitable material shall be

removed from the area upon which the embankment is to be placed.

B)        Top Width

The minimum embankment top width should be 8 feet to permit

access of maintenance vehicles.  Lesser top widths will be considered for very

small installations.

C)        Maximum Embankment Slopes

i)          Inner

Slopes:

3 horizontal to 1 vertical

structure.  Vegetation and other unsuitable material shall be

removed from the area upon which the embankment is to be placed.

B)        Top Width

The minimum embankment top width should be 8 feet to permit

access of maintenance vehicles.  Lesser top widths will be considered for very

small installations.

C)        Maximum Embankment Slopes

i)          Inner

Slopes:

3 horizontal to 1 vertical.

ii)         Outer

Slopes:

3 horizontal to 1 vertical.

D)        Minimum Embankment Slopes

i)          Inner

Slopes:

4 horizontal

to 1 vertical.  Flatter slopes are sometimes specified for larger installations

because of wave action but have the disadvantage of added shallow areas

conducive to emergent vegetation.

ii)         Outer

Slopes:

Outer slopes

shall be sufficient to prevent surface runoff from entering the ponds.

E)        Freeboard

Minimum freeboard shall be 3 feet except for very small

installations 2 feet may be acceptable.

F)         Erosion Control Requirements

For effective erosion control on the lagoon embankments, both

seeding and riprap (or acceptable alternate) are required.

i)          Seeding

Embankments

shall be seeded from the outside toe to 1 foot above the high water line on the

dikes, measured on the slope.  Perennial type, low growing, spreading grasses

that withstand erosion and can be kept mowed are most satisfactory for seeding

of embankments.  In general, alfalfa and other long rooted crops should not be

used in seeding, since the roots of this type plant are apt to impair the water

holding efficiency of the dikes.  The County Agricultural Extension Agent can

usually advise as to hardy, locally suited permanent grasses which would be

satisfactory for embankment seeding.

ii)         Riprap

Riprap (or

acceptable alternate) shall be placed on the inner slope of the embankments

from 1 foot above the high water mark to 1 foot below the low water level

apt to impair the water

holding efficiency of the dikes.  The County Agricultural Extension Agent can

usually advise as to hardy, locally suited permanent grasses which would be

satisfactory for embankment seeding.

ii)         Riprap

Riprap (or

acceptable alternate) shall be placed on the inner slope of the embankments

from 1 foot above the high water mark to 1 foot below the low water level.

Riprap shall be comprised of a two-layer system consisting of a minimum 4-inch

layer of coarse aggregate that meets the Illinois Department of Transportation

(IDOT) Standard Specification for Road and Bridge Construction adopted January

1, 1997 for the gradations in the range of CA-6 through CA-10 and a minimum

12-inch layer of stone.  The rock layer shall consist of evenly graded material

with a maximum weight of 150 pounds per piece and shall meet the IDOT

gradations for rock of either Grade No. 3 or 4.

2)         Pond Bottom

A)        Uniformity

Finished elevations shall not be more than 3 inches from the

average elevation of the bottom.  Shallow or feathering fringe areas usually

result in locally unsatisfactory conditions.

B)        Vegetation

The bottom shall be cleared of vegetation and debris. Organic

material thus removed shall not be used in the dike core construction.

However, suitable topsoil relatively free of debris may be used as cover

material on the outer slopes of the embankment.

C)        Soil

Soil used in constructing the pond bottom (not including the

seal) shall be relatively incompressible and tight.  Porous topsoil shall be

removed.  Porous areas, such as gravel or sandy pockets, shall be removed and

replaced with well compacted clay.  The entire bottom shall be compacted at or

up to 4% above the optimum water content to at least 90% Standard Proctor

density.

D)        Seal

The pond bottom and embankments shall be sealed such that

seepage loss through the seal is as low as possible

ight.  Porous topsoil shall be

removed.  Porous areas, such as gravel or sandy pockets, shall be removed and

replaced with well compacted clay.  The entire bottom shall be compacted at or

up to 4% above the optimum water content to at least 90% Standard Proctor

density.

D)        Seal

The pond bottom and embankments shall be sealed such that

seepage loss through the seal is as low as possible.  Seals consisting of

soils, bentonite or synthetic liners may be used, provided that the

permeability, durability and integrity of the proposed material is demonstrated

for anticipated conditions.  The results of a testing program that

substantiates the adequacy of the proposed seal shall be incorporated into or

accompany the engineering report.  Standard ASTM procedures or similar accepted

testing methods shall be used for all tests.

i)          A seal consisting of soil materials shall have a thickness of

at least 24 inches and a permeability of less than 1x10

-7

cm per

second.  Provision shall be made in the specifications for demonstrating the

permeability of the seal after completion of construction and prior to filling

the pond.

ii)         For a seal that consists of a synthetic liner, seepage loss

through the liner shall not exceed a quantity equivalent to seepage loss through

a soil seal as described above.

E)        Prefilling

Prefilling the pond after completion of testing is

recommended in order to protect the seal from weed growth, to prevent drying

and cracking and to reduce odor during initial operation.  The pond dikes must

be completely prepared as described in subsection (d)(1)(F).  Synthetic liners

shall be protected from damage during installation and filling.

3)         Influent Lines

A)        Material

Any generally accepted material for underground sewer

construction will be given consideration for the influent line to the pond.

The material selected should be adapted to local conditions

e pond dikes must

be completely prepared as described in subsection (d)(1)(F).  Synthetic liners

shall be protected from damage during installation and filling.

3)         Influent Lines

A)        Material

Any generally accepted material for underground sewer

construction will be given consideration for the influent line to the pond.

The material selected should be adapted to local conditions.  Special

consideration must be given to the character of the wastes, possibility of

septicity, exceptionally heavy external loadings, abrasion, the necessity of

reducing the number of joints, soft foundations, and similar problems.

B)        Manholes

A readily accessible manhole shall be installed at the

terminus of the trunk sewer or the force main, unless the force main discharges

directly to the lagoon as described in subsection (d)(3)(H).  The manhole shall

be located as close to the dike as topography permits and its invert should be

at least 6 inches above the maximum operating level of the pond to provide

sufficient hydraulic head without surcharging the manhole.  Surcharging of the

sewer upstream from the inlet manhole is not permitted.

C)        Grade

i)          Influent line can be placed at zero grade and should be

located along the bottom of the pond so that the top of the pipe is just below

the average elevation of the pond bottom.  The pipe shall have adequate seal

below it.

ii)         The laying of the influent pipe on the surface of the pond

bottom is prohibited.

D)        Point of Discharge

Influent lines to the primary cell should terminate at

approximately the third point farthest from the outlet structure.  For

interconnecting piping to secondary cells refer to subsection (d)(4)(B).

E)        Flow Distribution

Flow distribution structures shall be designed to effectively

split hydraulic and organic loads proportionally to primary cells.  Refer to

Section 370.520(f)

f Discharge

Influent lines to the primary cell should terminate at

approximately the third point farthest from the outlet structure.  For

interconnecting piping to secondary cells refer to subsection (d)(4)(B).

E)        Flow Distribution

Flow distribution structures shall be designed to effectively

split hydraulic and organic loads proportionally to primary cells.  Refer to

Section 370.520(f).

F)         Submerged Inlets

Submerged inlet lines shall discharge horizontally into a

shallow, saucer-shaped depression which should extend below the pond bottom not

more than the diameter of the influent pipe plus 1 foot.

G)        Discharge Apron

The end of the discharge line should rest on a suitable

concrete apron with a minimum size of 2 feet square.

H)        Force Mains

Force mains discharging directly to lagoons are permitted if

the force main has a freefall discharge into the lagoon and is not turned

upward at the point of discharge.  The point of discharge shall be at

approximately the third point farthest from the outlet structure and the pipe

shall be sloped for drainage into the lagoon to avoid freezing.

I)         Anti-Seep Collars

Anti-seep collars shall be used on all piping passing through

or under the lagoon embankments.

4)         Outlet Structures and Interconnecting Piping

A)        Outlet Structure

i)          Outlet structures shall be designed to allow the operating

level of the pond to be adjusted to permit operation at depths of 2 feet to the

maximum depth.  The design shall also allow effluent to be drawn from various

depths below all operating levels.  All structures and devices such as weirs,

gates and valves shall be watertight and capable of being easily adjusted by

the operator without the need of additional mechanical equipment. Wooden

stop-planks are not acceptable for level control.

ii)         Drawoff lines should not be located any lower than 12 inches

off the bottom to control eroding velocities and avoid pickup of bottom

deposits

All structures and devices such as weirs,

gates and valves shall be watertight and capable of being easily adjusted by

the operator without the need of additional mechanical equipment. Wooden

stop-planks are not acceptable for level control.

ii)         Drawoff lines should not be located any lower than 12 inches

off the bottom to control eroding velocities and avoid pickup of bottom

deposits.

iii)        A locking device should be provided to prevent unauthorized

access to the level control facilities.

iv)        When possible, the outlet structure should be located on the

windward side to prevent short circuiting.  The outlet structure shall be

properly baffled to prevent the discharge of floating material.

v)         Consideration must be given in the design of all structures to

protect against freezing or ice damage under winter conditions.

B)        Interconnecting Piping and Unit Bypass

i)          Interconnecting piping and overflows should be constructed of

materials that will withstand damage during construction and operation, giving

special consideration to damage that may occur during compaction of embankments

and damage to shallow piping.  Piping shall be sized to allow transfer of

maximum flows without raising the lagoon water level by more than 6 inches in

the upstream cell.  In no case shall interconnecting pipe be less than 8 inches

in diameter. Interconnecting piping between cells should be valved or provided

with other arrangements to regulate flow between structures and permit flexible

depth control.

ii)         The interconnecting pipe to the secondary cell should

discharge horizontally near the lagoon bottom to minimize need for erosion

control measures and should be located as near the dividing dike as

construction permits.

iii)        Piping and valves shall be provided so that each cell can be

operated independently of any other cell. Provision shall be made for

independent cell dewatering

The interconnecting pipe to the secondary cell should

discharge horizontally near the lagoon bottom to minimize need for erosion

control measures and should be located as near the dividing dike as

construction permits.

iii)        Piping and valves shall be provided so that each cell can be

operated independently of any other cell. Provision shall be made for

independent cell dewatering.

C)        Anti-Seep Collars

Anti-seep collars shall be used on all interconnecting and outlet

piping passing through or under the lagoon embankments.

5)         Miscellaneous

A)        Fencing

The pond area shall be enclosed with a suitable fence to

preclude livestock and discourage trespassing.  A vehicle access gate of

sufficient width to accommodate mowing equipment shall be provided.  All access

gates shall be provided with locks.

B)        Warning Signs

Appropriate signs should be provided along the fence around

the pond to designate the nature of the facility and advise against

trespassing.

C)        Flow Measurement, Sampling and Level Gauge

Provisions for flow measurement and sampling shall be

provided on the inlet and outlet.  Pond level gauges shall be provided.  The

NPDES permit monitoring requirements for the facility shall be taken into

account.  Elapsed time meters on pumps or calibrated weirs may be used as flow

measurement devices for lagoons.

D)        Sludge Removal

When an existing lagoon is to be

upgraded, the project design shall provide for removal of any sludge

accumulation in the existing lagoon.  The sludge removed shall be disposed of

in accordance with IPCB regulations.