3501_CAP Closure_20001130

W`_ J�%�'► WITHERS & RAVENEL Engineering do Surveying, Inc.
r w'^ III MacKenan Drive, Cary N.C. 27511.919I469-3340•FAX.[phone]
/ r
r November 30, 2000, 1 I >^
JAN
Mr. Ben Barnes
DENR Solid Waste Se ds'� hr.u�t
'CYdi.11 rl—GM&GTai t '
Raleigh Regional Ofi�
3800 Barrett Drive, Suite 101 c �,
Raleigh, NC 27609T�
` RE: Franklin County Municipal Solid Waste Landfill (Clgsed)
f Permit 35-01
Dear Mr. Barnes: F�
The purpose of this, letter is to provide the Solid Waste Section the results of Withers &
Ravenel Engineering & Surveying, Inc. evaluation of the existing landfill closure cap
t system at the above referenced facility.
I
Project Approach and Scope
Withers & Ravenel Engineering & Surveying,Inc. WRES was retained b Franklin
g g ( ) Y
County to provide an Evaluation and Repair Plan for the Final Cover Closure Cap System
at the. closed Franklin County Municipal SolidWaste Landfill. The primary concern at
the landfill is that the integrity of the closure cap system may have been compromised
due to erosion. WRES developed an approach and schedule for the evaluation of the
integrity' of the cap system based on discussions with representatives of Franklin County E
and the Solid Waste Section. A proposal outlining the project scope and approach for the
cap system evaluation was submitted to the Solid Waste Section in a letter dated July 7,
2000. On September 13, 2000, the Solid Waste Section provided a confirmation letter
indicating the proposed approach was acceptable to the Solid Waste Section.
E
Background
i
The Franklin County Municipal Solid Waste Landfill facility is located along Timberlake
Road (SR 1109) near Louisburg, North Carolina. The facility includes an approximate
15-acre 'landfill that accepted municipal solid waste until April 1994. According to
NCDENR closure documentation, the landfill was closed in 1994 in general accordance
with the following Closure Plan dated April8, 1994, 15ANCAC 13B4O510, .1627(c)(1),
policy memorandum "Closure Conditions for Municipal Solid Waste Landfills", and 15A
[ NCAC 4B — Erosion and Sediment Control.
The Closure Plan specified a landfill cap system that included the following:
f

Mr. Ben Barnes
[ November 30, 2000
l Page 2 of 6
f 1. A minimum 18-inch thick barrier layer of fine grained soil with an in -place
permeability no greater than 1x10"5 cm/sec (clay liner) overlain by,
2. A minimum 6-inch thick layer of vegetative support soil.
k
The landfill closure cap system also includes a storm water collection system consisting
of terrace ditches for storm water diversion and surface (exposed) plastic pipe downslope
l drains.
[ A map of the existing site conditions that depicts prominent property features including
the MSW Landfill closure area is presented as Figure No. 1,in Appendix A to this report.
lExisting,Site Conditions
The project site is a closed MSW landfill. The total area of the closure is approximately
l 15f acres. The relatively flat area on the top of the landfill constitutes approximately 5
acres, with the remaining acreage of the landfill comprised- of slopes that range from
f about 3 horizontal (H) to I vertical (V) to about 15H to 1V. For the most part, the east
slopes are the steepest with slopes generally 4H to IV or steeper.
( Vegetative cover along the landfill cap varies substantially. Most areas of the landfill are
covered with' grasses and native weeds, as well as occasional small scrub pines and other
small saplings. Some areas of the landfill, however, exhibit minimal or no vegetative
cover. Portions of the landfill exhibiting minimal or no vegetative cover are most
E commonly encountered along the slopes of the landfill:Specifically, substantial portions
of the eastern slope of the landfill lack a strong vegetative strand with some areas near
bare. The same conditions can be found along a large portion of the northern end of the
west slope of the landfill. Isolated bare spots can be observed along the southern end of
the west slope and along the relatively flat top area of the landfill'. A photographic record
of current site conditions is presented in Appendix B to this report. Frames 2-6 of the
photographic record shows bare areas along the east slope of the landfill and Frame 1
shows a bare area on the crest of the landfill.
4
Erosion of the surface soil materials can be observed at various locations around the
landfill. Erosion can be observed in the form of erosion rills along the closure slopes. In
general, the greatest visible concentration of erosion rills along the slopes is observed at
several locations along the eastern slope of the landfill and along the northern end of the
west slope. Isolated erosion areas can also be found along the southern portion of the
r west slope. Erosion rills are observed to varying depths and appear to extend through the
assumed protective cover layer materials and in some area into the underlying low- j
permeability barrier layer material. Frames 1-8 of the photographic record in Appendix
f B to this report show various degrees of erosion at the landfill.
Withers & Ravenel
Engineering & Surveying, Inc.
i

II
Mr. Ben Barnes
November 30, 2000
Page 3 of 6
F Field Investigation
On July 26, 2000, representatives of WRES visited the site and met with Rick Leary and
John Faulkner of Franklin County as well as Jim Barber of DENR Solid Waste Section to
observe and discuss existing site conditions and areas of concern regarding the integrity
of the landfill cap system. Based on observed site conditions, it was concluded that the
evaluation of the integrity of the landfill closure cap would be primarily concentrated in
i those areas displaying evidence of erosion.
( On July 26-28, 2000, a WRES Geotechnical Engineer ;performed test hole explorations
i
(depth checks) to determine the depth of low -permeability barrier layer and protective
cover (topsoil) layer materials remaining in areas of erosion. ( P ) Y g n. In addition to eroded areas
depth checks were also performed in areas displaying little to no vegetative cover. Depth
checks were performed using a V/4' diameter auger and sampling tube. During the test
hole exploration, pertinent data such as location, surface conditions, subsurface soil types
and thickness encountered, and proximity to erosion features was recorded at each
l location. A total of 113 test hole explorations were performed at various locations around
the landfill. All holes created in the landfill cap as a,result of the test hole exploration
€ were completely backfilled with bentonite. In areas where the depth checks recorded
t deficient low -permeability barrier layer and/orprotective cover thickness additional
> F
€ depth checks were performed in the surrounding area to delineate the extent of soil
deficiency. The locations of the depth checks were staked in the field at the time, of the
investigation and recorded by survey. Surveying was performed by WRES:
f F
Appendix C to this report includes Table 1 that presents a summary of the results from
the above -discussed test hole explorations. Appendix C also includes Figure No. 2 that
identifies the test hole locations.
Cap Data Evaluation and Proposed Cap Repair Procedures
Data obtained during the depth check field investigation was used to identify those areas
of the landfill closure cap that appear to have been compromised due to erosion. The soil
group and corresponding group thickness, and the location where the test hole was
advanced in relation to erosion features (i.e., advanced from bottom of erosion rill or
advanced ,outside confines of erosion rill) were evaluated at each test hole location to f
create a profile of the subsurface condition. The profile was then compared to the
conditions expected to be encountered based on documentationprovidedto VMS for
the 1994 Closure Project to determine if the integrity (depth) of the cap system had been
compromised. The 1994 Closure Plan specified the ,cap system be constructed with a
minimum of 18" of suitable low -permeability barrier layer material overlain by a
minimum of 6" of protective cover layer materials.
The results of the evaluation revealed multiple areas around the closure cap where it
appeared the effects of erosion had compromised the integrity of the low -permeability
Withers & Ravenel
Engineering & Surveying, Inc.

i_
f
Mr. Ben Barnes
November 30, 2000
Page 4 of 6 '
barrier layer and/or protective cover components of the cap system. The data indicates
that the typical scenario consists of erosion rills extending varying depths into the low -
permeability barrier layer and/or protective cover layer components of the cap system,
thereby resulting in less than the required layer thickness within the confines of the rill.
At some locations, the data and visual observation also indicate that erosion has caused
soil removal not only within the confines of the rills, but also relatively evenly across the
t slope section.
Based on review of the information obtained through the field investigation and
documentation for the 1994 Closure Plan, WRES has identified multiple areas of, the
closure cap that require repairs to restore the integrity of the cap system. Some areas of
the cap require repairs to only the protective cover component of the cap system, while
j other areas of the cap require repairs to both the low -permeability barrier layer and
protective cover components of the cap system. A map identifying the proposed cap
repair locations and components of the cap system to be repaired is presented as Figure
F No. 3 in Appendix D to this report.
Repair of the low -permeability barrier layer component of the cap system shall include
jthe excavation and removal of existing protective cover and barrier layer materials in the
designated area. The excavated area shall then be backfrlled with suitable off --site low
permeability barrier layer material placed in three 6-inch-thick compacted lifts. Testing
for each lift shall include barrier layer lift thickness, moisture/density (minimum of 95%
of the material's maximum, dry" density and, wet of the material's optimum moisture
f content), and in -place permeability (no greater than 1x10`5 cm/sec). A'minimum 6-inch-
thick protective cover layer shall then be placed and compacted to a minimum of 93% of
` the material's maximum dry density. The step-by-step procedure used for the repair of
the low -permeability barrier layer component of the cap system is presented in Appendix
D to this report.
Repair of the protective cover component of the cap system shall include surface
stripping and the adding of additional protective cover materials to fill any erosion rills,
provide a uniform gradient slope, and to result in a minimum 6-inch-thick protective
cover layer. The protective cover materials shall be compacted to a minimum of 93% of
the material's maximum dry density. The step-by-step procedure used for the repair of
the protective cover component of the cap system is presented in Appendix D to this
report.
€ All repairs performed by the contractor to the landfill cap system shall be observed and
i documented by a Construction Quality Assurance (CQA) Engineer to ensure compliance
with the project specifications.
Withers & Ravenel
Engineering & Surveying, Inc.
t_.

I
Mr. Ben Barnes
November 30, 2000
t Page 5 of 6
( Proposed Grass Stabilization Procedures
With regard to the areas of final cover requiring grass stabilization, WRES understands
that the County had previously attempted several times, unsuccessfully, to establish grass
i on the final cover the closure cap. It had been noted that the protective cover layer
materials appeared to consist of low organic soils. To gain a better understanding of the
existing site conditions and to better diagnose the factors contributing to the difficulty in
establishing grass cover, WRES collected bulk samples of the protective cover layer
(topsoil) materials at several locations around the closure cap for chemical analysis to
Ir determine if the soil is suitable to grow grass. Samples were collected from areas of the
closure cap displaying evidence of minimal vegetative growth potential based on the lack
of existing grass cover. The soil samples were analyzed by the North Carolina
Department of Agriculture; Agronomic Division in Raleigh.
Results of the laboratory analysis on the protective cover layer materials are presented
and discussed in Appendix E to this report. Recommendations to establish grass cover are
provided in that appendix. In summary, the chemical analysis of the soil determined that the soil was nutrient deficient and that the addition of nutrients and fertilizers are required
to promote grass growth:
Not only is soil chemistry is a concern, there is concern that the migration of landfill gas
into the cap system soils and possibly detrimentally affecting the vegetative support
potential'of near surface soils. There is also a concern that landfill gas is being released
F through the cap and killing grass that does become established. To address these
V concerns, WRES proposes to install a landfill gas venting system to minimize landfill gas
pressures exerted on the cap system as discussed below.
f Proposed Landfill Passive Gas Vent System
The Landfill Gas venting system shall consist of drilled vents that extend from the
existing surface grade to approximately 90% of the waste depth. A minimum of 3 vents
shall be constructed on the landfill. Based on the monitored conditions encountered
during the, installation of the initial 3 vents, up to 9 more additional vents may be
constructed to allow for the proper release of landfill gas from within the landfill. WRES
and representatives of Franklin County will make the decision concerning the total
number of gas vents to be installed at the time of the initial gas vent installations.
A proposed gas vent location plan for the installation of the gas vents is presented as
ff Drawing No. 4 in Appendix F to this report.
Storm Water Collection System Improvements
Improvements to the current storm water collection system are needed to minimize long-
term erosion problems at the landfill. The current storm water collection system consists
Withers & Ravenel
Engineering & Surveying, Inc.

k
Mr. Ben Barnes
November30, 2000
Page 6 of 6
f of terrace ditches for storm water diversion and surface (exposed) plastic pipe downslope
drains. Many of the current terrace ditches, as well as the downslope drains, do not
appear in proper working condition due to surface erosion resulting in the removal of the
surface soils and the accumulation of washed sediments. Additionally, some of the
stormwater collected on the relatively flat top area of the landfill is routed the entire long
axis of the landfill, thereby resulting in greater runoff volumes as well as increased
velocities.
t
Conceptual improvements tothe surface water collection system include the construction
of additional diversion berms, the repair of existing diversion berms, the installation of 9
downslope drains with energy dissipaters, and the construction of a drainage ditch
bordering the eastern side of the landfill which drains to the sediment basin at the
r northern end of the property. The additional downslope drains will intercept and divert
C stormwater from along The long axis of the landfill,thereby reducing the volume and
erosion potential of the stormwater. Figure No. 5 in Appendix G to this report presents a
site map that includes the proposed drainage ditch and downslope drain locations. As
depicted on the drawing, the land area required to initiate some of the conceptual storm
water collection system improvements require Franklin County ` to purchase an
approximate 45-acre parcel of land that borders the eastern edge of the landfill. The ,
acquisition of the 45-acre parcel is currently in negotiations:
Schedule for Proposed Repairs and Improvements
t i
Franklin County is currently in negotiations for the purchase of the 45-acre parcel of land
thatborders the eastern edge of the landfill. Acquisition of the 45-acre parcel is
anticipated to be'com completed b Winter/S rin 2001. Landfill improvements in
Y
s including ca
p p P g P g P
r repairs, stormwater improvements, and the installation of the landfill gas venting system
fl are anticipated to be performed during Summer/Fall 2001.
We hope this report addresses all concerns the Division may have, regarding the integrity
of the cap system. Please call if you have any questions or need additional information.
Very truly yours,
WITHERS & RAVENEL
ENGINEERING & SURVEYING, INC.
Vance F. Moore, P.E.
I
R
Withers & Ravenel
Engineering & Surveying, Inc.
1_ .

CONVENIENCE
LANDFILL
SCALEHOL
ANIMAL CONTRi
PROPERTY LINE
I
1
DIMENT \
4SIN
Wllf/ERS R RAVENEL
Engineering
!11 AlaeKEn inedn R SamYIn9, Revisions
egn Oe Cory, N.C. 27571 inC.
oemi tron a e
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FRANKLIN COUNTY
LANDFILL EVALUATION
EXISTING SITE CONDITIONS
°'°P't. 1 1
' I
»s 1 s

Photographic Record
Project Name: Franklin County L.F. Evaluation
Frame No. 1
Description: Bare area on crest.
Frame No. 2
Description: Erosion along side slope.
Project No.: 200189

Photographic Record
Project Name: Franklin County L.F. Evaluation Project No.: 200189
Frame No. 3
F
Description: East slope.
i Frame No. 4
Description: Down drainpipe.

Photographic Record
Project No.: 200189
Project Name: Franklin County L.F. Evaluation
Frame No. 5
Description: East Slope.
Frame No. 6
Description: East Slope.

Photographic Record
Project No.: 200189
Project Name: Franklin County L.F. Evaluation
Frame No. 7
Description: Antenna anchor at slope of landfill.
Frame No. 8
Description: Erosion on slope.

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WITHERS & RAVEM EnInssrfn In , Inc. RevIslons
s s & Sum 7 9 a oosen fb. i u.t. a FRANKLIN COUNTY
ffl A/acKawn Dins Cary, R.0 275ff LANDFILL EVALUATION
ara-Ia-.- I— of

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PROTECTIVE
LAY /REPAIR LMMCOVER REPAIR
WITHERS d RAVENEI. En insert B Surve n , Inc. Revisions
9 nN. YI 9 > oeecri ian e e e
111 NaeXemn Dr" Cory, N.C. 27511
ors-Ip-im ra 9/9-IBl-OeP1
FRANKLIN COUNTY
LANDFILL EVALUATION
PROPOSED CAP REPAIRS
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Schedule of Repairs
Franklin County MSW Landfill Cap System Evaluation
WRES Project No. 200189
Clay Repair:
1. Remove existing surface vegetation.
2. Excavate surface materials (existing protective cover and barrier layer
material) to a maximum depth of 24 inches, or as directed by Owner's CQA
Engineer.
3. Place and compact suitable Barrier Layer material to result in a lift not to
exceed 6-inches in thickness.
4. For each lift of Barrier Layer material placed, perform density/moisture
testing and lift thickness determinations on the in -place material to ensure
compliance with the project plans and specifications. Obtain laboratory test
samples for permeability and soil index testing in accordance with the project
plans and specifications.
5. Repeat Step 3 and 4, as necessary, to result in a minimum 18-inch total
thickness Barrier Layer.
6. Placed and compact suitable soil materials to result in a minimum 6-inch-
thick Protective Cover.
7. Perform density/moisture testing and lift thickness determinations on the in -
place material to ensure compliance with the project plans and specifications.
8. Seed and mulch.
Protective Cover Layer Repair:
I. Remove existing surface vegetation.
2. Grade existing surface materials to fill any erosion rills and provide a
uniform surface grade.
3. Compact the exposed surface materials.
4. Perform density/moisture testing on the in -place material to ensure
compliance with the project plans and specifications.
5. Place and compact one 6-inch thick lift of suitable Protective Cover Layer
materials.
6. Perform density/moisture testing and depth check determinations on the in -
place material to ensure compliance with the project plans and specifications.
7. Seed and mulch.
Withers & Ravenel Page 1 of 1 November 2000

Franklin County MSW Landfill
Cap Evaluation
Soil Test Results
Six soil samples were taken in different areas of the landfill. Figure 1 shows the locations
of soil samples B1 through B6. The soil samples were analyzed by the North Carolina
Department of Agriculture, Agronomic Division in Raleigh. Basic soil properties and
recommendations for soil amendments required for growing roadside grass were
provided. Copies of the test reports are attached. Table 1 provides a summary of the test
results and Table 2 provides a summary of the recommendations.
NCDA Agronomist comments are as follows: "Soil pH is lower than desired in all
samples. There is no plant available phosphorous in the samples, while potassium is
marginal. I suggest that you apply lime and fertilizer as recommended below.
Manganese, zinc, and copper are also low in some samples (index less than 25). If these
micronutrients can be added to the fertilizer, it may be beneficial for the grass. See ' $"
Note for more information on micronutrients."
Mr. Kent Yarborough of the NCDA also provided additional information and
recommendations based on our discussion with him on the specifics of the Franklin
County Landfill.
Mr. Yarborough recommended applying the lime and fertilizer as shown in Table 2. Then
in four to six months, retest the soil to determine how lime is reacting with the soil. It will
take approximately 12 to 18 months for the lime to fully react with the soil. In four to six
months, the effectiveness of the lime application can be assessed and additional lime may
be required at that time.
Also, when pH is increased, the availability of the micronutrients will decrease. The soil
test report did not specify an application rate for micronutrients (Mn, Zn, and Cu).
However, Mr. Yarborough recommended that we consider a fertilizer mix that includes
the following micronutrients:
Cu 21bs/ac
€ Z 6lbs/ac
Mg 10lbs/ac
Lime and fertilizer should be disked into the soil, not just surface applied. Also, when soil
samples are taken four to six months following the initial application, the application
rates for lime and fertilizer should be included with the samples submitted to NCDA.
For budgeting purposes, Franklin County should be prepared to do a second lime and
fertilizer application six months following the initial application. Generally,
approximately one-third of the lime and fertilizer applied initially will be needed for the
second application.
NCDA could not provide any additional assessments or recommendations specifically
regarding the effect of landfill gas on soil chemistry or vegetation results.
Withers & Ravenel
Engineering & Surveying, Inc.

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LEGEND APPROXIMATE
ZONE OF
INFLUENCE
VENT
LOCATION�� (100' RADIUS)
O
N7INERS R RAVENEI. En InseNn & SuIn , Inc. Revisions
9 9 m Y 9 0. Dean tlon I D.t. I By
111 Mwksn9n Dr" Cary, N.C. 27511
919J9DJ3l0 p9 919-�19)
FRANKLIN COUNTY
LANDFILL EVALUATION
PROPOSED LANDFILL GAS VENTS
D e-- VFN
gx'i"= 200'
L\ sr WN
19 9 10 00
m,tlae
.ib
COD W73.10AA0
4

Fl,
ADJACENT PROPERTY LINE
W?HERS k RAVEM En lneelfn h Surve in , Inc. Revisions
9 9 Y 9 oseat twn a e e
Ift / 1 f MOCKn ft &" Cary, N.C. 27511
819-(0.iie0 ra ➢lf-w OB
FRANKLIN COUNTY
LANDFILL EVALUATION
PROPOSED LAND PURCHASE
°v1p' VFM 400' can'MM.20.PRO
d'�" ar VFM ' 9 10 CC 5