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 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.
(B) Engineered components for
a sanitary landfill facility . The owner or operator shall incorporate the
following engineered components in the design and construction of a sanitary
landfill facility :
(1) At a minimum, a
sanitary landfill facility shall include the following:
(a) 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 necessary to address site specific conditions including
but 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
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) 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 including but not limited to 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 pursuant to paragraph (D) of this
rule along with the following general design criteria :
(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 2.0 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
material includes, 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 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
[Comment: An
(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 per cent of the primary
consolidation settlement and the secondary consolidation settlement of the
compressible materials beneath the facility. Compressible material includes, 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 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
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 10.0 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 necessary minimum
slope.
(3) The leachate
collection and management system shall be designed to do the following:
(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.
(b) Ensure any components located outside of
the limits of solid waste placement are no less protective of the environment
than the sanitary landfill facility .
(c) Ensure either the selection and
specifications for the materials that will make up the leachate collection
layer are protective of the flexible membrane liner, or include a liner cushion
layer.
(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.
(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 the purposes of this rule, a
sump is an excavated depression of limited size that serves as a collection and
transfer point for leachate .
(j)
Have at least a 0.5 per cent grade for the 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 which includes, 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
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 5.0 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.
(6) If applicable, the design of
the explosive gas control system may 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.
(7) The design of all
geosynthetic materials specified in the engineered components including but not
limited to flexible membrane liners, geosynthetic clay liners, and 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.
(8) The design of the excavation, engineered
components, and the waste mass shall consider all configurations throughout the
applicable developmental and post closure care periods and meet the following:
(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. 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.
[Comment: Ohio EPA considers any failure that occurs through a material or along an interface that is loaded with more than one thousand four hundred forty pounds per square foot to be a deep seated failure mode.]
(ii) Shallow translational and
shallow rotational failure mechanisms of internal slopes and final slopes for
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.
(e) The factor of safety for seismic slope
stability 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)
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.
(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 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.
(f)
The factor of safety against liquefaction shall not be less than 1.00 for
internal slopes, interim slopes, and final slopes.
(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:
(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 .
[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) Survey marks. At least
one permanent survey 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) Be referenced
horizontally to the North American datum, or state plan coordinate system and
vertically to the North American vertical sea level datum as identified by the
national geodetic survey.
(b) 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, 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
marks shall 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.
(2) Surface water control structures. 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 hour storm event.
(b) Minimize silting and scouring.
(c) Use non-mechanical means for all
permanent structures.
(3)
Sedimentation ponds. Sedimentation ponds shall comply with the following:
(a) Have a minimum storage volume, excluding
sediment volume, based on the larger of the following:
(i) The calculated run-off volume from a ten
year, twenty-four hour storm event.
(ii) The scheduled frequency of pond
clean-out, 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) Have a
principal spillway that safely discharges the flow from a ten year, twenty-four
hour storm event using non-mechanical means.
(c) Have an inlet elevation of the emergency
spillway 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 hour storm event.
(d)
Have the combination of principal and emergency spillways to safely discharge
the flow from a one hundred year, twenty-four hour storm event using
non-mechanical means.
(e) Have an
embankment design 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.
(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
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) In-situ
foundation. The unconsolidated or consolidated stratigraphic units that make up
the in-situ foundation shall comply 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.
(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:
(i) For the effective
shear strength of each unconsolidated stratigraphic unit that may be
susceptible to slope failure and the recompacted soil liner, determined in
accordance with ASTM D3080, ASTM D4767, or ASTM D6467.
(ii) For the undrained shear strength of all
applicable unconsolidated stratigraphic units using fully saturated samples,
determined in accordance with ASTM 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.
(6)
Structural fill. Rock fills or soil fills used in structural 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 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) Be
constructed in loose lifts of twelve 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.
(7) Added geologic material. Added geologic
material shall comply with the following:
(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,
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) Not have any abrupt
changes in grade that may result in damage to the composite liner
system.
(e) Have pre-construction
testing of the borrow soils performed on representative samples to determine
the following:
(i) 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.
(ii) The recompacted laboratory permeability
is a maximum of 1.0 X 10-5 cm/sec in accordance with
ASTM 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 in
accordance with ASTM 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.
(f) 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 is 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) 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.
(g) Be determined to have adequate strength
to satisfy bearing capacity and slope stability strength
requirements.
(h) Have quality
control testing of the constructed lifts performed to determine the density and
moisture content in accordance with ASTM D6938, ASTM D1556M, 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.
(8)
Recompacted soil liner. The recompacted soil liner shall comply with the
following:
(a) Have a minimum thickness as
follows:
(i) Three feet.
(ii) Two feet when used in conjunction with a
geosynthetic clay liner that meets the specifications in paragraph (D)(9) of
this rule.
(iii) Two feet for the
recompacted soil liner component of a separatory 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
not later than seven days prior to the intended use of the material in the
construction of the recompacted soil liner. The preconstruction testing shall
determine the following:
(i) 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.
(ii) The 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.
(iii) The atterberg limits in accordance with
ASTM D4318 at a frequency of no less than once for every one thousand five
hundred cubic yards.
(iv) The
recompacted laboratory permeability in accordance with ASTM 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 pursuant to paragraph (E) of
this rule, or an alternative to qualifying soils with a test pad if it is
demonstrated to the satisfaction of Ohio EPA that the materials and techniques
will result in each lift having a maximum permeability of 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 per cent of the
particles having a maximum dimension not greater than two inches.
(d) With not more than ten per cent of the
particles by weight having a dimension greater than 0.75 inches.
(ii) Be compacted to at least
ninety-five per cent of the maximum dry density determined in accordance with
ASTM D698, at least ninety per cent of the maximum dry density determined in
accordance with ASTM D1557, or an alternative compaction specification
acceptable to Ohio EPA.
(iii) Be
placed with a minimum soil moisture content that is not be less than the
optimum moisture content determined in accordance with ASTM D698, ASTM D1557,
or an alternative soil moisture content specification acceptable to Ohio
EPA.
(iv) Have a maximum
permeability of 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 in accordance with ASTM D6938, ASTM D1556M, ASTM D2167, or
other methods acceptable to 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)
Geosynthetic clay liner. A geosynthetic clay liner used as part of the
recompacted soil liner 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
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 not later than seven days prior to the intended use of the
material. The pre-construction testing shall determine the following:
(i) 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.
[Comment: If a shear stress point plots below the shear strength failure envelope defined by the necessary factor of safety, it will be considered a failed test.]
(ii) The dry 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.
(iii) The interface shear
strength 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, 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 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) Flexible membrane liner. The
flexible membrane liner shall comply with the following:
(a) Be a sixty mil high density polyethylene
(HDPE) geomembrane for composite liner systems or a forty mil geomembrane for
composite cap systems or another material or thicknesses acceptable to Ohio
EPA.
(b) Be physically and
chemically resistant to attack by the solid waste , leachate , or other materials
that may come in contact with the flexible membrane liner using 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.
(f) Be seamed to
allow for no more than negligible amounts of leakage. 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.
(g) Be cleaned of
deleterious materials in the seaming area immediately prior to
seaming.
(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:
(i) For the
purpose of testing every seaming apparatus in use each day, perform peel tests
according to an appropriate method 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) Perform nondestructive testing on one
hundred per cent of the flexible membrane liner seams.
(iii) Perform destructive testing for peel
according to the appropriate ASTM method on randomly selected samples at a
frequency of no less than once per 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 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.
[Comment: Examples of when ASTM D7007 or ASTM D8265 is deemed unable to be performed include conditions with isolation limitations, construction sequencing issues, and due to unique properties of materials used for the drainage layer or protective layer over a geocomposite drainage layer.]
(11) Liner cushion layer. The liner cushion
layer shall be placed above the flexible membrane liner, protect 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) Leachate
collection layer. 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
per cent of the particles by weight passing through the 200-mesh
sieve.
(iii) Have no more than five
per cent carbonate content by weight.
(iv) Have a minimum permeability of 1.0 X
10-2 cm/sec.
(v) Have quality control testing in
accordance with the following:
(a)
Permeability in accordance with ASTM D2434 at a frequency of no less than once
for every three thousand cubic yards of material.
(b) Grain size distribution in accordance
with ASTM C136 at a frequency of no less than once for every three thousand
cubic yards of material.
(c)
Carbonate content in accordance with ASTM D3042 at a pH of 4.0 and at a
frequency of no less than once for every ten thousand cubic yards of
material.
(vi) An
alternate material or thickness may be used provided that it is demonstrated to
the satisfaction of Ohio EPA that the material meets the requirements of this
paragraph and the appropriate quality control testing and frequency of testing
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) For a geocomposite drainage layer used in
lieu of a granular drainage layer, 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) To protect the composite liner system
from the intrusion of objects during construction and operation, include a
minimum of twelve inches of permeable material acceptable to 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 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.
(13) Leachate collection pipes.
The leachate collection pipes shall comply with the following:
(a) Be embedded in the drainage
layer.
(b) Be provided with access
for clean-out devices that shall be protected from differential
settling.
(c) Have lengths and
configurations that shall not exceed the capabilities of clean-out
devices.
(d) Have joints sealed to
prevent separation.
(e) Sealing
material and means of access for cleanout devices shall be resistant to
physical and chemical attack by the solid waste , leachate , or other materials
with which they may come into contact.
(14) 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) Sumps. The leachate
collection and management system shall incorporate an adequate number of sumps
that 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) Leachate conveyance apparatus. Any
leachate conveyance apparatus located outside of the limits of solid waste
placement shall comply with the following:
(a)
Be monitored as required by the director .
(b) Be protected from the effects of freezing
temperatures, crushing, or excess deflection.
(17) Leachate storage structures. Leachate
storage structures shall have adequate storage capacity to receive the
anticipated amount of leachate removed during normal operations from the
leachate sumps to maintain a maximum one foot of head and at a minimum have at
least one week of storage capacity using design assumptions simulating final
closure completed in accordance with rule
3745-27-11 of the Administrative
Code. Any leachate storage structures located outside of the limits of solid
waste placement shall be monitored as required by Ohio EPA and include the
following:
(a) For an above ground leachate
storage tank, spill containment no less than one hundred ten per cent of the
tank volume.
(b) For an underground
leachate storage 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) 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 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) Transitional cover. Not later
than one hundred twenty days after a portion of the facility reaches final
elevations, transitional cover, as specified in rule
3745-27-19 of the Administrative
Code, shall be installed that complies with the following:
(a) Consists of a twenty-four inch thick
layer of soil 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) Consists of
soil 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 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.
(20) Gas
collection system. The gas collection system shall be installed prior to the
composite cap system and comply with the following:
(a) Collect and transport gas and condensate
without adversely impacting the 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
provided that there is a composite liner and
(21) Cap
soil barrier layer. Design and construction of a recompacted soil barrier layer
in the composite cap system shall comply with the following:
(a) Be at least eighteen inches
thick.
(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 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
not later than seven days prior to the intended use of the material in the
construction of the cap soil barrier layer. The preconstruction testing shall
determine the following:
(i) 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.
(ii) The grain size
distribution in accordance with ASTM D6913 at a frequency of no less than once
for every one thousand five hundred cubic yards.
(iii) The recompacted laboratory permeability
in accordance with ASTM 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.
(h) Be constructed in lifts
to achieve uniform compaction. Each lift shall conform to the following:
(i) Be constructed of soil in accordance with
the following:
(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 at least eighty per
cent of the particles by weight passing through the number 4 standard mesh
screen.
(d) Alternative soil
specifications may be used provided that it is demonstrated to the satisfaction
of Ohio EPA that the materials and techniques will result in each lift having a
maximum permeability of 1.0 X 10-6 cm/sec.
(ii) Be compacted to 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.
(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.
(j) Have quality control testing of the
constructed lifts performed to determine the density and moisture content in
accordance with ASTM D6938, ASTM D1556M, 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.
(22) Subbase
below a geosynthetic clay liner used in the composite cap system. Design and
construction of the subbase shall comply with the following:
(a) The thickness of the subbase shall be
sufficient to achieve an evenly graded surface and 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 in accordance with ASTM D698, or ASTM
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) Soil constructed as follows:
(a) In loose lifts of eight inches or
less.
(b) 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 determined in accordance with ASTM D698 or at
least ninety per cent of the maximum dry density determined in accordance with
ASTM D1557.
(h) Have
quality control testing of the constructed lifts performed to determine the
density and moisture content in accordance with ASTM D2922 and ASTM D3017, 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.
(23) Cap flexible membrane 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.
(24) Cap
drainage layer. The drainage layer for the composite cap system 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) Will not clog or
freeze.
(iii) Will not damage the
underlying flexible membrane liner.
(iv) Have no more than five per cent of the
particles by weight passing through the 200-mesh sieve.
(v) Have no greater than ten per cent
carbonate content by weight.
(vi)
Have a minimum permeability of 1.0 X 10-3
cm/sec.
(vii) Have quality control
testing in accordance with the following:
(a)
Permeability in accordance with ASTM D2434 at a frequency of no less than once
for every three thousand cubic yards of material.
(b) Grain size distribution in accordance
with ASTM C136 at a frequency of no less than once for every three thousand
cubic yards of material.
(c)
Carbonate content in accordance with ASTM D3042 at a pH of 4.0 at a frequency
of no less than once for every ten thousand cubic yards of material.
(viii) An alternative material or
thickness may be used provided it is demonstrated to the satisfaction of Ohio
EPA prior to use that the material meets the requirements of this
paragraph.
(ix) Not be placed over
wrinkles in the flexible membrane liner that are greater than four inches in
height.
(b) 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 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) Ensure the composite liner system is
protected from the intrusion of objects during construction.
(iii) Have quality control testing 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.
(iv) Be comprised of geosynthetic materials
that have pre-construction interface testing performed according to paragraph
(G) of this rule.
(25) Cap protection layer. A cap protection
layer consisting of soil shall comply with the following:
(e)(d) 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)(e) 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) 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.
(d) Have a maximum permeability in
accordance with the
(26) Explosive
gas control 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:
(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 is to determine construction details
necessary to achieve the permeability standard for recompacted soil liners and
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:
(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 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:
(a) The maximum dry density and optimum
moisture content in accordance with ASTM D698, or ASTM D1557.
(b) Grain size distribution in accordance
with ASTM D6913 and ASTM D7928.
(c)
Atterberg limits in accordance with ASTM D4318.
(5) Be constructed prior to the construction
of the recompacted soil liner that the test pad will model.
(6) Include the following construction
details:
(a) The maximum loose lift
thickness.
(b) The minimum soil
moisture content that is not less than the optimum moisture content determined
in accordance with ASTM D698 or ASTM D1557.
(c) The minimum soil dry density that is not
less than ninety-five per cent of the maximum "Standard Proctor Density"
determined in accordance with ASTM D698 or at least ninety per cent of the
maximum "Modified Proctor Density" determined in accordance with ASTM
D1557.
(d) The specific type and
weight of compaction equipment manufactured for the purpose of compacting
cohesive soils.
(e) The minimum
number of passes of the compaction equipment. For the purposes of this rule,
one pass is defined as a single contact of the compactor over an
area.
(7) Be
reconstructed as follows:
(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.
(8) 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 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.
(9) Have
post-construction testing performed for field permeability in accordance with
ASTM D6931, ASTM D3385, ASTM D5093, or other methods acceptable to Ohio
EPA.
(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 testing pursuant to 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.
(11) An alternative to
test pads may be used if it is demonstrated to the satisfaction of Ohio EPA
that the alternative meets the permeability requirements in this
rule.
(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 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 results of
preconstruction testing pursuant to this rule 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, 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.
[Comment: If a shear stress point plots below the shear strength failure envelope defined by the necessary factor of safety, it will be considered a failed test.]
[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 disciplines, and submitted to Ohio EPA
and to the approved board of health . Copies of the daily construction activity
logs shall be kept at the facility and 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, 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. 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
(c) A list of any other changes made by the
owner or operator that do not require Ohio EPA concurrence but 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 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. If a quality assurance/quality control plan
is not a requirement of the applicable authorizing document including an
approved permit to install, plan approval, operational report, or approved
closure plan, the owner or operator shall include at a minimum the results of
testing performed, testing procedures, sampling frequency and location, and
parameters tested 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 need to be investigated and assessed. An area with a verified failure requires reconstruction to meet specifications. Reconstructed areas need to be retested at a frequency acceptable to Ohio EPA. Reconstruction and retesting need to be performed in accordance with rule 3745-27-19 of the Administrative Code.]
(4) Results of all
surveys 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 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
3745-27-06 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 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 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 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 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 waste, the
top elevations of the composite cap system, surface water control structures
including 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, 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 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. 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) The geodetic survey datasheet of each
control point used to establish the horizontal and vertical coordinates of the
facility survey marks.
(b) A table
listing the horizontal and vertical coordinates of each control point and
facility survey marks.
(c) A
summary of surveying activities performed in determining the coordinates of the
facility survey marks.
(d) A plan
sheet clearly identifying each control point, the facility survey marks, 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 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.
(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 in accordance with this rule and the quality
assurance/quality control plan.
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, 01/01/2021
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