401 KAR 48:206 - Petroleum contaminated soil treatment facility liner soil layer quality assurance and quality control
RELATES TO: KRS 224.01, 224.10, 224.40, 224.43, 224.99, 322.010(16), 322.180(16)
NECESSITY, FUNCTION, AND CONFORMITY:
KRS
224.40-100(19)(c), (24) and
(28) requires the cabinet to promulgate rules
and administrative regulations for the permitting, management, processing, or
disposal of wastes.
KRS
224.40-305 requires that persons engaging in
the management, processing, and disposal of waste obtain a permit. This
administrative regulation establishes the
Section 1. Definitions.
(1) "Certifying engineer " means "professional
engineer ," as defined by
KRS
322.010(3), who implements
the petroleum-contaminated soil treatment facility construction quality
assurance plan
(2)
"Petroleum-contaminated soil" means silt, sand, clay, gravel, or other earthen
material; or asphalt, concrete, or absorbent materials containing hydrocarbon
concentrations above the levels established in
401
KAR 48:205, Section 6, Table 3, but does not exhibit a
hazardous characteristic or is not a listed hazardous waste as defined in 401
KAR Chapter 31.
(3)
"Petroleum-contaminated soil treatment facility " means a solid waste site or
facility where petroleum-contaminated soil is treated to reduce contaminant
concentrations to or below the levels established in
401
KAR 48:205, Section 6, Table 3.
(4) "Quality assurance" means the procedures
implemented by the professional engineer to ensure that the construction of the
petroleum-contaminated soil treatment facility meets design specifications and
performance requirements.
(5)
"Quality control" means the system of control implemented by the manufacturer,
fabricator, installer, construction contractor, operator , or other person in
order to meet construction specifications for the construction of the
petroleum-contaminated soil treatment facility .
Section 2. Applicability.
(1) The quality assurance and quality control
requirements of this administrative regulation apply to the construction of
biopile liners at petroleum-contaminated soil treatment facilities.
(2) The liner design requirements for
biopiles at petroleum-contaminated soil treatment facilities are established in
401
KAR 48:205, Section 3.
Section 3. Specific Subgrade Requirement for
Bottom Liners.
(1) The petroleum-contaminated
soil treatment facility liner subgrade is the uppermost in situ rock layer, in
situ soil layer, or structural soil fill that shall be graded and prepared for
liner construction.
(2) Materials
required. The liner subgrade material shall be free of organic material and
consist of bedrock, on-site soils, or structural soil fill with the ability to
support the maximum load with a minimum factor of safety of two and zero-tenths
(2.0).
(3) Construction
requirements.
(a) The subgrade shall be
graded in accordance with the requirements of the approved engineering plans,
report, and specifications in the petroleum-contaminated soil treatment
facility permit.
(b) The material
shall be sufficiently dry and structurally sound to ensure that the first lift
and all succeeding lifts of structural soil fill placed over the subgrade shall
be adequately compacted to comply with the design requirements.
(4) Certification requirements.
(a) The certifying engineer shall include in
the form DEP 8064, Construction Progress Report for a Petroleum-contaminated
Soil Treatment Facility , as incorporated by reference in
401
KAR 47:205, Section 10, a discussion of the reviewed
data resulting from the quality assurance and quality control testing required
in this section of this administrative regulation.
(b) The results of all testing shall be
included in the form DEP 8064, Construction Progress Report for a
Petroleum-contaminated Soil Treatment Facility , as incorporated by reference in
401
KAR 47:205, Section 10, including documentation of
failed test results, descriptions of the procedures used to repair the failed
material, and documentation of retesting performed.
(c) At a minimum, the subgrade shall be
inspected in accordance with the following requirements:
1. Before placing material over the subgrade,
the certifying engineer shall visually inspect the exposed surface to evaluate
the suitability of the subgrade and ensure that the surface is properly
compacted, smooth, uniform, and has positive surface drainage;
2. Liner soil subgrade shall be proof-rolled
using a fully loaded articulated truck with a fifty-five (55) ton gross vehicle
weight;
3. A structural soil fill
subgrade shall be tested for density and moisture content at a minimum
frequency of nine (9) tests per acre, and constructed in lifts;
4. The subgrade shall be compacted to a
density of at least ninety-two (92) percent of the standard proctor;
5. The completed form DEP 8064, Construction
Progress Report for a Petroleum Contaminated Soil Treatment Facility , as
incorporated by reference in
401
KAR 47:205, Section 10, shall show the finished
elevation of the completed subgrade, referenced to existing site control, using
a Three (3) Dimensional Terrain Model on Computer Assisted Design Drawing
(CADD) or cross-section;
6. The
finished elevations shall serve as documentation and reference data for future
volume calculations; and
7. Testing
shall be performed in accordance with ASTM International standards, or similar
method based on the applicable standards of practice for certification by a
professional engineer as established in
KRS
322.010(16).
Section 4. Specific Soil Support Component
Requirements of Compacted Clay Liner (CCL) Systems for Bottom Liners. The
Compacted Clay Liner (CCL) component of the bottom liner shall be a continuous
layer of low permeability soil constructed to control fluid migration.
(1)
(a) Low
permeability soil components shall have a maximum remolded coefficient of
permeability of 1 x 10-7 centimeters per
second.
(b) The soil shall be
placed without damaging the collection and removal system components.
(c) The soil material in the top maximum
compacted six (6) inch lift shall be free of roots, wood, or other decayable
materials and durable rock greater than one-half (1/2) inches in
diameter.
(d) The soil material in
the bottom lifts shall be free of roots, wood, or other decayable materials and
durable rock greater than two (2) inches in diameter.
(e) The CCL shall contain not more than
thirty (30) percent by volume durable rock.
(f) The soil shall be compacted to a minimum
of ninety-two (92) percent of the modified or standard proctor
density.
(2) Construction
requirements. The certifying engineer shall ensure that the soil component of
the liner system installation conforms to the following minimum requirements:
(a)
1.
Compaction shall be performed by properly controlling the moisture content,
lift thickness, and other necessary details to obtain the density, moisture,
and permeability characteristics established in this administrative regulation;
and
2. The maximum final compacted
thickness of each lift of soil material shall be six (6) inches or the
thickness necessary to protect the integrity of underlying components and
achieve the required liner performance standards;
(b) During construction, the moisture content
of the CCL shall be maintained within the range identified in accordance with
paragraph (c) of this section to ensure that each remolded lift attains the
required minimum permeability;
(c)
1. The layers of the CCL shall be compacted
using non-vibratory compactors with full depth penetrating feet with a minimum
of six (6) passes per soil layer.
2.
a. The
compactor ballast shall be adjusted to prevent reaching the desired proctor
density with fewer than six (6) passes; and
b. The sheepsfoot length shall be one (1)
inch longer than the loose soil layer thickness; and
(d) At the end of each work
period, the surface shall be sealed from rain infiltration.
(3) Certification requirements.
The certifying engineer shall include in the form DEP 8064, Construction
Progress Report for a Petroleum Contaminated Soil Treatment Facility , as
incorporated by reference in
401
KAR 47:205, Section 11:
(a) A discussion of required quality
assurance and quality control testing. Quality assurance testing shall include
moisture-density testing performed using nuclear methods:
1. At least nine (9) density tests per acre
per lift of soil material placed; and
2. A minimum of nine (9) moisture content
tests per lift of soil material placed; and
(b) The results of testing, including
documentation of failed test results, descriptions of the procedures used to
correct the improperly installed material, and statements of retesting
performed in accordance with the following requirements:
1.
a. The
certifying engineer shall certify, after review of the quality control testing
of the soil layer, that the material meets the requirements of the approved
engineering plans, reports, and specifications in the petroleum-contaminated
soil treatment facility permit.
b.
The certifying engineer shall approve and certify the quality assurance testing
of all soil liner materials.
c. All
quality assurance testing shall be done by the certifying engineer or under the
direct supervision of the certifying engineer as established in
KRS
322.180(16).
2. The following quality control tests shall
be performed on a minimum of at least one (1) sample from each soil
classification:
a. One (1) analysis of soil
particle size for every 2,000 cubic yards of soil material;
b. Classification of soils for engineering
purposes for each 10,000 cubic yards of soil material;
c. One (1) moisture content test for every
2,000 cubic yards of soil material;
d. One (1) Atterberg limits analysis of
plastic and liquid limit and plasticity index in the permit for every 2,000
cubic yards of soil material; and
e.
(i) A
minimum of one (1) comparison of the moisture-density-permeability relation for
every 20,000 cubic yards of soil material; and
(ii) Procedures that comply with the American
Society of Civil Engineers paper, "Water Content-Density Criteria for Compacted
Soil Liners" by Daniel and Benson, to develop the window of overall acceptable
zone of permeability on a graph of dry unit weight versus molding water
content; and
(c) All testing shall be performed in
accordance with a method based on the applicable standards of practice for
certification by a professional engineer as established in
KRS
322.010(16).
Section 5. Specific Requirements for the
Geosynthetic Clay Liner (GCL) Support Layer for bottom Liners. The GCL support
layer of the bottom liner shall be a continuous layer of cohesive soil
constructed to adequately support or protect the geosynthetic clay liner (GCL)
and resist puncturing.
(1)
(a) The GCL support layer of the bottom liner
system shall have a maximum remolded coefficient of permeability of 1 x
10-7 centimeters per second in the
laboratory.
(b) The soil shall be
placed without damaging the collection and removal system components.
(c) The soil material in the top six (6) inch
lift shall be free of roots, wood, or other decayable materials and durable
rock greater than one (1) inch in diameter.
(d) The soil material in the bottom lifts
shall be free of roots, wood or other decayable materials and durable rock
greater than two (2) inches in diameter.
(e) The CCL shall contain not more than
thirty (30) percent by volume durable rock.
(f) The soil shall be compacted to a minimum
of ninety-five (95) percent of the standard proctor density.
(2) Construction requirements. The
certifying engineer shall ensure that the support component of the bottom liner
system installation conforms to the following minimum requirements:
(a)
1.
Compaction shall be performed by controlling the moisture content and lift
thickness to obtain the density and moisture window derived using procedures in
Water Content-Density Criteria for Compacted Soil Liners;
2. The maximum final compacted thickness of
each lift of soil material shall be six (6) inches; and
3. The thickness of the initial lift shall be
increased as necessary to protect the integrity of underlying components and
achieve the required liner performance standards;
(b) To ensure that each lift attains the
required density during construction of the support layer, the moisture content
of the GCL support component of the bottom liner system shall be maintained
within the range identified in accordance with the ASTM D698 - 07e1 Standard
Test Methods for Laboratory Compaction Characteristics of Soil Using Standard
Effort (12 400 ft-lbf/ft3 (600 kN-m/m3); and
(c) At the end of each work period, the
surface shall be sealed from rain infiltration.
(3) Certification requirements. The
certifying engineer shall include in the form DEP 8064, Construction Progress
Report for a Petroleum Contaminated Soil Treatment Facility , as incorporated by
reference in
401
KAR 47:205, Section 10:
(a) A discussion of required quality
assurance and quality control testing. Quality assurance testing shall include:
1. At least nine (9) density tests per acre
per lift of soil material placed; and
2. A minimum of nine (9) moisture content
tests per acre per lift of soil material placed; and
(b) The results of all testing shall be
included in the form DEP 8064, Construction Progress Report for a Petroleum
Contaminated Soil Treatment Facility , as incorporated by reference in
401
KAR 47:205, Section 10, including documentation of
failed test results, descriptions of the procedures used to correct the
improperly installed material, and statements of retesting performed in
accordance with the following requirements:
1.
a. The certifying engineer shall certify,
after review of the quality control testing of the GCL support layer, if the
material meets the requirements of the approved engineering plans, reports, and
specifications in the petroleum-contaminated soil treatment facility permit;
and
b. The quality control testing
shall ensure that the specified material meets the density requirements of
subsection (1) of this section; and
2. Quality assurance testing shall be based
on the applicable standards of practice for certification by a professional
engineer as established in
KRS
322.010(16), and shall be
performed at the following minimum frequency for each soil classification:
a. One (1) analysis of soil particle size for
every 4,000 cubic yards of soil material;
b. One (1) analysis of soil classification
for engineering purposes for each 20,000 cubic yards of soil
material;
c. One (1) moisture
content test for every 4,000 cubic yards of soil material;
d. One (1) Atterberg limits analysis of
plastic and liquid limit and plasticity index in the permit for every 4,000
cubic yards of soil material placed; and
e. One (1) moisture content test for every
4,000 cubic yards of soil material placed.
Section 6.
Specific Requirements for the Synthetic Liner Soil Support Layer for Bottom
Liners. The synthetic liner soil support layer of the bottom liner system shall
be a continuous layer of soil constructed to adequately support or protect the
synthetic liner .
(1)
(a) The synthetic liner support layer of the
bottom liner system shall be placed without damaging the collection and removal
system components.
(b) The soil
material in the top six (6) inch lift shall be free of roots, wood, or other
decayable materials, and durable rock greater than one (1) inch in
diameter.
(c) The soil material in
the bottom lifts shall be free of roots, wood, or other decayable materials and
durable rock greater than two (2) inches in diameter.
(d) The synthetic liner support layer shall
not contain more than thirty (30) percent by volume durable rock.
(e) The soils shall be compacted to a minimum
of ninety-two (92) percent of the standard proctor density.
(2) Construction requirements. The
certifying engineer shall ensure that the synthetic liner support component of
the bottom liner system installation conforms to the following minimum
requirements:
(a)
1. Compaction shall be performed by properly
controlling the moisture content and lift thickness to obtain the density and
moisture characteristics established within the range identified in accordance
with the ASTM D698 - 07e1 Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600
kN-m/m3);
2. The maximum final
compacted thickness of each lift of soil material shall be six (6) inches. The
thickness of the initial lift shall be increased as necessary to protect the
integrity of underlying components and achieve the required liner performance
standards;
(b) To ensure
that each lift attains the required density during construction of the
synthetic liner support layer, the moisture content of the synthetic liner
support component of the bottom liner system shall be maintained within the
range identified in accordance with the ASTM D698 - 07e1 Standard Test Methods
for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400
ft-lbf/ft3 (600 kN-m/m3); and
(c)
At the end of each work period, the surface shall be sealed from rain
infiltration.
(3)
Certification requirements. The certifying engineer shall include in the form
DEP 8064, Construction Progress Report for a Petroleum Contaminated Soil
Treatment Facility , as incorporated by reference in
401
KAR 47:205, Section 10:
(a) A discussion of required quality
assurance and quality control testing. Quality assurance testing shall include:
1. At least nine (9) density tests per acre
per lift of soil material; and
2. A
minimum of nine (9) moisture content tests per acre per lift of soil material;
and
(b) The results of
testing, including documentation of failed test results, descriptions of the
procedures used to correct the improperly installed material, and statements of
retesting performed in accordance with the following requirements:
1.
a. The
certifying engineer shall certify, after review of the quality control testing
of the synthetic liner support layer, if the material meets the requirements of
the approved engineering plans, reports, and specifications in the permit;
and
b. The quality control testing
shall ensure that the specified material meets the density requirements of
subsection (1) of this section; and
2. Quality assurance testing shall be based
on the applicable standards of practice for certification by a professional
engineer as established in
KRS
322.010(16), and shall be
performed at the following minimum frequency for each soil classification:
a. One (1) analysis of soil particle size for
every 4,000 cubic yards of soil material;
b. One (1) analysis of soil classification
for engineering purposes for each 20,000 cubic yards of soil material; and
c. One (1) moisture content test
for every 4,000 cubic yards of soil material placed.
Section 7.
Incorporation by Reference.
(1) The following
material is incorporated by reference:
(a)
"Water Content-Density Criteria for Compacted Soil Liners" by David E. Daniel,
Member, American Society of Civil Engineers (ASCE), and Craig H. Benson,
Associate Member, ASCE, The Journal of Geotechnical Engineering, Vol. 116, No.
12, December 1990; and
(b) ASTM
D698 - 07e1 "Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)", April
2007.
(2) This material
may be inspected, copied, or obtained, subject to applicable copyright law, at
the Division of Waste Management, 300 Sower Boulevard, Frankfort, Kentucky
40601, Monday through Friday, 8 a.m. to 4:30 p.m., or from the Web site at
eec.ky.gov/environmental-protection/waste.
(3) This material may also be obtained at the
American Society of Civil Engineers:
(a) ASCE
World Headquarters, 1801 Alexander Bell Drive, Reston, Virginia 20191-4400 USA;
and
Notes
STATUTORY AUTHORITY: KRS 224.10-100, 224.40-100(9)(c), (24), (28), 224.40-305
State regulations are updated quarterly; we currently have two versions available. Below is a comparison between our most recent version and the prior quarterly release. More comparison features will be added as we have more versions to compare.
No prior version found.