Ohio Admin. Code 3745-30-07 - Industrial landfill and residual landfill facility construction
(A)
The owner or
operator shall contact the licensing authority and Ohio EPA prior to commencing
construction of each phase of the industrial landfill or residual landfill
facility for the purpose of inspection.
(B)
The owner or
operator shall submit a certification report, signed and sealed by a
professional engineer registered in Ohio, to Ohio EPA and the licensing
authority upon completion of any of the construction activities conducted
pursuant to paragraph (D) of this rule in each phase of the industrial landfill
or residual landfill facility. The certification report shall include the
following:
(1)
A
narrative section that identifies the engineered component that was constructed
during the construction event and includes the following:
(a)
A summary of the
design and construction specifications given in the approved permit to install
and a comparison with the component that was constructed during the
construction event.
(b)
A summary of how construction was impacted by weather
and equipment limitations and other difficulties encountered.
(2)
All
alterations and other changes that relate to the installation of any of the
components to be certified, presented as follows:
(a)
A listing of all
alterations previously concurred with by Ohio EPA.
(b)
All alteration
requests and supporting documentation that are proposed for
concurrence.
(c)
A list of any other changes made by the owner or
operator that do not require Ohio EPA concurrence but which affect construction
or the record drawings.
(3)
Results of all
testing required by this rule or by the approved permit to install.
(4)
Results of all
surveys required by this rule or the approved permit to install for the
construction of any engineered component or group of components. Survey data
shall be reported in a table with the northing and easting for each designated
survey point established to be no more than one hundred feet apart. The
northings and eastings shall be based on the grid system established in the
permit in accordance with rule
3745-30-05
of the Administrative Code. If the permit to install does not establish a grid
system, the owner or operator shall establish a grid system for the purposes of
construction certification. Additional points shall be established at grade
breaks and other critical locations. Results shall be reported as
follows:
(a)
For the purpose of confirming the constructed elevations of
the liner system and its distance to the uppermost aquifer system, the bottom
of the liner system elevations shall be compared to the elevations in the
approved permit to install.
(b)
The survey grid
shall be used to demonstrate the thickness of the following constructed
components with a comparison of the constructed thickness to the thickness
specified in the approved permit to install:
(i)
Added geologic
material.
(ii)
The recompacted soil liner.
(iii)
The leachate
collection layer.
(iv)
The separatory soil barrier layer.
(v)
The separatory
leachate collection layer.
(vi)
The cap drainage
layer.
(vii)
The cap protection layer.
(5)
Record
drawings showing the following:
(a)
Plan views with topographic representation of the
elevations of the top of recompacted soil liner and the location of any berms
and leachate collection pipes with inverts noted. For a residual landfill
facility using the geosynthetic clay liner option, the elevations of the top of
the subbase shall be included.
(b)
Plan views with
topographic representation of the elevations of the top of the separatory soil
barrier layer and the location of any berms and leachate collection pipes with
inverts noted.
(c)
Plan views with topographic representation of the
horizontal limits of all existing IMW, the top elevations of the cap system,
surface water control structures including ditches to control run on and run
off, sedimentation ponds including the inlet and outlet, and any permanent
ground water control structures.
(d)
Plan views of the
deployment of the flexible membrane liner panels, including the location and
identification of the destructive tests and all repairs.
(e)
If the
certification report is submitted for the cap system, cross sections showing
the top elevations of the existing IMW, top elevations of the cap system, and
the elevations of the surface water management system. The cross sections shall
be taken at the same locations and using the same scale as in the approved
permit to install. If the permit to install does not include cross sections,
the cross sections shall be taken at an interval no greater than every three
hundred feet of length and width.
(f)
The location and
as-built detail drawings of all components to be certified using the same views
as required in rule
3745-30-05
of the Administrative Code.
(6)
After the initial
construction and establishment of a survey mark at the industrial landfill or
residual landfill facility, the following information summarizing the
activities performed to construct and establish the survey mark:
(a)
The geodetic
survey datasheet of each control point used to establish the horizontal and
vertical coordinates of the survey mark.
(b)
A table listing
the horizontal and vertical coordinates of each control point and survey
mark.
(c)
A summary of surveying activities performed in
determining the coordinates of the survey mark.
(d)
A plan sheet
clearly identifying the location of the survey mark, the control points, and
the limits of IMW placement on a road map with a scale of one inch equals no
greater than one mile.
(e)
A detailed drawing illustrating the design of the
survey mark, as constructed.
(7)
Documentation
demonstrating that any oil or gas wells that have been identified within the
limits of IMW placement have been properly plugged and abandoned in accordance
with Chapter 1509. of the Revised Code prior to any construction in the area of
the well.
(8)
Qualifications of construction, testing, and
construction quality assurance and control personnel. A description of the
experience, training, responsibilities in decision making, and other
qualifications of the personnel that provided construction oversight and
conducted the testing on the engineered component for which the certification
report is submitted.
(9)
A notarized statement that to the best of the knowledge
of the owner or operator, the certification report is true, accurate, and
contains all information required by paragraph (B) of this
rule.
(C)
The owner or operator shall ensure that the following
criteria are met:
(1)
The design of the excavation of all engineered
components and the waste mass considers configurations throughout the
applicable development and postclosure care periods. The design for the
stability of all engineered components and the waste mass shall meet the
following:
(a)
Have a factor of safety for hydrostatic uplift of not less
than 1.40 at any location during the construction and operation of the
facility.
(b)
Have a factor of safety for bearing capacity of any
vertical sump risers on the liner system of not less than 3.0.
(c)
Have a factor of
safety for static slope stability of not less than
1.50 using two
dimensional limit equilibrium methods or another factor of safety using a
method acceptable to Ohio EPA when assessed for any of the following failure
modes and conditions:
(i)
Deep-seated translational and deep-seated rotational
failure mechanisms of internal slopes, interim slopes, and final slopes for
drained conditions. For slopes containing geosynthetic interfaces placed at
grades greater than 5.0 per cent, large displacement shear strength conditions
shall be used for any soil to geosynthetic or geosynthetic to geosynthetic
interfaces of the geosynthetic with the lowest peak shear strength. For
geosynthetic to geosynthetic interfaces, use the large displacement shear
strength of the geosynthetic with the lowest peak shear strength.
(ii)
Shallow
translational and shallow rotational failure mechanisms of internal slopes and
final slopes for drained conditions.
(d)
Have a factor of
safety for static slope stability of not less than
1.30
using two dimensional limit equilibrium methods or another factor of safety
using a method acceptable to Ohio EPA when assessed for deep seated
translational and deep seated rotational failure mechanisms of internal slopes,
interim slopes, and final slopes for undrained conditions resulting from
loading or unloading of the slopes. The analysis shall assume that the weight
of the material is loaded or unloaded all at one time without time for pore
pressure dissipation. Alternatively, if the facility is designed using staged
loading calculations, then the analysis shall assume that the weight of the
material is loaded or unloaded all at one time at the end of the time it takes
to construct the stage.
(e)
Assumptions used in the stability analyses shall be
used to establish the minimum specifications and materials for
construction.
(f)
Include calculations for seismic slope stability that
shall meet the following:
(i)
Deep-seated translational and deep-seated rotational
failure mechanisms of final slopes for drained conditions and as applicable
conditions representing the presence of excess pore water pressure at the onset
of loading or unloading shall comply with one of the following:
(a)
The factor of
safety shall not be less than 1.00 using two or three dimensional limit
equilibrium methods. For slopes containing geosynthetic interfaces placed at
grades greater than 5.0 per cent, large displacement shear strength conditions
shall be used for any soil to geosynthetic or geosynthetic to geosynthetic
interfaces of the geosynthetic with the lowest peak shear strength. For
geosynthetic to geosynthetic interfaces, use the large displacement shear
strength of the geosynthetic with the lowest peak shear
strength.
(b)
The calculated deformations are limited to fifteen
centimeters. For slopes containing geosynthetic interfaces, large displacement
shear strength conditions shall be used for any soil to geosynthetic or
geosynthetic to geosynthetic interfaces of the geosynthetic with the lowest
peak shear strength. For geosynthetic to geosynthetic interfaces, use the large
displacement shear strength of the geosynthetic with the lowest peak shear
strength.
(ii)
Shallow translational and shallow rotational failure
mechanisms of final slopes for drained conditions shall comply with one of the
following:
(a)
The factor of safety shall not be less than 1.00 using two
or three dimensional limit equilibrium methods.
(b)
The calculated
deformations are limited to thirty centimeters. For slopes containing
geosynthetic interfaces, large displacement shear strength conditions shall be
used for any soil to geosynthetic or geosynthetic to geosynthetic interfaces of
the geosynthetic with the lowest peak shear strength.
(g)
Have a factor of safety against liquefaction of not
less than 1.00 for internal slopes, interim slopes and final
slopes.
(h)
Have a factor of safety for static slope stability of
not less than
1.10 using two
dimensional limit equilibrium methods or other methods acceptable to Ohio EPA
when assessed for any of the following failure modes and conditions:
(i)
If required by
Ohio EPA, shallow translational and shallow rotational failure mechanisms of
internal slopes in which the protective soils over the leachate collection
layer have reached field capacity. Calculations shall use the maximum head
predicted for the fifty year, one hour design storm.
(ii)
Shallow
translational and shallow rotational failure mechanisms of final slopes in
which the cover soils over the drainage layer have reached field capacity.
Calculations shall use the maximum head predicted for the one hundred year, one
hour design storm.
(2)
The design of the
liner system complies with the following:
(a)
For an industrial
landfill facility, design (1)(a) or (1)(b) as identified in the appendix to
this rule.
(b)
For a residual landfill facility, design (1)(a),
(1)(b), (2)(a), or (2)(b) as identified in the appendix to this
rule.
(c)
For a residual landfill facility for IMW with a
chloride concentration determined in accordance with rule
3745-30-03
of the Administrative Code of no more than one thousand two hundred and fifty
parts per million, design (1)(a), (1)(b), (2)(a), (2)(b), or (3) as identified
in the appendix to this rule.
(3)
The liner system
is designed as follows:
(a)
For new facilities or lateral expansions of existing
facilities, the liner system shall have at least a 2.0 per cent slope in all
areas, except along flow lines augmented by leachate collection pipes, after
accounting for one hundred per cent of the primary consolidation settlement and
the secondary consolidation settlement of the compressible materials beneath
the facility. Compressible materials include, as applicable, in-situ soil,
added geologic material, structural fill material, and recompacted soil liner.
For the purposes of this paragraph, secondary settlement shall be calculated
using a one hundred year time frame or another time frame acceptable to Ohio
EPA.
(b)
For existing facilities where an owner or operator
proposes to vertically expand over a liner system that was constructed after
December 31, 2003, the slope of the existing liner system located beneath the
vertical expansion shall meet the design standard in paragraph (C)(3)(a) of
this rule.
(c)
For existing facilities where an owner or operator
proposes to vertically expand over a liner system that was constructed before
December 31, 2003, the owner or operator shall demonstrate that the existing
liner system located beneath the vertical expansion at a minimum maintains
positive drainage in the leachate collection system and has no more than one
foot of head of leachate after accounting for the additional IMW, one hundred
per cent of the primary consolidation settlement, and the secondary
consolidation settlement of the compressible materials beneath the facility.
Compressible materials include, as applicable, in-situ soil, added geologic
material, structural fill material, and recompacted soil liner. For the
purposes of this paragraph, secondary settlement shall be calculated using a
one hundred year time frame or another time frame acceptable to Ohio
EPA.
(4)
The design of all geosynthetic materials specified as
an engineered component including but not limited to flexible membrane liner,
geosynthetic clay liner, and geocomposite drainage layer, does not rely on any
of the tensile qualities of the geosynthetic component. This paragraph does not
apply to geosynthetics used to mechanically stabilize
embankments.
(D)
The owner or operator shall use the following
specifications in design and construction of the industrial landfill or
residual landfill facility whenever the items in this paragraph are required by
paragraph (C) of rule
3745-30-06
of the Administrative Code:
(1)
The foundation, liner subbase, or added geologic
material used to meet the isolation distance between the uppermost aquifer
system and the bottom of the liner system shall comply with the
following:
(a)
Be free of debris, foreign material, deleterious material,
and not contain large objects in such quantities as may interfere with the
application and intended purpose.
(b)
Not be comprised
of solid waste.
(c)
Be determined to have adequate strength to satisfy
bearing capacity and slope stability strength requirements.
(d)
Be resistant to
internal erosion.
(e)
If a geosynthetic clay liner or flexible membrane liner
is a component of the liner system, not have any abrupt changes in grade that
may result in damage to the geosynthetic clay liner or flexible membrane
liner.
(f)
For foundation, have quality control testing at a
frequency of three tests per unit for resistance to internal erosion of any
stratigraphic units that have not been anticipated and that are more
susceptible to seepage piping failure than the stratigraphic units that were
tested and reported in the permit to install in accordance with ASTM D4647.
Units susceptible to seepage piping failure include those located within
fifteen feet of the proposed depths of excavation and those located where the
piezometric surface of an aquifer or a zone of significant saturation is above
the depth of excavation.
(g)
For added geologic material, be constructed in lifts to
achieve uniform compaction. Each lift shall comply with the following:
(i)
Be constructed in
loose lifts of twelve inches or less.
(ii)
Be constructed
of a soil with a maximum clod size that does not exceed the lift
thickness.
(iii)
Be compacted to at least ninety-five per cent of the
maximum dry density determined in accordance with ASTM D698 or at least ninety
per cent of the maximum dry density determined in accordance with ASTM
D1557.
(iv)
Be placed with a soil moisture content that shall not
be less than two per cent below or more than four per cent above the optimum
moisture content determined in accordance with ASTM D698 or ASTM
D1557.
(v)
For added geologic material not classified as low
plasticity clay (CL), as silty clay (ML-CL), a high plasticity clay (CH), a
clayey sand (SC), or a clayey gravel (GC) in the "Unified Soil Classification
System" described in ASTM D2487, have a maximum permeability of 1 X 10-5
cm/sec.
(vi)
If the piezometric surface of an underlying aquifer or
a zone of significant saturation is above the top of the added geologic
material, be classified as slightly dispersive (ND3) or nondispersive (ND2,
ND1) determined in accordance with ASTM D4647.
(h)
For added
geologic material, have quality control testing of the constructed lifts
performed to determine the density and moisture content in accordance with ASTM
D6938, ASTM D1556, ASTM D2167 or other methods acceptable to Ohio EPA at a
frequency of no less than five tests per acre per lift. The locations of the
individual tests shall be adequately spaced to represent the constructed area.
Any penetrations shall be repaired using bentonite.
(2)
Structural fill,
rock fill, or soil fill used as a structural berm or subbase shall comply with
the following:
(a)
For rock fill, be durable rock.
(b)
Be free of
debris, foreign material, and deleterious material.
(c)
Not be comprised
of solid waste.
(d)
Not have any abrupt changes in grade that may result in
damage to the liner system.
(e)
For soil fill,
have pre-construction testing of the borrow soils performed on representative
samples to determine the maximum dry density and optimum moisture content in
accordance with ASTM D698 or ASTM D1557 at a frequency of no less than once for
every ten thousand cubic yards.
(f)
Be constructed in
lifts to achieve uniform compaction of soil fills. Each lift shall comply with
the following:
(i)
For structural berm, be constructed in loose lifts of
twelve inches or less. For subbase under a geosynthetic clay liner, be
constructed in loose lifts of eight inches or less.
(ii)
Be compacted to
at least ninety-five per cent of the maximum dry density determined in
accordance with ASTM D698 or at least ninety per cent of the maximum dry
density determined in accordance with ASTM D1557.
(g)
Be determined to
have adequate strength to satisfy bearing capacity and slope stability strength
requirements.
(h)
Have quality control testing of the soil fills on the
constructed lifts performed to determine the density and moisture content in
accordance with ASTM D6938, ASTM D1556, ASTM D2167 or other methods acceptable
to Ohio EPA at a frequency of no less than five tests per acre per lift. The
locations of the individual tests shall be adequately spaced to represent the
constructed area.
(3)
At a minimum, the
recompacted soil liner shall comply with the following:
(a)
Be constructed
using loose lifts eight inches thick or less to achieve uniform compaction.
Each lift shall have a maximum permeability of 1 x
10-7 cm/ sec.
(b)
Be constructed of
a soil with a maximum clod size of three inches or half the lift thickness,
whichever is less.
(c)
Be constructed of a soil that meets the
following:
(i)
With one hundred per cent of the particles having a maximum
dimension not greater than two inches.
(ii)
With not more
than ten per cent of the particles by weight having a dimension greater than
0.75 inches.
(iii)
If the piezometric surface of an underlying aquifer or
a zone of significant saturation is above the top of the recompacted soil
liner, with a classification of slightly dispersive (ND3) or nondispersive
(ND2, ND1) determined in accordance with ASTM D4647.
(d)
Be compacted to
at least ninety-five per cent of the maximum "standard proctor density" in
accordance with ASTM D698 or at least ninety per cent of the maximum "modified
proctor density" in accordance with ASTM D1557.
(e)
Be compacted at a
moisture content at or wet of optimum.
(f)
Alternatives for
paragraphs (D)(3)(a) to (D)(3)(e) of this rule may be used if demonstrated to
the satisfaction of Ohio EPA that the materials and techniques will result in
each lift having a maximum permeability of 1 x 10-7
cm/sec.
(g)
Not be comprised of solid waste.
(h)
Be constructed
using the number of passes and lift thickness, and the same or similar type and
weight of compaction equipment established by testing required in paragraph (H)
of this rule.
(i)
Be placed on the bottom and exterior excavated sides of
the landfill and have a minimum bottom slope of two per cent and a maximum
slope based on the following:
(i)
Compaction equipment limitations.
(ii)
Slope
stability.
(iii)
Maximum friction angle between any soil-geosynthetic
interface and between any geosynthetic-geosynthetic interface.
(iv)
Resistance of
geosynthetic and geosynthetic seams to tensile forces.
(j)
Be
constructed on a prepared surface that shall comply with the following:
(i)
Be free of
debris, foreign material, and deleterious material.
(ii)
Be capable of
bearing the weight of the landfill and its construction and operations without
causing or allowing a failure of the liner to occur through
settling.
(iii)
Not have any abrupt changes in grade that may result in
damage to geosynthetics.
(k)
Have a factor of
safety for hydrostatic uplift not less than 1.4.
(l)
Be adequately
protected from damage due to desiccation, freeze/thaw cycles, wet/dry cycles,
and the intrusion of objects during construction and operation.
(4)
A cap
soil barrier layer shall comply with the following:
(a)
Be constructed
using loose lifts eight inches thick or less to achieve uniform compaction.
Each lift shall have a maximum permeability of 1 x
10-6 cm/ sec.
(b)
Be constructed of
a soil with a maximum clod size of three inches or half the lift thickness,
whichever is less.
(c)
Be free of debris, foreign material, and deleterious
material.
(d)
Not be comprised of solid waste.
(e)
If a flexible
membrane liner is a component of the cap system, not have any abrupt changes in
grade that may result in damage to the flexible membrane liner.
(f)
Have a maximum
recompacted laboratory permeability of 1 x 10-6
cm/s.
(g)
Be constructed of a soil with at least eighty per cent
of the particles by weight passing through the number 4 standard mesh screen.
Alternative soil specifications may be used provided that a demonstration to
Ohio EPA shows that the materials and techniques will result in each lift
having a maximum permeability of 1 x 10-6
cm/sec.
(h)
Be compacted to a maximum dry density and minimum soil
moisture content no less than that used in the recompacted laboratory
permeability test in accordance with paragraph (E)(1) of this
rule.
(i)
Be adequately protected from damage due to desiccation,
freeze/thaw cycles, wet/dry cycles, and the intrusion of objects during
construction of the cap system.
(5)
A geosynthetic
clay liner shall comply with the following:
(a)
Be negligibly
permeable to fluid migration.
(b)
Have a dry
bentonite mass per unit area of at least 0.75 pounds per square foot at zero
per cent moisture content.
(c)
Be installed in
the following manner:
(i)
To allow no more than negligible amounts of leakage. A
minimum overlap of six inches, or, for end-of-panel seams, a minimum overlap of
twelve inches. Overlap shall be increased in accordance with manufacturer's
specifications or to account for shrinkage due to weather
conditions.
(ii)
In accordance with the manufacturer's specifications in
regards to handling and the use of granular or powdered bentonite to enhance
bonding at the seams.
(iii)
Above an engineered subbase or above a recompacted soil
liner. Geosynthetic clay liners without internal reinforcement shall not be
used in areas beneath leachate collection piping, in sump areas, or on any
slope with a grade that is steeper than ten per cent.
(iv)
On a surface
that shall not have any sharp edged protrusions or any particles protruding
more than one quarter of one inch.
(v)
Such that the
geosynthetic clay liner is adequately protected from damage due to desiccation
and erosion.
(6)
A flexible
membrane liner shall comply with the following:
(a)
Be negligibly
permeable to fluid migration.
(b)
Be physically and
chemically resistant to chemical attack by the IMW, leachate, or other
materials which may come in contact with the flexible membrane
liner.
(c)
For facilities proposing to dispose of secondary
aluminum waste, be able to retain its mechanical and physical properties when
exposed to temperatures up to one hundred degrees centigrade.
(d)
For installations
exceeding ten thousand square feet, have present during the installation at
least one welding technician having seamed a minimum of one million square feet
of flexible membrane liner.
(e)
Be seamed to
allow no more than negligible amounts of leakage. The seaming material shall be
physically and chemically resistant to chemical attack by the residual waste,
leachate, or other materials that may come in contact with the
seams.
(f)
Be cleaned of deleterious materials in the seaming area
immediately prior to seaming.
(g)
Have properties
for installation and use that are acceptable to Ohio EPA.
(7)
A
cushion layer to protect the flexible membrane liner if the potential exists
for the flexible membrane liner to come in contact with any sharp edged
protrusions or any particles protruding more than one quarter of one inch. The
cushion layer shall be adequately protected from solar degradation. The liner
cushion layer shall account for the weight of the overlying waste mass and have
preconstruction interface testing performed according to paragraph (G) of this
rule.
(8)
A leachate management system shall comply with the
following:
(a)
Contain and collect leachate within the boundary of the industrial landfill or
residual landfill flexible membrane liner or soil liner, consist of either a
granular drainage layer or geocomposite drainage layer, and comply with the
following:
(i)
Limit the level of leachate in areas other than lift
stations to a maximum of one foot. Any granular material used as a drainage
medium shall have a permeability no less than 1 x
10-2 cm/sec.
(ii)
Function without
clogging. A filter layer may be required by Ohio EPA.
(iii)
Have either a
leachate collection layer that is comprised of materials capable of ensuring
protection of the flexible membrane liner or include a liner cushion
layer.
(iv)
For a granular leachate collection layer, not be placed
over wrinkles in the flexible membrane liner that are greater than four inches
in height.
(v)
Prevent crushing of or damage to any of its components.
A protective layer to protect the leachate management system and the industrial
landfill or residual landfill liner components from the intrusion of objects
during construction and operation, which may consist of select IMW, may be
required by Ohio EPA. For a geocomposite drainage layer, the protective layer
shall not be placed over wrinkles in the flexible membrane liner that are
greater than four inches in height.
(vi)
For leachate
collection pipes, be provided with access for clean-out devices, be protected
from differential settling, and have lengths and configurations that shall not
exceed the capabilities of cleanout devices. Leachate collection pipes shall
have at least a 0.5 per cent grade after accounting for one hundred per cent of
the primary consolidation settlement and ninety-five per cent of the secondary
consolidation settlement of the compressible materials beneath the facility
which includes, as applicable, in-situ soil, added geologic material,
structural fill material, and recompacted soil liner. Secondary settlement
shall be calculated using a one hundred year time frame or another time frame
acceptable to Ohio EPA.
(vii)
For sumps, be equipped with automatic high level alarms
located no greater than one foot above the top elevation of the
sump.
(b)
Be chemically resistant to attack by the IMW, leachate,
or any other material it may contact.
(c)
Automatically
remove leachate from the industrial landfill or residual landfill to a leachate
storage structure, a permitted discharge to a public sewer, or a permitted
waste water treatment system.
(d)
Conveyance and
storage of leachate outside the limits of IMW placement shall comply with the
following:
(i)
Be no less protective of the environment than the industrial
landfill or residual landfill, as determined by Ohio EPA.
(ii)
Be monitored if
required by Ohio EPA.
(iii)
For storage tanks, be provided with spill
containment.
(iv)
For storage structures, have a minimum of one week of
storage capacity, calculated using design assumptions which simulate a final
cap system completed in accordance with rule
3745-30-09
of the Administrative Code.
(v)
For a leachate
pond, have primary and secondary liners with a leak detection system and
defined action leakage rate.
(vi)
For a leachate
pond, have a layer capable of protecting the liner system from damage during
pond cleanout.
(vii)
For a leachate pond, have no less than three feet of
freeboard above the basin capacity.
(e)
Ensure leachate
is treated and disposed in accordance with one of the following:
(i)
At the industrial
landfill or residual landfill facility.
(ii)
Through on-site
pretreatment and either transported or piped off-site for final treatment and
disposal.
(iii)
Through transportation or piping off-site for treatment
and disposal.
(9)
A cap drainage
layer shall comply with either the following:
(a)
Consist of
granular drainage material a minimum of one foot thick with a permeability of 1
x 10-3 cm/s. The granular cap drainage layer shall
not be placed over wrinkles in the flexible membrane liner that are greater
than four inches in height.
(b)
Consist of
geocomposite drainage layer with a minimum transmissivity to ensure that the
cap system meets the slope stability requirements of this rule. The
transmissivity shall be adjusted for elastic deformation, creep deformation,
biological clogging, and chemical clogging by using the appropriate reduction
factors.
(10)
A cap protection layer consisting of soil shall comply
with the following:
(a)
Have a maximum permeability in accordance with the
final slope stability calculation.
(b)
Have
pre-construction testing of the borrow soils performed on representative
samples to determine the recompacted laboratory permeability in accordance with
ASTM D5084. Testing shall be at a frequency of no less than once for every ten
thousand cubic yards and the soil shall be recompacted to no greater than
ninety per cent of the maximum dry density determined in accordance with ASTM
D698, with a moisture content within one per cent of optimum.
(c)
If the cap
protective layer is placed on a geocomposite drainage layer, not be placed over
wrinkles in the flexible membrane liner that are greater than four inches in
height.
(11)
Final surfaces of the landfill consisting of soil shall
meet the following:
(a)
Have a maximum projected erosion rate of five tons per
acre per year.
(b)
Be constructed with best management practices for
erosion control.
(c)
Have sufficient fertility in the uppermost portion to
support vegetation.
(d)
Be constructed in a manner that healthy grasses or
other vegetation can form a complete and dense vegetative cover not later than
one year after placement.
(12)
Surface water
control structures shall be designed to minimize silting and scouring and as
follows:
(a)
For
a permanent surface water control structure, to accommodate by nonmechanical
means the peak flow from the twenty-five year, twenty-four hour storm
event.
(b)
For a temporary surface water control structure, to
accommodate the peak flow from the twenty-five year, twenty-four hour storm
event.
(c)
For a sedimentation pond, in accordance with the
following:
(i)
With a minimum storage volume based on either the calculated
runoff volume from a ten year, twenty-four hour storm event, or 0.125 acre-feet
per year, for each acre of disturbed area within the upstream drainage area,
multiplied by the scheduled frequency of pond clean-out (in years), whichever
is greater.
(ii)
To ensure the principal spillway safely discharges the
flow from a ten year, twenty-four hour storm event. The inlet elevation of the
emergency spillway shall be designed to provide flood storage, with no flow
entering the emergency spillway, for a twenty-five year, twenty-four hour storm
event, with allowance provided for the flow passed by the principal spillway
during the event.
(iii)
To ensure the combination of principal and emergency
spillways safely discharges the flow from a one hundred year, twenty-four hour
storm event. The embankment design shall provide for no less than one foot net
freeboard when flow is at the design depth, after allowance for embankment
settlement.
(13)
Survey mark. At
least one permanent survey mark shall be established prior to any construction
and within easy access to the limits of IMW placement in accordance with the
following:
(a)
Be referenced horizontally to the North American datum, or
state plane coordinate system and vertically to the North American vertical sea
level datum as identified by the national geodetic survey.
(b)
Be at least as
stable as a poured concrete monument ten inches in diameter installed to a
depth of forty-two inches below the ground surface including a corrosion
resistant metallic disk that indicates horizontal and vertical coordinates of
the survey mark and contains a magnet or ferromagnetic rod to allow
identification through magnetic detection methods.
(c)
Survey control
standards for the survey mark shall be in accordance with the following:
(i)
The minimum
horizontal distance accuracy shall be one foot horizontal to two thousand five
hundred feet horizontal.
(ii)
The minimum vertical accuracy shall be one inch to five
thousand feet horizontal.
(14)
Grades of access
roads shall not exceed twelve per cent. All access roads shall be designed to
allow passage of loaded vehicles during all weather conditions with minimum
erosion and dust generation and with adequate drainage.
(15)
Ground water
control structures.
(a)
Permanent ground water control structures shall
adequately control ground water infiltration through the use of non-mechanical
means such as impermeable barriers or permeable drainage structures. No
permanent ground water control structures may be used to dewater an aquifer
system, except if the recharge and discharge zone of the aquifer system are
located entirely within the boundary of the industrial landfill or residual
landfill facility.
(b)
For purposes of controlling ground water infiltration
until sufficient load has been placed in all locations across the facility such
that a 1.40 factor of safety for hydrostatic uplift is achieved, a pumping
system of a temporary ground water control structure shall include a high-level
alarm set at an elevation no higher than the base of the recompacted soil liner
being protected by the temporary ground water control
structure.
(16)
Any explosive gas monitoring systems shall be designed
and constructed in accordance with rule
3745-27-12
of the Administrative Code.
(17)
Any active or
passive gas control structures shall be designed to prevent fires within the
limits of IMW placement. Construction of the explosive gas control structures
shall not compromise the integrity of the cap system, the leachate management
system, or the recompacted soil liner. Any explosive gas control structures
shall be designed so that explosive gas cannot travel laterally from the
industrial landfill or residual landfill facility or accumulate in occupied
structures.
(18)
An industrial landfill or a residual landfill facility
located within a geologically unstable area, other than in an area of potential
subsidence resulting from underground mining, shall be designed to resist the
earth movement at the site. Geologically unstable areas include any of the
following:
(a)
Where on-site or local soil conditions result in significant
differential settling.
(b)
Where the downslope movement of soil or rock due to
gravitational influence occurs.
(c)
Where the
lowering or collapse of the land surface occurs either locally or over broad
regional areas.
(19)
A separatory
liner/leachate collection system shall be designed to serve as a barrier to
direct leachate from new IMW placement into the leachate collection system
associated with the vertical expansion and to manage any explosive gas
generated from the IMW placement below the barrier. The separatory
liner/leachate collection system shall have a minimum slope of ten per cent or
some alternative slope based on compaction equipment limitation and stability
analyses. The amount of IMW filled beneath the separatory liner system needed
to obtain the required minimum slope shall be minimized. The separatory liner/
leachate collection system may include the following components:
(a)
A gas collection
layer.
(b)
A recompacted soil liner.
(c)
A flexible
membrane liner.
(d)
A leachate collection layer. The leachate collection
layer shall be designed to limit the level of leachate to a maximum of one foot
on the separatory liner throughout the operation and post-closure care period
of the facility.
(e)
Leachate collection pipes.
(f)
A filter
layer.
(g)
A geosynthetic clay liner.
(20)
Any oil wells
and gas wells within the proposed limits of IMW placement shall be properly
plugged and abandoned in accordance with Chapter 1509. of the Revised
Code.
(E)
The owner or operator shall submit the results of the
following tests to the appropriate Ohio EPA district office not later than
seven days prior to being used in construction of the industrial landfill or
residual landfill facility:
(1)
For the soil material used in construction of the
recompacted soil liner and cap soil barrier layer, of the following tests
performed on representative samples:
(a)
For a recompacted soil liner, recompacted permeability
at construction specifications at a frequency of no less than once for every
ten thousand cubic yards.
(b)
Moisture content and density in accordance with an
approved ASTM method at a frequency of no less than once for every one thousand
five hundred cubic yards.
(c)
Grain size distribution in accordance with ASTM D6913
and ASTM D7928 at a frequency of no less than once for every one thousand five
hundred cubic yards on recompacted soil liner material and at a frequency of no
less than once for every three thousand cubic yards on cap soil barrier
layer.
(d)
Atterberg limits in accordance with ASTM D4318 at a
frequency of no less than once for every one thousand five hundred cubic yards
on recompacted soil liner material and at a frequency of no less than once for
every three thousand cubic yards on cap soil barrier layer.
(e)
For a recompacted
soil liner, if the piezometric surface of an underlying aquifer or a zone of
significant saturation is above the top of the recompacted soil liner then
determine the dispersive clay soils classification by pinhole test in
accordance with ASTM D4647 at a frequency of no less than once for every fifty
thousand cubic yards.
(f)
For a cap soil barrier layer, the maximum dry density
and optimum moisture content in accordance with ASTM D698 or ASTM D1557 at a
frequency of no less than once for every one thousand five hundred cubic
yards.
(2)
For soil material used as cap protection layer and to
be classified as a "CL" in accordance with ASTM D2487, the following:
(a)
Grain size
distribution in accordance with ASTM D6913 and ASTM D7928 at a frequency of no
less than once for every three thousand cubic yards.
(b)
Atterberg limits
in accordance with ASTM D4318 at a frequency of no less than once for every
three thousand cubic yards.
(3)
For soil material
used as added geologic material, the following:
(a)
The maximum dry
density and optimum moisture content in accordance with ASTM D698 or ASTM D1557
at a frequency of no less than once for every ten thousand cubic
yards.
(b)
The recompacted laboratory permeability in accordance
with ASTM D5084 at a frequency of no less than once for every ten thousand
cubic yards. This paragraph does not apply if the soil is classified as a low
plasticity clay (CL), a silty clay (ML-CL), a high plasticity clay (CH), a
clayey sand (SC) or a clayey gravel (GC) in the "Unified Soil Classification
System" described in ASTM D2487.
(c)
If the
piezometric surface of an underlying aquifer or a zone of significant
saturation is above the top of the added geologic material, the dispersive clay
soils classification by pinhole test in accordance with ASTM D4647 at a
frequency of no less than once for every fifty thousand cubic
yards.
(d)
Atterberg limits in accordance with ASTM D4318 at a
frequency of no less than once for every three thousand cubic
yards.
(e)
The grain size distribution according to ASTM D6913 and
D7928 at a frequency of no less than once for every three thousand cubic
yards.
(4)
For soil material used as fill, the maximum dry density
and optimum moisture content in accordance with ASTM D698 or ASTM D1557 at a
frequency of no less than once for every ten thousand cubic
yards.
(5)
For geosynthetic clay liner, the following:
(a)
If the internal
drained shear strength is at higher risk of slope failure than the interfaces
tested in accordance with paragraph (G) of this rule, the internal drained
shear strength in accordance with ASTM D6243 at least twice for the initial use
and at least once for each subsequent construction event. Tests involving
geosynthetic clay liner material shall be conducted with hydrated
samples.
(b)
The bentonite
mass, at zero per cent moisture content, per square foot of geosynthetic clay
liners in accordance with ASTM D5993 at a frequency of no less than once per
fifty thousand square feet.
(6)
For any granular
drainage material used as a drainage medium, to be tested at least once for
every three thousand cubic yards of material for the following:
(a)
Permeability in
accordance with ASTM D2434.
(b)
Grain size
distribution in accordance with ASTM C136.
(7)
For any
geocomposite drainage layer, to be tested for transmissivity in accordance with
ASTM D4716 at the maximum projected load and a frequency of once per five
hundred thousand square feet. The testing shall be performed in a manner
representing field conditions.
(8)
Chemical
compatibility testing as required by the director. At the request of the
licensing authority or Ohio EPA results of testing required in this paragraph
shall be made available for inspection.
(F)
Prior to the
installation of the geosynthetics, other synthetic materials, and joint sealing
compounds used in the construction of the flexible membrane liner or any other
component of the industrial landfill or residual landfill, the owner or
operator shall use materials that comply with the following:
(1)
Be shown to be
physically and chemically resistant to attack by the IMW, leachate, or other
materials that the geosynthetic or synthetic material may come in contact with
in accordance with USEPA method 9090 or other documented data. Chemical
compatibility testing may be required by the director.
(2)
Be shown to have
properties acceptable for installation and use.
(G)
Pre-construction
interface testing and reporting. The owner or operator shall test the specific
soils and representative samples of the geosynthetic materials that will be
used at the site for interface shear strength over the entire range of normal
stresses that will develop at the facility. Prior to the initial use of each
specific geosynthetic material in the construction of engineered components at
a facility, the appropriate shear strengths for all soil to geosynthetic and
geosynthetic to geosynthetic interfaces that include the material shall be
determined at least twice in accordance with ASTM D5321 or ASTM D6243 and at
least once for each subsequent construction event using samples of the
materials identified by the initial two tests to be at the highest risk for
slope failure. Tests involving the flexible membrane liner interface shall be
conducted with a recompacted soil that has the highest moisture content and the
lowest density specified for construction of the recompacted soil liner. Tests
involving geosynthetic clay liner material shall be conducted with hydrated
samples. The owner or operator shall ensure the results of pre-construction
testing pursuant to this rule meet all applicable specifications in this rule
and the set of approved parameters in the permit to install application that
were established by the geotechnical analysis, be evaluated and signed and
sealed by a professional engineer registered in the state of Ohio, and be
submitted to the appropriate Ohio EPA district office not later than seven days
prior to the intended use of the materials.
(H)
The owner or
operator shall perform the following activities to ensure that the appropriate
components of the industrial landfill or residual landfill facility are
constructed to meet the specifications of this rule:
(1)
Prior to
construction of the recompacted soil liner and whenever there is a significant
change in the soil material properties, construct a test pad to model the
recompacted soil liner. Test pad construction shall comply with the following
unless an alternative capable of ensuring the recompacted soil liner meets the
specifications in paragraph (D) of this rule is demonstrated to the
satisfaction of Ohio EPA:
(a)
Be designed such that the proposed tests are
appropriate and their results are valid.
(b)
Be constructed to
establish the construction details that are necessary to obtain sufficient
compaction to satisfy the permeability requirement.
(c)
Have a minimum width three times the width of
compaction equipment, and a minimum length two times the length of compaction
equipment, including power equipment and any attachments.
(d)
Be comprised of
at least four lifts.
(e)
Be tested for field permeability, following the
completion of test pad construction, using methods acceptable to Ohio EPA. For
each lift, a minimum of three tests for moisture content and density shall be
performed.
(f)
Be reconstructed as many times as necessary to meet the
permeability requirement. Any amended construction details shall be noted for
future soil liner construction.
(2)
Describe the
recompacted soil liner test pad in a certification report, signed and sealed by
a professional engineer registered in the state of Ohio, containing a narrative
that proposes the construction details, the range of soil properties that will
be used to construct the recompacted soil liner, and the results of the testing
required by this paragraph. The report shall be submitted to the appropriate
Ohio EPA district office for written concurrence not later than fourteen days
prior to the intended construction of the recompacted soil liner that will be
modeled by the test pad.
(3)
Moisture content and density testing of the recompacted
soil liner and recompacted soil barrier in the cap system in accordance with
ASTM D6938, ASTM D1556, ASTM D2167, or other methods acceptable to Ohio EPA at
a frequency of no less than five tests per acre per lift. Any penetrations
shall be repaired using bentonite or using methods acceptable to Ohio
EPA.
(4)
Test the flexible membrane liner using methods
acceptable to Ohio EPA as follows:
(a)
For the purpose of testing every seaming apparatus in
use each day, peel and shear tests shall be performed on scrap pieces of
flexible membrane liner at the beginning of the seaming period and every four
hours thereafter.
(b)
Nondestructive testing shall be performed on one
hundred per cent of the flexible membrane liner seams.
(c)
Destructive
testing for peel and shear shall be performed at least once for every one
thousand feet of seam length. An alternative means may be used if it is
demonstrated to Ohio EPA that the alternative means meets the requirements of
this paragraph.
(d)
Electrical leak location testing in accordance with
ASTM D7007 or ASTM D8265 shall be performed following placement of drainage
layer or the protective layer over a geocomposite drainage layer. If testing in
accordance with ASTM D7007 or ASTM D8265 is unable to be performed, electrical
leak location testing shall be performed in accordance with ASTM D7002, ASTM
D7703, ASTM D7240, or ASTM D7953 on the exposed flexible membrane liner. This
paragraph does not apply to repairs that are made after the initial electrical
leak location testing.
(I)
Failed tests. The
owner or operator shall investigate all quality assurance/quality control tests
failing to meet the specifications outlined in this rule. The owner or operator
shall reconstruct an area with a verified failure to meet the specifications
contained in this rule and retest the reconstructed areas at a frequency
acceptable to Ohio EPA.
Replaces: 3745-30-07
Notes
Promulgated Under: 119.03
Statutory Authority: 3734.02, 3734.12
Rule Amplifies: 3734.02, 3734.12
Prior Effective Dates: 01/13/1992, 08/15/2003, 05/18/2015
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