Ohio Admin. Code 3745-27-08 - Sanitary landfill facility construction
(A) Applicability. The construction
requirements for a sanitary landfill facility specified in this rule are
applicable to a particular
sanitary landfill facility or permit to install
application as specified in rules
3745-27-06,
3745-27-07,
3745-27-11,
3745-27-19,
and
3745-27-20
of the Administrative Code.
[Comment: The construction
requirements specified in this rule represent the minimum standards that must
be met by all sanitary landfill facilities. Authorizing documents such as
permits to install also establish construction requirements, but they may be
different than the rule requirements based on site specific factors. Since the
authorizing document must meet, at a minimum, the requirements in this rule, if
there are differences between the requirements of this rule and the authorizing
document for the facility, the compliance standard shall be based on the
authorizing document. The owner or operator is required to comply with the
approved authorizing documents unless changes are required by specific
references in this rule or other applicable rules or authorized by a director's
action.]
(B)
Engineered components for a sanitary landfill
facilities
facility . The owner or operator shall incorporate the
following engineered components in the design and construction of a sanitary
landfill facility:
(1)
All
At a minimum,
a sanitary landfill facilities, at a
minimum,
facility shall include the
following:
(a)
Survey marks
A survey
mark .
(b) A prepared in-situ
foundation.
(c) A composite liner
system that includes the following:
(i) A
recompacted soil liner or a recompacted soil liner
below a geosynthetic clay liner .
(ii) A flexible membrane liner.
(d) A leachate collection and
management system that includes the following:
(i) A leachate collection layer.
(ii) Leachate collection pipes.
(iii) A filter layer.
(iv) A sump.
(v) Leachate conveyance apparatus.
(vi)
Alternative
components to those identified in paragraphs (B)(1)(d) (i) to (B)(1)(d)(v) of
this rule if the owner or operator demonstrates to the satisfaction of Ohio EPA
that the leachate collection and management system meets the requirements of
paragraph (C)(3) of this rule.
(e) Surface water control structures
including sedimentation ponds.
(f)
A composite cap system that includes the following:
(i) A soil barrier layer
or a geosynthetic clay liner above a
subbase .
(ii) A flexible
membrane liner.
(iii) A drainage
layer.
(iv) A cap protection
layer.
(v)
Alternative components to those identified in paragraphs
(B)(1)(f)(i) to (B)(1)(f)(iv) of this rule if the owner or operator
demonstrates to the satisfaction of Ohio EPA that the cap system meets the
requirements of paragraph (C)(4) of this rule.
(g) An explosive gas control
system.
(h) Access roads.
(2) Supplemental engineered
components that may be required
necessary to address site specific conditions
include,
including but are
not limited to, the following:
(a) Permanent ground water control structures
to control the impact of ground waters on other engineered
components.
(b) Structural fill for
berms and subbase.
(c) Added
geologic material to meet the isolation distance requirement of rule
3745-27-07
of the Administrative Code.
(d)
Liner cushion layer.
(e) Leachate
storage tanks
structures , if there is no permitted discharge to a
public sewer system or a permitted waste water treatment system.
(f) Separatory liner/leachate collection
systems that may include the following
components:
(i) A gas collection layer.
(ii) A recompacted soil liner.
(iii) A flexible membrane liner.
(iv) A leachate collection layer.
(v) Leachate collection pipes.
(vi) A filter layer.
(vii) A geosynthetic clay liner.
(g) Interim composite liner/leachate
collection system that includes the following components:
(i) A recompacted soil
liner.
(ii) A flexible membrane
liner.
(iii) A leachate collection
layer.
(iv) Leachate collection
pipes.
(v) A filter layer.
(vi) A sump.
(vii) Leachate conveyance
apparatus.
(g)
Monocell or
monofill separatory structures.
(h) A gas collection system.
(3) Optional engineered components
that an owner or operator may propose for use in a sanitary landfill facility
include,
including but are
not limited to,
transitional cover.
the
following:
(a) Geosynthetic clay liner in lieu
of a portion of the recompacted soil liner of the composite liner
system.
(b) Geosynthetic clay liner in lieu
of the recompacted soil barrier layer of the composite cap
system.
(c) Engineered subbase for a
geosynthetic clay liner in a composite cap system.
(d) Transitional
cover.
(C) General design criteria. The objective of
the design for any engineered component or system of components shall be to
meet or exceed the specifications for design, construction and quality
assurance testing required in
pursuant to paragraph (D) of this rule along with the
following general design criteria:
(5)(6) If applicable, the
design of the explosive gas control system may utilize
use a passive
venting system or an active extraction system to satisfy air pollution control
requirements and shall be designed to maintain explosive gas concentrations
outside the limits of waste placement below the
explosive gas threshold limits identified in rule
3745-27-12
of the Administrative Code.
(6)(7) The design of all
geosynthetic materials specified in the engineered components, including but not limited to, flexible membrane liners, geosynthetic clay
liners, and geosynthetic drainage nets
geocomposite drainage layers , shall not rely on any of
the tensile qualities of these geosynthetic components. This paragraph does not apply to geosynthetics used to
mechanically stabilize embankments.
(7)(8) The design
for
of the
stability
excavation
of
all
, engineered components, and the waste mass shall address
consider
any configuration
all configurations throughout the applicable
developmental and post closure care
periods. Potential failures associated with
internal, interim and final slopes as these slopes are defined in rule
3745-27-06
of the Administrative Code, shall be used to define the minimum construction
specifications and materials that, at a minimum, will
and meet the following:
(d)(e)
The factor of safety for seismic slope stability shall
not be less than 1.00 using two or three dimensional
limit equilibrium methods, or another factor of safety using a method
acceptable to the director when assessed for any of the following failure modes
and conditions
meet the following :
(e)(f) The factor of
safety against liquifaction
liquefaction shall not be less than 1.00 for internal
slopes, interim slopes, and final
slopes.
(f)(g) The factor of
safety for static slope stability shall not be less than
1.10 using two dimensional limit
equilibrium methods or other methods acceptable to the director when assessed
for any of the following failure modes and conditions:
(1) The
composite liner system shall be designed to do the following:
(a) Serve as a barrier to prevent the
discharge of any leachate to ground or surface waters.
(b) For new facilities or lateral expansions
of existing facilities, the composite liner system shall have at least a
2.0percent
per
cent slope in all areas, except along flow lines augmented by leachate
collection pipes, after accounting for one hundred percent
per cent of
the primary consolidation settlement and the secondary consolidation settlement
of the compressible materials beneath the facility which
. Compressible
material includes, as applicable, in-situ soil, added geologic material,
structural fill material, and recompacted soil liner. For
For the purposes of this
paragraph, secondary settlement shall be calculated using a 100-year time frame
or another time frame acceptable to the director.
(c) For existing facilities where an owner or
operator proposes to vertically expand over a composite liner system that was
constructed after December 31, 2003, the slope of the existing composite liner
system located beneath the vertical expansion shall meet the design standard in
paragraph (C)(1)(b) of this rule.
[Comment: When initially designing and constructing a composite liner system, a conservative approach may be necessary to account for further settlement of the underlying materials caused by any potential vertical expansion above the initial design.]
[Comment: An owner or operator may revise the applicable
authorizing document(s)
ohio epa
(d) For existing
facilities where an owner or operator proposes to vertically expand over a
composite liner system that was constructed before December 31, 2003, the owner
or operator shall demonstrate to the director that the existing composite liner
system located beneath the vertical expansion maintains, at a minimum,
positive drainage in the leachate collection system and has no more than one
foot of head of leachate after accounting for the additional waste and one
hundred percent
per
cent of the primary consolidation settlement and the secondary
consolidation settlement of the compressible materials beneath the facility
which
. Compressible
material includes, as applicable, in-situ soil, added geologic material,
structural fill material, and recompacted soil liner. For
For the purposes of this
paragraph, secondary settlement shall be calculated using a 100-year time frame
or another time frame acceptable to the director.
(e) Have a maximum slope based on the
following:
(i) Compaction equipment
limitations.
(ii) Slope
stability.
(2) The separatory liner/leachate collection
system shall be designed to do the following:
(a) Serve as a barrier to direct
all leachate from new waste placement into
the leachate collection system associated with the vertical expansion and to
manage any explosive gas generated from the waste placement below the
barrier.
(b) Have at least a
10.0percent
per
cent constructed grade in all areas except along flow lines augmented by
leachate collection pipes, or have some other minimum slope based on a design
acceptable to the director.
(c)
Have a maximum slope based on the following:
(i) Compaction equipment limitations.
(ii) Slope stability.
(d) The leachate collection and
management system portion of the separatory liner 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 of the facility.
(e) Include a combination of engineered
components as listed in paragraph (B) (2) (f) of this rule that will function
throughout the operational life and post closure period of the landfill.
Alternative specifications to those included in paragraph (D) of this rule may
be proposed in any new permit or permit modification.
(f) Minimize the amount of waste filled
beneath the separatory liner system needed to obtain the
required
necessary minimum slope.
(3) The leachate collection and management
system shall be designed to do the following:
(a)(b)
Any
Ensure any
components located outside of the limits of solid waste placement
shall be
are
no less protective of the environment than the sanitary landfill facility
by complying with this paragraph.
(b)(c)
The
Ensure either
the selection and specifications for the materials that will make up the
leachate collection layer shall be
are protective of the flexible membrane liner, or the design
must include a liner cushion layer.
(c)(i) Limit the level of
leachate in areas other than sumps to a maximum of one foot throughout the
operation and post closure of the facility. For
(d)(j) Have at least a
0.5percent
per
cent grade for the leachate collection pipes after accounting for one
hundred percent
per
cent of the primary consolidation settlement and 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. For
(a)
Incorporate
adequate measures that will automatically remove leachate from the landfill to
a leachate storage structure, a permitted discharge to a public sewer, or a
permitted waste water treatment system, and to facilitate the treatment or
transfer of leachate from any storage structure for the purpose of
disposal.
(d)
Ensure the
composite liner system is protected from the intrusion of objects during
construction and operation.
(e)
Ensure any
geosynthetic materials have pre-construction interface testing performed in
accordance with paragraph (G) of this rule.
(f)
Ensure components
of the leachate collection system are designed not to crush or deform under
expected maximum loads and settlement to an extent where the crushing or
deformation negatively impacts the performance of the leachate collection
system.
(g)
Ensure the leachate collection system is designed to
minimize clogging.
(h)
Ensure the selected materials are physically and
chemically resistant to attack by the solid waste, leachate, or other materials
with which they may come into contact.
For the purposes of this
rule, a sump is an excavated depression of limited size that serves as a
collection and transfer point for leachate.
For the purposes of this
paragraph, secondary settlement shall be calculated using a 100-year time frame
or another time frame acceptable to the director.
(4) The composite cap system shall be
designed to do the following:
(a) Minimize
infiltration of surface water.
(b)
Serve as a barrier to prevent leachate outbreaks.
(c) Have at least a 5.0percent
per cent grade
in all areas except where surface water control structures are
located.
(d) Have a maximum slope
based on the following:
(i) Compaction and
maintenance equipment limitations.
(ii) Slope stability.
(e) Provide protection for all composite cap
system components from the effects of the formation of landfill gas.
(5)
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 such that healthy grasses or other vegetation can form a complete and
dense vegetative cover not later than one year after placement.
(a) The factor of safety for hydrostatic
uplift shall not be less than 1.40 at any location during the construction and
operation of the facility.
(b) The
factor of safety for bearing capacity of any vertical sump risers on the
composite liner system shall not be less than 3.0.
(c) The factor of safety for static slope
stability shall not be less than
1.50 using two dimensional limit
equilibrium methods or another factor of safety using a method acceptable to
the director 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 and as
applicable conditions representing the presence of excess pore water pressure
at the onset of loading or unloading. For slopes containing
geosynthetic interfaces placed at grades greater than 5.0percent
per cent ,
residual
large
displacement shear strength conditions shall be used for any soil to
geosynthetic or geosynthetic to geosynthetic interfaces. For geosynthetic to geosynthetic interfaces, use the large
displacement shear strength of the geosynthetic with the lowest peak shear
strength .
[Comment: Ohio EPA considers any failure that occurs through a
material or along an interface that is loaded with more than
1,440
(ii) Shallow
translational and shallow rotational failure mechanisms of internal slopes and
final slopes for unsaturated
drained conditions.
[Comment: Peak shear strengths can be used for most shallow failure modes.]
(d)
The factor of
safety for static slope stability shall not be less than
1.30 using two dimensional limit
equilibrium methods or another factor of safety using a method acceptable to
the director 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,
the analysis shall assume that the weight of the material is loaded or unloaded
all at one time at the end of stage construction.
(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. For slopes
containing geosynthetic interfaces placed at grades greater than 5.0 percent,
residual shear strength conditions shall be used for any soil to geosynthetic
or geosynthetic to geosynthetic interfaces.
shall comply with one of the following:
(a)
Have a factor of
safety of not 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. 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. For geosynthetic to geosynthetic
interfaces, use the large displacement shear strength of the geosynthetic with
the lowest peak shear strength.
If required by the director,
deep-seated translational and deep-seated rotational failure mechanisms of
interim and internal slopes for drained conditions and as applicable conditions
representing the presence of excess pore water pressure at the onset of loading
or unloading. For slopes containing geosynthetic interfaces placed at grades
greater than 5.0 percent, residual shear strength conditions shall be used for
any soil to geosynthetic or geosynthetic to geosynthetic
interfaces.
(ii) Shallow translational and shallow
rotational failure mechanisms of final slopes for unsaturated
drained
conditions.
shall
comply with one of the following:
(a)
The factor of safety for 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.
(i) If required by the director, 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.
[Comment: The number of digits after the decimal point indicates that rounding can only occur to establish the last digit. For example, 1.485 can be rounded to 1.49, but not 1.5 or 1.50.]
(9)
Assumptions used in the performance analyses in
paragraph (C)(8) of this rule shall be used to establish the minimum
specifications and materials for construction of the sanitary landfill
facility.
(D)
Design, construction and testing specifications. The owner or operator shall
meet or exceed the following specifications in the design, construction, and
quality assurance testing of all engineered components of a sanitary landfill
facility.
(24)(23)
For cap
Cap
flexible membrane liners: a
liner. A
flexible membrane liner meeting the requirements of paragraph (D)(10) of this
rule with the exception of paragraph (D)(10)(h)(iv) of
this rule shall be placed above the recompacted soil barrier layer or the
geosynthetic clay liner in the composite cap system.
(25)(24)
For the cap drainage layers: the
Cap drainage layer. The drainage layer for the
composite cap system shall comply with the following:
(26)(25)
For cap protection layers: a
Cap protection layer. A cap protection layer
consisting of soil shall comply with the
following:
(27)(26)
For explosive
Explosive gas control systems: an
system. An
explosive gas control system shall not compromise the integrity of the
composite cap system, the leachate management
system, or the composite liner system, and shall comply with the following:
[Comment: The order of the engineered components in this paragraph reflects a logical bottom to top or a typical construction sequencing approach. Reporting requirements will be dependent on which engineered components are being certified. In general, a test pad certification report submitted to Ohio EPA for written concurrence may be used repeatedly in future construction certifications provided the soil properties of the borrow soil remain the same. Pre-construction testing results for borrow soils or shear strength testing results for geosynthetic components may be submitted as often as necessary during the construction process to allow for their continued use. A single construction certification report for each construction project shall be submitted in accordance with rule 3745-27-19 of the Administrative Code to Ohio EPA for written concurrence with all quality assurance testing and for approval of all alterations that are included in the certification report.]
(1)
For survey marks: at
Survey marks. At least three
one permanent
survey marks, with each located on separate sides of
the proposed sanitary landfill facility,
mark shall be established prior to any construction
and within easy access to the limits of solid waste placement
and in accordance with the following:
(a)
Survey marks
shall be
Be referenced horizontally to
the "1927 North American Datum," "1983
North American Datum
datum ," or
"State Plane Coordinate System"
state plan coordinate system and vertically to the
"1929 or 1988 North American
Vertical Sea Level Datum"
vertical sea level datum as identified
on the 7.5 minute series quadrangle sheets published
by the United States geological survey
by the
national geodetic survey .
(b)
Survey marks shall
To 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. Each constructed survey mark shall
include
, including a corrosion resistant
metallic disk which
that indicates horizontal and vertical coordinates of
the survey mark, and shall contain
contains a magnet or ferromagnetic rod to allow
identification through magnetic detection methods.
(c) Survey control standards for the survey
marks shall be in accordance with the
following:
have a minimum horizontal distance
accuracy of one foot horizontal to two thousand five hundred feet horizontal
and a minimum vertical accuracy of one inch to five thousand feet
horizontal.
(i) For the first facility survey
mark established from the known control point, minimum horizontal distance
accuracy shall be one foot horizontal to two thousand five hundred feet
horizontal.
(ii) For each facility survey mark
established from the first facility survey mark, minimum horizontal accuracy
shall be one foot horizontal distance to five thousand feet
horizontal.
(iii) For the first facility survey
mark established from the known control point and for each facility survey mark
established from the first facility survey mark, minimum vertical accuracy
shall be one inch to five thousand feet horizontal.
[Comment: Certification of the
establishment of survey marks should follow the requirements in paragraph
(H)(6) of this rule.]
(2)
For
surface
Surface water control
structures: surface
. Surface water run-on and run-off control structures
shall comply with the following:
(a)
Accommodate the peak flow from the twenty-five year/twenty-four
year,
twenty-four hour storm event.
(b) Minimize silting and scouring.
(c) Use non-mechanical means for all
permanent structures.
(3)
For
sedimentation ponds: sedimentation
Sedimentation ponds. Sedimentation ponds shall comply
with the following:
(a)
Minimum
Have a
minimum storage volume, excluding sediment volume,
shall be based on the larger of the
following:
(i) The calculated run-off volume
from a ten year/twenty-four
year,
twenty-four hour storm event.
(ii) The scheduled frequency of pond
clean-out, that
which shall be no more often than once per year,
multiplied by 0.125 acre-feet per year for each acre of disturbed area within
the upstream drainage area.
(b)
The
Have a principal
spillway shall
that safely discharge
discharges
the flow from a ten-year/twenty-four
ten year, twenty-four hour storm event using
non-mechanical means.
(c)
The
Have an
inlet elevation of the emergency spillway shall
to provide flood
storage, with no flow entering the emergency
spillway while allowing flow through the principal spillway during a
twenty-five year/twenty-four
year, twenty-four hour storm event.
(d)
The
Have the
combination of principal and emergency spillways shall
to safely
discharge the flow from a one hundred year/twenty-four
year,
twenty-four hour storm event using non-mechanical means.
(e)
The
Have an embankment
design shall provide
that provides for no less than one foot net freeboard
when flow is at the design depth, after allowance for embankment
settlement.
(4)
Ground water control structures.
(4)(a)
For permanent ground water control structures:
permanent
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. However, no
No permanent ground water control structures
may
shall 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 sanitary
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.
(5)
For the in-situ foundation: the
In-situ foundation. The unconsolidated or consolidated
stratigraphic units that make up the in-situ foundation shall comply with the
following:
(f)(g)
Have quality control testing of any stratigraphic units that have not been
anticipated and that are more susceptible to slope failure
or seepage piping failure than the stratigraphic
units that were tested and reported in the permit to install. This testing
shall be at a frequency of three tests per unit
and in accordance with the following:
(a) Be free of debris, foreign
material, and deleterious material.
(b) Not be comprised of solid
waste.
(c) Not have any abrupt
changes in grade that may result in damage to the composite liner
system.
(d) Be proof rolled, if
applicable.
(e) Be determined to
have adequate strength to satisfy bearing capacity and slope stability strength
requirements.
(f)
Be resistant to internal erosion.
(i)
The
For the effective
shear strength of each unconsolidated stratigraphic unit that may be
susceptible to slope failure and the recompacted soil liner,
shall be
determined using
in
accordance with ASTM D3080-98 (direct shear
test) or
D3080, ASTM
D4767-95 (consolidated-undrained triaxial
compression test)
D4767 , or ASTM
D6467-99 (torsional ring shear test)
D6467 .
(ii)
The
For the undrained
shear strength of all applicable unconsolidated stratigraphic units using fully
saturated samples,
shall be determined using
in accordance
with ASTM D2850-95 (unconsolidated-undrained
triaxial compression)
D2850 or ASTM
D4767 .
(iii)
For the resistance to internal erosion of each
unconsolidated stratigraphic unit that may be susceptible to seepage piping
failure, determined 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.
[Comment: Record drawings for the
bottom of recompacted soil liner are required in the certification report. All
necessary surveying should be completed before beginning construction of the
recompacted soil liner.]
(6)
For structural
fill: rock
Structural fill. Rock fills or
soil fills for a
used in structural berm
berms or subbase
shall comply with the following:
(a) Be
durable rock for rock fills only.
(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 composite
liner system.
(e) For soil fills,
have pre-construction testing of the borrow soils performed on representative
samples to determine the maximum dry density and optimum moisture content
according to
in
accordance with ASTM D698-00a (standard
proctor),
D698 or ASTM
D1557-00 (modified proctor)
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) Be
constructed in loose lifts of twelve inches or less.
(ii) Be compacted to at least
ninety five percent
ninety-five per cent of the maximum dry density
as determined by
in accordance with
ASTM D698-00a (standard proctor)
D698 or at least ninety percent
per cent of
the maximum dry density as determined
by
in accordance
with ASTM D1557-00 (modified
proctor)
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 according
to
in accordance with ASTM
D2922-01 and ASTM D3017-01 (nuclear
methods)
D6938 , ASTM
D1556-00 (sand cone)
D1556 , ASTM D2167-94
(rubber balloon)
D2167, or other methods
acceptable to the director or his authorized
representative
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.
(7)
For
added
Added geologic material: added
. Added
geologic material shall comply with the following:
(e)(d) Not have any abrupt
changes in grade that may result in damage to the composite liner
system.
(f)(e) Have
pre-construction testing of the borrow soils performed on representative
samples to determine the following:
(g)(f) Be constructed in
lifts to achieve uniform compaction. Each lift shall comply with the following:
(h)(g) Be
determined to have adequate strength to satisfy bearing capacity and slope
stability strength requirements.
(i)(h) Have quality
control testing of the constructed lifts performed to determine the density and
moisture content according to
in accordance with ASTM D2922-01 and ASTM D3017-01 (nuclear methods)
D6938 , ASTM D1556-00 (sand
cone)
D1556M , ASTM
D2167-92 (rubber balloon)
D2167, or other methods acceptable to
the director or his authorized
representative
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.
(a) Provide at least fifteen feet of
isolation distance between the uppermost aquifer system and the bottom of the
recompacted soil liner.
(b) Be free
of debris, foreign material, and
deleterious material, and not contain large objects in
such quantities as may interfere with the application and intended
purpose .
(c) Not be comprised
of solid waste.
(d) Shall have low permeability,
good compactability, cohesiveness, relatively uniform texture, and shall not
contain large objects in such quantities as may interfere with its application
and intended purpose. The soil shall be a well-compacted loam, silt loam, clay
loam, silty clay loam, silty clay or other soil types that can achieve the
intended purpose.
(i) The
maximum dry density and optimum moisture content according to
in accordance
with ASTM D698-00a (standard
proctor)
D698 , or ASTM
D1557-00 (modified proctor)
D1557 at a frequency of no less than once for every
ten thousand cubic yards.
(ii) The
recompacted laboratory permeability using
is a maximum of 1.0 X
10-5 cm/sec in accordance with ASTM
D5084-00e1 (falling head)
D5084 tested 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" as described in ASTM
D2487.
(iii) The grain size
distribution according to
in accordance with ASTM D422-63 (sieve and hydrometer)
D6913 and D7928 at a frequency of no less than once
for every three thousand cubic yards.
(iv)
Atterberg limits
in accordance with ASTM D4318 at a frequency of no less than once for every
three thousand cubic yards.
(v)
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.
(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 percent
ninety-five per cent of the maximum dry density
as determined by
in accordance with
ASTM D698-00a (standard proctor)
D698 or at least ninety percent
per cent of
the maximum dry density as determined
by
in accordance
with ASTM D1557-00 (modified
proctor)
D1557 .
(iv) Be placed with a soil moisture content
that shall
is
not be less than two percent
per cent below or more than four
percent
per
cent above the optimum moisture content as determined by
in accordance with
ASTM D698-00a
D698 or ASTM D1557-00
D1557 .
(v) Have a maximum permeability of
one times ten to the negative five centimeters per second (1 X
10-5 cm/sec).
(v)
If the
piezometric surface of an underlying aquifer or a zone of significant
saturation is above the top of the added geologic material, the added geologic
material be classified as slightly dispersive (ND3) or nondispersive (ND2, ND1)
determined in accordance with ASTM D4647.
(8)
For
recompacted soil liners: the
Recompacted soil
liner. The recompacted soil liner shall comply with the following:
(a)
Be at least
five feet thick or
Have a minimum
thickness as follows:
(v)(iii) Two feet
thick for the recompacted soil liner
component of a separatory liner/leachate collection system.
(i)
Three
An alternate
thickness, to be no less than three feet,
based on the result of the calculations outlined in appendix I of this
rule.
(ii)
Three feet thick if
Two feet when used in conjunction with a geosynthetic
clay liner that meets the specifications in paragraph (D)(9) of this rule.
(iii) An alternate thickness, to be
no less than one and one-half feet thick, based on the results of the
calculations outlined in appendix I of this rule if used in conjunction with a
geosynthetic clay liner that meets the specifications in paragraph (D)(9) of
this rule.
(iv) Two feet thick for the
recompacted soil liner component of an interim composite liner/leachate
collection system.
(b) Be free of debris, foreign
material, and deleterious material.
(c) Not be comprised of solid
waste.
(d) Be placed beneath all
areas of waste placement.
(e) Not
have any abrupt changes in grade that may result in damage to the
geosynthetics.
(f) Have
pre-construction testing of the borrow soils performed on representative
samples and the results submitted to the appropriate Ohio EPA district office
no
not later
than seven days prior to the intended use of the material in the construction
of the recompacted soil liner. The pre-construction testing shall determine the
following:
(i) The maximum dry density and
optimum moisture content according to
in accordance with ASTM D698-00a (standard proctor)
D698 , or ASTM D1557-00
(modified proctor)
D1557 at a frequency
of no less than once for every one thousand five hundred cubic yards.
(ii) The grain size distribution
according to
in
accordance with ASTM D422-63 (sieve and
hydrometer)
D6913 and ASTM D7928 at a
frequency of no less than once for every one thousand five hundred cubic
yards.
(iii) The atterberg limits
according to
in
accordance with ASTM D4318-00
D4318 at a frequency of no less than once for every
one thousand five hundred cubic yards.
(iv) The recompacted laboratory permeability
according to
in
accordance with ASTM D5084-00e1 (falling
head)
D5084 at a frequency of no less
than once for every ten thousand cubic yards.
(v)
If the
piezometric surface of an underlying aquifer or a zone of significant
saturation is above the top of the recompacted soil liner, 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.
(g) Be
constructed in lifts to achieve uniform compaction. Each lift shall include the
following:
(i) Be constructed with qualified
soils and the corresponding construction details established by written
concurrence from Ohio EPA with the test pad certification report
required by
pursuant
to paragraph (E) of this rule,
and the following specifications or an
alternative to qualifying soils with a test pad if it is demonstrated to the
satisfaction of the director or his authorized
representative
Ohio EPA that the
materials and techniques will result in each lift having a maximum permeability
of 1
1.0 X
10-7 cm/sec, and the
following specifications:
(a) With loose
lifts of eight inches or less.
(b)
With a maximum clod size of three inches or half the lift thickness, whichever
is less.
(c) With one hundred
percent
per
cent of the particles having a maximum dimension not greater than two
inches.
(d) With not more than ten
percent
per
cent of the particles, by
weight, having a dimension greater than
0.75 inches.
(ii) Be
compacted to at least ninety-five percent
per cent of the maximum dry density
as determined by
in accordance with
ASTM D698-00a (standard proctor) or
D698, at least ninety percent
per cent of
the maximum dry density as determined
by
in accordance
with ASTM D1557-00 (modified
proctor)
D1557, or an alternative
compaction specification approved by the
director
acceptable to Ohio
EPA .
(iii) Be placed with a
minimum soil moisture content that shall
is not be less
than the optimum moisture content as
determined by
in accordance with ASTM D698-00a
D698,
or ASTM D1557-00
D1557, or an
alternative soil moisture content specification approved by the director
acceptable to Ohio EPA .
(iv) Have a maximum permeability of
one times ten to the negative seven centimeters per
second (1
1.0 X
10-7 cm/sec).
(v)
If the piezometric surface of an underlying aquifer or
a zone of significant saturation is above the top of the recompacted soil
liner, then the recompacted soil liner material be classified as slightly
dispersive (ND3) or nondispersive (ND2, ND1) determined in accordance with ASTM
D4647.
(h) Be
adequately protected from damage due to desiccation, freeze/thaw cycles,
wet/dry cycles, and the intrusion of objects during construction and
operation.
(i) Be determined to
have adequate strength to satisfy bearing capacity and slope stability strength
requirements.
(j) Have quality
control testing of the constructed lifts performed to determine the density and
moisture content according to
in accordance with ASTM D2922-01 and ASTM D3017-01 (nuclear methods)
D6938 , ASTM D1556-00 (sand
cone)
D1556M , ASTM
D2167-94 (rubber balloon)
D2167 , or other methods acceptable to
the director or his authorized
representative
Ohio EPA at a frequency of
no less than five times 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.
(9)
For
geosynthetic clay liners: a
Geosynthetic clay
liner. A geosynthetic clay liner used in lieu
of
as part of the recompacted soil liner
pursuant to paragraph (D)(8) of this rule, or in
lieu of the recompacted soil barrier layer, pursuant to paragraph (D)(21) of
this rule,
or as part of the composite cap
system 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
percent
per
cent moisture content.
(c)
Have pre-construction testing of the geosynthetic clay liner material performed
on representative samples and the results submitted to the appropriate Ohio EPA
district office no
not later than seven days prior to the intended use of
the material. The pre-construction testing shall determine
the following :
(i)
The
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 using
in
accordance with ASTM D6243-98 (direct shear
test)
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.
[Comment: If a shear stress point plots below the
Mohr-Coulomb shear strength failure
envelope defined by the required
(ii) The dry
bentonite mass (at zero percent
per cent moisture content) per square foot of
geosynthetic clay liners according to
in accordance with ASTM D5993-99
D5993 at a
frequency of no less than once per fifty thousand square feet.
(iii) The interface shear strength
according to
in
accordance with paragraph (G) of this rule.
(d) Be installed in the following manner:
(i) To allow no more than negligible amounts
of leakage by a
,
maintain 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 the recompacted soil liner when
used in liner systems or above an engineered subbase pursuant to paragraph
(D)(22) of this rule when used in composite cap
systems. 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 percent
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.
(e)
Be adequately
protected from damage due to desiccation and erosion.
(10)
For flexible membrane liners. The
Flexible membrane liner. The flexible membrane liner
shall comply with the following:
(e)(f) Be seamed to allow
for no more than negligible amounts of
leakage; the
.
The seaming material shall be physically and chemically resistant to
chemical attack by the solid waste, leachate, or other materials that may come
in contact with the seams.
(f)(h) Have quality
control testing in accordance with the following, unless the manufacturer's
specifications for testing are more stringent, in which case the manufacturer's
specifications shall be used:
(a)
Be, at a minimum, a sixty mil high density
polyethylene (HDPE) geomembrane for composite liner systems or
be, at a minimum, a forty mil geomembrane
for composite cap systems or other materials and/
or
another material or thicknesses
acceptable to the director
Ohio EPA .
(b) Be physically and chemically resistant to
attack by the solid waste, leachate, or other materials that may come in
contact with it
the
flexible membrane liner using U.S.
EPA
SW-846 method 9090 or other
documented data.
(c) Have
pre-construction interface testing performed according to paragraph (G) of this
rule.
(d) Be placed above and in
direct and uniform contact with the recompacted soil liner or the recompacted
soil barrier layer or the geosynthetic clay liner.
(e)
For installations
exceeding ten thousand square feet, at least one welding technician having
seamed a minimum of one million square feet of flexible membrane liner shall be
present during installation.
(g)
Be cleaned of deleterious materials in the seaming area
immediately prior to seaming.
(i) For the
purpose of testing every seaming apparatus in use each day,
perform peel tests according to an appropriate
method shall be performed on scrap pieces
of flexible membrane liner when an apparatus is started, operators change, an
apparatus is restarted, or at the beginning of each seaming period.
(ii)
Nondestructive
Perform
nondestructive testing shall be
performed on one hundred percent
per cent of
the flexible membrane liner seams.
(iii)
Destructive
Perform
destructive testing for peel according to the appropriate ASTM method
shall be performed on randomly selected
samples at a frequency of no less than once per five
hundred
one thousand feet of seam
completed by a particular seaming apparatus. An alternate means may be used if
it is demonstrated to the satisfaction of the
director or his authorized representative
Ohio
EPA that the alternate means meets the requirements of this
paragraph.
(iv)
Perform electrical leak location testing in accordance
with ASTM D7007 or ASTM D8265 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.
(11)
For the
liner
Liner cushion layer: the
. The liner
cushion layer shall be placed above the flexible membrane liner,
and protect it
the flexible membrane
liner from damage that may be caused by construction materials and
activities, account for the weight of the overlying
waste mass, and have pre-construction interface testing performed
according to paragraph (G) of this rule. The liner
cushion layer shall be adequately protected from solar
degradation.
(12)
For the leachate
Leachate collection layer:
the
. The leachate collection layer shall
be placed above the composite liner system, which
may be protected by the cushion layer, and shall
comply with the following:
(a) Be comprised of
granular materials that meet the following requirements:
(i) Have a minimum thickness of one
foot.
(ii) Have no more than five
percent
per
cent of the particles, by
weight, passing through the 200-mesh
sieve.
(iii) Have no more than five
percent
per
cent carbonate content by weight.
(iv) Have a minimum permeability of
one times ten to the negative two centimeters per
second (1
1.0 X
10-2 cm/sec).
(v)
Granular materials shall have
Have quality control testing in accordance with the
following at a frequency of no less than once for
every three thousand cubic yards of material:
(a) Permeability using
in accordance
with ASTM D2434-68 (constant
head)
D2434 at a frequency of no less than once
for every three thousand cubic yards of material .
(b) Grain size distribution
using
in accordance
with ASTM D422-63 (sieve)
C136 at a frequency of no less than once for every
three thousand cubic yards of material .
(c) Carbonate content
using
in accordance
with ASTM D3042-97
D3042 at a pH of 4.0and at a
frequency of no less than once for every ten thousand cubic yards of
material .
(vi) An
alternate material and/or
or thickness may be used provided that it is
demonstrated to the satisfaction of the director or
his authorized representative
Ohio EPA
that the material meets the requirements of this paragraph. The
and the
appropriate quality control testing and frequency of testing
needs to be
are approved by Ohio EPA prior to use.
(vii)
The granular
leachate collection layer shall not be placed over wrinkles in the flexible
membrane liner that are greater than four inches in height.
(b)
A
geosynthetic drainage net
For a geocomposite
drainage layer used in lieu of a granular drainage layer
shall meet
,
the following requirements:
(i) Have a
minimum transmissivity to ensure that the leachate collection system meets the
one foot of head of leachate requirement of this rule. The transmissivity shall
be adjusted for elastic deformation, creep deformation, biological clogging,
and chemical clogging by using the appropriate reduction factors.
(ii)
The
To protect the
composite liner system must be protected
from the intrusion of objects during construction and operation,
by at least
include
a minimum of twelve inches of permeable material acceptable to
the director
Ohio
EPA . The permeable material shall not be placed
over wrinkles in the flexible membrane liner that are greater than four inches
in height.
(iii) Have quality
control testing for transmissivity using
in accordance
with ASTM D4716-01
D4716 at the maximum projected load and a frequency of
once per fifty
five
hundred thousand square feet. The testing shall
be performed in a manner representing field conditions.
(iv) Any geosynthetic materials
shall have pre-construction interface testing performed according to paragraph
(G) of this rule.
(13)
For
leachate
Leachate collection pipes: the
. The leachate
collection pipes shall comply with the following:
(c)(b) Be
provided with access for clean-out devices which
that shall be
protected from differential settling.
(d)(c) Have lengths and
configurations that shall not exceed the capabilities of clean-out
devices.
(e)(d) Have joints sealed
to prevent separation.
(f)(e)
Be physically and chemically resistant to attack by
the solid waste, leachate, or other materials with which they may come into
contact. Sealing material and means of access for cleanout devices
shall also be resistant to physical and
chemical attack by the solid waste, leachate, or other materials with which
they may come into contact.
(a) Be imbedded
embedded in
the drainage layer.
(b) Be designed not to crush or
deform under expected maximum loads and settlement to an extent where the
crushing or deformation negatively impacts the performance of the leachate
collection and management system.
If an owner or operator is proposing
a vertical expansion over areas that have leachate collection pipes in place,
the leachate collection pipes will be re-evaluated and this performance
standard shall be applied to allow for any additional loads or settlement from
the vertical expansion. A conservative design may be needed initially to
prepare for any possible future expansion.
(g) An alternative to leachate
collection pipes may be used if it is demonstrated to the satisfaction of the
director or his authorized representative that the means for leachate transport
meet the requirements of this paragraph.
(14)
For filter
layers: the
Filter layer. The filter
layer of the leachate collection and management system shall comply with the
following:
(a) Be placed above the leachate
collection layer and leachate collection pipes.
(b) Be designed to minimize clogging of the
leachate collection layer, leachate collection pipes, and sumps.
(15)
For sumps: the
Sumps.
The leachate collection and management system shall incorporate an
adequate number of sumps that shall comply
with the following:
(a) Be protected from
adverse effects from leachate and differential settling.
(b) Be equipped with automatic high level
alarms located no greater than one foot above the top elevation of the
sump.
(16)
For leachate
Leachate conveyance apparatus: the leachate collection and management system shall
incorporate adequate measures that will automatically remove leachate from the
landfill to the leachate storage tank(s), a permitted discharge to a public
sewer, or a permitted waste water treatment system to facilitate the transfer
of leachate from the storage tank(s) for the purpose of disposal. Any
leachate conveyance apparatus located outside of the limits of solid waste
placement shall comply with the following:
(c)(b) Be protected from
the effects of freezing temperatures, crushing, or excess deflection.
(a)
Be monitored, as required by the director
or his authorized representative.
(b) Be double cased with a witness
zone.
(17)
For leachate storage tanks: leachate storage
tanks
Leachate storage structures.
tanks
, as required by
the director or his authorized
representative,
one of the following:
(a) For an
above ground leachate storage tanks
tank,
be provided
with spill containment no less than one hundred ten
percent
per
cent of the tank volume.
(b)
For an underground leachate storage
tanks
tank , be
double cased with a witness zone.
(c)
For a leachate
pond, primary and secondary liners with a leak detection system and defined
action leakage rate.
(d)
For a leachate pond, a layer capable of protecting the
liner system from damage during pond cleanout.
(e)
For a leachate
pond, no less than three feet of freeboard above the basin
capacity.
(18)
For access roads: all
Access roads. All access roads used for waste hauling
that are constructed within the horizontal limits of waste placement shall
comply with the following:
(a) Not have grades
in excess of twelve percent
per
cent .
(b) Be designed to be
stable and to prevent damage to the liner or composite cap systems caused by the effects of traffic
loading and braking or any other action.
(19)
For
transitional covers: within sixty days of
Transitional cover. Not later than one hundred twenty days
after a portion of the facility reaching
reaches final
elevations, transitional cover, as specified in rule
3745-27-19
of the Administrative Code, shall be installed and
comply
that complies with the following:
(a)
A
Consists of a twenty-four inch thick layer of soil
that shall be nonputrescible and have low
permeability, good compactability, cohesiveness, and relatively uniform
texture, and shall not contain large objects in such quantities as may
interfere with its application and intended purpose. The soil shall be a
well-compacted loam, silt loam, clay loam, silty clay loam, silty clay or other
soil types that can achieve the intended purpose.
with a minimum twelve per cent particles by weight passing
through the number 200 sieve. Testing for grain size shall be performed on
representative samples of the soil at a frequency of no less than once for
every three thousand cubic yards in accordance with ASTM D1140 or ASTM D6913,
as appropriate.
(b)
The
Consists
of soil shall
that does not contain large objects in such quantities as
may interfere with the soil's application and intended purpose, be of
sufficient thickness and fertility to support vegetation, and shall be
seeded as soon as practicable. Healthy grasses or other vegetation shall form a
complete and dense vegetative cover within one year of soil
placement.
(c)
An alternative to paragraphs (D)(19)(a) and (D)(19)(b)
of this rule may be used if the owner or operator demonstrates to the
satisfaction of Ohio EPA that the material will minimize infiltration of
surface water and be installed in such a manner to minimize maintenance.
(c) In preparation for construction
of the final cap system in accordance with this paragraph, the transitional
cover shall be partially or completely removed or otherwise prepared as
necessary for construction of the final cap system.
[Comment: The term transitional
cover has replaced the term interim final cover.]
(20)
For a gas
Gas
collection system: the
. The gas collection system shall be installed prior
to the final
composite cap system and shall comply with the following:
(a) Collect and transport gas and condensate
without adversely impacting the final
composite cap system.
(b) Facilitate maintenance to portions of the
component without requiring the entire system to be closed down.
[Comment: Condensate may be allowed to remain in the waste mass
provide
(21)
For
cap
Cap soil barrier
layers: design
layer. Design and construction of a recompacted soil
barrier layer in the composite cap system shall comply with the following:
(g)(h) Be
constructed in lifts to achieve uniform compaction. Each lift shall
conform to the following :
(h)(i) Be
adequately protected from damage due to desiccation, freeze/thaw cycles,
wet/dry cycles, and the intrusion of objects during construction of the
composite cap system.
(i)(j) Have quality
control testing of the constructed lifts performed to determine the density and
moisture content according to
in accordance with ASTM D2922-01 and ASTM D3017-01 (nuclear methods)
D6938 , ASTM D1556-00 (sand
cone)
D1556M , ASTM
D2167-94 (rubber balloon)
D2167, or other methods acceptable to
the director or his authorized
representative
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.
(a) Be at least one of the following:
eighteen inches thick.
(i) Eighteen inches
thick.
(ii) A geosynthetic clay liner that
complies with paragraph (D)(9) of this rule with an engineered subbase,
constructed in accordance with paragraph (D)(22) of this rule.
(b) Be free of debris, foreign
material, and deleterious material.
(c) Not be comprised of solid
waste.
(d) Be placed above all
areas of waste placement.
(e) Not
have any abrupt changes in grade that may result in damage to
the
cap
geosynthetics.
(f) Have
pre-construction testing of the borrow soils performed on representative
samples and the results submitted to the appropriate Ohio EPA district office
no
not later
than seven days prior to the intended use of the material in the construction
of the cap soil barrier layer. The pre-construction testing shall determine the
following:
(i) The maximum dry density and
optimum moisture content according to
in accordance with ASTM D698-00a (standard proctor)
D698 , or ASTM D1557-00
(modified proctor)
D1557 at a frequency
of no less than once for every one thousand five hundred cubic yards.
(ii) The grain size distribution
according to
in
accordance with ASTM D422-63 (sieve and
hydrometer)
D6913 at a frequency of no
less than once for every one thousand five hundred cubic yards.
(iii) The recompacted laboratory permeability
using
in accordance
with ASTM D5084-00e1 (falling
head)
D5084 at a frequency of no less
than once for every ten thousand cubic yards. If the
maximum dry density and optimum moisture content was determined in accordance
with ASTM D698, the soil shall be recompacted to at least ninety-five per cent.
If the maximum dry density and optimum moisture content was determined in
accordance with ASTM D1557, the soil shall be recompacted to at least ninety
per cent. The recompacted soil moisture content shall not be less than the
optimum moisture content from the prescribed proctor test.
(g)
Have a
minimum recompacted laboratory permeability of 1.0 X 10-6 cm/s.
(i) Be constructed of soil in accordance with
the following:
(e)(c) With at least
fifty percent
eighty
per cent of the particles, by
weight, passing through the
200-mesh
number 4
standard mesh screen.
(f)(d) Alternative soil
specifications may be used provided that it is demonstrated to the satisfaction
of the director or his authorized
representative
Ohio EPA that the
materials and techniques will result in each lift having a maximum permeability
of 1
1.0 X
10-6 cm/sec.
(a) With loose lifts of eight
inches or less.
(b) With a maximum
clod size of three inches or half the lift thickness, whichever is less.
(c) With one hundred percent of the
particles having a maximum dimension not greater than two
inches.
(d) With not more than ten percent
of the particles, by weight, having a dimension greater than 0.75
inches.
(ii) Be compacted to
at least ninety five percent of the maximum dry
density as determined by ASTM D698-00a (standard proctor) or at least ninety
percent of the maximum dry density as determined by ASTM D1557-00 (modified
proctor) or an alternative compaction specification approved by the
director
a maximum dry density and minimum soil
moisture content not less than that used in the recompacted laboratory
permeability test in accordance with paragraph (D)(21)(g) of this rule .
(iii) Be placed with a minimum soil
moisture content that shall not be less than the optimum moisture content as
determined by ASTM D698-00a (standard proctor), or ASTM D1557-00 (modified
proctor) or an alternative moisture content specification approved by the
director.
(iv) Have a maximum permeability of
one times ten to the negative six centimeters per second (1 X
10-6 cm/sec).
[Comment: If an acceptable
demonstration is made that the transitional cover can be prepared to function
as a cap soil barrier layer, the director may approve an alteration for the use
of the transitional cover materials in the demonstrated area.]
(22)
For engineered subbases: if a geosynthetic clay
liner is used in the composite cap system in accordance with paragraph (D)(21)
of this rule, it shall be placed above an engineered subbase
Subbase below a geosynthetic clay liner used in the
composite cap system . Design and construction of the
engineered subbase shall comply with the
following:
(a) The thickness of the subbase
shall be sufficient to achieve an evenly graded surface and
shall be a minimum of twelve inches
thick.
(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 geosynthetics.
(e) Not have any sharp edged protrusions or
any particles protruding more than one quarter of one inch.
(f) Have pre-construction testing of the
borrow soils performed on representative samples to determine the maximum dry
density and optimum moisture content according
to
in accordance with ASTM
D698-00a (standard proctor)
D698 , or ASTM D1557-00
(modified proctor)
D1557 at a frequency
of no less than once for every ten thousand cubic yards.
(g) Be constructed in lifts to achieve
uniform compaction. Each lift shall include the following:
(i)
Be
Soil constructed
of soil as follows:
(a)
Be constructed
in
In loose lifts of
twelve
eight
inches or less.
(b)
Be constructed of a soil with
With a maximum clod size that does not exceed the lift
thickness.
(ii) Be
compacted to at least ninety five per cent of the maximum dry density
as determined by
in accordance with
ASTM D698-00a (standard proctor)
D698 or at least ninety per cent of the maximum dry
density as determined
by
in accordance
with ASTM D1557-00 (modified
proctor)
D1557 .
(h) Have quality control testing of the
constructed lifts performed to determine the density and moisture content
according to
in
accordance with ASTM D2922-01
D2922 and ASTM D3017-01
(nuclear methods)
D3017 , ASTM
D1556-00 (sand cone)
D1556 , ASTM D2167-94
(rubber balloon)
D2167 or other methods
acceptable to the director or his authorized
representative
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.
[Comment: If an acceptable
demonstration is made that the transitional cover can be prepared to function
as an engineered subbase, the director may approve an alteration for the use of
the transitional cover materials in the demonstrated area.]
(23) For cap geosynthetic clay
liners: a geosynthetic clay liner meeting the requirements of paragraph (D)(9)
of this rule shall be placed above the engineered subgrade in the composite cap
system.
(a) Be comprised of granular materials that
meet the following requirements:
(i) Have a
minimum thickness of one foot.
(ii)
Not
Will not
clog or freeze.
(iii)
Not
Will not
damage the underlying flexible membrane liner.
(iv) Have no more than five
percent
per
cent of the particles, by
weight, passing through the 200-mesh
sieve.
(v) Have no greater than ten
percent
per
cent carbonate content by weight.
(vi) Have a minimum permeability of
one times ten to the negative three centimeters per
second (1
1.0 X
10-3 cm/sec).
(vii)
Granular
materials shall have
Have quality control
testing in accordance with the following at a
frequency of no less than once for every three thousand cubic yards of
material:
(a) Permeability
using
in accordance
with ASTM D2434-68
(constant head)
(b) Grain size distribution
using
in accordance
with ASTM D422-63
(sieve)
(c) Carbonate content
using
in accordance
with ASTM D3042-97
D3042 at a pH of 4.0at a
frequency of no less than once for every ten thousand cubic yards of
material .
(viii)
An alternative material and/or
or thickness may be used provided it is demonstrated
to the satisfaction of the director or his
authorized representative
Ohio EPA prior to
use that the material meets the requirements of this paragraph.
The appropriate quality control testing and
frequency of testing needs to be approved by Ohio EPA prior to
use.
(ix)
Not be placed over wrinkles in the flexible membrane
liner that are greater than four inches in height.
(b) A geosynthetic
drainage net
geocomposite drainage layer
used in lieu of a granular drainage layer shall meet the following
requirements:
(i) Have a minimum
transmissivity to ensure that the composite 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.
(ii)
The
Ensure the
composite liner system must be
is protected from the intrusion of objects during
construction.
(iii) Have quality
control testing for transmissivity using
in accordance
with ASTM D4716-01
D4716 at the maximum projected load and a frequency of
once per fifty
five
hundred thousand square feet. The testing shall
be performed in a manner representing field conditions.
(iv)
Any
Be comprised of
geosynthetic materials shall
that have pre-construction interface testing performed
according to paragraph (G) of this rule.
(a) Be placed above the cap
drainage layer.
(b) Be a minimum of
thirty-six inches thick for facilities located in the northern tier of counties
in Ohio (Williams, Fulton, Lucas, Ottawa, Erie, Lorain, Cuyahoga, Lake, Geauga,
and Ashtabula counties) and thirty inches thick for facilities located
elsewhere in Ohio. The thickness of the drainage layer may be used to satisfy
the thickness requirement of the cap protection layer.
(c)
Have a maximum
permeability in accordance with the final slope stability calculation.
(c) Have a maximum projected erosion
rate of five tons per acre per year.
(d) Have sufficient fertility in the
uppermost portion to support vegetation.
(e) Be constructed as
follows:
(i) With best management practices
for erosion control.
(ii) In a manner that healthy
grasses or other vegetation shall form a complete and dense vegetative cover
within one year of placement.
(d)
Have a maximum
permeability in accordance with the final slope stability
calculation.
(e)
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. The borrow soil being
tested 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.
(f)
For a cap
protective layer placed on a geocomposite drainage layer, not be placed over
wrinkles in the flexible membrane liner that are greater than four inches in
height.
(a) Accommodate waste settlement.
(b) Provide for the removal of
condensate.
(c) Prevent lateral
movement of explosive gas from the sanitary landfill facility.
(d) Prevent fires within the limits of solid
waste placement.
(E) Test pad construction and certification.
The construction of the recompacted soil liner shall be modeled by an approved
test pad. The purpose of the test pad
shall
is to
determine the construction details
required
necessary to achieve the permeability standard for
recompacted soil liners and shall
to establish a set of parameters for
certification of the soils to be used in the construction of the recompacted
soil liner. Test pad construction and certification shall comply with the
following:
(b)(6)
The
Include the
following construction details include the
following:
(i)(a) The maximum loose
lift thickness.
(ii)(b) The minimum soil
moisture content that shall
is not be
less than the optimum moisture content as
determined by
in
accordance with ASTM D698-00a
D698 or ASTM D1557-00
D1557 .
(iii)(c) The minimum soil
dry density that shall
is not be
less than ninety five percent
ninety-five per cent of the maximum "Standard Proctor
Density" using
determined in accordance with ASTM
D698-00a
D698
or at least ninety percent
per cent of the maximum "Modified Proctor Density"
using
determined in
accordance with ASTM D1557-00
D1557 .
(iv)(d) The specific type
and weight of compaction equipment manufactured for the purpose of compacting
cohesive soils.
(v)(e) The minimum number
of passes of the compaction equipment. For the purpose
purposes of
this rule, one pass is defined as a single contact of the compactor over an
area.
(6)(7) Be reconstructed as
follows:
(7)(8) Have quality
control testing of the constructed lifts performed to determine the density and
moisture content according to
in accordance with ASTM D2922-01 and ASTM D3017-01 (nuclear methods)
D6938 , ASTM D1556-00 (sand
cone)
D1556 , ASTM
D2167-94 (rubber balloon)
D2167, or other methods acceptable to
the director or his authorized
representative
Ohio EPA at a frequency of
no less than three tests per lift. The locations of the individual tests shall
be adequately spaced to represent the constructed area. Any penetrations shall
be repaired using bentonite.
(8)(9) Have
post-construction testing performed for field permeability
using one of the following:
in accordance with ASTM D6931, ASTM D3385, ASTM D5093, or
other methods acceptable to Ohio EPA.
(9)(10)
Be described 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 all the testing
required by
pursuant
to this paragraph. The report shall be submitted to the appropriate Ohio
EPA district office for written concurrence no
not later than
fourteen days prior to the intended construction of the recompacted soil liner
that will be modeled by the test pad.
(10)(11) An alternative to
the test pads required by this rule may be used if it is
demonstrated to the satisfaction of the director or
his authorized representative
Ohio EPA
that the alternative meets the permeability requirements in this
rule.
(1) Be designed such that the
proposed tests are appropriate and the results of each test are
valid.
(2) Have an area large
enough to perform valid field permeability testing and
with 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.
(3) Have a thickness of no less than thirty
inches.
(4) Have the following
pre-construction testing performed on representative samples of the test pad
construction soils at a minimum frequency of twice per lift
for:
(a)
The maximum dry density and optimum moisture content according to
in accordance
with ASTM D698-00a (standard
proctor)
D698 , or ASTM
D1557-00 (modified proctor)
D1557 .
(b)
Grain size distribution using
in accordance with ASTM D422-63 (sieve and hydrometer)
D6913 and ASTM D7928 .
(c) Atterberg limits
using
in accordance
with ASTM D4318-00
D4318 .
(5) Be constructed as follows:
prior
(a) Prior to the
construction of the sanitary landfill
component
models
(a) With new borrow soil as many
times as necessary to meet the permeability requirement.
(b) Whenever there is a significant change in
soil material properties.
(c)
Whenever the owner or operator would like to amend the construction
details.
(a) ASTM D6391-99 (two stage
borehole).
(b) ASTM D3385-94 (double ring
infiltrometer).
(c) ASTM D5093-90 (sealed double
ring infiltrometer).
(d) Other methods acceptable to the
director or his authorized representative.
(F)
[Reserved.]
(G) Pre-construction
interface testing and reporting. The specific soils and representative samples
of the geosynthetic materials that will be used at the site shall be tested 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(s)
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(s)
material shall be determined at least twice
using
in accordance
with ASTM D5321-92 (direct shear
test)
D5321 or ASTM
D6243-98 (direct shear test for GCL)
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 results of pre-construction
testing required by
pursuant to this rule must
shall meet all
applicable specifications in this rule and the set of approved parameters in
the permit to install application that were established by the slope stability
analysis and shall
, 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 no
not
later than seven days prior to the intended use of the materials.
[Comment: If a shear stress point plots below the shear
strength failure envelope defined by the required
[Comment: In order to initially test a soil to geosynthetic interface, one should run two tests over the entire range of normal stress to determine the shear strength failure envelope of that interface. Each test should consist of a representative sample of soil and geosynthetic.]
(H) Construction certification
report. Pursuant to rule
3745-27-19
of the Administrative Code, a construction certification report shall be
prepared and signed and sealed by a professional engineer registered in the
state of Ohio and other professionals skilled in the appropriate
discipline(s)
disciplines, and submitted to Ohio EPA and to the
approved board of health
department. Copies of the daily
construction activity logs must
shall be kept at the facility and
upon request
be made available to Ohio EPA upon request . The construction certification report
shall include the following:
(1) A narrative
section that identifies the engineering components that were 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 components that were 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 are to be
, presented as follows:
(a) A listing of all alterations previously
concurred with by Ohio EPA.
(b) All
alteration requests and supporting documentation which
that are
proposed for concurrence. The alteration request shall be equivalent or more
protective than the approved permit to install.
[Comment: Rule
3745-27-19
of the Administrative Code requires that the owner or operator obtain Ohio
EPA's written concurrence with the certification report prior to placing waste
in the phase. If an alteration will be submitted within a certification report,
it is highly recommended that the appropriate district office of Ohio EPA be
notified prior to construction. Ohio EPA may not concur with alterations
submitted after they are constructed. If this occurs, reconstruction or
amendment of the altered component will be
required
(c) A list of
any other changes made by the owner or operator which
that do not
require Ohio EPA concurrence but which
that affect construction or the record drawings.
[Comment: The listing of these changes is for Ohio EPA's informational purposes only.]
(3) Results of all testing
required by
conducted pursuant to this rule and the quality
assurance/quality control plan for the construction of any engineered component
or group of components. If the results of pre-construction testing of borrow
soils were submitted in a format that is acceptable to Ohio EPA, only summary
tables of data need to be included in the construction certification report.
However, if
required by
document(s),
permit(s)
for, etc., performed to certify compliance
with this rule.
[Comment: All quality assurance/quality control tests that do
not meet the specifications outlined in this rule or the approved permit to
install are failed tests that must
must be reconstructed
shall
the director
shall
(4) Results of all surveys
required by
conducted pursuant to this rule, the quality
assurance/quality control plan, or the approved permit to install for the
construction of any engineered component or group of components. Survey data
shall at a minimum be reported in a
table(s) at
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
3745-27-06
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 should
shall be
established at grade breaks and other critical locations.
Survey results shall be reported as follows:
(a) For the purpose of confirming the
constructed elevations of the composite liner system and its distance to the
uppermost aquifer system, the bottom of recompacted soil liner elevations shall
be compared to the elevations in the approved permit to install.
(b) The survey grid shall
also 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 of
the constructed facility components showing the following:
(a) Plan views with topographic
representation with
of the elevations of the top of recompacted soil liner
and the location of any berms and leachate collection pipes with inverts
noted.
(b) Plan views with
topographic representation with
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 with
of the horizontal limits of all existing waste,
and the top
elevations of the composite cap system,
and surface water control structures
including permanent ditches to control run
on and run off; and 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 and
, including the location and identification of the
destructive tests and all repairs.
(e) The location and as-built detail drawings
of all components to be certified using the same views
as required in
pursuant to rule
3745-27-06
of the Administrative Code.
(f) If
the certification report is submitted for the composite cap system, cross
sections showing the top elevations of the existing waste, top elevations of
the composite 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. Otherwise
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.
(6) After the
initial construction and establishment of facility survey marks, the following
information summarizing the activities performed to construct and establish the
facility survey marks:
(a)
An identification and description
The geodetic survey datasheet of
the known
each
control point(s)
point used to establish the horizontal and vertical
coordinate(s)
coordinates of the facility survey marks.
(b)
The
A table listing
the horizontal and vertical coordinates of the
known
each control
point(s)
point
and facility survey marks.
(c) A
summary of surveying activities performed in determining the coordinates of the
facility survey marks.
(d) A
copy of the 7.5 minute series quadrangle
sheet(s)
plan sheet clearly identifying
each
used in establishing the survey marks
with the known control point(s)
point,
and the location
of the facility survey marks clearly
identified
, and the limits of solid waste
placement on a road map with a scale of one inch equals no greater than one
mile .
(e) A detailed
drawing(s)
drawing illustrating the design of the facility survey
marks, as constructed.
(7) Qualifications of testing personnel. A
description of the experience, training, responsibilities in decision making,
and other qualifications of the personnel that provided construction oversight
and conducted all the testing on the engineered components for which the
certification report is submitted.
(8) Documentation demonstrating that any oil
or gas wells that have been identified within the limits of solid waste
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(s)
well .
(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
in accordance with this rule and
by a
the
quality assurance/quality control plan.
[Comment: A recommended format for
the certification report will be developed by Ohio EPA]
Notes
Promulgated Under: 119.03
Statutory Authority: 3734.02, 3734.12
Rule Amplifies: 3734.02, 3734.12
Prior Effective Dates: 03/01/1990, 06/01/1994, 08/15/2003
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