1302_CabarrusCo_CDLF_PH3PTCApp_DIN26872_20161013

Cabarrus County Solid Waste
Management Facility
Substantial Amendment and Phase 3
Permit to Construct

PERMIT APPLICATION

Cabarrus County, North Carolina
October 2016

i
Table of Contents
Substantial Amendment and Phase 3 Permit to Construct
Application

Part 1 Introduction
Part 2 Facility Plan
Appendix A Drawings
Part 3 Engineering Plan
Appendix A Calculations
Appendix B Design Geotechnical Evaluation
Appendix C Design Hydrogeological Report
Appendix D Engineering Drawings
Part 4 Construction Quality Assurance Plan
Part 5 Operation Plan
Appendix A Water Quality Monitoring Plan
Appendix B Landfill Gas Monitoring Plan
Appendix C Waste Acceptability Plan
Appendix D Operation Plan Drawings
Part 6 Closure/Post-Closure Plan

Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Introduction
Cabarrus County, North Carolina
October 2016

i
Table of Contents

Section 1 Introduction
1.1 Purpose of Permit Application ................................................................................................................ 1-1
1.2 Facility Location ............................................................................................................................................ 1-1
1.3 Solid Waste Management Rule Requirements ................................................................................. 1-1

List of Tables
Table 1-1 Cross Reference Summary to Rule .0537 Requirements ................................................ 1-3
Table 1-2 Cross Reference Summary to Rule .0539 Requirements ................................................ 1-5
Table 1-3 Cross Reference Summary to Rule .0541 Requirements ................................................ 1-6
Table 1-4 Cross Reference Summary to Rule .0542 Requirements ................................................ 1-7
Table 1-5 Cross Reference Summary to Rule .0543 Requirements ................................................ 1-8
Table 1-6 Cross Reference Summary to Rule .0544 Requirements ................................................ 1-9

List of Figures
Figure 1 Location Map ........................................................................................................................................ 1-2

1-1
Section 1
Introduction
1.1 Purpose of Permit Application
Cabarrus County (County) proposes to expand their existing unlined construction and demolition
(C&D) debris landfill located off of Irish Potato Road in Concord, North Carolina. The proposed C&D
landfill expansion area is located south of the active C&D disposal area and will be adjacent to the
County’s permitted Large Type 1 Compost Facility.
This permit application submittal includes the Application for a Permit to Construct the Phase 3
expansion area.
Permit Application Prepared in accordance with
Substantial Amendment .0535 (c)
Part 2 – Facility Plan .0537
Permit to Construct .0535 (a)(1)
Part 3 – Engineering Plan .0539
Part 4 – Construction Quality Assurance Plan .0541
Part 5 – Operation Plan (incl. Monitoring Plans) .0542 and .0544
Part 6 – Closure/Post-Closure Plan .0543

1.2 Facility Location
The Cabarrus County C&D Landfill Facility is located at 4441 Irish Potato Rd. in Concord, North
Carolina. The location of the facility is shown on Figure No. 1. The approximate coordinates of the
project are: Latitude 35 degrees 28 minutes 30.13 seconds north and Longitude 80 degrees 31
minutes 25.37 seconds west. It is the intent of the County to continue to accept C&D waste from those
Counties bordering on Cabarrus County during operation of the proposed Phase 3 expansion.
1.3 Solid Waste Management Rule Requirements
The Permit to Construct Application criteria and requirements established in Rules .0537, .0539, 0541,
.0542, .0543, and .0544 of the North Carolina Solid Waste Management Rules, as directly related to the
C&D landfill, are presented in Tables 1-1 through 1-6, respectively. Following each criterion, a brief
description of the location where the information is contained is provided.

85 49
601
3
73
29
200
24
Cabarrus CountyC&D Landfill
CABARRUS
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CITY OF KANNAPOLIS
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Figure 1
Location Map
Cabarrus
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e

c
o
n
c
l
u
s
i
o
n
s

m
u
s
t

p
r
o
v
i
d
e

e
s
t
i
m
a
t
e
s

o
f

g
r
o
s
s
c
a
p
a
c
i
t
y

o
f

t
h
e

C
&
D
L
F

u
n
i
t
;

g
r
o
s
s

c
a
p
a
c
i
t
y

f
o
r

e
a
ch

p
h
a
s
e

o
f

de
v
e
l
o
p
m
e
n
t

o
f

t
h
e

C
&
D
L
F

u
n
i
t
;

t
h
e

e
s
t
i
m
a
t
e
d

o
p
e
r
a
t
in
g

l
i
f
e

o
f

a
l
l

C
&
D
L
F

u
n
i
t
s

i
n

y
e
a
r
s
;

a
n
d

r
e
q
u
i
r
e
d

qu
a
n
t
i
t
i
e
s

o
f

s
o
i
l

fo
r

l
a
n
d
f
i
l
l

c
o
n
s
t
r
u
c
t
i
o
n
,

o
p
e
r
a
t
i
o
n
,

a
n
d

c
l
o
s
u
r
e
;

an
d

a
v
a
i
l
a
b
l
e

s
o
i
l

r
e
s
o
u
r
c
e
s

f
r
o
m

o
n
-
s
i
t
e
.

G
r
o
s
s

c
a
pa
c
i
t
y

i
s

d
e
f
i
n
e
d

a
s

th
e

v
o
l
u
m
e

o
f

t
h
e

l
a
n
d
f
i
l
l

c
a
l
c
u
l
a
t
e
d

f
r
o
m

t
h
e

e
l
e
v
at
i
o
n

o
f

t
h
e

i
n
i
t
i
a
l

w
a
s
t
e

p
l
a
c
e
m
e
n
t

t
h
r
o
u
g
h

t
h
e

t
o
p
o
f

t
h
e

f
i
n
a
l

co
v
e
r
,

i
n
c
l
u
d
i
n
g

a
n
y

p
e
r
i
o
d
i
c

c
o
v
e
r
.

•
Se
e

S
e
c
t
i
o
n

2
.
2

o
f

P
a
r
t

2
:

F
a
c
i
l
i
t
y

Pl
a
n
.

(3
)

S
p
e
c
i
a
l

en
g
i
n
e
e
r
i
n
g

f
e
a
t
u
r
e
s
.

(A
)

L
e
a
c
h
a
t
e

m
a
n
a
g
e
m
e
n
t

s
y
s
t
e
m
s
,

i
f

p
r
o
p
o
s
e
d

b
y

t
h
e
a
p
p
l
i
c
a
n
t
.

T
h
e

p
e
r
f
o
r
m
a
n
c
e

o
f

a
n
d

d
e
s
i
g
n

c
o
n
c
e
p
t
s
f
o
r

t
h
e

le
a
c
h
a
t
e

c
o
l
l
e
c
t
i
o
n

s
y
s
t
e
m

w
i
t
h
i
n

a
c
t
i
v
e

a
r
e
a
s

o
f

t
he

C
&
D
L
F

u
n
i
t
(
s
)

a
n
d

a
n
y

s
t
o
r
m

w
a
t
e
r

s
e
g
r
e
g
a
t
i
o
n

i
n
cl
u
d
e
d

i
n

t
h
e

en
g
i
n
e
e
r
i
n
g

d
e
s
i
g
n

m
u
s
t

b
e

d
e
s
c
r
i
b
e
d
.

N
o
r
m
a
l

o
p
e
r
a
t
in
g

c
o
n
d
i
t
i
o
n
s

m
u
s
t

b
e

d
e
f
i
n
e
d
.

A

c
o
n
t
i
n
g
e
n
c
y

p
l
a
n

mu
s
t

b
e

pr
e
p
a
r
e
d

f
o
r

s
t
o
r
m

s
u
r
g
e
s

o
r

o
t
h
e
r

c
o
n
s
i
d
e
r
a
t
i
o
n
s

e
xc
e
e
d
i
n
g

d
e
s
i
g
n

p
a
r
a
m
e
t
e
r
s

f
o
r

t
h
e

s
t
o
r
a
g
e

o
r

t
r
e
a
t
me
n
t

fa
c
i
l
i
t
i
e
s
.

(B
)

C
o
n
t
a
i
n
m
e
n
t

a
n
d

e
n
v
i
r
o
n
m
e
n
t
a
l

c
o
n
t
r
o
l

s
y
s
t
e
m
s
.

A
g
e
n
e
r
a
l

d
e
s
c
r
i
p
t
i
o
n

o
f

t
h
e

s
y
s
t
e
m
s

d
e
s
i
g
n
e
d

f
o
r

pr
o
p
e
r

la
n
d
f
i
l
l

o
p
e
r
a
t
i
o
n
,

s
y
s
t
e
m

c
o
m
p
o
n
e
n
t
s
,

a
n
d

c
o
r
r
e
s
p
o
nd
i
n
g

f
u
n
c
t
i
o
n
s

m
u
s
t

b
e

p
r
o
v
i
d
e
d
.

(C
)

B
a
s
e

l
i
n
e
r

s
y
s
t
e
m
s
,

i
f

p
r
o
p
o
s
e
d

b
y

t
h
e

a
p
p
l
i
c
a
n
t
m
u
s
t

b
e

d
e
s
c
r
i
b
e
d
.

(D
)

O
t
h
e
r

d
e
v
i
c
e
,

c
o
m
p
o
n
e
n
t
s
,

a
n
d

s
t
r
u
c
t
u
r
e
s
,

i
f

p
ro
p
o
s
e
d

b
y

t
h
e

a
p
p
l
i
c
a
n
t
,

m
u
s
t

b
e

d
e
s
c
r
i
b
e
d
.

•
Se
e

S
e
c
t
i
o
n

2
.
3

o
f

P
a
r
t

2
:

F
a
c
i
l
i
t
y

Pl
a
n
.

Ta
b
l
e

1
-
2

C
r
o
s
s

R
e
f
e
r
e
n
c
e

S
u
m
m
a
r
y

t
o

R
u
l
e

.
0
5
3
9

R
e
q
ui
r
e
m
e
n
t
s

Ru
l
e

a
n
d

C
r
i
t
e
r
i
a

Lo
c
a
t
i
o
n

/

C
o
m
m
e
n
t

15
A

N
C
A
C

1
3
B

.
0
5
3
9

E
N
G
I
N
E
E
R
I
N
G

P
L
A
N

F
O
R

C&
D
L
F

F
A
C
I
L
I
T
I
E
S

(d
)

An

e
n
g
i
n
e
e
r
i
n
g

r
e
p
o
r
t

m
u
s
t

c
o
n
t
a
i
n
:

(1
)

A

s
u
m
m
a
r
y

o
f

t
h
e

f
a
c
i
l
i
t
y

d
e
s
i
g
n

t
h
a
t

i
n
c
l
u
d
e
s
:

(A
)

A

d
i
s
c
u
s
s
i
o
n

o
f

t
h
e

a
n
a
l
y
t
i
c
a
l

m
e
t
h
o
d
s

u
s
e
d

t
o
e
v
a
l
u
a
t
e

t
h
e

d
e
s
i
g
n
,

(B
)

D
e
f
i
n
i
t
i
o
n

o
f

t
h
e

c
r
i
t
i
c
a
l

c
o
n
d
i
t
i
o
n
s

e
v
a
l
u
a
t
e
d
a
n
d

a
s
s
u
m
p
t
i
o
n
s

m
a
d
e
,

(C
)

A

l
i
s
t

o
f

t
e
c
h
n
i
c
a
l

r
e
f
e
r
e
n
c
e
s

u
s
e
d

i
n

t
h
e

e
v
a
lu
a
t
i
o
n
,

a
n
d

(D
)

C
o
m
p
l
e
t
i
o
n

o
f

a
n
y

a
p
p
l
i
c
a
b
l
e

l
o
c
a
t
i
o
n

r
e
s
t
r
i
c
t
io
n

d
e
m
o
n
s
t
r
a
t
i
o
n
s

i
n

a
c
c
o
r
d
a
n
c
e

w
i
t
h

R
u
l
e

.
0
5
3
6
.

•
Se
e

S
e
c
t
i
o
n

3

o
f

P
a
r
t

3
:

E
n
g
i
n
e
e
r
i
n
g

P
l
a
n
.

(2
)
A
d
e
s
c
r
i
p
t
i
o
n

o
f

t
h
e

m
a
t
e
r
i
a
l
s

a
n
d

co
n
s
t
r
u
c
t
i
o
n

p
r
a
c
t
i
c
e
s

t
h
a
t

c
o
n
f
o
r
m
s

t
o

t
h
e

r
e
q
u
i
r
e
me
n
t
s

s
e
t

f
o
r
t
h

i
n

R
u
l
e

.0
5
4
0
.

•
Se
e

S
e
c
t
i
o
n

4

o
f

P
a
r
t

3
:

E
n
g
i
n
e
e
r
i
n
g

P
l
a
n
.

(3)

A

c
o
p
y

o
f

t
h
e

D
e
s
i
g
n

Hy
d
r
o
g
e
o
l
o
g
i
c
a
l
Re
p
o
r
t

p
r
e
p
a
r
e
d

i
n

a
c
c
o
r
d
a
n
c
e

w
i
t
h

P
a
r
a
g
r
a
p
h

(
b
)

o
f
R
u
l
e

.
0
5
3
8
.

•
Se
e

A
p
p
e
n
d
i
x

C

o
f

P
a
r
t

3: Engineering Plan.
(e
)

En
g
i
n
e
e
r
i
n
g

d
r
a
w
i
n
g
s

m
u
s
t

i
l
l
u
s
t
r
a
t
e
:

(1
)

E
xi
s
t
i
n
g

c
o
n
d
i
t
i
o
n
s
:

s
i
t
e

t
o
p
o
g
r
a
p
h
y
,

f
e
a
t
u
r
e
s
,

e
x
i
s
ti
n
g

d
i
s
p
o
s
a
l

a
r
e
a
s
,

r
o
a
d
s
,

a
n
d

b
u
i
l
d
i
n
g
s
;

•
Se
e

E
P

S
h
e
e
t
s

(2
)
G ra
d
i
n
g

p
l
a
n
s
:

p
r
o
p
o
s
e
d

l
i
m
i
t
s

o
f

e
x
c
a
v
a
t
i
o
n
,

s
u
b
g
r
a
de

e
l
e
v
a
t
i
o
n
s
,

in
t
e
r
m
e
d
i
a
t
e

g
r
a
d
i
n
g

f
o
r

p
a
r
t
i
a
l

co
n
s
t
r
u
c
t
i
o
n
;

(3
)

S to
r
m
w
a
t
e
r

s
e
g
r
e
g
a
t
i
o
n

s
y
s
t
e
m
,

i
f

r
e
q
u
i
r
e
d
:

l
o
c
a
t
i
o
n
a
n
d

d
e
t
a
i
l

o
f

f
e
a
t
u
r
e
s
;

(4
)
C ap

s
y
s
t
e
m
:

b
a
s
e

a
n
d

t
o
p

e
l
e
v
a
t
i
o
n
s
,

l
a
n
d
f
i
l
l

g
a
s

d
e
vi
c
e
s
,

i
n
f
i
l
t
r
a
t
i
o
n

b
a
r
r
i
e
r
,

s
u
r
f
a
c
e

w
a
t
e
r

r
e
m
o
v
a
l
,
p
r
o
t
e
c
t
i
v
e

an
d

v
e
g
e
t
a
t
i
v
e

c
o
v
e
r
,

a
n
d

d
e
t
a
i
l
s
;

(5
)
T em
p
o
r
a
r
y

a
n
d

p
e
r
m
a
n
e
n
t

s
e
d
i
m
e
n
t
a
t
i
o
n

a
n
d

e
r
o
s
i
o
n

c
o
nt
r
o
l

p
l
a
n
s
;

(6
)

V er
t
i
c
a
l

s
e
p
a
r
a
t
i
o
n

r
e
q
u
i
r
e
m
e
n
t

e
s
t
i
m
a
t
e
s

i
n
c
l
u
d
i
n
g
:

(A
)

C
r
o
s
s
-
s
e
c
t
i
o
n
s
,

s
h
o
w
i
n
g

b
o
r
i
n
g
s
,

w
h
i
c
h

i
n
d
i
c
a
t
e
e
x
i
s
t
i
n
g

g
r
o
u
n
d

s
u
r
f
a
c
e

e
l
e
v
a
t
i
o
n
s
,

b
a
s
e

g
r
a
d
e
s
,

se
a
s
o
n
a
l

h
i
g
h

g
r
o
u
n
d
-
w
a
t
e
r

l
e
v
e
l
,

e
s
t
i
m
a
t
e
d

l
o
n
g
-
t
e
rm

s
e
a
s
o
n
a
l

h
i
g
h

g
r
o
u
n
d
-
w
a
t
e
r

l
e
v
e
l

i
n

a
c
c
o
r
d
a
n
c
e

w
it
h

Pa
r
t

(
b
)
(
2
)
(
E
)

o
f

R
u
l
e

.
0
5
3
8
,

a
n
d

b
e
d
r
o
c
k

l
e
v
e
l

i
n

ac
c
o
r
d
a
n
c
e

w
i
t
h

P
a
r
t

(
b
)
(
2
)
(
F
)

o
f

R
u
l
e

.
0
5
3
8
;

a
n
d

(B
)

A

m
a
p

s
h
o
w
i
n
g

t
h
e

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Q
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2

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4
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(2
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4
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lity
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(3
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Se
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4
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4
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3

o
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4
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Ta
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1
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R
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t
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Ru
l
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a
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c
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/ Comment
15
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N
C
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1
3
B

.
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(b
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Ru
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b
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T
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mu
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b
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w
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t
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f
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T
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t
h
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f
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l
l
o
w
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g
:

(A
)

E
x
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c
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d
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k
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t
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g

d
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s
p
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s
a
l

a
r
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a
s
;

(B
)

P
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s
s
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f

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i
o
n
s
,

an
d

f
i
n
a
l

c
o
n
t
o
u
r
s
;

(C
)

S
t
o
r
m
w
a
t
e
r

c
o
n
t
r
o
l
s

f
o
r

a
c
t
i
v
e

a
n
d

i
n
a
c
t
i
v
e

s
u
bc
e
l
l
s
,

i
f

r
e
q
u
i
r
e
d
;

(D
)

S
p
e
c
i
a
l

w
a
s
t
e

h
a
n
d
l
i
n
g

a
r
e
a
s
,

s
u
c
h

a
s

a
s
b
e
s
t
o
s
d
i
s
p
o
s
a
l

a
r
e
a
,

w
i
t
h
i
n

t
h
e

C
&
D
L
F

u
n
i
t
;

(E
)

B
u
f
f
e
r

z
o
n
e
s
,

n
o
t
i
n
g

r
e
s
t
r
i
c
t
e
d

u
s
e
;

(F
)

S
t
o
c
k
p
i
l
e

a
n
d

b
o
r
r
o
w

o
p
e
r
a
t
i
o
n
s
;

a
n
d

(G
)

O
t
h
e
r

s
o
l
i
d

w
a
s
t
e

a
c
t
i
v
i
t
i
e
s
,

s
u
c
h

a
s

t
i
r
e

d
i
s
po
s
a
l

o
r

s
t
o
r
a
g
e
,

y
a
r
d

w
a
s
t
e

s
t
o
r
a
g
e
,

w
h
i
t
e

g
o
o
d
s

s
to
r
a
g
e
,

re
c
y
c
l
i
n
g

p
a
d
s
,

e
t
c
.

•
Se
e

S
D
-1,

S
D
-2
a
n
d

O
P

S
h
e
e
t
s

(2
)

O
p
e
r
a
t
i
o
n

P
l
a
n

D
e
s
c
r
i
p
t
i
o
n
.

T
h
e

o
w
n
e
r

a
n
d

o
p
e
r
at
o
r

o
f

a
n
y

C
&
D
L
F

u
n
i
t

m
u
s
t

m
a
i
n
t
a
i
n

a
n
d

o
p
e
r
a
t
e

t
h
e
un
i
t

i
n

a
c
c
o
r
d
a
n
c
e

w
i
t
h

t
h
e

o
p
e
r
a
t
i
o
n

p
l
a
n

a
s

d
e
s
c
r
ib
e
d

i
n

P
a
r
a
g
r
a
p
h
s

(
c
)

t
h
r
o
u
g
h

(
l
)

o
f

t
h
i
s

R
u
l
e
.

(c
)

W
a
s
t
e

A
c
c
e
p
t
a
n
c
e

a
n
d

D
i
s
p
o
s
a
l

R
e
q
u
i
r
e
m
e
n
t
s
.

•
Se
e

S
e
c
t
i
o
n

2

o
f

P
a
r
t

5
: Operation Plan.
(d
)

W
a
s
t
e
w
a
t
e
r

t
r
e
a
t
m
e
n
t

s
l
u
d
g
e

m
u
s
t

n
o
t

b
e

a
c
c
e
p
t
ed

f
o
r

d
i
s
p
o
s
a
l
.

•
Se
e

S
e
c
t
io
n

2

o
f

P
a
r
t

5
: Operation Plan.
(e
)

W
a
s
t
e

E
x
c
l
u
s
i
o
n
s
.

•
Se
e

S
e
c
t
i
o
n

2

o
f

P
a
r
t

5
: Operation Plan.
(f
)

C
o
v
e
r

m
a
t
e
r
i
a
l

r
e
q
u
i
r
e
m
e
n
t
s
.

•
Se
e

S
e
c
t
i
o
n

3

o
f

P
a
r
t

5
: Operation Plan.
(g
)

S
p
r
e
a
d
i
n
g

a
n
d

C
o
m
p
a
c
t
i
n
g

r
e
q
u
i
r
e
m
e
n
t
s
.

•
Se
e

S
e
c
t
i
o
n

4

o
f

P
a
r
t

5
: Operation Plan.
(h
)

D
i
s
e
a
s
e

v
e
c
t
o
r

c
o
n
t
r
o
l
.

•
Se
e

S
e
c
t
i
o
n

5

o
f

P
a
r
t

5
: Operation Plan.
(i
)

A
i
r

C
r
i
t
e
r
i
a

a
n
d

F
i
r
e

C
o
n
t
r
o
l
.

•
Se
e

S
e
c
t
i
o
n

6

o
f

P
a
r
t

5
: Operation Plan.
(j
)

A
c
c
e
s
s

a
n
d

s
a
f
e
t
y

r
e
q
u
i
r
e
m
e
n
t
s
.

•
Se
e

Se
c
t
i
o
n

7

o
f

P
a
r
t

5
: Operation Plan.
(k
)

E
r
o
s
i
o
n

a
n
d

s
e
d
i
m
e
n
t
a
t
i
o
n

c
o
n
t
r
o
l

r
e
q
u
i
r
e
m
e
n
t
s
.
•
Se
e

S
e
c
t
i
o
n

8

o
f

P
a
r
t

5
: Operation Plan.
(l
)

D
r
a
i
n
a
g
e

c
o
n
t
r
o
l

a
n
d

w
a
t
e
r

p
r
o
t
e
c
t
i
o
n

r
e
q
u
i
r
e
m
en
t
s
.

•
Se
e

S
e
c
t
i
o
n

9

o
f

P
a
r
t

5
: Operation Plan.
(m
)

S
u
r
v
e
y

f
o
r

C
o
m
p
l
i
a
n
c
e
.

•
Se
e

S
e
c
t
i
o
n

1
0

o
f

P
a
r
t

5
: Operation Plan.
(n
)

O
p
e
r
a
t
i
n
g

R
e
c
o
r
d

a
n
d

R
e
c
o
r
d
k
e
e
p
i
n
g

r
e
q
u
i
r
e
m
e
n
t
s.

•
Se
e

S
e
c
t
i
o
n

1
1

o
f

P
a
r
t

5
: Operation Plan.

Ta
b
l
e

1
-
5

C
r
o
s
s

R
e
f
e
r
e
n
c
e

S
u
m
m
a
r
y

t
o

R
u
l
e

.
0
5
4
3

R
e
q
ui
r
e
m
e
n
t
s

Ru
l
e

a
n
d

C
r
i
t
e
r
i
a

Lo
c
a
t
i
o
n

/

C
o
m
m
e
n
t

15
A

NC
A
C

1
3
B

.
0
5
4
3

C
L
O
S
U
R
E

A
N
D

P
O
S
T
-CL
O
S
U
R
E

R
E
Q
U
I
R
E
M
E
N
T
S

F
O
R

C
&
D
L
F

F
A
C
I
L
I
T
I
E
S

(d
)

Cl
o
s
u
r
e

p
l
a
n

c
o
n
t
e
n
t
s
.

T
h
e

o
w
n
e
r

a
n
d

o
p
e
r
a
t
o
r

m
u
s
t

pr
e
p
a
r
e

a

w
r
i
t
t
e
n

c
l
o
s
u
r
e

p
l
a
n

t
h
a
t

d
e
s
c
r
i
b
e
s

t
h
e

st
e
p
s

n
e
c
e
s
s
a
r
y

t
o

c
l
o
s
e

a
l
l

C
&
D
L
F

u
n
i
t
s

a
t

a
n
y

p
o
i
nt

d
u
r
i
n
g

t
h
e
i
r

a
c
t
i
v
e

l
i
f
e

i
n

a
c
c
o
r
d
a
n
c
e

w
i
t
h

t
h
e

ca
p

s
y
s
t
e
m

re
q
u
i
r
e
m
e
n
t
s

i
n

P
a
r
a
g
r
a
p
h

(
c
)

o
f

t
h
i
s

R
u
l
e
.

T
h
e

c
l
o
su
r
e

p
l
a
n
,

a
t

a

m
i
n
i
m
u
m
,

m
u
s
t

i
n
c
l
u
d
e

t
h
e

f
o
l
l
o
w
i
n
g
i
n
f
o
r
m
a
t
i
o
n
:

(1
)

A de
s
c
r
i
p
t
i
o
n

o
f

t
h
e

c
a
p

s
y
s
t
e
m

a
n
d

t
h
e

m
e
t
h
o
d
s

a
n
d

p
ro
c
e
d
u
r
e
s

t
o

b
e

u
s
e
d

t
o

i
n
s
t
a
l
l

t
h
e

c
a
p

t
h
a
t

co
n
f
o
r
m
s

t
o

t
h
e

r
e
q
u
i
r
e
m
e
n
t
s

s
e
t

f
o
r
t
h

i
n

P
a
r
a
g
r
a
p
h
(
c
)

o
f

t
h
i
s

R
u
l
e
;

•
Se
e

S
e
c
t
i
o
n

6.
1
o
f

P
a
r
t

6 : Closure/Post -Closure
Pl
a
n
.

(2
)

A n
e
s
t
i
m
a
t
e

o
f

t
h
e

l
a
r
g
e
s
t

ar
e
a

o
f

t
h
e

C
&
D
L
F

u
n
i
t

r
e
q
u
i
r
i
n
g

t
h
e

s
p
e
c
i
f
i
e
d

c
a
p

sy
s
t
e
m

a
t

a
n
y

t
i
m
e

d
u
r
i
n
g

th
e

a
c
t
i
v
e

l
i
f
e

•
Se
e

S
e
c
t
i
o
n

6
.
2

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(3
)

A n
e
s
t
i
m
a
t
e

o
f

t
h
e

m
a
x
i
m
u
m

i
n
v
e
n
t
o
r
y

o
f

w
a
s
t
e
s

o
n
-si
t
e

o
v
e
r

t
h
e

a
c
t
i
v
e

l
i
f
e

o
f

t
h
e

l
a
n
d
f
i
l
l

f
a
c
i
l
i
t
y
;

•
S ee

S
e
c
t
i
o
n

6
.
3

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(4
)

A sc
h
e
d
u
l
e

f
o
r

c
o
m
p
l
e
t
i
n
g

a
l
l

a
c
t
i
v
i
t
i
e
s

n
e
c
e
s
s
a
r
y

t
o
s
a
t
i
s
f
y

t
h
e

c
l
o
s
u
r
e

c
r
i
t
e
r
i
a
;

a
n
d

•
Se
e

S
e
c
t
i
o
n

6
.
4

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(5
)

T he

c
o
s
t

e
s
t
i
m
a
t
e

f
o
r

c
l
o
s
u
r
e

a
c
t
i
v
i
t
i
e
s

a
s

re
q
u
i
r
e
d

u
n
d
e
r

R
u
l
e

.
0
5
4
6
.

•
Se
e

S
e
c
t
i
o
n

6
.
5

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(f
)

Po
s
t
-cl
o
s
u
r
e

p
l
a
n

c
o
n
t
e
n
t
s
.

T
h
e

o
w
n
e
r

a
n
d

o
p
e
r
a
t
o
r

o
f

a
l
l
C
&
D
L
F

u
n
i
t
s

m
u
s
t

s
u
b
m
i
t

a

w
r
i
t
t
e
n

p
o
s
t
-cl
o
s
u
r
e

pl
a
n

t
h
a
t

i
n
c
l
u
d
e
s
,

a
t

a

m
i
n
i
m
u
m
,

t
h
e

f
o
l
l
o
w
i
n
g

i
n
f
or
m
a
t
i
o
n
:

(1
)

A de
s
c
r
i
p
t
i
o
n

o
f

t
h
e

m
o
n
i
t
o
r
i
n
g

a
n
d

m
a
i
n
t
e
n
a
n
c
e

a
c
t
i
v
it
i
e
s

r
e
q
u
i
r
e
d

f
o
r

e
a
c
h

C
&
D
L
F

u
n
i
t
,

a
n
d

t
h
e

fr
e
q
u
e
n
c
y

a
t

w
h
i
c
h

t
h
e
s
e

a
c
t
i
v
i
t
i
e
s

m
u
s
t

b
e

p
e
r
f
o
r
m
ed
;

•
Se
e

S
e
c
t
i
o
n

6
.
6

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(2
)

N am
e
,

a
d
d
r
e
s
s
,

a
n
d

t
e
l
e
p
h
o
n
e

n
u
m
b
e
r

o
f

th
e

p
e
r
s
o
n

o
r

o
f
f
i
c
e

r
e
s
p
o
n
s
i
b
l
e

f
o
r

t
h
e

f
a
c
i
l
i
t
y

d
ur
i
n
g

t
h
e

p
o
s
t
-
cl
o
s
u
r
e

p
e
r
i
o
d
;

•
Se
e

S
e
c
t
i
o
n

6
.
9

o
f

P
a
r
t

6
:

C
l
o
s
u
r
e
/
P
o
s
t
-Closure
Pl
a
n
.

(3
)

A de
s
c
r
i
p
t
i
o
n

o
f

t
h
e

p
l
a
n
n
e
d

u
s
e
s

o
f

t
h
e

p
r
o
p
e
r
t
y
du
r
i
n
g

t
h
e

p
o
s
t
-cl
o
s
u
r
e

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Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Facility Plan
Cabarrus County, North Carolina
October 2016

i
Table of Contents

Section 1 Facility Drawings
1.1 Site Development .......................................................................................................................................... 1-1
1.2 Landfill Construction ................................................................................................................................... 1-1
1.3 Landfill Operation ......................................................................................................................................... 1-1
Section 2 Facility Report
2.1 Waste Stream and Facility Management Plan .................................................................................. 2-1
2.1.1 Types of Waste Specified for Disposal ..................................................................................... 2-1
2.1.2 Disposal Rates .................................................................................................................................... 2-1
2.1.3 Areas Served by the Facility ......................................................................................................... 2-1
2.1.4 Segregated Management ............................................................................................................... 2-2
2.1.5 Landfill Equipment .......................................................................................................................... 2-2
2.2 Landfill Capacity ............................................................................................................................................ 2-2
2.2.1 Gross Capacity .................................................................................................................................... 2-2
2.2.2 Volume to Bottom of Final Cover ............................................................................................... 2-2
2.2.3 Soil Required for Final Cover....................................................................................................... 2-2
2.2.4 Phased Gross Capacity .................................................................................................................... 2-3
2.2.5 Soil Required for Operations ....................................................................................................... 2-3
2.2.6 Net Capacity ........................................................................................................................................ 2-3
2.2.7 C&D Landfill Operating Life ......................................................................................................... 2-3
2.2.8 Net Balance of On-Site Soils ......................................................................................................... 2-4
2.3 Containment and Environmental Control Systems ........................................................................ 2-4
2.3.1 Gas Collection System ..................................................................................................................... 2-4
2.3.2 Closure Cap System ......................................................................................................................... 2-4
2.3.3 Sedimentation and Erosion Control ......................................................................................... 2-5

Appendices
Appendix A Drawings

List of Tables
Table 2-1 Net Soils Balance .............................................................................................................................. 2-4

List of Figures
Figure 2-1 Gas Vent .............................................................................................................................................. 2-7

1-1
Section 1
Facility Drawings
A set of facility drawings has been prepared in compliance with Rule 15A NCAC 13B .0537 (d). These
drawings include conceptual site development sheets and are included in Appendix A.
1.1 Site Development
Seven drawings were prepared on topographic maps representative of existing site conditions. Sheets
SD-1 and SD-2 provide a topographical survey of the entire site including existing site conditions,
proposed site layout, and all property and facility boundaries. SD-1 and SD-2 also include the
following:
Areal limits of all solid waste management facilities and facility infrastructure, including landfill
units and buffer requirements set forth in Rule 15A NCAC 13B .0540(1).
Areal limits of borrow and stockpile areas.
Physical features referenced in Rule 15A NCAC 13B .0536 (location restrictions).
Sheet SD-2 illustrates the Phase 3 and 4 development and areal limits of grading. The drawing also
indicates the limits of the permitted Large Type 1 Compost Facility located south of the Phase 3 and 4
expansion area.
1.2 Landfill Construction
Sheet LC-1 includes the proposed grading plan for the subgrade of the Phase 3 and 4 expansion area,
which has a lateral footprint area of approximately 2.2 acres and 2.0 acres respectively. Sheet LC-2
depicts the proposed final contours for the C&D landfill expansion areas. Sheet LC-3 and LC-4 includes
cross sections of the Phase 3 and 4 basegrades and final cover.
1.3 Landfill Operation
Sheets LO-1 through LO-3 shows the proposed filling sequence with transitional contours, design
elements, and construction grading for Phase 3 and 4. The drawings represent the final planned
operations of the C&D landfill. The operational drawings for the Large Type 1 Compost Facility are
included in the compost operation plan previously submitted in the Phase 2 Permit to Construct
Application.

Section 1 • Facility Drawings

1-2
This page intentionally left blank.

2-1
Section 2
Facility Report
Section 2 of the Facility Plan provides the facility information as required by Rule .0537(e).
2.1 Waste Stream
Per Rule .0537(e)(1), the waste stream characteristics and facility specific management plans are
provided herein.
2.1.1 Types of Waste Specified for Disposal
From the Permit to Operate, dated September 4, 2014, the County is permitted to dispose of
construction and demolition (C&D) solid waste, inert debris, land-clearing debris, drums and barrels
(empty/perforated), and asphalt. In addition to these permitted items the County accepts a variety of
recyclable materials at designated drop-off locations within the facility. The Cabarrus County C&D
Landfill is also permitted to operate a Large Type 1 composting facility on the property with a capacity
of approximately 20,000 tons per year. The compost operations will only accept materials allowed by
the operating permit. The County will continue to dispose of waste types as specified in the current
Permit to Operate.
Waste types listed in Rule .0542(e) are not accepted for disposal at the landfill.
2.1.2 Disposal Rates
The original C&D unlined landfill area (7.6 acres) received a permit to operate in January 2007. The
Phase 1-Cell 1 expansion (0.8 acre) began operations in November 2011. The Phase 2 expansion (0.7
acres) began operations in 2014. The proposed Phase 3 expansion (2.2 acres) and Phase 4 expansion
(2.0 acres) are the last planned lateral expansions of the C&D landfill.
The current permit to operate approves the disposal of approximately 3,000 tons per month of C&D
waste. Waste disposal rates have averaged approximately 1,400 tons per month during the period of
analysis of May 2015 through August 2016. The proposed Phase 3 and 4 expansions are anticipated to
receive waste at a similar average monthly rate. Reviewing the historical variability in monthly
tonnages received at the landfill, the County anticipates the maximum monthly disposal rate should
not exceed 2,500 tons.
2.1.3 Areas Served by the Facility
The Cabarrus County C&D Landfill Expansion will accept waste streams originating from Cabarrus
County and the surrounding counties of Stanly, Rowan, and Mecklenburg.
Cabarrus County includes the incorporated municipalities of Concord, Harrisburg, Kannapolis (part),
Locust (part), Midland, Mount Pleasant, and Stanfield (part). Mecklenburg County includes Charlotte,
Cornelius, Davidson (part), Huntersville, Matthews, Mint Hill (part), Pineville, Stallings (part), and
Weddington (part). Rowan County includes the China Grove, Cleveland, East Spencer, Faith, Granite
Quarry, Kannapolis (part), Landis, Rockwell, Salisbury, and Spencer. Stanley County includes
Albemarle, Badin, Locust (part), Misenheimer, New London, Norwood, Oakboro, Red Cross, Richfield,
and Stanfield (part).
Section 2 • Facility Report

2-2
2.1.4 Segregated Management
The Cabarrus County Solid Waste staff place a high priority on proper management of incoming waste.
Waste screening and segregation procedures are included in the Operation Plan.
2.1.5 Landfill Equipment
Equipment currently owned by the County and utilized at the C&D landfill includes the following:
1 – CMI Trashmaster Compactor (TM3-75)
1 - CAT Bulldozer (D7H)
1 – Komatsu Bulldozer (D41P-6)
1 – Volvo Articulating Truck
1 – Water Truck
1 – Komatsu PC-300 Backhoe
1 – 2001 Bomag CMI 3-70C Compactor
No additional equipment purchases are anticipated as a result of expanding the C&D landfill.
2.2 Landfill Capacity
2.2.1 Gross Capacity
AutoCAD Civil 3D 2012 software was used to estimate the gross capacity (i.e.; volume between the
base grades and the top of the final cover grades) for the C&D landfill Phase 3 and 4 expansions. The
gross capacity (waste ,daily cover and final cover) of the landfill Phase 3 expansion is approximately
175,971 cubic yards (CY). The Phase 3 gross capacity is based on a filling area of 3.4 acres, consisting
of a 2.2-acre expansion area and 1.2-acre piggyback area on the existing southern slope of Phase 2.
The gross capacity of the landfill Phase 4 expansion is approximately 165,326 CY. The Phase 4 gross
capacity is based on a total acreage of 3.2 acres.
2.2.2 Volume to Bottom of Final Cover
AutoCAD Civil 3D 2012 software was used to estimate the Phase 3 and 4 volumes from subgrade to
the bottom of final cover, which equals 159,515 CY and 149,838 CY respectively.
2.2.3 Soil Required for Final Cover
The final cover system is a 3-foot thick soil cover comprised of an 18-inch Erosion layer and an 18-
inch low-permeability barrier layer. The final cover material volume required to construct the final
cover components of the erosion layer and low-permeability layer for Phase 3 and 4 are determined
as follows:
Final Cover = Final Cover Area x 3-foot Thick Cover
Phase 3 Final Cover (excluding intermediate cover) = 3.4 acres x 3-foot Thick Cover
Phase 4 Final Cover (excluding intermediate cover) = 3.2 acres x 3-foot Thick Cover
Section 2 • Facility Report

2-3
The soil volume required for the erosion and low-permeability components of the final cover system
for Phase 3 and 4 are approximately 16,456 CY and 15,488 CY respectively.
2.2.4 Phased Gross Capacity
The phased gross capacity final cover material volume required to construct the three-foot thick final
cover system for each phase is determined as follows:
Gross Capacity = [Volume to Bottom of Final Cover + 3-foot Thick Final Cover]
Phase 3 Gross Capacity = 159,515 CY + 16,456 CY = 175,971 CY
Phase 4 Gross Capacity = 149,838 CY + 15,488 CY = 165,326 CY
The Phase 3 and 4 landfill expansion gross airspace capacity includes waste, daily cover and final
cover.
2.2.5 Soil Required for Operations
The County will use onsite soil for operations and if required additional soil will be obtained from
offsite borrow sources. An intermediate, stabilizing material will be used for areas which will not
have additional wastes placed for three months or more, but where final termination of disposal
operations has not occurred. When the County resumes disposal in these areas, they will scrape off
the intermediate cover and use it for operational cover needs.
2.2.6 Net Capacity
The net capacity available for C&D waste material disposal is estimated as:
Net Capacity = Gross Capacity – Final Cover
Phase 3 Net Capacity = 175,971 CY – 16,456 CY = 159,515 CY
Phase 4 Net Capacity = 165,326 CY – 15,488 CY = 149,838 CY
2.2.7 C&D Landfill Operating Life
The operating life of the Phase 3 and 4 C&D landfill is calculated by converting the available net
airspace to available C&D waste tonnage. The C&D in-place density including daily cover soils is
anticipated to be approximately 0.51 tons per cubic yard (CY), which is based on historical data.
Available tonnage is estimated as follows:
Available Tonnage = Net Capacity x 0.51 tons/ CY
Phase 3 Available Tonnage = 159,515 CY x 0.51 tons/ CY = 81,353 tons
Phase 4 Available Tonnage = 149,838 CY x 0.51 tons/ CY = 76,418 tons
The approximate monthly disposal rate of the C&D landfill is discussed in Paragraph 2.1.2. The
average monthly disposal rate is used in the following calculation to determine the operating life for
the C&D expansion:

Section 2 • Facility Report

2-4
Operating Life = (Available Tonnage/Average Disposal Rate)/(12 mon/ yr.)
Phase 3 Operating Life = (81,353 tons/1,400 tons)/(12 mon/ yr.) = 4.84 years
Phase 4 Operating Life = (76,418 tons/1,400 tons)/(12 mon/ yr.) = 4.64 years
2.2.8 Net Balance of On-Site Soils
Earthwork fill volumes associated with the construction of Phase 3 and 4 of the C&D landfill were
estimated based on the proposed base grades. A volume computation, using AutoCAD Civil 3D 2012,
resulted in the volumes shown in the net soil balance for the construction of Phase 3 and 4. The
excavation and backfill work associated with Phase 3 provides approximately 33,000 CY of cut and
6,000 CY of fill material. Therefore, the soil balance during construction is estimated to be a soil
surplus of approximately 27,000 CY. The excavation and backfill work associated with Phase 4
provides approximately 33,000 CY of cut and 3,000 CY of fill material. Therefore, the soil balance
during construction is estimated to be a soil surplus of approximately 30,000 CY. Table 2-1 presents
the net soil required for construction and closure of Phase 3 and 4.
Table 2-1 Net Soils Balance
Phase Net Soil Required (yd3)
Construction Final Cover TOTAL
3 27,000 -16,456 10,544
4 30,000 -15,488 14,512

Soil from initial excavation will provide adequate soil for operations and final cover for the proposed
Phase 3 and 4 C&D landfill expansions.
2.3 Containment and Environmental Control Systems
2.3.1 Gas Collection System
The placement of a low-permeability final cover system will prevent the release of landfill gas
generated during the post-closure period. To minimize pressures exerted on the final cover, a gas
venting system will be installed below the low-permeability barrier. The exact location of the vertical
gas wells will be determined at the time of closure. Generally, one vertical well per acre is anticipated
to be installed. A bentonite seal and synthetic boot will be installed around the vertical gas well to
prevent storm water infiltration. The depth of the vertical gas wells will extend from final grade to
within no more than 10 feet of the landfill subgrade. Figure 2-1 provides a section detail of the
proposed vertical gas well design.
2.3.2 Closure Cap System
The final cover system is designed to minimize the amount of storm water infiltration into the landfill
and to resist erosive forces. The cap system consists of an erosion layer and low-permeability barrier
layer. The multi-layered cap system will provide a permeability less than or equal to the bottom
subgrade layer of the proposed unlined landfill expansion. The cap system (listed from top to bottom)
is described below:
An 18-inch Erosion (vegetative soil) Layer consisting of soil capable of supporting native plant
growth.
Section 2 • Facility Report

2-5
An 18-inch Low-Permeability Barrier Layer of earthen material with permeability no greater
than 1.0x10-5 cm/s.
The post-settlement grades of the top surface slopes will not be less than 5 percent (to prevent
ponding) and the side slopes will not exceed 33 percent (to minimize erosion).
2.3.3 Sedimentation and Erosion Control
A Sedimentation and Erosion Control Plan will be submitted for approval to the NCDEQ, Land Quality
Section before construction of Phase 3 and 4. Temporary stormwater diversion berms will be utilized
to minimize the amount of stormwater that comes in contact with waste. Erosion control measures,
such as silt fences, fast germinating vegetation, and diversion channels will be installed as necessary to
control sedimentation and erosion during construction activities.

Section 2 • Facility Report

2-6
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Figure No. 2-1
Gas Vent

Part 2
Facility Plan

Appendix A
Drawings

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Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Engineering Plan
Cabarrus County, North Carolina
October 2016

i
Table of Contents

Section 1 Purpose
Section 2 Facility Design Components
2.1 Landfill Subgrades ........................................................................................................................................ 2-1
2.2 Leachate Management ................................................................................................................................ 2-1
2.3 Stormwater Control System ..................................................................................................................... 2-2
2.4 Final Cover System ....................................................................................................................................... 2-2
Section 3 Design Methods, Assumptions, and References
3.1 Analytical Methods Used to Evaluate the Design ............................................................................ 3-1
3.2 Critical Conditions Evaluated and Assumptions.............................................................................. 3-1
3.3 Technical References ................................................................................................................................... 3-1
3.4 Location Restrictions ................................................................................................................................... 3-1
Section 4 Description of Materials and Construction Practices

Appendices
Appendix A Calculations
Appendix B Design Geotechnical Evaluation
Appendix C Design Hydrogeological Report
Appendix D Engineering Drawings

List of Figures
Figure 2-1 Unlined Disposal Area Section .................................................................................................. 2-1
Figure 2-2 Final Cover System ......................................................................................................................... 2-3

1-1
Section 1
Purpose
The purpose of this Engineering Plan is to present the design plans and calculations for the proposed
Phase 3 expansion of the Cabarrus County C&D landfill. This Engineering Plan was prepared in
accordance with the North Carolina Solid Waste Rule 15A NCAC 13B .0539, Engineering Plan for C&D
Landfill Facilities. The design is discussed in Sections 2-4 with calculations, geotechnical evaluation,
hydrogeological evaluation, and drawings provided in Appendices A, B, C, and D, respectively.

Section 1 • Purpose

1-2
This page intentionally left blank.

2-1
Section 2
Facility Design Components
The purpose of this section is to describe the engineering components of the Phase 3 unlined
expansion of the Cabarrus County C&D landfill.
2.1 Landfill Subgrade
The proposed subgrade is designed in conformance with Title 15A of the North Carolina
Administrative Code, Subchapter 13B, Section .0540 (2) and will be constructed according to the
following:
Post-settlement bottom elevations of waste will be a minimum four feet above the seasonal high
ground-water table and the bedrock datum plane contours as established in the Appendix C –
Design Hydrogeological Report.
In-situ or modified soils making up the upper two feet of separation will consist of SC, SM, ML,
CL, MH, or CH soils per Unified Soil Classification System.
The total footprint of the Phase 3 unlined expansion is approximately 3.4 acres, which consists of a
2.2-acre southern expansion plus a 1.2-acre piggyback area on the existing southern slope.
The landfill subgrade will be constructed by excavating existing soils to the elevations shown on the
Engineering Plan drawings provided in Appendix D. The subgrade will be stable and inspected by a
qualified geologist or engineer when excavation is completed. The existing soils are classified as SC,
SM, ML, CL, MH, or CH soils per the Unified Soil Classification System. A sectional view of the unlined
disposal area is provided in Figure 2-1 below.

Figure 2-1 Unlined Disposal Area Section

2.2 Leachate Management
In accordance with Rule .0542(l)(4), leachate shall be contained onsite or properly treated prior to
discharge. Through the use of containment berms and the existing C&D waste mass, leachate from the
Phase 3 unlined expansion area will be contained within the C&D landfill disposal areas.

C&D Waste
Landfill Subgrade

Section 2 • Facility Design Components

2-2
2.3 Stormwater Control System
The proposed Phase 3 lateral expansion will piggyback on top of the southern slope of the existing
C&D landfill. Existing sedimentation ponds along with temporary diversion berms and drainage
ditches will be used to control stormwater runoff during construction and operation of the Phase 3
expansion. Diversion berms will be utilized on the southern slope of the existing C&D landfill to divert
stormwater runoff from the active Phase 3 disposal areas.
The Phase 3 expansion project will include construction of drainage ditches along the entire perimeter
of the expansion area as well as drainage ditches to the existing sedimentation pond south of the
Phase 3 area. The drainage ditch to the south sedimentation basin will include a 24” RCP culvert in
order to divert stormwater underneath an existing access road. Stormwater will also be conveyed to
the existing sedimentation pond located west of the existing landfill. Additionally, temporary
stormwater diversion berms, downdrains and temporary stormwater pumps will be used to convey
water to the existing sedimentation ponds. The Phase 3 expansion does not require the construction
of a new sedimentation pond to handle stormwater runoff. The existing ponds provide sufficient
capacity to handle the anticipated stormwater flows from the expansion area.
Sediment ponds, berms and swales were designed based on a 10-year, 24-hour storm event.
Perimeter channels/drainage ditches, channel lining, downdrains/pipes and erosion and sediment
control measures were designed based on a 25-year, 24-hour storm event. The design calculations are
provided in Appendix A.
Temporary stormwater control devices such as check dams and silt fencing will be used during
construction to control sediment laden stormwater runoff. These devices will remain in use until
construction has been completed, areas have been stabilized, and all stormwater is diverted into and
controlled by the permanent stormwater control devices. During the initial filling operations in the
southern lateral expansion area, stormwater segregation berms will be utilized to minimize the
landfill area where stormwater runoff will come in contact with waste materials. A temporary pump
will be utilized to pump stormwater from the landfill area to minimize the ponding of water in the
active disposal areas. The planned stormwater segregation berms are shown on the Engineering Plan
drawings.
Prior to construction, the engineer will submit for approval a Sedimentation and Erosion Control
Permit Application to North Carolina Department of Environmental Quality (NCDEQ) Division of
Energy, Mineral, and Land Resources, Land Quality Section prepared in accordance with the North
Carolina Erosion and Sediment Control Planning and Design Manual, which will include all temporary
stormwater control devices.
2.4 Final Cover System
The final cover system has been designed to minimize the amount of storm water infiltration into the
landfill and to resist erosive forces. The 2.2-acre Phase 3 southern expansion area will be unlined
similar to the 0.7-acre Phase 2 expansion.
The Phase 3 expansion and existing unlined C&D landfill areas will receive a three foot thick final
cover system consisting of the following layers (listed from top to bottom):
An 18-inch Erosion Layer consisting of soil capable of supporting native plant growth,
Section 2 • Facility Design Components

2-3
An 18-inch Low-Permeability Barrier Layer of earthen material with permeability no greater
than 1.0x10-5 cm/s.
Figure 2-2 provides a detail of the proposed final cover system. The post-settlement grades of the top
surface slopes will be at least five percent to prevent ponding.

18-inch Erosion Layer

18-inch Low-Permeability Barrier
Layer

C&D Waste

The final side slopes are designed at 33%. Rule 0.543(c)(3)(C) allows for slopes greater than 25% if
the design is certified by a licensed professional engineer in the State of North Carolina to be stable,
encourage runoff, and be safe to construct, operate and maintain. As demonstrated in Part 2:
Engineering Report, Appendix B – Design Geotechnical Evaluation all of these conditions will be met
by the proposed design.
The Closure Plan grades and stormwater controls are shown on the Engineering Plan drawings.
Closure cap stormwater calculations are provided in Appendix A.

Figure 2-2 Final Cover System
Section 2 • Facility Design Components

2-4
This page intentionally left blank.

3-1
Section 3
Design Methods, Assumptions, and References
3.1 Analytical Methods Used to Evaluate the Design
The stormwater erosion and sedimentation controls and structures are designed in accordance with
the North Carolina Erosion and Sediment Control Planning and Design Manual. The entire set of
design calculations for the erosion and sedimentation control system is contained in Appendix A of
this Engineering Plan. The County will apply for an erosion and sediment control permit prior to
construction.
Stormwater calculations are included in Appendix A of this report addressing the perimeter drainage
ditches, channel dimensions and temporary/permanent erosion control protection for the final cover
swales, and verification of the existing sediment basins design.
The design geotechnical evaluation is included in Appendix B and contains descriptions of the
geotechnical methods used to analyze the design of the facility and associated calculations.
3.2 Critical Conditions Evaluated and Assumptions
The following assumptions and critical conditions were made for the landfill design:
The 10-year, 24-hour storm event was assumed in the sizing of berms/swales and sediment
ponds.
The 25-year, 24-hour storm event was assumed in the design of the main perimeter channels,
channel lining, downdrains/pipes, and erosion and sedimentation control measures.
3.3 Technical References
The following references were used for the design and evaluation of the landfill.
North Carolina Erosion and Sediment Control Planning and Design Manual
AutoCAD Civil 3D Design Software
Win TR-55 Modeling Software
NOAA Precipitation Frequency Data for Cabarrus County
FHWA Hydraulic Design Publications
Manning’s Equation for Open Channel Flow
3.4 Location Restrictions
Rule .0539(d)(1)(D) requires that a report be prepared and submitted demonstrating compliance
with the location restrictions in Rule .0536. Rule .0536(c)(4) through (10) requires documentation or
Section 3 • Design Methods, Assumptions, and References

3-2
approvals by agencies other than the Division of Solid Waste Management that demonstrate
compliance with specific location criteria.
The Substantial Amendment and Permit to Construct Application submitted in December 2009
addressed the location restrictions associated with the Phase 3 expansion area. Pertinent
documentation is included in Part 1: Facility Plan, Appendix B: Location Restrictions in the December
2009 application.
The Phase 3 expansion area complies with the location restriction criteria, therefore, the location
restrictions requirements in Rule .0536 were not revisited from the December 2009 Substantial
Amendment Application.

4-1
Section 4
Description of Materials and Construction
Practices
A detailed description of the materials and construction practices that will be used during the
construction of the Cabarrus County C&D landfill Phase 3 expansion is provided in the Construction
Quality Assurance (CQA) Plan, which is Part 4 of this permit application. The design calculations and
evaluations used in determining material specifications are located in Appendices A through C of the
Engineering Plan.

Section 4 • Description of Materials and Construction Practices

4-2
This page intentionally left blank.
Part 3
Engineering Plan

Appendix A
Calculations

TR-55 Runoff Analysis Calculations
CALCULATION COVER SHEET
Project Title Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Client Cabarrus County
Project number 1278-114357
Calculation title TR-55 Runoff Analysis
Calculated by/date Bridget Wlosek, CDM Smith 7/20/2016
Reviewed by/date Matthew Brokaw, CDM Smith 8/3/2016
Purpose of the calculation To determine the peak runoff for the 10-year and 25- year,
24 hour storm events for the Phase III expansion project of
the Cabarrus County C&D Landfill and determine the peak
flow to sedimentation basins, drainage ditches and culverts.
Results The peak runoff quantities for the 10 and 25 year, 24 hour,
design storm events are shown in the TR-55 analysis
provided.
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WinTR-55 Current Data Description
--- Identification Data ---
User: Wlosek Date: 9/2/2016
Project: Cabarrus Units: English
SubTitle: Phase 3 LF Expansion Areal Units: Acres
State: North Carolina
County: Cabarrus NOAA-B
Filename: C:\Users\wlosekbk\Documents\Cabarrus\Cabarrus tr-55\Phase 2 LF Expansion.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
A1 Outlet 2.54 79 0.1
A2 Outlet 3.25 79 .102
A4 Outlet 7.08 72 .352
Ap Outlet 0.6 98 0.1
Total area: 13.47 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.47 4.35 5.05 6.0 6.75 7.53 2.87
Storm Data Source: Cabarrus NOAA-B County, NC (NRCS)
Rainfall Distribution Type: Type NO_B
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.47 4.35 5.05 6.0 6.75 7.53 2.87
Storm Data Source: Cabarrus NOAA-B County, NC (NRCS)
Rainfall Distribution Type: Type NO_B
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 10-Yr 25-Yr 100-Yr
Identifier (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
A1 5.99 10.95 14.05 19.08
A2 7.63 13.95 17.88 24.32
A4 7.00 14.90 20.07 28.81
Ap 2.54 3.72 4.42 5.55
REACHES
OUTLET 20.24 38.15 49.53 68.42
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2-Yr 10-Yr 25-Yr 100-Yr
Identifier (cfs) (cfs) (cfs) (cfs)
(hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
A1 5.99 10.95 14.05 19.08
12.12 12.12 12.12 12.12
A2 7.63 13.95 17.88 24.32
12.12 12.12 12.12 12.12
A4 7.00 14.90 20.07 28.81
12.27 12.27 12.27 12.26
Ap 2.54 3.72 4.42 5.55
12.12 12.12 12.12 12.12
REACHES
OUTLET 20.24 38.15 49.53 68.42
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
A1 2.54 0.100 79 Outlet
A2 3.25 0.102 79 Outlet
A4 7.08 0.352 72 Outlet
Ap .60 0.100 98 Outlet
Total Area: 13.47 (ac)
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
A1
SHEET 100 0.3300 0.050 0.021
SHALLOW 320 0.3300 0.050 0.010
Time of Concentration 0.1
========
A2
SHEET 100 0.3000 0.050 0.022
SHALLOW 885 0.0360 0.050 0.080
Time of Concentration .102
========
A4
SHEET 100 0.0360 0.400 0.272
SHALLOW 885 0.0360 0.050 0.080
Time of Concentration .352
========
Ap
User-provided 0.1
Time of Concentration 0.1
========
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
A1 Pasture, grassland or range (fair) C 2.54 79
Total Area / Weighted Curve Number 2.54 79
==== ==
A2 Open space; grass cover 50% to 75% (fair) C 3.25 79
Total Area / Weighted Curve Number 3.25 79
==== ==
A4 Woods - grass combination (good) C 7.08 72
Total Area / Weighted Curve Number 7.08 72
==== ==
Ap User defined urban (Click button or C .6 98
Total Area / Weighted Curve Number .6 98
== ==
WinTR-55, Version 1.00.10 Page 1 9/2/2016 9:54:07 AM
WinTR-55 Current Data Description
--- Identification Data ---
User: Wlosek Date: 8/1/2016
Project: Cabarrus Units: English
SubTitle: Phase 3 LF Expansion Areal Units: Acres
State: North Carolina
County: Cabarrus NOAA-B
Filename: C:\Users\wlosekbk\Documents\Cabarrus\Cabarrus tr-55\Phase 3 LF Expansion.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
C1 Outlet 1.9 79 0.100
C2 Outlet 1.7 79 0.100
C3 Outlet 0.73 79 0.100
C4 Outlet 1.1 79 0.100
C5 Outlet 2.93 79 0.1
C6 Outlet 2.03 79 .101
Cp Outlet 0.33 98 0.100
Total area: 10.72 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.47 4.35 5.05 6.0 6.75 7.53 2.87
Storm Data Source: Cabarrus NOAA-B County, NC (NRCS)
Rainfall Distribution Type: Type NO_B
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.47 4.35 5.05 6.0 6.75 7.53 2.87
Storm Data Source: Cabarrus NOAA-B County, NC (NRCS)
Rainfall Distribution Type: Type NO_B
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 10-Yr 25-Yr 100-Yr
Identifier (cfs) (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
C1 4.48 8.19 10.51 14.27
C2 4.02 7.34 9.42 12.78
C3 1.72 3.15 4.04 5.48
C4 2.60 4.75 6.09 8.27
C5 6.91 12.64 16.21 22.01
C6 4.77 8.73 11.19 15.20
Cp 1.40 2.06 2.45 3.07
REACHES
OUTLET 25.90 46.83 59.88 81.09
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2-Yr 10-Yr 25-Yr 100-Yr
Identifier (cfs) (cfs) (cfs) (cfs)
(hr) (hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
C1 4.48 8.19 10.51 14.27
12.12 12.12 12.12 12.12
C2 4.02 7.34 9.42 12.78
12.12 12.12 12.12 12.12
C3 1.72 3.15 4.04 5.48
12.12 12.12 12.12 12.12
C4 2.60 4.75 6.09 8.27
12.12 12.12 12.12 12.12
C5 6.91 12.64 16.21 22.01
12.12 12.12 12.12 12.12
C6 4.77 8.73 11.19 15.20
12.12 12.12 12.12 12.12
Cp 1.40 2.06 2.45 3.07
12.12 12.12 12.12 12.12
REACHES
OUTLET 25.90 46.83 59.88 81.09
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
C1 1.90 0.100 79 Outlet
C2 1.70 0.100 79 Outlet
C3 .73 0.100 79 Outlet
C4 1.10 0.100 79 Outlet
C5 2.93 0.100 79 Outlet
C6 2.03 0.101 79 Outlet
Cp .33 0.100 98 Outlet
Total Area: 10.72 (ac)
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
C1
SHEET 100 0.1500 0.050 0.029
SHALLOW 83 0.3300 0.050 0.002
CHANNEL 571 0.0200 0.050 12.00 6.32 6.344 0.025
Time of Concentration 0.100
========
C2
SHEET 100 0.1500 0.050 0.029
SHALLOW 69 0.3333 0.050 0.002
CHANNEL 303 0.0200 0.050 12.00 6.32 6.474 0.013
Time of Concentration 0.100
========
C3
SHEET 55 0.3636 0.050 0.013
CHANNEL 451 0.0200 0.050 12.00 6.32 6.594 0.019
Time of Concentration 0.100
========
C4
SHEET 100 0.0200 0.050 0.065
SHALLOW 17 0.0200 0.050 0.002
CHANNEL 230 0.0200 0.050 12.00 6.32 6.389 0.010
Time of Concentration 0.100
========
C5
SHEET 100 0.0200 0.050 0.065
SHALLOW 274 0.0200 0.050 0.033
Time of Concentration 0.1
========
C6
SHEET 100 0.0200 0.050 0.065
SHALLOW 293 0.0200 0.050 0.036
Time of Concentration .101
========
Cp
User-provided 0.100
Time of Concentration 0.100
========
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM
Wlosek Cabarrus
Phase 3 LF Expansion
Cabarrus NOAA-B County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
C1 Open space; grass cover 50% to 75% (fair) C 1.9 79
Total Area / Weighted Curve Number 1.9 79
=== ==
C2 Open space; grass cover 50% to 75% (fair) C 1.7 79
Total Area / Weighted Curve Number 1.7 79
=== ==
C3 Open space; grass cover 50% to 75% (fair) C .73 79
Total Area / Weighted Curve Number .73 79
=== ==
C4 Open space; grass cover 50% to 75% (fair) C 1.1 79
Total Area / Weighted Curve Number 1.1 79
=== ==
C5 Open space; grass cover 50% to 75% (fair) C 2.93 79
Total Area / Weighted Curve Number 2.93 79
==== ==
C6 Open space; grass cover 50% to 75% (fair) C 2.03 79
Total Area / Weighted Curve Number 2.03 79
==== ==
Cp User defined urban (Click button or C .33 98
Total Area / Weighted Curve Number .33 98
=== ==
WinTR-55, Version 1.00.10 Page 1 8/1/2016 11:26:43 AM

Stormwater Calculations
Sediment Basins, Drainage Ditches, and Culvert

Figure 2
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the Phase 3 C&D landfill
expansion on the existing sediment basin constructed in the Phase 2
C&D landfill expansion.
Based on the attached information and the requirements for NCDEQ
SWS, the design minimums for the existing sediment basin are:
Pond total volume >= 28,386 Cu. Ft.
Surface Area >= 23,560 Sq. Ft.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Sediment Basin #1 (SB-1) Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin CHECKED BY M. BROKAW PAGE NO.1 of 3
Sediment Basin
Task:
Approach:
-Using the parameters provided in the E/SC Design Manual, design the Sediment pond.
Design Parameters:
-Minimum Pond Volume =1800 cubic feet per acre of disturbed area entering the basin.
-Minimum Surface Area =435 square feet per cfs for the Q10
-Min L/W Ratio = 2:1
-Max L/W Ratio = 6:1
-Min depth = 2 ft
-Baffles required=3
-Primary Spillway = Riser/Barrel
Given:
- Drainage Area =15.4 acres (See TR-55 Runoff Analysis, Fig-1)
Development
-Calculated the required surface area(SA) (See Table 1 below)
(Q in cfs)
-Calculate the required volume (V) (See Table 1 below)
(A in acres)
Table: 1.
Device Disturbed Area
Description
Drainage
Area (ac)
Peak Flow
(cfs)
Required
Storage
Volume (cf)
Required
Surface Area
(sf)
Required Depth (ft)
SB-1 DA 15.4 51.7 27,666 22,494 2.0
Size requirements for Sedimentation Basin #1 (SB-1), as shown on Figure 2.
QSA435
AV3600
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin CHECKED BY M. BROKAW PAGE NO.2 of 3
Conclusion:
Basin Dimensions:
Min 2:1 L/W Ratio (Max 6:1 L/W Ratio)
Width = W
Length = L
Area = A
Assume Max ratio
W = (A/6)^(1/2)
W =61 ft
L = 6 X W
L = 366 ft
-Basin Volume Calculation (w/side slopes):
Assuming Top of Basin Dimensions:
W L=366 feet D Depth
W=61 feet 1
L M=3.0 ft/ft
Depth Area Incr. Vol Acc. Vol
(ft)(sf)(cf)(cf)
0 22,326 0 0
1 19,800 21,063 21,063
2 17,346 18,573 39,636
3 14,964 16,155 55,791
4 12,654 13,809 69,600
5 10,416 11,535 81,135
6 8,250 9,333 90,468
Volume @ 2 ft =
Length =366 ft
Width =61 ft
Min. Depth =2.0 ft
-Riser Barrel Outflow:
** Previously designed, installed, and operating vertical Riser (36" CMP Riser) and horizontal Barrel
Pipe (18" CMP Barrel) were in place for a 30% larger sediment basin and therefore are more than
sufficient for the primary spillway system. The existing spillway is designed to accommodate a
peak runoff of 122.0 cfs >> 54.16 cfs. (Previous calculation done by P. Stout, CDM Smith in 2009)
Based on NCDEQ's ESC Sediment Basin requirements. SB-1 has a required storage volume and a required
surface area equal to the volume and area listed in Table 1 above.
39,636 ft3 > 27,666 ft3
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin CHECKED BY M. BROKAW PAGE NO.3 of 3
-Sediment Basin Required Dimensions
Length =366 ft
Width =61 ft
Depth =2.0 ft
Side slopes =3:1
Surface Area =22,326 ft2
Storage Volume =39,636 ft3
** These are the minimum dimension requirements.
-Sediment Basin Current Capacity
SB-1 has a current storage volume of approximately 86,404 cf. Therefore, SB-1 has sufficient capacity.
A
Project Title
Size requirements for Sedimentation Basin #2 (SB-2), as shown on Figure 2.
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the Phase 3 C&D landfill
expansion on the existing southern sediment basin.
Based on the attached information and the requirements for NCDEQ
SWS, the design minimums for the existing sediment basin are:
Pond total volume >= 15,876 Cu. Ft.
Surface Area >= 16,821 Sq. Ft.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Sediment Basin #2 (SB-2) Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin #2 CHECKED BY M. BROKAW PAGE NO.1 of 3
Sediment Basin
Task:
Approach:
-Using the parameters provided in the E/SC Design Manual, design the Sediment pond.
Design Parameters:
-Minimum Pond Volume =1800 cubic feet per acre of disturbed area entering the basin.
-Minimum Surface Area =435 square feet per cfs for the Q10
-Min L/W Ratio = 2:1
-Max L/W Ratio = 6:1
-Min depth = 2 ft
-Baffles required=3
-Primary Spillway = Riser/Barrel
Given:
- Drainage Area =8.8 acres (See TR-55 Runoff Analysis, Fig-1)
Development
-Calculated the required surface area(SA) (See Table 1 below)
(Q in cfs)
-Calculate the required volume (V) (See Table 1 below)
(A in acres)
Table: 1.
Device Disturbed Area
Description
Drainage
Area (ac)
Peak Flow
(cfs)
Required
Storage
Volume (cf)
Required
Surface Area
(sf)
Required Depth (ft)
SB-1 DA 8.8 38.7 15,876 16,821 2.0
Size requirements for Sedimentation Basin #2 (SB-2), as shown on Figure 2.
QSA435
AV3600
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin CHECKED BY M. BROKAW PAGE NO.2 of 3
Conclusion:
Basin Dimensions:
Min 2:1 L/W Ratio (Max 6:1 L/W Ratio)
Width = W
Length = L
Area = A
Assume Max ratio
W = (A/6)^(1/2)
W =53 ft
L = 6 X W
L = 318 ft
-Basin Volume Calculation (w/sideslopes):
Assuming Top of Basin Dimensions:
W L=318 feet D Depth
W=53 feet 1
L M=3.0 ft/ft
Depth Area Incr. Vol Acc. Vol
(ft)(sf)(cf)(cf)
0 16,854 0 0
1 14,664 15,759 15,759
2 12,546 13,605 29,364
3 10,500 11,523 40,887
4 8,526 9,513 50,400
5 6,624 7,575 57,975
6 4,794 5,709 63,684
Volume @ 2 ft =
Length =318 ft
Width =53 ft
Min. Depth =2.0 ft
Based on NCDEQ's ESC Sediment Basin requirements. SB-2 has a required storage volume and a required
surface area equal to the volume and area listed in Table 1 above.
29,364 ft3 > 15,876 ft3
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Sediment Basin CHECKED BY M. BROKAW PAGE NO.3 of 3
-Sediment Basin Required Dimensions
Length =318 ft
Width =53 ft
Depth =2.0 ft
Sideslopes =3:1
Surface Area =16,854 ft2
Storage Volume =29,364 ft3
** These are the minimum dimension requirements.
-Sediment Basin Current Capacity
SB-2 has a current storage volume of approximately 53,475 cf. Therefore, SB-2 has sufficient capacity.
A
CALCULATION COVER SHEET
Project Title Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Client Cabarrus County
Project Number 1278-114357
Calculation Title West Perimeter Channel Design
Calculated By - Date Bridget Wlosek, CDM
Smith
7/20/2016
Reviewed By - Date Matt Brokaw, CDM Smith 8/3/2016
Purpose of the Calculation Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for west perimeter channel.
Results Minimum requirements for the west perimeter channel are:
Depth >= 2 feet, triangular channel, 3H:1V side slopes. American
Excelsior- Curlex II or approved equivalent should be installed
along the entire length of channel.
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL West Perimeter Channel CHECKED BY M. BROKAW PAGE NO.1 of 2
Task:
OBJECTIVE
- Design channel cross section and permanent lining for West Perimeter Channel at Cabarrus C&D Landfill.
Design Parameters:
-Drainage Area =1.9 acres (See TR-55 Runoff Analysis
-Design storm frequency = 25 year Fig-1, Drainage Area C1)
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis.
Q25-YR =10.5 cfs
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
Channel Characteristics
B =0 H,V =3
n =0.04 Q25-YR =10.5
The value for n is obtained from Attachment 1
s =0.01 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
0.50 0.75 3.16 0.24 2.82 0.29
0.70 1.47 4.43 0.33 2.82 0.70
1.18 4.16 7.45 0.56 2.82 2.82
2.00 12.00 12.65 0.95 2.82 11.59
.
Normal depth =1.18 feet
Freeboard = 0.82 feet
Velocity at Normal Depth, feet/sec:2.5 feet/sec
Design depth = 2.00 feetUse = 1.2 feet
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL West Perimeter Channel CHECKED BY M. BROKAW PAGE NO.2 of 2
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 25 year 24-hr event
- Calculate shear stress
T = ydS T = shear stress in lb/sf
T =0.74 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Determine appropriate channel lining (Table 8.05g)
Minimum Recommended Lining =Double liner
RESULTS
Below are the recommended channel dimensions and characteristics.
2.0 = Channel Depth (feet)
2.5 =Channel Velocity (feet/sec) for the 25-year 24-hr
0.74 = Shear Stress for the 25-year 24-hr event
Double liner
CONCLUSION
The 2.0 feet perimeter channel with Excelsior matting (Tmax=1.75 lb/ft2)
and vegetative cover will convey with a 0.82' freeboard
the peak flow from a 25-year, 24-hr storm event.
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for east perimeter channel.
Minimum requirements for the west perimeter channel are: Depth
>= 2 feet, triangular channel, 3H:1V side slopes. American Excelsior-
Curlex II or approved equivalent should be installed along the entire
length of channel.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
East Perimeter Channel Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL East Perimeter Channel CHECKED BY M. BROKAW PAGE NO.1 of 2
Task:
OBJECTIVE
Design Parameters:
-Drainage Area =2.1 acres (See TR-55 Runoff Analysis
-Design storm frequency = 25 year Fig-1, Drainage Areas C2 &
0.5*C3)
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis.
Q25-YR =11.4 cfs
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
Channel Characteristics
B =0 H,V =3
n =0.04 Q25-YR =11.4
The value for n is obtained from Attachment 1
s =0.01 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
0.50 0.75 3.16 0.24 3.07 0.29
0.70 1.47 4.43 0.33 3.07 0.70
1.22 4.44 7.69 0.58 3.07 3.07
2.00 12.00 12.65 0.95 3.07 11.59
.
Normal depth =1.22 feet
Freeboard = 0.78 feet
Velocity at Normal Depth, feet/sec:2.6 feet/sec
Design depth = 2.00 feetUse = 1.2 feet
- Design channel cross section and permanent lining for East Perimeter Channel at Cabarrus C&D Landfill.
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL East Perimeter Channel &CHECKED BY M. BROKAW PAGE NO.2 of 2
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 25 year 24-hr event
- Calculate shear stress
T = ydS T = shear stress in lb/sf
T =0.76 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Determine appropriate channel lining (Table 8.05g)
Minimum Recommended Lining =Double liner
RESULTS
Below are the recommended channel dimensions and characteristics.
2.0 = Channel Depth (feet)
2.6 =Channel Velocity (feet/sec) for the 25-year 24-hr
0.76 = Shear Stress for the 25-year 24-hr event
CONCLUSION
The 2.0 feet perimeter channel with Excelsior matting (Tmax=1.75 lb/ft2)
and vegetative cover will convey with a 0.78' freeboard
the peak flow from a 25-year, 24-hr storm event.
Double liner
A
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for drainage ditch #1.
Minimum requirements for the west perimeter channel are: Depth
>= 2 feet, triangular channel, 3H:1V side slopes. American Excelsior-
Curlex II or approved equivalent should be installed along the entire
length of ditch.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Drainage Ditch #1 Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Drainage Ditch #1 CHECKED BY M. BROKAW PAGE NO.1 of 2
Task:
OBJECTIVE
Design Parameters:
-Drainage Area =2.4 acres (See TR-55 Runoff Analysis
-Design storm frequency = 25 year Fig-1, Drainage Areas C2 & C3)
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis.
Q25-YR =13.5 cfs
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
Channel Characteristics
B =0 H,V =3
n =0.04 Q25-YR =13.5
The value for n is obtained from Attachment 1
s =0.015 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
0.50 0.75 3.16 0.24 2.95 0.29
0.70 1.47 4.43 0.33 2.95 0.70
1.20 4.32 7.59 0.57 2.95 2.97
2.00 12.00 12.65 0.95 2.95 11.59
.
Normal depth =1.20 feet
Freeboard = 0.80 feet
Velocity at Normal Depth, feet/sec:3.1 feet/sec
Design depth = 2.00 feetUse = 1.2 feet
- Design channel cross section and permanent lining for Drainage Ditch #1 at Cabarrus C&D Landfill.
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Drainage Ditch #1 CHECKED BY M. BROKAW PAGE NO.2 of 2
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 25 year 24-hr event
- Calculate shear stress
T = ydS T = shear stress in lb/sf
T =1.12 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Determine appropriate channel lining (Table 8.05g)
Minimum Recommended Lining =Straw with Net
RESULTS
Below are the recommended channel dimensions and characteristics.
2.0 = Channel Depth (feet)
3.1 =Channel Velocity (feet/sec) for the 25-year 24-hr
1.12 = Shear Stress for the 25-year 24-hr event
CONCLUSION
The 2.0 feet drainage ditch with Excelsior matting (Tmax=1.75 lb/ft2)
and vegetative cover will convey with a 0.80' freeboard
the peak flow from a 25-year, 24-hr storm event.
Straw with Net
A
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for drainage ditch #1.
Minimum requirements for the west perimeter channel are: Depth
>= 2.5 feet, triangular channel, 3H:1V side slopes. American
Excelsior- Curlex II or approved equivalent should be installed along
the entire length of ditch.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Drainage Ditch #2 Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Drainage Ditch #2 CHECKED BY M. BROKAW PAGE NO.1 of 2
Task:
OBJECTIVE
Design Parameters:
-Drainage Area =3.5 acres (See TR-55 Runoff Analysis
-Design storm frequency = 25 year Fig-1, Drainage Areas C2, C3
& C4)
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis.
Q25-YR =19.6 cfs
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
Channel Characteristics
B =0 H,V =3
n =0.04 Q25-YR =19.6
The value for n is obtained from Attachment 1
s =0.008 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
1.00 3.00 6.32 0.47 5.87 1.82
1.50 6.75 9.49 0.71 5.87 5.38
1.55 7.21 9.80 0.74 5.87 5.87
2.50 18.75 15.81 1.19 5.87 21.01
.
Normal depth =1.55 feet
Freeboard = 0.95 feet
Velocity at Normal Depth, feet/sec:2.7 feet/sec
Design depth = 2.50 feetUse = 1.6 feet
- Design channel cross section and permanent lining for Drainage Ditch #2 at Cabarrus C&D Landfill.
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 7/20/2016
DETAIL Drainage Ditch #2 CHECKED BY M. BROKAW PAGE NO.2 of 2
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 25 year 24-hr event
- Calculate shear stress
T = ydS T = shear stress in lb/sf
T =0.77 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Determine appropriate channel lining (Table 8.05g)
Minimum Recommended Lining =Double Liner
RESULTS
Below are the recommended channel dimensions and characteristics.
2.5 = Channel Depth (feet)
2.7 =Channel Velocity (feet/sec) for the 25-year 24-hr
0.77 = Shear Stress for the 25-year 24-hr event
CONCLUSION
The 2.5 feet drainage ditch with Excelsior matting (Tmax=1.75 lb/ft2)
and vegetative cover will convey with a 0.95' freeboard
the peak flow from a 25-year, 24-hr storm event.
Double Liner
A
A
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 8/3/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for RCP culvert under access road.
One 24" diameter RCP pipe will provide adequate flow capacity to
capture flow from the entire contributing drainage area with a factor
of safety of 3.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
RCP Culvert Design
Bridget Wlosek, CDM Smith 7/20/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 6/29/2016
DETAIL RCP Culvert CHECKED BY M. BROKAW PAGE NO. 2 of 2
Calculation Brief Title:RCP Culvert Sizing

1.0 Purpose/Objective
- Size the RCP Culvert for the 25-year, 24-hour storm event.
2.0 Procedure
3.0 References/Data Sources
- Win TR-55
- FHWA Hydraulic Design of Highway Culverts - Publication No. FHWA - NHI - 01-020 (Sept 01)
- Manning's Equation for Open Channel Flow
4.0 Assumptions and Limitations
- Select the 25-year, 24-hour storm event for Cabarrus County, North Carolina
- SCS Type II Hydrograph Formulation Applies
- Cap cover vegetation is good condition
- Inlet Control at the pipe inlet from the contributing drainage areas
5.0 Calculations
RCP Culvert Flow Rate
Task:
The maximum design flow rate from the TR 55 Analysis. See areas C2 and C3. (Assume linear runoff function)
Q25=13.46 cfs
Determine the maximum runoff from the 25-year, 24-hour storm event for the RCP Pipe Culvert (Q25).
- Design the RCP Pipe Culvert for the 25-year, 24-hour runoff from the maximum contributing drainage area.
- Using TR-55 determine the peak flow for the 25-year, 24-hour storm event for the maximum contributing
drainage to the culvert.
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 8/3/2016 DATE 6/29/2016
DETAIL RCP Culvert CHECKED BY M. BROKAW PAGE NO.1 of 2
RCP Culvert Sizing
Using FHWA Design Chart for Circular Concrete Pipe the headwater (HW) for the pipe is:
HW=2 ft (See Attachment 1)
RCP Culvert Size Verification
Determine the largest contributing drainage area to pipe
-Drainage Area =2.43 acres
Task:
Use TR-55 method to determine the peak runoff for the 25-year, 24-hour storm event.
Contributing drainage areas = C2 + C3 = (9.42 + 4.04) cfs
Use 13.46 cfs
Using Manning's equation and the assumed design slope and diameter determine pipe capacity.
D= Diameter (ft)=2 ft
Q = flow rate (ft3 / s)=13.46 cfs
N = number of pipes =1
n = friction factor (dimensionless)=0.011 (See Attachment 1)Rh = A/Pw = hydraulic radius (ft)=0.5 ft
A = cross-sectional area of pipe (sf)=3.1 sf
Pw = Wetted Perimeter (ft)=6.3 ft
S = slope (ft / ft)=0.02 ft/ft
QPIPE==40 cfs
Factor of Safety = QPIPE/Q25 =3.0
6.0 Conclusions/Results
- Based on the calculations above, one 24" diameter RCP pipe will provide adequate flow capacity to capture flow from the entire
contributing drainage area with a factor of safety of 3.
(See Fig-1)
ASRnQh213249.1
ATTACHMENT NO. 1
HW/D =1
D =2
HW =2

Temporary Diversion Berm Design Calculations
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 9/1/2016
Determine the appropriate channel dimensions and temporary
erosion control protection for the temporary berms and downdrains
proposed for the Phase III Unlined C&D Landfill.
All berm/swales were designed for a temporary diversion measure to
allow for construction processes. American Excelsior- Curlex II or
approved equivalent should be installed along the entire length of
bermswale. *Berm design shall not be use as a permanent drainage
stucture.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Temporary Diversion Berm Design
Bridget Wlosek, CDM Smith 8/30/2016
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Temporary Berms CHECKED BY M.Brokaw PAGE NO.1 of 2
Calculation Brief Title:
1.0 Objective
2.0 Procedure
3.0 References / Data Sources
3. Stability Thresholds for Stream Restoration Materials, EMRRP, May 2001
4.0 Assumptions / Limitations
1. Assumed, vegetation class of class B for maintained grass condition.
2. Assumed, vegetation class of class B for unmaintained grass condition.
3. Assumed, (Bare Soil Cohesive (PI > 20) from Table 2-3, Typical Permissible Shear Stresses for Bare Soil and Stone Linnings.
5.0 Calculations
Vegetation
Retardance
A
5.1 Input Preliminary Channel Dimensions and Required Flow Capacity B
- See Attachment 1 for the channel location C
- See Attachment 2 for the channel dimensions and hydrology information D
- See TR-55 Runoff Analysis for peak flow quantities
5.2
1 3.00 D 1.01 <2.10 ok
- All cover swales have the same dimensions and channel calculations have been done for the 'worst case scenario'.
2. Identify the desired channel characteristics including bottom width, side slopes, longitudinal slope, Manning's 'n', and linning type (if
required).
- Check Channel Shear Stress for Established Grass-Lined Channel - Maintained
- Check Channel Shear Stress for Established Grass-Lined Channel - Unmaintained
- Check Channel Shear Stress to Determine Need for Temporary Linning
- Check Shear Stress to Determine Temporary Linning
3. Size the channel based on depth or peak flow.
4. Initially design for a grass lined channel and run a separate calculation for each of the following:
4. If a grass or grass/temporary lined channel isn't sufficient, then design for a turf reinforced matting or riprap lined channel.
Check Channel shear stress for Established Grass-Lined Channel - Maintained
- Check that calculated max shear stress (from model) does not exceed permissible shear stress (from Table 2, Attachment #3)
Channel
Section
Channel
Slope %
Retardance
Class
Model
Max Shear
Permissible
Max Shear Check
- Identify vegetation retardness classification for a maintained condition for each section of channel (Table 5-2, Attachment # 3)
Channel Sizing and Lining Calculation
1. Identify the channel type, default or defined.
1. Federal Highway Administration Hydraulic Engineering Circular No. 22 Second Edition, Urban Drainage Design Manual, 2001
2. Federal Highway Administration Hydraulic Engineering Circular Number 15, Third Edition, Design of Roadside Channels with Flexible
Linings, 2005
Determine the appropriate channel dimensions and temporary erosion control protection for the temporary diversion berms.
CD_Temporary_Berm_Design_mjb.xlsx Page 2
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Temporary Berms CHECKED BY M.Brokaw PAGE NO. 2 of 2
5.4
- Identify vegetation retardness classification for a unmaintained condition for each section of channel (Table 5-2, Attachment # 3)
1 3.00 D 1.01 <3.70 ok
5.5
1 3.00 0.018 0.79 <0.02 inadequate
5.6
1 3.00 Curlex II 0.05 1.16 <1.75 ok
5.7
- Check that calculated shear stress (from model) does not exceed permissible shear stress (from model based on d50 size)
- Calculate the minimum stone linning depth.
1 3.00 N/A N/A N/A N/A <N/A inadequate
6.0 Recommendations and Conclusions
- Summarize calculations and recommended channel characteristics
1 0.62 0 2 2 1.5 Curlex II N/A
Permissible
Max Shear Check
- Check that calculated max shear stress (from model) does not exceed permissible shear stress (from Table 2, Attachment # 3)
- If the channel section check is inadequate a temporary liner is required, move to Step 5.6, If riprap is required move to Step 5.7, else move
to Step 6
Channel
Section
Channel
Slope %
Manning's n-
value
Model
Max Shear
Check Shear Stress to Determine Required Temporary Liner (Only if Applicable)
- Input the desired temporary liner (refer to product data Attachment # 4)
- Identify the permissible shear stress (refer to product data Attachment # 4)
- Identify the appropriate Manning's n coefficient based on approximate flow depth (refer to product data Attachment # 4)
- Check that calculated shear stress does not exceed permissible shear stress
Permissible
Max Shear Check
Check Channel shear stress for Established Grass-Lined Channel - Unmaintained
Channel
Section
Channel
Slope %
Retardance
Class
Model
Max Shear
Channel
Section
Channel
Slope %Manning's n-value Model
Max Shear
Recommended
Perm. Channel
Linning
Check Channel Shear Stress for Bare Soil (Non-Lined Condition) to Determine Need for Temporary Liner
- If a riprap channel is required (both maintained/unmaintained are inadequate) move to Step 5.7, else move to Step 5.5
- Check that calculated shear stress (from model) does not exceed permissible shear stress (Table 2-3, Attachment # 3) for bare soil or (non-
lined channel) for the respective channel section.
- Identify the appropriate Manning's n coefficient based on approximate flow depth (Table 5-1, Attachment # 3)
Permissible
Max Shear Check
Temporary Liner
d50 Stone Size
(in)
Stone
Depth (in)
Permissible
Max Shear Check
Check Channel shear stress for Riprap-Lined Channel (if Applicable)
Channel
Section
Channel
Slope %
Manning's n-
value
Channel
Section
Max Flow
Depth (ft)
Channel Bottom
Width (ft)
Channel
Side Slope (Z1)
Channel
Side Slope
(Z2)
Recommended
Channel
Depth (ft)
Recommended
Temp Channel
Linning
Model
Max Shear
CD_Temporary_Berm_Design_mjb.xlsx Page 3
ATTACHMENT NO. 1
Figure-3
Temporary
Diversion Berm
ATTACHMENT NO. 2
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Temporary Berms CHECKED BY M.Brokaw PAGE NO.1 of 3
Task:
OBJECTIVE
Design Parameters:
-Drainage Area =0.4 acres (17,243 sf) *See FIG-3
-Design storm frequency = 10 year *Largest Drainage area to one berm
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis. See Runoff Calculation, FIG-1
Q10-YR =1.7 cfs (0.4/3.6 * Q10 for C1 + C2 = 15.5 cfs)
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
A. Grass-lined Channel Characteristics
B =0 H,V =2
n =0.035 Q10-YR =1.7
The value for n is obtained from Attachment 1
s =0.03 (Minimum channel slope based on temporary swale grades)
Y A P R ZREQ ZAV
0.40 0.32 1.79 0.18 0.23 0.10
0.50 0.50 2.24 0.22 0.23 0.18
0.54 0.58 2.41 0.24 0.23 0.23
1.50 4.50 6.71 0.67 0.23 3.45
Normal depth =0.54 feet
Freeboard = 0.96 feet
Velocity at Normal Depth, feet/sec:2.9 feet/sec
Design depth = 1.50 feet T = shear stress in lb/sf
T =1.01 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Design temporary diversion berm cross section and lining for Cabarrus C&D Landfill.
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Temporary Berms CHECKED BY M.Brokaw PAGE NO.2 of 3
B. Bare Soil Channel Characteristics
B =0 H,V =2
n =0.018 Q10-YR =1.7
The value for n is obtained from Attachment 1
s =0.03 (Average channel slope based on existinggrades)
Y A P R ZREQ ZAV
0.40 0.32 1.79 0.18 0.12 0.10
0.42 0.35 1.88 0.19 0.12 0.12
0.75 1.13 3.35 0.34 0.12 0.54
1.50 4.50 6.71 0.67 0.12 3.45
Normal depth =0.42 feet
Freeboard = 1.08 feet
Velocity at Normal Depth, feet/sec:4.9 feet/sec
Design depth = 1.50 feet T = shear stress in lb/sf
T =0.79 lb/sf y = U.W. of H2O (62.4 lb/cf)
C. Temporary Liner Channel Characteristics
B =0 H,V =2
n =0.05 Q10-YR =1.7
The value for n is obtained from Attachment 1
s =0.03 (Average channel slope based on existing grades)
Y A P R ZREQ ZAV
0.50 0.50 2.24 0.22 0.33 0.18
0.62 0.77 2.77 0.28 0.33 0.33
0.90 1.62 4.02 0.40 0.33 0.88
1.50 4.50 6.71 0.67 0.33 3.45
Normal depth =0.62 feet
Freeboard = 0.88 feet
Velocity at Normal Depth, feet/sec:2.2 feet/sec
Design depth = 1.50 feet T = shear stress in lb/sf
T =1.16 lb/sf y = U.W. of H2O (62.4 lb/cf)
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 10 year 24-hr event
T =1.16 lb/sf
- Determine appropriate channel lining (See Attachment 4)
Recommended Lining =American Excelsior- Curlex II
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/31/2016
DETAIL Temporary Berms CHECKED BY M.Brokaw PAGE NO.3 of 3
RESULTS
Below are the recommended channel dimensions and characteristics.
1.5 = Channel Depth (feet)
2.2 =Channel Velocity (feet/sec) for the 10-year 24-hr
1.16 = Shear Stress for the 10-year 24-hr event
CONCLUSION
The design of a 1.5 foot triangular berm/swale with Excelsior matting is permitted for a temporary
stormwater diversion measure during construction to divert the runoff from a 10-year, 24-hr storm event
away from construction procedures.
(Average velocity=2.5 < Permitted velocity=7.0m/s ; See Attachment 4)
American Excelsior- Curlex II
A
ATTACHMENT NO. 3
ATTACHMENT NO. 4
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 9/1/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for temporary diversion berm
downdrains.
One 18" diameter downdrain pipe will provide adequate flow
capacity to capture flow from each diversion berm and the entire
contributing drainage area.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Temporary Diversion Berm Downdrain Design
Bridget Wlosek, CDM Smith 8/31/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/31/2016
DETAIL Downdrain Pipe Size - Temp Berm CHECKED BY M.Brokaw PAGE NO.1 of 2
Calculation Brief Title:Downdrain Pipe Sizing

1.0 Purpose/Objective
- Size the temporary berm downdrains for the 25-year, 24-hour storm event.
2.0 Procedure
- Design downdrain inlet using the 25-year, 24-hour runoff from the diversion berm calculation.
3.0 References/Data Sources
- Win TR-55
- FHWA Hydraulic Design of Highway Culverts - Publication No. FHWA - NHI - 01-020 (Sept 01)
- Manning's Equation for Open Channel Flow
4.0 Assumptions and Limitations
- Select the 25-year, 24-hour storm event for Cabarrus County, North Carolina
- SCS Type II Hydrograph Formulation Applies
- Cap cover vegetation is good condition
- Inlet Control at the downdrain inlet from the diversion berm
5.0 Calculations
Diversion Berm Flow Rate
Task:
QDB25=3.32 cfs (0.6/3.6 * Q25 for C1 + C2 = 19.93 cfs)
Determine the maximum runoff from the 25-year, 24-hour storm event for any diversion berm
(QDB25).
- Design the downdrain for the 25-year, 24-hour runoff from the maximum contributing drainage
area.
- Using TR-55 determine the peak flow for the 25-year, 24-hour storm event for the maximum
contributing drainage to any one downdrain.
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/31/2016
DETAIL Downdrain Pipe Size - Temp Berm CHECKED BY M.Brokaw PAGE NO. 2 of 2
Downdrain Inlet Sizing
Using FHWA Design Chart for Circular Concrete Pipe the headwater (HW) for the pipe is:
HW=0.8 ft (See Attachment 1)
Downdrain Pipe Size Verification
Determine the largest contributing drainage area to any one downdrain
-Drainage Area=17,243 sf =0.4 acres (DA)(See Figure-3 in Temporary Calculations)
Task:
Determine the peak runoff for the 25-year, 24-hour storm event for the drainage area.
-Using TR-55 results from previous model runs and assuming a linear relationship,
calculate Q for area draining to pipe:
QDA25=2.21 cfs (0.4/3.6 * Q25 for C1 + C2 = 19.93 cfs)
Use 2.21 cfs
Using Manning's equation and the assumed design slope and diameter determine pipe capacity.
D= Diameter (ft)=1.5 ft
Q = flow rate (ft3 / s)=2.21 cfs
N = number of pipes =1
n = friction factor (dimensionless)=0.02 (See Attachment 1)
Rh = A/Pw = hydraulic radius (ft)=0.4 ft
A = cross-sectional area of pipe (sf)=1.8 sf
Pw = Wetted Perimeter (ft)=4.7 ft
S = slope (ft / ft)=0.33 ft/ft
QPIPE==40 cfs
Factor of Safety = QPIPE/QDD25 =18
6.0 Conclusions/Results
- Based on the calculations above, one 18" diameter downdrain pipe will provide adequate flow
capacity to capture flow from each diversion berm and the entire contributing drainage area.
ASRnQh213249.1
ATTACHMENT NO. 1
HW/D 0.53
D 1.5
HW 0.80

Cover Swale Design Calculations
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 9/1/2016
Determine the appropriate channel dimensions and
temporary/permanent erosion control protection for the cover swales
proposed for the Phase III Unlined C&D Landfill.
All cover swales were designed for a temporary liner with grass as the
permanent lining, but to provide additional long term stabilization a
permanent lining will be used for temporary and permanent channel
lining. American Excelsior- Curlex II or approved equivalent should
be installed along the entire length of cover swale.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Cover Swale Design
Bridget Wlosek, CDM Smith 8/30/2016
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 9/1/2016 DATE 9/1/2016
DETAIL Cover Swale Channel CHECKED BY M.Brokaw PAGE NO.1 of 3
Calculation Brief Title:
1.0 Objective
2.0 Procedure
3.0 References / Data Sources
3. Stability Thresholds for Stream Restoration Materials, EMRRP, May 2001
4.0 Assumptions / Limitations
1. Assumed, vegetation class of class B for maintained grass condition.
2. Assumed, vegetation class of class B for unmaintained grass condition.
3. Assumed, (Bare Soil Cohesive (PI > 20) from Table 2-3, Typical Permissible Shear Stresses for Bare Soil and Stone Linnings.
5.0 Calculations
Vegetation Retardance
Classifications
A
5.1 Input Preliminary Channel Dimensions and Required Flow Capacity B
- See Attachment 1 for the channel location C
- See Attachment 2 for the channel dimensions and hydrology information D
- See TR-55 Runoff Analysis for peak flow quantities
5.2
1 3.00 B 1.33 <2.10 ok
Check
- Identify vegetation retardness classification for a maintained condition for each section of channel (Table 5-2, Attachment # 3)
Channel Sizing and Lining Calculation
1. Identify the channel type, default or defined.
1. Federal Highway Administration Hydraulic Engineering Circular No. 22 Second Edition, Urban Drainage Design Manual, 2001
2. Federal Highway Administration Hydraulic Engineering Circular Number 15, Third Edition, Design of Roadside Channels with Flexible
Linings, 2005
Determine the appropriate channel dimensions and temporary/permanent erosion control protection for the proposed cover swales.
Channel
Slope %Retardance Class Model
Max Shear
Permissible
Max Shear
- All cover swales have the same dimensions and channel calculations have been done for the 'worst case scenario'.
2. Identify the desired channel characteristics including bottom width, side slopes, longitudinal slope, Manning's 'n', and linning type (if
required).
- Check Channel Shear Stress for Established Grass-Lined Channel - Maintained
- Check Channel Shear Stress for Established Grass-Lined Channel - Unmaintained
- Check Channel Shear Stress to Determine Need for Temporary Linning
- Check Shear Stress to Determine Temporary Linning
3. Size the channel based on depth or peak flow.
4. Initially design for a grass lined channel and run a separate calculation for each of the following:
4. If a grass or grass/temporary lined channel isn't sufficient, then design for a turf reinforced matting or riprap lined channel.
Check Channel shear stress for Established Grass-Lined Channel - Maintained
- Check that calculated max shear stress (from model) does not exceed permissible shear stress (from Table 2, Attachment # 3)
Channel
Section
CD_Cover_Swale_Design_mjb (002).xlsx Page 2
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 9/1/2016 DATE 9/1/2016
DETAIL Cover Swale Channel CHECKED BY M.Brokaw PAGE NO.1 of 3
5.4
- Identify vegetation retardness classification for a unmaintained condition for each section of channel (Table 5-2, Attachment # 3)
1 3.00 B 1.33 <3.70 ok
5.5
1 3.00 0.023 1.14 <0.08 inadequate
5.6
1 3.00 Curlex II 0.05 1.53 <1.75 ok
5.7
- Check that calculated shear stress (from model) does not exceed permissible shear stress (from model based on d50 size)
- Calculate the minimum stone linning depth.
1 3.00 N/A N/A N/A N/A <N/A inadequate
6.0 Recommendations and Conclusions
- Summarize calculations and recommended channel characteristics
1 0.93 0 2 2 2 Curlex II Vegetative cover
Channel
Side Slope
(Z2)
Recommende
d Channel
Depth (ft)
Recommended
Temp Channel
Linning
Recommended Perm.
Channel Linning
Channel
Section
Max Flow
Depth (ft)
Channel Bottom
Width (ft)
Channel
Side Slope
(Z1)
Permissible Max
Shear Check
Temporary Liner
d50 Stone
Size (in)
Stone
Depth (in)
Permissible
Max Shear Check
Check Channel shear stress for Riprap-Lined Channel (if Applicable)
Channel
Section
Channel
Slope %
Manning's n-
value
Model
Max Shear
Channel
Slope %Retardance Class Model
Max Shear
Channel
Section
Channel
Slope %
Manning's n-
value
Model
Max Shear
Check Channel Shear Stress for Bare Soil (Non-Lined Condition) to Determine Need for Temporary Liner
- If a riprap channel is required (both maintained/unmaintained are inadequate) move to Step 5.7, else move to Step 5.5
- Check that calculated shear stress (from model) does not exceed permissible shear stress (Table 2-3, Attachment # 3) for bare soil or (non-lined
channel) for the respective channel section.
- Identify the appropriate Manning's n coefficient based on approximate flow depth (Table 5-1, Attachment # 3)
Permissible
Max Shear Check
Permissible
Max Shear
- If the channel section check is inadequate a temporary liner is required, move to Step 5.6, If riprap is required move to Step 5.7, else move to
Step 6
Channel
Section
Channel
Slope %
Manning's
n-value
Model
Max Shear
Check Shear Stress to Determine Required Temporary Liner (Only if Applicable)
- Input the desired temporary liner (refer to product data Attachment # 4)
- Identify the permissible shear stress (refer to product data Attachment # 4)
- Identify the appropriate Manning's n coefficient based on approximate flow depth (refer to product data Attachment # 4)
- Check that calculated shear stress does not exceed permissible shear stress
Check
Channel
Section
- Check that calculated max shear stress (from model) does not exceed permissible shear stress (from Table 2, Attachment # 3)
Check Channel shear stress for Established Grass-Lined Channel - Unmaintained
CD_Cover_Swale_Design_mjb (002).xlsx Page 3
ATTACHMENT NO. 1
Figure-4
ATTACHMENT NO. 2
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Cover Swale Channel CHECKED BY M.Brokaw PAGE NO.1 of 3
Task:
OBJECTIVE
Design Parameters:
-Drainage Area =0.8 acres (35,882 sf) **See FIG-4
-Design storm frequency = 10 year **Largest Drainage area to one swale
Approach:
1- Calculate the design flow rate
2- Calculate normal depth and select channel size
3- Determine channel lining
Development
1- Calculate the design flow rate
The maximum design flow rate from the TR 55 Analysis. See Runoff Calculation, FIG-1
Q10-YR =3.5 cfs (0.82/2.54 * Q10 for A1 = 10.95 cfs)
2- Calculate normal depth and select channel size
B - Channel width, feet P - Wetted perimeter, feet
H,V - Channel sideslope R - Hydraulic radius, feet
Y - Depth of flow, feet Q - Design discharge, cfs
A - Channel area, square feet s - Channel longitudinal slope
n - Mannings Roughness coeffiecient
A. Grass-lined Channel Characteristics
B =0 H,V =2
n =0.035 Q10-YR =3.5
The value for n is obtained from Attachment 1
s =0.03 (Minimum channel slope based on cover swale grades)
Y A P R ZREQ ZAV
0.50 0.50 2.24 0.22 0.47 0.18
0.71 1.01 3.18 0.32 0.47 0.47
1.00 2.00 4.47 0.45 0.47 1.17
2.00 8.00 8.94 0.89 0.47 7.43
Normal depth =0.71 feet
Freeboard = 1.29 feet
Velocity at Normal Depth, feet/sec:3.5 feet/sec
Design depth = 2.00 feet T = shear stress in lb/sf
T =1.33 lb/sf y = U.W. of H2O (62.4 lb/cf)
- Design cover swale channel cross section and permanent lining at Cabarrus C&D Landfill.
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Cover Swale Channel CHECKED BY M.Brokaw PAGE NO.2 of 3
B. Bare Soil Channel Characteristics
B =0 H,V =2
n =0.023 Q10-YR =3.5
The value for n is obtained from Attachment 1
s =0.03 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
0.50 0.50 2.24 0.22 0.31 0.18
0.61 0.74 2.73 0.27 0.31 0.31
1.00 2.00 4.47 0.45 0.31 1.17
2.00 8.00 8.94 0.89 0.31 7.43
Normal depth =0.61 feet
Freeboard = 1.39 feet
Velocity at Normal Depth, feet/sec:4.7 feet/sec
Design depth = 2.00 feet T = shear stress in lb/sf
T =1.14 lb/sf y = U.W. of H2O (62.4 lb/cf)
C. Temporary Liner Channel Characteristics
B =0 H,V =2
n =0.05 Q10-YR =3.5
The value for n is obtained from Attachment 1
s =0.03 (Average channel slope based on proposed grades)
Y A P R ZREQ ZAV
0.50 0.50 2.24 0.22 0.68 0.18
0.82 1.33 3.64 0.36 0.68 0.68
1.00 2.00 4.47 0.45 0.68 1.17
2.00 8.00 8.94 0.89 0.68 7.43
Normal depth =0.82 feet
Freeboard = 1.19 feet
Velocity at Normal Depth, feet/sec:2.6 feet/sec
Design depth = 2.01 feet T = shear stress in lb/sf
T =1.53 lb/sf y = U.W. of H2O (62.4 lb/cf)
3- Determine channel lining
-- Calculate the shear stress and determine the appropriate channel lining using the 10 year 24-hr event
T =1.53 lb/sf
- Determine appropriate channel lining (See Attachment 4)
Recommended Lining =American Excelsior- Curlex II
A
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B. Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/30/2016
DETAIL Cover Swale Channel CHECKED BY M.Brokaw PAGE NO.3 of 3
RESULTS
Below are the recommended channel dimensions and characteristics.
2.0 = Channel Depth (feet)
2.6 =Channel Velocity (feet/sec) for the 10-year 24-hr
1.53 = Shear Stress for the 10-year 24-hr event
CONCLUSION
The 2.0 feet cover swale channel with 2H:1V side slopes
Excelsior matting, and vegetative cover is more than capable
to drain the peak flow from a 10-year, 24-hr storm event.
American Excelsior- Curlex II
A
ATTACHMENT NO. 3
ATTACHMENT NO. 4
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Matt Brokaw, CDM Smith 9/1/2016
Evaluate stormwater drainage impacts of the phase III C&D LF
expansion. Preliminary design for cover swale downdrains.
One 18" diameter downdrain pipe will provide adequate flow
capacity to capture flow from each cover swale and the entire
contributing drainage area.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Cover Swale Downdrain Design
Bridget Wlosek, CDM Smith 8/31/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/31/2016
DETAIL Downdrain Pipe Size- Cover Swale CHECKED BY M. Brokaw PAGE NO.1 of 2
Calculation Brief Title:Downdrain Pipe Sizing

1.0 Purpose/Objective
- Size the cover swale downdrains for the 25-year, 24-hour storm event.
2.0 Procedure
- Design downdrain inlet using the 25-year, 24-hour runoff from the cover swale calculation.
3.0 References/Data Sources
- Win TR-55
- FHWA Hydraulic Design of Highway Culverts - Publication No. FHWA - NHI - 01-020 (Sept 01)
- Manning's Equation for Open Channel Flow
4.0 Assumptions and Limitations
- Select the 25-year, 24-hour storm event for Cabarrus County, North Carolina
- SCS Typr II Hydrograph Formulation Applies
- Cap cover vegetation is good condition
- Inlet Control at the downdrain inlet from the cover swale
5.0 Calculations
Cover Swale Flow Rate
Task:
QDB25=6.86 cfs (1.24/2.54 * Q25 for A1 = 14.05 cfs)
Determine the maximum runoff from the 25-year, 24-hour storm event for any diversion berm
(QDB25).
- Design the downdrain for the 25-year, 24-hour runoff from the maximum contributing drainage
area.
- Using TR-55 determine the peak flow for the 25-year, 24-hour storm event for the maximum
contributing drainage to any one downdrain.
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 8/31/2016
DETAIL Downdrain Pipe Size- Cover Swale CHECKED BY M. Brokaw PAGE NO. 2 of 2
Downdrain Inlet Sizing
Using FHWA Design Chart for Circular Concrete Pipe the headwater (HW) for the pipe is:
HW=0.81 ft (See Attachment 1)
Downdrain Pipe Size Verification
Determine the largest contributing drainage area to any one downdrain
-Drainage Area=53,877 sf =1.24 acres (DA)(See Figure 4 in Cover Swale Calculations)
Task:
Determine the peak runoff for the 25-year, 24-hour storm event for the drainage area.
-Using TR-55 results from previous model runs and assuming a linear relationship,
calculate Q for area draining to pipe:
QDA25=6.86 cfs (1.24/2.54 * Q25 for A1 = 14.05 cfs)
Use 7 cfs
Using Manning's equation and the assumed design slope and diameter determine pipe capacity.
D= Diameter (ft)=1.5 ft
Q = flow rate (ft3 / s)=7.00 cfs
N = number of pipes =1
n = friction factor (dimensionless)=0.02 (See Attachment 1)
Rh = A/Pw = hydraulic radius (ft)=0.4 ft
A = cross-sectional area of pipe (sf)=1.8 sf
Pw = Wetted Perimeter (ft)=4.7 ft
S = slope (ft / ft)=0.33 ft/ft
QPIPE==40 cfs
Factor of Safety = QPIPE/QDD25 =6
6.0 Conclusions/Results
- Based on the calculations above, one 18" diameter downdrain pipe will provide adequate flow
capacity to capture flow from each cover swale and the entire contributing drainage area.
ASRnQh213249.1
ATTACHMENT NO. 1
HW/D 0.54
HW 0.81
D 1.5

Stormwater Segregation Berms, Stone Check Dams,
& Sediment Fence Design Calculations
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Martin Sanford, CDM Smith 9/1/2016
Determine the appropriate height for stormwater segregation berms for
the Phase III Unlined C&D Landfill.
A 3 ft tall stormwater segregation berm will provide adequate storage
during a 2 year/24 hour storm event.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Stormwater Segregation Berm Design
Bridget Wlosek, CDM Smith 9/1/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/1/2016 DATE 9/1/2016
DETAIL Segregation Berms CHECKED BY M. Sanford PAGE NO.1 of 1
Stormwater Segregation Berms
Task:
Size requirements for stormwater segregation berms, as shown on sheet EP-4.
Approach:
1. Determine drainage areas
2. Determine precipitation from a 2 year/24 hour storm event
3. Calculate volume of precipitation
4. Determine required height of stormwater segregation berm
Development
1. Determine drainage areas (See Figure 5)
A1=18,483 sf
A2=28,919 sf
2. Determine precipitation for a 2 year/24 hour storm event (See Attachment 1)
3.5 in =0.29 ft
3. Calculate volume of precipitation
A1=(18,483 sf * 0.29 ft)=5,391 cf
A2=(28,919 sf * 0.29 ft)=8,435 cf
4. Determine required height of stormwater segregation berm
Use average end area method
Areas determined using AutoCAD 2015
A1
Contour Area (sf)Inc. Volume (cf)Acc. Vol (cf)
722 5,753.38 0 0
724 6,917.77 12,671.15 12,671.15
726 8,026.99 14,944.76 27,615.91
728 9,194.52 17,221.51 32,166.27
A2
Contour Area (sf)Inc. Volume (cf)Acc. Vol (cf)
720 2,757.97 0 0
722 5,603.02 8,360.99 8,360.99
724 7,112.23 12,715.25 21,076.24
726 8,727.48 15,839.71 28,554.96
728 10,492.52 19,220.00 35,059.71
Conclusion:
A 3 ft tall stormwater segregation berm will provide adequate storage during a 2 year/24 hour storm event.
Attachment No. 1
US Department of Commerce, Rainfall Frequency Atlas of the United States, 1963
Figure 5
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Aaron Weispfenning, CDM
Smith
9/9/2016
To size the stone check dams per North Carolina Erosion and
Sedimentation Control Design Manual. These check dams are used in all
perimeter channels and drainage ditches.
Stone check dams shall be 2 ft high and installed at every 200 ft.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Stone Check Dam Design
Bridget Wlosek, CDM Smith 8/11/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill Expansion DATE CHECKED 9/9/2016 DATE 8/11/2016
DETAIL Stone Check Dams CHECKED BY AMW PAGE NO.1 of 1
Task:
Design Criteria
1- The drainage Area is limited to 1/2 acre
2- Keep the maximum height to 2 feet at the center of the check dam
3- Keep the center of the check dam at least 9 inches lower than the outer edges at natural ground
4- Keep the side slopes of the dam at 2:1 or flatter
5- Ensure that the maximum spacing between dams places the toe of the upstream dam at the same
elevation as the top of the downstream dam
6- Stabilize outflow areas along the channel to resist erosion
7- Use NCDOT Class B stone and line the upstream side of the dam with NCDOT No. 5 or 57 Stone
8- Key the stone into the ditch banks and extend it beyond the abutment a minimum of 1.5 feet to avoid
washouts from overflow around the dam.
Design
The drainage areas for the check dams is cumulatively greater than 1/2 acres, however channel stormwater
velocities are between 2 and 3.5 ft/sec, therefore the use of check dams poses no threat structurally.
Check dams will be located in all perimeter channels and drainage ditches.
Additionally, the sediment basins act as the main form of sediment control.
Height of the stone check dams
Stone check dams design is based on the equation X = Y/S
Where :X = Maximum check dam spacing (ft)
Y = Check dam height (ft)
S = Channel slope (ft/ft)
Given S =0.01 ft/ft
Y= 2 ft
Result
X = 2/0.01 ft
X = 200 ft
Size stone check dams per NC Erosion & Sedimentation Control Standards
X =Y
S
Project Title
Client
Project Number
Calculation Title
Calculated By - Date
Reviewed By - Date
Purpose of the Calculation
Results
Martin Sanford, CDM Smith 9/21/2016
To ensure the design location and magnitude of Sediment Fence meets
the criteria specified in the North Carolina Erosion and Sedimentation
Control Design Manual.
A minimum of 1720 ft of Sediment Fence shall be installed in locations
shown on sheet EP-9.
CALCULATION COVER SHEET
Phase III Unlined C&D Landfill Expansion
Cabarrus County Landfill
Cabarrus County
1278-114357
Sediment Fence Design
Bridget Wlosek, CDM Smith 9/19/2016
CLIENT Cabarrus County JOB NO.1278-114357 COMPUTED BY B.Wlosek
PROJECT C&D Landfill ExpansionDATE CHECKED 9/21/2016 DATE 9/16/2016
DETAIL Sediment Fence CHECKED BY M. Sanford PAGE NO.1 of 1
Task:
-Ensure that the drainage area is no greater than 1/4 acre per 100 feet of sediment fence and that
sediment fence meets the NCDEQ design criteria.
Approach:
-Determine the drainage area for each sediment fence using AutoCAD 2015.
-Using the parameters provided in the E/SC Design Manual, design the sediment fence.
Reference:
-See Cabarrus County C&D Landfill Phase 3 Expansion sheet EP-9.
-NCDEQ E/SC Design Manual
-See Figure 6 for drainage areas
Design Parameters
-Drainage Area: No more than 1/4 acre per 100 feet of sediment fence
-See NCDEQ E/SC Design Manual for additional design criteria (Table 6.62a)
Calculations:
-Using AutoCAD 2015, delineate the drainage area in acres for sediment fence.
Drainage
Area
Drainage
Area (sf)Slope Slope
Length (ft)
Length of
Sediment
Fence (ft)
Area (sf) /
100 feet of
fence
Area (acre) /
100 feet of
fence
1 34,350 2 to 5%190 345 9,957 0.23
2 18,640 2 to 5%90 194 9,608 0.22
3A*34,500 <2%88 326 10,583 0.24
4 39,165 <2%108 559 7,006 0.16
Staging
Area 22,470 2 to 5%230 300 7,490 0.17
Conclusion
Based on the NCDEQ E/SC Design Manual Guidelines the site will utilize a sediment fence to filter
runoff from the disturbed areas (<0.25 acre / 100 ft of sediment fence) associated with construction of
the Phase 3 landfill expansion including perimeter channels and drainage ditches. Sheet D-3 contains
a detail of the sediment fence and sheet EP-9 shows the locations where sediment fence is utilized to
protect undisturbed areas from potential runoff.
*A maximum of 34,500 sf can be disturbed during initial construction in drainage area 3. The
contractor will be limited to working in area 3A initially. Once area 3A has been partially excavated, the
silt fence will not receive runoff from area 3; therefore, the contractor will be able to disturb area 3B.
A
Figure 6
Part 3
Engineering Plan

Appendix B
Design Geotechnical Evaluation

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Geotechnical Analyses for Cabarrus County Phase III Unlined C&D Landfill Expansion
October 7, 2016
Page 5
Cabarrus Phase III CD expansion Memo-final.docx

Subsurface Conditions
Subsurface conditions at the proposed expansion site were documented in previous investigations
conducted by CDM Smith in November 2002, August and September 2006, and January 2009.
Information regarding local and regional geology and hydrogeology, field investigations, and
geotechnical laboratory testing and a discussion of subsurface conditions are included in the Design
Hydrogeologic Report prepared by CDM Smith for this project. In that report, four major lithologic
distinctions have been made at the proposed C&D Landfill expansion area based on observations
from the subsurface investigations. Those were residuum, saprolite, partially weathered rock
(PWR), and bedrock. In this memorandum, residuum and saprolite formations are referred to as
residual soils. Based on the Design Hydrogeologic Report, there are six borings drilled within or
near the proposed Phase III expansion area. Attachments A contains those boring logs from that
report.
Design Parameters
The proposed C&D landfill expansion will consist of the following components in order of their
occurrence below final closure grade:
• Cap Materials:
o An 18-inch Erosion Layer consisting of soil capable of supporting native plant
growth;
o An 18-inch Low-Permeability Barrier Layer of earthen material with permeability
no greater than 1.0x10-5 cm/s.;
• C&D waste materials.
A summary of design properties for these components is presented in Table 1.
Table 1: Summary of Landfill Component Design Properties
Layer
No. Materials Unit Weight
(pcf)
Friction Angle
(degrees)
Cohesion
(psf)
Basis for Parameter
Selection
1 Cap Materials 120 30 0
Literature Search
2. C&D Waste Materials 65 30 0

The foundation soil layers were developed from subsurface conditions encountered in the six
closest borings to the expansion site. Design properties for the layers were based, in part, on the
Standard Penetration Test (SPT) N-value which can be defined as the sum of the blowcounts
recorded over the 2nd and 3rd 6-inch-increment of penetration when driving each split-spoon (18-
inch to 24-inch-long).

Geotechnical Analyses for Cabarrus County Phase III Unlined C&D Landfill Expansion
October 7, 2016
Page 6
Cabarrus Phase III CD expansion Memo-LFT-dkn.docx

The foundation soil layers and design properties assumed in the geotechnical analyses are
summarized, in order of their occurrence below existing grade, in Table 2.
Table 2: Summary of Foundation Soil Layers and Design Properties
Layer
No. Materials
Unit
Weight
(pcf)
Friction
Angle
(degrees)
Cohesion
(psf)
Basis for
Parameter
Selection
1 Residual Soil – Silt/Clay
(ML/CL) 115 29 0
SPT N-Values and
Laboratory Tests
from CDM
Smith’s Design
Hydrogeologic
Report 2 Residual Soil – Silty Sand
(SM) 120 32 0
3 Partially Weathered
Rock (PWR) 135 35 500

The elevations of bedrock surface within the proposed Phase III C&D landfill expansion area ranged
from EL 700 to EL 705.
Groundwater levels within the landfill footprint are based upon the Estimated Long-term Seasonal
High Groundwater Contour Map presented on Figure 3-5 of the CDM Smith’s Design Hydrogeologic
Report and included in Attachment B. The long-term seasonal high groundwater map was
estimated by using the potentiometric contour map developed based on groundwater levels
measured and also the monthly precipitation totals for the area.
Slope Stability Analyses
Analyses for overall (global) stability were performed using the SLOPE/W 2012 modeling software
package distributed by GeoStudio International, Ltd. Several stability analysis methods are
available in SLOPE/W software, and the Spencer method was selected for the analyses presented in
this report.
This SLOPE/W program calculates factors of safety against circular and block failures of the global
landfill mass based upon the input values for slope geometry, soil and waste properties, and
groundwater conditions. The minimum acceptable factor of safety for overall global stability is 1.5
under static loading conditions.
Slope stability analyses for the proposed Phase III C&D landfill expansion were performed for the
two cross sections as shown on Figures 2A and 2B. Based upon the analyses, the minimum factor of
safety against failure ranges from 1.8 to 2.0.
Results of the SLOPE/W analyses are presented in Attachment C.

Geotechnical Analyses for Cabarrus County Phase III Unlined C&D Landfill Expansion
October 7, 2016
Page 7
Cabarrus Phase III CD expansion Memo-LFT-dkn.docx

Settlement Analyses
CDM Smith performed analyses to estimate the magnitude of settlement of the foundation soils
under the weight of the total C&D landfill after proposed expansion. Settlement was estimated
using the Schmertmann Method at five points along the east-west landfill cross section as shown on
Figure 1. Vertical stress influence factors were based upon Boussinesq stress distribution (for
homogeneous isotropic elastic material) under simplified trapezoidal load. Subsurface soil layers
are assumed based upon the soil borings performed nearby. For each stratum, the lowest SPT N-
value from nearby borings was used for the settlement calculation.
The foundation soil layer information and results of the settlement calculations are summarized in
Table 3. Settlement analyses are included in Attachment D.
Conclusions
For the proposed landfill geometry, the minimum computed factors of safety for global slope
stability (circular and block) under static conditions exceed the recommended minimum of 1.5. In
addition, total long-term settlements are estimated to range from 6 inches to less than 1 inch. The
magnitude of these settlements is consistent with previous expansions at the site is not anticipated
to have any adverse impact on the design grades (i.e. reversal of grade, etc.).
Limitations
This memorandum has been prepared for specific application to the subject project in accordance
with generally accepted geotechnical engineering practices. No other warranty, express or implied,
is made. In the event that any changes in the nature, design, or location of the proposed landfill
expansion are planned, the conclusions and preliminary recommendations presented in this report
should not be considered valid, unless changes are reviewed and conclusions of this memorandum
are modified or verified in writing.
The evaluations submitted in this report are based in part upon the data obtained from the
referenced borings. The nature and extent of variations between the explorations may not become
evident until construction. If variations then appear evident, it may be necessary to re-evaluate the
recommendations of the report.

Attachments
Attachment A – Boring Logs
Attachment B – Long-term Seasonal High Groundwater Levels
Attachment C – SLOPE/W Analyses
Attachment D – Settlement Analyses

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Appendix A
Test Boring Logs

Appendix B
Long-term Seasonal High Groundwater Levels

Appendix C
SLOPE/W Analyses

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Appendix D
Settlement Analyses
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point A CHECK BY:JW PAGE NO:1 of 5
Purpose:Estimate the potential total and differential settlement beneath the proposed landfill to confirm settlements will not adversely impact the proposed design.
Problem:Estimate settlement of foundation soils at discrete location beneath landfill due to the proposed landfill load.
References:1. Schmertmann, John "Static Cone To Compare Static Settlement Over Sands", Journal of the Soil Mechanics and Foundations Division, ASCE, May 1970.
2. Schmertmann, John; Hartman, John Paul; Brown, Philip, "Improved Strain Influence Factor Diagrams", Journal of the Soil Mechanics and Foundations
Division, ASCE, August 1978.
3. USACE, "Engineering Design - Settlement Analysis", EM 1110-1-1904, September 30, 1990.
4. Skempton, A. W. "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Aging, and
Overconsolidation", Geotechnique, Volume 36, No. 3, 1986.
5. Das, "Fundamentals of Geotechnical Engineering", 2000.
6. Bowles, "Foundation Analysis and Design", 5th Edition, 1996.
Soil Information:SPT N-values and subsurface conditions from borings performed nearby.
Assumptions:- Vertical stress increases are based on Boussinesq stress distribution under trapezoidal load per Table C-1 in the USACE EM 1110-1-1904.
- Due to the lateral extent of the load compared to the relatively small compressible soil thickness, assume vertical strain is proportional to vertical stress (i.e. 1-D
compressibility analyses)
- Settlement is calculated by using elastic modulus from Schmertmann Method.
- All split spoon sampling was carried out according to ASTM D1556.
- Only elastic settlement was considered for this project site. Although a clay layer was present in some borings, it is not a continuous layer across the site and
was mostly above the groundwater table. Therefore, consolidation settlement was no considered applicable.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point A CHECK BY:JW PAGE NO:2 of 5
Subsurface Soil Conditions
Anticipated Subsurface Conditions
Layer Soil Strata Layer Thickness, ft Depth to Mid-layer
(ft)
Design SPT N-
value1ML2713.5 19
2 SM 3 28.5 25
3 PWR 12 36 100
Notes:
1. Depth shown is from the base grade of existing C&D LF.
2. Design SPT N-values are asssumed by using the lowest N-value of the corresponding stratum from the nearby borings.
3. Soil layer thicknesses are assumed based upon the soil borings performed nearby.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point A CHECK BY:JW PAGE NO:3 of 5
Boussinesq Vertical Stress Due to Trapezoidal Loading (EM 1110-1-1904, Table C-1)
Cross Section Sketch (Not to Scale)
222 ft 194 ft
EL 795
3 Total Load q =4810 +360
1 C&D Density g=65 pcf =5170 psf (LF load plus 3 ft-thickCap material)
74 ft
Existing and Proposed C&D LF
EL 721
638 ft
a=222 b=97 x=319 at center x=0
at toe x=319
at crest x=97
Calculations for Each Sub-layer:
Layer #Depth to Mid-
layer (z), ft b1 b2 b a a'Iz
1 13.5 -1.510 1.538 0.028 0.011 1.510 0.019
2 28.5 -1.443 1.502 0.059 0.024 1.443 0.041
3 36 -1.410 1.484 0.074 0.030 1.410 0.051
)]'()'()'([1 aaaaabap-+++++=xbaaIz
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point A CHECK BY:JW PAGE NO:4 of 5
Reference Information
Soil Type:
Soil qc/N Descrpition
Silt Sand to Sandy Silt 3 Combination of silts, sandy silts, slightly
cohesive sand-silts.
Sand to Silty Sand 4 Silty sands
Sand 5 Clean to slightly silty sands.
From "CPT in Geotechnical Practice", by Lunne, Robertson and Powell.
Where: qc = Average Dutch Cone Resistance
N = SPT N value
Strain Condition:
Strain Es/qc Descrpition
Axisymmetric 2.5 L/B = 1 Assume axisymmetric condition
Plane 3.5 L/B >= 10
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point A CHECK BY:JW PAGE NO:5 of 5
Settlement Calculation and Results
Layer Delta Z (ft)Average SPT
N-value (1)
Corrected qc
(tsf) (2)Es (tsf) (3)Depth to Mid
Layer (ft)I (4)(Iz/D)*Delta Z (5)
1 27 19 57.0 142.50 13.5 0.019 0.0037
2 3 25 100.0 250.00 28.5 0.041 0.0005
3 12 100 300.0 750.00 36.0 0.051 0.0008
Compressible Soil Thickness =42 ft Total Settlement/tsf 0.0050 ft/tsf
Total Load =2.585 tsf
Settlement:
t = 0 years d = 0.2 inches
Notes:
1. Refer to boring information for average N values (not corrected).
2. Refer to reference page for values.
3. Schmertmann SPT-correlations modified by Ladd, Es = average equivalent modulus over depth z for foundation type.
4. I obtained from stress influence diagram.
5. Represents the settlement attributed to each layer assuming C1 equals 1.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point B CHECK BY:JW PAGE NO:1 of 5
Purpose:Estimate the potential total and differential settlement beneath the proposed landfill to confirm settlements will not adversely impact the proposed design.
Problem:Estimate settlement of foundation soils at discrete location beneath landfill due to the proposed landfill load.
References:1. Schmertmann, John "Static Cone To Compare Static Settlement Over Sands", Journal of the Soil Mechanics and Foundations Division, ASCE, May 1970.
2. Schmertmann, John; Hartman, John Paul; Brown, Philip, "Improved Strain Influence Factor Diagrams", Journal of the Soil Mechanics and Foundations
Division, ASCE, August 1978.
3. USACE, "Engineering Design - Settlement Analysis", EM 1110-1-1904, September 30, 1990.
4. Skempton, A. W. "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Aging, and
Overconsolidation", Geotechnique, Volume 36, No. 3, 1986.
5. Das, "Fundamentals of Geotechnical Engineering", 2000.
6. Bowles, "Foundation Analysis and Design", 5th Edition, 1996.
Soil Information:SPT N-values and subsurface conditions from borings performed nearby.
Assumptions:- Vertical stress increases are based on Boussinesq stress distribution under trapezoidal load per Table C-1 in the USACE EM 1110-1-1904.
- Due to the lateral extent of the load compared to the relatively small compressible soil thickness, assume vertical strain is proportional to vertical stress (i.e. 1-D
compressibility analyses)
- Settlement is calculated by using elastic modulus from Schmertmann Method.
- All split spoon sampling was carried out according to ASTM D1556.
- Only elastic settlement was considered for this project site. Although a clay layer was present in some borings, it is not a continuous layer across the site and
was mostly above the groundwater table. Therefore, consolidation settlement was no considered applicable.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point B CHECK BY:JW PAGE NO:2 of 5
Subsurface Soil Conditions
Anticipated Subsurface Conditions
Layer Soil Strata Layer Thickness, ft Depth to Mid-layer
(ft)
Design SPT N-
value
1 ML 13 6.5 12
2 PWR 7 16.5 100
Notes:
1. Depth shown is from the base grade of existing C&D LF.
2. Design SPT N-values are asssumed by using the lowest N-value of the corresponding stratum from the nearby borings.
3. Soil layer thicknesses are assumed based upon the soil borings performed nearby.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point B CHECK BY:JW PAGE NO:3 of 5
Boussinesq Vertical Stress Due to Trapezoidal Loading (EM 1110-1-1904, Table C-1)
Cross Section Sketch (Not to Scale)
222 ft 194 ft
EL 795
3 Total Load q =4810 +360
1 C&D Density g=65 pcf =5170 psf (LF load plus 3 ft-thickCap material)
74 ft
Existing and Proposed C&D LF
EL 721
638 ft
a=222 b=97 x=97 at center x=0
at toe x=319
at crest x=97
Calculations for Each Sub-layer:
Layer #Depth to Mid-
layer (z), ft b1 b2 b a a'Iz
1 6.5 0.000 1.537 1.537 0.018 1.542 0.991
2 16.5 0.000 1.486 1.486 0.045 1.497 0.976
)]'()'()'([1 aaaaabap-+++++=xbaaIz
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point B CHECK BY:JW PAGE NO:4 of 5
Reference Information
Soil Type:
Soil qc/N Descrpition
Silt Sand to Sandy Silt 3 Combination of silts, sandy silts, slightly
cohesive sand-silts.
Sand to Silty Sand 4 Silty sands
Sand 5 Clean to slightly silty sands.
From "CPT in Geotechnical Practice", by Lunne, Robertson and Powell.
Where: qc = Average Dutch Cone Resistance
N = SPT N value
Strain Condition:
Strain Es/qc Descrpition
Axisymmetric 2.5 L/B = 1 Assume axisymmetric condition
Plane 3.5 L/B >= 10
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point B CHECK BY:JW PAGE NO:5 of 5
Settlement Calculation and Results
Layer Delta Z (ft)Average SPT
N-value (1)
Corrected qc
(tsf) (2)Es (tsf) (3)Depth to Mid
Layer (ft)I (4)(Iz/D)*Delta Z (5)
1 13 12 36.0 90.00 6.5 0.991 0.1431
2 7 100 300.0 750.00 16.5 0.976 0.0091
Compressible Soil Thickness =20 ft Total Settlement/tsf 0.1522 ft/tsf
Total Load =2.585 tsf
Settlement:
t = 0 years d = 4.7 inches
Notes:
1. Refer to boring information for average N values (not corrected).
2. Refer to reference page for values.
3. Schmertmann SPT-correlations modified by Ladd, Es = average equivalent modulus over depth z for foundation type.
4. I obtained from stress influence diagram.
5. Represents the settlement attributed to each layer assuming C1 equals 1.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point C CHECK BY:JW PAGE NO:1 of 5
Purpose:Estimate the potential total and differential settlement beneath the proposed landfill to confirm settlements will not adversely impact the proposed design.
Problem:Estimate settlement of foundation soils at discrete location beneath landfill due to the proposed landfill load.
References:1. Schmertmann, John "Static Cone To Compare Static Settlement Over Sands", Journal of the Soil Mechanics and Foundations Division, ASCE, May 1970.
2. Schmertmann, John; Hartman, John Paul; Brown, Philip, "Improved Strain Influence Factor Diagrams", Journal of the Soil Mechanics and Foundations
Division, ASCE, August 1978.
3. USACE, "Engineering Design - Settlement Analysis", EM 1110-1-1904, September 30, 1990.
4. Skempton, A. W. "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Aging, and
Overconsolidation", Geotechnique, Volume 36, No. 3, 1986.
5. Das, "Fundamentals of Geotechnical Engineering", 2000.
6. Bowles, "Foundation Analysis and Design", 5th Edition, 1996.
Soil Information:SPT N-values and subsurface conditions from borings performed nearby.
Assumptions:- Vertical stress increases are based on Boussinesq stress distribution under trapezoidal load per Table C-1 in the USACE EM 1110-1-1904.
- Due to the lateral extent of the load compared to the relatively small compressible soil thickness, assume vertical strain is proportional to vertical stress (i.e. 1-D
compressibility analyses)
- Settlement is calculated by using elastic modulus from Schmertmann Method.
- All split spoon sampling was carried out according to ASTM D1556.
- Only elastic settlement was considered for this project site. Although a clay layer was present in some borings, it is not a continuous layer across the site and
was mostly above the groundwater table. Therefore, consolidation settlement was no considered applicable.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point C CHECK BY:JW PAGE NO:2 of 5
Subsurface Soil Conditions
Anticipated Subsurface Conditions
Layer Soil Strata Layer Thickness, ft Depth to Mid-layer
(ft)
Design SPT N-
value
1 ML 12 6 12
2 PWR 9 16.5 97
Notes:
1. Depth shown is from the base grade of existing C&D LF.
2. Design SPT N-values are asssumed by using the lowest N-value of the corresponding stratum from the nearby borings.
3. Soil layer thicknesses are assumed based upon the soil borings performed nearby.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point C CHECK BY:JW PAGE NO:3 of 5
Boussinesq Vertical Stress Due to Trapezoidal Loading (EM 1110-1-1904, Table C-1)
Cross Section Sketch (Not to Scale)
222 ft 194 ft
EL 795
3 Total Load q =4810 +360
1 C&D Density g=65 pcf =5170 psf (LF load plus 3 ft-thickCap material)
74 ft
Existing and Proposed C&D LF
EL 721
638 ft
a=222 b=97 x=0 at center x=0
at toe x=319
at crest x=97
Calculations for Each Sub-layer:
Layer #Depth to Mid-
layer (z), ft b1 b2 b a a'Iz
1 6 1.509 1.509 3.018 0.043 0.043 1.000
2 16.5 1.402 1.402 2.805 0.117 0.117 1.000
)]'()'()'([1 aaaaabap-+++++=xbaaIz
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point C CHECK BY:JW PAGE NO:4 of 5
Reference Information
Soil Type:
Soil qc/N Descrpition
Silt Sand to Sandy Silt 3 Combination of silts, sandy silts, slightly
cohesive sand-silts.
Sand to Silty Sand 4 Silty sands
Sand 5 Clean to slightly silty sands.
From "CPT in Geotechnical Practice", by Lunne, Robertson and Powell.
Where: qc = Average Dutch Cone Resistance
N = SPT N value
Strain Condition:
Strain Es/qc Descrpition
Axisymmetric 2.5 L/B = 1 Assume axisymmetric condition
Plane 3.5 L/B >= 10
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point C CHECK BY:JW PAGE NO:5 of 5
Settlement Calculation and Results
Layer Delta Z (ft)Average SPT
N-value (1)
Corrected qc
(tsf) (2)Es (tsf) (3)Depth to Mid
Layer (ft)I (4)(Iz/D)*Delta Z (5)
1 12 12 36.0 90.00 6.0 1.000 0.1333
2 9 97 291.0 727.50 16.5 1.000 0.0124
Compressible Soil Thickness =21 ft Total Settlement/tsf 0.1457 ft/tsf
Total Load =2.585 tsf
Settlement:
t = 0 years d = 4.5 inches
Notes:
1. Refer to boring information for average N values (not corrected).
2. Refer to reference page for values.
3. Schmertmann SPT-correlations modified by Ladd, Es = average equivalent modulus over depth z for foundation type.
4. I obtained from stress influence diagram.
5. Represents the settlement attributed to each layer assuming C1 equals 1.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point D CHECK BY:JW PAGE NO:1 of 5
Purpose:Estimate the potential total and differential settlement beneath the proposed landfill to confirm settlements will not adversely impact the proposed design.
Problem:Estimate settlement of foundation soils at discrete location beneath landfill due to the proposed landfill load.
References:1. Schmertmann, John "Static Cone To Compare Static Settlement Over Sands", Journal of the Soil Mechanics and Foundations Division, ASCE, May 1970.
2. Schmertmann, John; Hartman, John Paul; Brown, Philip, "Improved Strain Influence Factor Diagrams", Journal of the Soil Mechanics and Foundations
Division, ASCE, August 1978.
3. USACE, "Engineering Design - Settlement Analysis", EM 1110-1-1904, September 30, 1990.
4. Skempton, A. W. "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Aging, and
Overconsolidation", Geotechnique, Volume 36, No. 3, 1986.
5. Das, "Fundamentals of Geotechnical Engineering", 2000.
6. Bowles, "Foundation Analysis and Design", 5th Edition, 1996.
Soil Information:SPT N-values and subsurface conditions from borings performed nearby.
Assumptions:- Vertical stress increases are based on Boussinesq stress distribution under trapezoidal load per Table C-1 in the USACE EM 1110-1-1904.
- Due to the lateral extent of the load compared to the relatively small compressible soil thickness, assume vertical strain is proportional to vertical stress (i.e. 1-D
compressibility analyses)
- Settlement is calculated by using elastic modulus from Schmertmann Method.
- All split spoon sampling was carried out according to ASTM D1556.
- Only elastic settlement was considered for this project site. Although a clay layer was present in some borings, it is not a continuous layer across the site and
was mostly above the groundwater table. Therefore, consolidation settlement was no considered applicable.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point D CHECK BY:JW PAGE NO:2 of 5
Subsurface Soil Conditions
Anticipated Subsurface Conditions
Layer Soil Strata Layer Thickness, ft Depth to Mid-layer
(ft)
Design SPT N-
value1ML847
2 SM 3 9.5 10
3 PWR 13 17.5 100
Notes:
1. Depth shown is from the base grade of existing C&D LF.
2. Design SPT N-values are asssumed by using the lowest N-value of the corresponding stratum from the nearby borings.
3. Soil layer thicknesses are assumed based upon the soil borings performed nearby.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point D CHECK BY:JW PAGE NO:3 of 5
Boussinesq Vertical Stress Due to Trapezoidal Loading (EM 1110-1-1904, Table C-1)
Cross Section Sketch (Not to Scale)
222 ft 194 ft
EL 795
3 Total Load q =4810 +360
1 C&D Density g=65 pcf =5170 psf (LF load plus 3 ft-thickCap material)
74 ft
Existing and Proposed C&D LF
EL 721
638 ft
a=222 b=97 x=97 at center x=0
at toe x=319
at crest x=97
Calculations for Each Sub-layer:
Layer #Depth to Mid-
layer (z), ft b1 b2 b a a'Iz
1 4 0.000 1.550 1.550 0.011 1.553 0.994
2 9.5 0.000 1.522 1.522 0.026 1.528 0.986
3 17.5 0.000 1.481 1.481 0.048 1.492 0.975
)]'()'()'([1 aaaaabap-+++++=xbaaIz
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point D CHECK BY:JW PAGE NO:4 of 5
Reference Information
Soil Type:
Soil qc/N Descrpition
Silt Sand to Sandy Silt 3 Combination of silts, sandy silts, slightly
cohesive sand-silts.
Sand to Silty Sand 4 Silty sands
Sand 5 Clean to slightly silty sands.
From "CPT in Geotechnical Practice", by Lunne, Robertson and Powell.
Where: qc = Average Dutch Cone Resistance
N = SPT N value
Strain Condition:
Strain Es/qc Descrpition
Axisymmetric 2.5 L/B = 1 Assume axisymmetric condition
Plane 3.5 L/B >= 10
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point D CHECK BY:JW PAGE NO:5 of 5
Settlement Calculation and Results
Layer Delta Z (ft)Average SPT
N-value (1)
Corrected qc
(tsf) (2)Es (tsf) (3)Depth to Mid
Layer (ft)I (4)(Iz/D)*Delta Z (5)
1 8 7 21.0 52.50 4.0 0.994 0.1515
2 3 10 40.0 100.00 9.5 0.986 0.0296
3 13 100 300.0 750.00 17.5 0.975 0.0169
Compressible Soil Thickness =24 ft Total Settlement/tsf 0.1980 ft/tsf
Total Load =2.585 tsf
Settlement:
t = 0 years d = 6.1 inches
Notes:
1. Refer to boring information for average N values (not corrected).
2. Refer to reference page for values.
3. Schmertmann SPT-correlations modified by Ladd, Es = average equivalent modulus over depth z for foundation type.
4. I obtained from stress influence diagram.
5. Represents the settlement attributed to each layer assuming C1 equals 1.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point E CHECK BY:JW PAGE NO:1 of 5
Purpose:Estimate the potential total and differential settlement beneath the proposed landfill to confirm settlements will not adversely impact the proposed design.
Problem:Estimate settlement of foundation soils at discrete location beneath landfill due to the proposed landfill load.
References:1. Schmertmann, John "Static Cone To Compare Static Settlement Over Sands", Journal of the Soil Mechanics and Foundations Division, ASCE, May 1970.
2. Schmertmann, John; Hartman, John Paul; Brown, Philip, "Improved Strain Influence Factor Diagrams", Journal of the Soil Mechanics and Foundations
Division, ASCE, August 1978.
3. USACE, "Engineering Design - Settlement Analysis", EM 1110-1-1904, September 30, 1990.
4. Skempton, A. W. "Standard Penetration Test Procedures and the Effects in Sands of Overburden Pressure, Relative Density, Particle Size, Aging, and
Overconsolidation", Geotechnique, Volume 36, No. 3, 1986.
5. Das, "Fundamentals of Geotechnical Engineering", 2000.
6. Bowles, "Foundation Analysis and Design", 5th Edition, 1996.
Soil Information:SPT N-values and subsurface conditions from borings performed nearby.
Assumptions:- Vertical stress increases are based on Boussinesq stress distribution under trapezoidal load per Table C-1 in the USACE EM 1110-1-1904.
- Due to the lateral extent of the load compared to the relatively small compressible soil thickness, assume vertical strain is proportional to vertical stress (i.e. 1-D
compressibility analyses)
- Settlement is calculated by using elastic modulus from Schmertmann Method.
- All split spoon sampling was carried out according to ASTM D1556.
- Only elastic settlement was considered for this project site. Although a clay layer was present in some borings, it is not a continuous layer across the site and
was mostly above the groundwater table. Therefore, consolidation settlement was no considered applicable.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point E CHECK BY:JW PAGE NO:2 of 5
Subsurface Soil Conditions
Anticipated Subsurface Conditions
Layer Soil Strata Layer Thickness, ft Depth to Mid-layer
(ft)
Design SPT N-
value1ML178.5 12
2 SM 14 24 10
3 PWR 21 41.5 100
Notes:
1. Depth shown is from the base grade of existing C&D LF.
2. Design SPT N-values are asssumed by using the lowest N-value of the corresponding stratum from the nearby borings.
3. Soil layer thicknesses are assumed based upon the soil borings performed nearby.
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point E CHECK BY:JW PAGE NO:3 of 5
Boussinesq Vertical Stress Due to Trapezoidal Loading (EM 1110-1-1904, Table C-1)
Cross Section Sketch (Not to Scale)
222 ft 194 ft
EL 795
3 Total Load q =4810 +360
1 C&D Density g=65 pcf =5170 psf (LF load plus 3 ft-thickCap material)
74 ft
Existing and Proposed C&D LF
EL 721
638 ft
a=222 b=97 x=319 at center x=0
at toe x=319
at crest x=97
Calculations for Each Sub-layer:
Layer #Depth to Mid-
layer (z), ft b1 b2 b a a'Iz
1 8.5 -1.533 1.550 0.018 0.007 1.533 0.012
2 24 -1.463 1.513 0.050 0.020 1.463 0.034
3 41.5 -1.386 1.471 0.085 0.034 1.386 0.059
)]'()'()'([1 aaaaabap-+++++=xbaaIz
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point E CHECK BY:JW PAGE NO:4 of 5
Reference Information
Soil Type:
Soil qc/N Descrpition
Silt Sand to Sandy Silt 3 Combination of silts, sandy silts, slightly
cohesive sand-silts.
Sand to Silty Sand 4 Silty sands
Sand 5 Clean to slightly silty sands.
From "CPT in Geotechnical Practice", by Lunne, Robertson and Powell.
Where: qc = Average Dutch Cone Resistance
N = SPT N value
Strain Condition:
Strain Es/qc Descrpition
Axisymmetric 2.5 L/B = 1 Assume axisymmetric condition
Plane 3.5 L/B >= 10
10/7/2016
CLIENT:Cabarrus County JOB NO:1278-98602 COMP BY:OE
PROJECT:Phase III unlined C&D LF Expansion DATE CHK:8/5/2016 DATE:7/29/2016
DETAIL:Settlement Analyses-Point E CHECK BY:JW PAGE NO:5 of 5
Settlement Calculation and Results
Layer Delta Z (ft)Average SPT
N-value (1)
Corrected qc
(tsf) (2)Es (tsf) (3)Depth to Mid
Layer (ft)I (4)(Iz/D)*Delta Z (5)
1 17 12 36.0 90.00 8.5 0.012 0.0023
2 14 10 40.0 100.00 24.0 0.034 0.0048
3 21 100 300.0 750.00 41.5 0.059 0.0016
Compressible Soil Thickness =52 ft Total Settlement/tsf 0.0087 ft/tsf
Total Load =2.585 tsf
Settlement:
t = 0 years d = 0.3 inches
Notes:
1. Refer to boring information for average N values (not corrected).
2. Refer to reference page for values.
3. Schmertmann SPT-correlations modified by Ladd, Es = average equivalent modulus over depth z for foundation type.
4. I obtained from stress influence diagram.
5. Represents the settlement attributed to each layer assuming C1 equals 1.
Part 3
Engineering Plan

Appendix C
Design Hydrogeological Report

i
Table of Contents
1. Purpose and Scope
1.1 Report Contents ............................................................................................................................................................. 1-1
1.2 Previous Investigations ............................................................................................................................................... 1-1
1.2.1 C&D Landfill Investigation – Phase 1 .................................................................................................... 1-2
1.2.2 C&D Landfill Investigation – Phase 2 .................................................................................................... 1-2
1.2.3 Monitoring Well Installation .................................................................................................................... 1-4
1.2.4 C&D Landfill – Phase 2 Expansion ......................................................................................................... 1-4
1.2.5 Monitoring Well Installation – Phase 2 Expansion ......................................................................... 1-5
1.2.6 Alternate Source Demonstration ............................................................................................................ 1-5
1.3 Current Investigation ................................................................................................................................................... 1-5
2. Methodology
2.1 Drilling Methods ............................................................................................................................................................. 2-1
2.1.1 Borehole Drilling ........................................................................................................................................... 2-1
2.1.1.1 Hollow-Stem Auger Drilling ................................................................................................. 2-1
2.1.1.2 Rock Coring ................................................................................................................................. 2-1
2.2 Piezometer Installations ............................................................................................................................................. 2-2
2.3 Water Level Measurements ...................................................................................................................................... 2-2
2.4 Piezometer Surveying .................................................................................................................................................. 2-2
2.5 Slug Tests .......................................................................................................................................................................... 2-4
2.6 Geotechnical Testing .................................................................................................................................................... 2-4
3. Current Investigation Results
3.1 Site Geology ...................................................................................................................................................................... 3-1
3.1.1 Drilling Observations .................................................................................................................................. 3-1
3.1.1.1 Residuum ..................................................................................................................................... 3-3
3.1.1.2 Saprolite ....................................................................................................................................... 3-3
3.1.1.3 Partially Weathered Rock ..................................................................................................... 3-3
3.1.1.4 Bedrock......................................................................................................................................... 3-4
3.2 Testing Program ............................................................................................................................................................. 3-7
3.2.1 Standard Penetration Testing .................................................................................................................. 3-7
3.2.2 Particle Size Analysis and Unified Soil Classification .................................................................... 3-7
3.2.3 Formation Descriptions ............................................................................................................................. 3-7
3.2.4 Geotechnical Laboratory Testing ........................................................................................................... 3-7
3.2.5 Dispersive Characteristics ......................................................................................................................... 3-9
3.3 Site Hydrogeology ...................................................................................................................................................... 3-10
3.3.1 Water Level Measurements ................................................................................................................... 3-10
3.3.1.1 Horizontal and Vertical Gradients ................................................................................. 3-10
3.3.1.2 Temporal Trends ................................................................................................................... 3-18
3.3.2 Slug Test Results......................................................................................................................................... 3-21
3.4 Hydrogeological Conceptual Model .................................................................................................................... 3-25
3.4.1 Precipitation and Groundwater Recharge....................................................................................... 3-25
3.4.2 Groundwater Flow ..................................................................................................................................... 3-28
3.4.2.1 Groundwater Velocity ......................................................................................................... 3-28
Phase 3 Expansion – Design Hydrogeologic Report • Table of Contents
ii
3.4.3 Surface Water Interactions and Groundwater Discharge ......................................................... 3-29
3.5 Groundwater Conditions ......................................................................................................................................... 3-29
3.5.1 Groundwater Quality ................................................................................................................................ 3-29
3.5.2 Groundwater Assessment and Remediation ...................................................................................... 3-31
4. Conclusions
4.1 Landfill Construction Considerations .................................................................................................................... 4-1
4.2 Water Quality Monitoring Plan Considerations ................................................................................................ 4-1
4.3 Piezometer and Monitoring Well Abandonment .............................................................................................. 4-1
5. References

Phase 3 Expansion – Design Hydrogeologic Report • Table of Contents
iii
List of Figures
Figure 1-1 Site Map ............................................................................................................................................................. 1-3
Figure 3-1 Bedrock Contour Map ................................................................................................................................. 3-5
Figure 3-2 Groundwater Contour Map .................................................................................................................... 3-12
Figure 3-3 Average Monthly Precipitation ............................................................................................................ 3-20
Figure 3-4 Seasonal High GW ...................................................................................................................................... 3-22
Figure 3-5 Long-Term Seasonal High GW .............................................................................................................. 3-23
Figure 3-6 Cross-Section A-A’ ...................................................................................................................................... 3-26
Figure 3-7 Cross-Section B-B’ ...................................................................................................................................... 3-27

List of Tables

Table 2-1 Piezometer and Monitoring Well Completion Summary ............................................................. 2-3
Table 3-1 Summary of Lithologic Data ..................................................................................................................... 3-2
Table 3-2 Summary of Rock Core Observations ................................................................................................... 3-6
Table 3-3 Summary of Geotechnical Testing Results ......................................................................................... 3-8
Table 3-4 Water Level Measurements ................................................................................................................... 3-11
Table 3-5 Historic MW Water Levels ..................................................................................................................... 3-13
Table 3-6 Monthly Precipitation Data Summary............................................................................................... 3-19
Table 3-7 Hydraulic Conductivity Summary ....................................................................................................... 3-24
Table 3-8 Summary of Calculated Groundwater Flow Velocities .............................................................. 3-30
Table 3-9 Groundwater Quality Data Summary ................................................................................................ 3-32

Phase 3 Expansion – Design Hydrogeologic Report • Table of Contents
iv
Appendices
Appendix A Bore Logs and Well Construction Diagrams
Appendix B Geotechnical Laboratory Data
Appendix C Field Notes
Appendix D Slug Test Raw Data and Calculations
Appendix E Analytical Laboratory Data – August 4, 2016 event

Phase 3 Expansion – Design Hydrogeologic Report • Table of Contents
v
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1-1
Section 1
Purpose and Scope
Rule .0539(d)(3) of the North Carolina Solid Waste Management Rules requires that a Design
Hydrogeologic Report be prepared in accordance with the requirements set forth in Rule
.0538(b). This document is intended to fulfill all of the specified criteria delineated in this rule.
The Design Hydrogeologic Report presented herein is designed to address the applicable Solid
Waste Management Rules for the Permit to Construct for the Phase 3 Expansion of the Cabarrus
County Construction & Demolition Debris (C&D) Landfill Facility. The Phase 3 expansion
encompasses approximately 2 acres and is designed to provide 5 years of disposal life based on
recent disposal rates.
The report compiles information from all field activities that have been conducted to date,
summarizing data from previously submitted documents, as well as subsequent investigation
activities, to provide a comprehensive characterization of the geology and hydrogeology at the
landfill site. The goal of this investigation is to provide sufficient technical information to design a
Water Quality Monitoring Plan for the Phase 3 Expansion as specified in Rule .0538(b)(2).
1.1 Report Contents
Section 1 of the Design Hydrogeologic Report discusses the purpose and scope of the report,
summarizes previous and current investigation activities, and provides a cross-reference
between each applicable regulatory requirement set forth in Rule .0538(b) and corresponding
sections of this report. Section 2 presents a summary of the methodologies used in this field
investigation, as well as data collection and evaluation activities. Section 3 presents the results of
this field investigation and data analysis activities. Conclusions derived from this and previous
investigations are presented in Section 4, along with a discussion of hydrogeologic factors
affecting the landfill design and development of the Water Quality Monitoring Plan.
1.2 Previous Investigations
Investigations have been conducted on and adjacent to the proposed site on several occasions
since 1993 for a Landfill Expansion Feasibility Study. The Study was done in order to determine
the feasibility of expanding the existing landfill property for use in construction of a new Subtitle
D lined landfill unit. It was determined that the crystalline rock at the site was shallow in areas
and has little inherent porosity The study also determined that the occurrence and movement of
groundwater in the bedrock is essentially controlled by openings within the rock mass created by
weathering, mass wasting or tectonic processes (fractures). Groundwater level data indicated
that the groundwater occurs at the site generally under unconfined conditions in the saprolite
and partially weathered rock (PWR), as well as fractures within the less weathered bedrock.
Localized semi-confined conditions may also be present within individual fractures or fracture
zones depending upon the orientation and extent at which they are interconnected with the
saprolite, PWR, or other fractures. Conditions were found to be suitable for Subtitle D landfill
development, however, the County chose not to pursue the option.
Section 1 • Purpose and Scope
1-2
A Groundwater Assessment for the Closed Unit 2 & 3 Landfill was completed in October 2000.
Groundwater contamination was found to have extended beyond the 125-foot review boundary.
As part of the Assessment, additional groundwater monitoring wells were installed further down-
gradient of the compliance wells. Groundwater contamination was found to be localized in the
areas around MW-E and MW-A. The site is currently undergoing remediation of contaminated
groundwater from the Closed Unit 2/3 MSW landfill. Remediation is being completed by
monitored natural attenuation and institutional controls paired with enhanced anaerobic
bioremediation.
1.2.1 C&D Landfill Investigation – Phase 1
In November 2002, the feasibility of expansion of a C&D landfill to the west of the closed Unit 2/3
MSW landfill was investigated. Fourteen boreholes were drilled at twelve locations during the
investigation. Boreholes were drilled using hollow-stem auger (HSA), air rotary drilling
techniques, and conventional rock coring. Rock core samples were taken from B-10 at depths of
21-26 ft and 26-31 ft using conventional rock core techniques. Eight locations, B-1s, B-3, B-5, B-8,
B-9, B-10, B-11, and B-12 were characterized using HSA and standard penetration testing (blow
counts) with the exception of B-10 where additional conventional rock coring was done after
auger refusal. Four locations, B-2, B-4, B-6, and B-7 were characterized using HSA and standard
penetration testing, until auger refusal occurred, at which time air rotary drilling was utilized to
complete the boring. Air rotary drilling was the only method used at locations B-1d and B-8d.
Piezometers were installed in fourteen boreholes at twelve locations, providing two nested
piezometer pairs. B-1s and B-1d, and B-8 and B-8d were the shallow and deep piezometers of the
two nested pairs. Water level measurements were taken at each of the piezometers at time of
boring, 24 hours after boring, during the semi-annual groundwater sampling event, and
periodically thereafter. Piezometer measuring points were surveyed to state plane coordinates
and mean sea level elevation. Piezometer locations are shown on Figure 1.1.
Because of the proximity to the existing landfill and known groundwater contamination
associated with the closed landfill, groundwater samples were collected from four piezometers
(B-3, B-4, B-5, and B-6) and analyzed for Volatile Organic Compounds (VOCs) and Metals on June
11 and 25, 2003. Based on the groundwater sampling results, it was determined that the
groundwater contamination from the old Unit 2/3 landfill was present in the initial proposed
expansion area and the feasibility of C&D landfill development in this area was discontinued for
the time being.
1.2.2 C&D Landfill Investigation – Phase 2
Since impacted groundwater was detected in the area to the west of the existing landfill, the
proposed C&D landfill expansion area was moved to the area to the north of the existing MSW
landfill. Several older monitoring wells and piezometers already existed in this area; however, no
lithologic, well construction, or survey data was available for most of the existing points. In order
to obtain lithology data and supplement groundwater elevation data in the new proposed
expansion area, additional borings were required.

Section 1 • Purpose and Scope
1-4
Prior to drilling any new piezometers in the area, one groundwater sample was collected from
piezometer B-12 and analyzed for Volatile Organic Compounds (VOCs) in order to verify that pre-
existing groundwater contamination was not present. Piezometer B-12 was installed as part of
the original proposed location investigation, but was within the anticipated footprint of the
existing C&D landfill. Based on the groundwater sampling results, it was determined that there
was no groundwater contamination from the old Unit 2/3 landfill present and the feasibility of
C&D landfill development could continue in this area.
As part of the investigation, four boreholes were drilled at four locations. Boreholes were
advanced using a truck-mounted drill rig utilizing HSA techniques. Piezometers were installed in
each borehole. Water level measurements were taken at each of the piezometers at time of
boring, 24 hours after boring, and during subsequent events. Both new piezometer measuring
points and old existing wells were surveyed to state plane coordinates and mean sea level
elevation (MSL).
Evaluation of piezometers and monitoring wells in and around the proposed C&D Landfill
expansion area suggested that groundwater movement was in a semi-radial pattern from the
north, with discharge to the central drainage feature east of the existing C&D landfill.
1.2.3 Monitoring Well Installation
In August and September 2006, installation of two background monitoring wells (CD-1s, -1d) and
five downgradient compliance wells (CD-2, -3, -4, -5, and -6) for the active C&D Landfill was
completed. The deep background well, CD-1d, was converted from piezometer B-13, which was
installed during the Phase 2 investigation. Monitoring wells CD-1d, -3, and -5 were installed using
HSA and standard penetration testing, until auger refusal occurred, at which time air rotary
drilling was utilized to complete the boring. Monitoring wells CD-1s, -2, -4, and -6 were installed
utilizing HSA methods and standard penetration testing.
The wells were slug tested for estimation of hydraulic conductivity after development, with the
exception of CD-1d and CD-6. In addition, each of the wells were surveyed to state plane
coordinates and MSL elevation, and sampled. Borelogs, slug test and initial sampling results were
forwarded to the SWS in a letter report dated October 11, 2006. However, the installation and
sampling of CD-4, -5, and -6 were not discussed in the October 2006 submittal. Based on the
groundwater sampling results, it was determined that the groundwater contamination from the
closed Unit 2 MSW Landfill was present in the wells. Therefore, through subsequent discussions
with the SWS, wells CD-4, -5, and -6 were added to the approved groundwater monitoring
network for the closed Unit 2 MSW Landfill to monitor and assess groundwater quality.
1.2.4 C&D Landfill Investigation – Phase 2 Expansion
The Phase 2 C&D Landfill expansion area consisted of approximately 2 acres south of the active
C&D landfill. As part of the Phase 2 expansion investigation, three boreholes were drilled at 2
locations (B-18s/B-18d, B-19). All borings were converted to piezometers for groundwater
elevation measurements and lithologic and geotechnical data was collected at each location. HSA
drilling was used for lithologic and geotechnical data collection at each boring. Rock coring was
performed at B-18d. Standard penetration tests were taken at all locations. In addition, at the
request of the Solid Waste Section, one monitoring well (CD-4 rep) was installed to the northeast
Section 1 • Purpose and Scope
1-5
of the Phase 1 expansion. CD-4 rep replaces monitoring well CD-4, which along with monitoring
well CD-5, was abandoned prior to construction of the Phase 1 expansion.
Other piezometers were also installed in the Phase 1 expansion area (B-17s/B-17d). These
piezometers have been abandoned, but are referenced for supporting groundwater and lithologic
information throughout this report.
Water level measurements were taken at each of the piezometers at least seven days after boring
and periodically thereafter. Water levels were not taken immediately after installation as the
water table had not stabilized after development. Piezometer measuring points were surveyed to
state plane coordinates and MSL elevation.
1.2.5 Monitoring Well Installation – Phase 2 Expansion
As discussed in the Water Quality Monitoring Plan for the Phase 2 Expansion, monitoring well CD-
3 was abandoned and re-installed approximately 125-feet from the Phase 2 Expansion and
piezometers B-7 and B-19 were converted to monitoring wells CD-7 and CD-8, respectively. No
new monitoring wells were installed.
1.2.6 Alternate Source Demonstration
In September 2013, an Alternate Source Demonstration (ASD) was submitted to the SWS for the
area of future C&D expansion south of the active C&D landfill. The ASD concluded that it is
apparent that all contamination located in the area adjacent to the existing C&D landfill is due to
impact of leachate from the closed unlined Unit 2 & 3 MSW landfill. To date, groundwater
monitoring wells immediately downgradient of the existing C&D landfill (CD-2, CD-3, CD-7, and
CD-8) have not had detections of any contaminant of concern VOCs above their respective NC2L.
1.3 Current Investigation
The current investigation focused on the proposed Phase 3 C&D Landfill expansion area south of
the existing Phase 2 area of the active C&D landfill. Due to the small size of the Phase 3 expansion
area and previous hydrogeologic investigations in the area, no additional borings were needed.
Within the proposed Phase 3 expansion area, there are four existing piezometers and wells at 3
locations (B-18s/B-18d, CD-3, and CD-8). HSA drilling was used for lithologic and geotechnical
data collection at each boring. Rock coring was performed at B-18d. Other piezometers installed
in the existing C&D area have been abandoned, but are referenced for supporting groundwater
and lithologic information throughout this report. There are also several existing piezometers in
potential future expansion areas further south of the Phase 3 expansion area.
Water level measurements were taken at each of the existing piezometers and monitoring wells
and the data was appended to existing measurements from the previous investigations. In
addition, groundwater samples were collected from existing piezometers B-1s, B-1d, B-4, B-5, B-6,
B-18s, and B-18d, in order to track groundwater conditions described in the ASD.

2-1
Section 2
Methodology
This section presents the methodology and data reduction used during the Phase 3 C&D Landfill
expansion hydrogeologic field investigation. As described in Section 1.3, the current investigation
water level measurements and groundwater sampling. Due to the small size of the expansion and
previous work done in the area, no drilling or piezometer installation was required in the
expansion area. A discussion of methods used for the previous subsurface work in the expansion
area are provided below.
2.1 Drilling Methods
The following section details the drilling methods used to install borings and piezometers and
collect geologic and hydrogeologic data for the Phase 3 C&D landfill expansion.
2.1.1 Borehole Drilling
Borehole drilling methods for this investigation included hollow stem auger (HSA) and
conventional rock coring. An onsite hydrogeologist observed the drilling operations and logged
the borings. For the purposes of this investigation, the base of the saprolite unit has been defined
as the depth at which soil penetration using a split-spoon sampler is greater than 50 blows per 6-
inches. This definition is used to permit consistent identification of the saprolite/PWR contact.
Boring logs from this and previous investigations within and adjacent to the Phase 3 expansion
area are provided in Appendix A.
2.1.1.1 Hollow-Stem Auger Drilling
Lithologic information was obtained at all locations by HSA drilling methods. All HSA borings in
the proposed Phase 3 expansion area were advanced to the top of bedrock (auger refusal).
An ATV-mounted Diedrich D-50 Turbo drill rig using 8-inch outer diameter augers was used to
complete the HSA drilling. Lithologic information was obtained through split-spoon sampling at 5
foot intervals as outlined in ASTM D-1586. Blow counts were noted during the driving of the split-
spoon sampler, and the sample was examined by the field hydrogeologist and described for color,
grain size, texture, and moisture content. The field descriptions were entered into the field
logbook. Borehole logs from HSA drilling are provided in Appendix A. The depth of the first
encountered blow count of 50 within a 6-inch interval was used to define the top of PWR, and the
depth of auger refusal was used to define the top of bedrock.
2.1.1.2 Rock Coring
The Diedrich D-50 Turbo drill rig used for HSA drilling was also used for rock coring. During the
investigation, bedrock was cored at B-18d. Standard rock coring techniques were utilized as
described below.
An HQ size double tube core barrel was attached to the bottom of the drill string and lowered to
the bottom of the borehole. The desired coring interval was drilled using a carbide-toothed bit
Section 2 • Methodology
2-2
and clear, potable water. When the desired interval had been penetrated, the entire core barrel
and attached drill string were retrieved from the hole. The inner sample tube was extracted from
the outer barrel and the core sample was then extruded and placed into a box labeled with the
core ID and depth intervals.
The rock core was described in the field and the percent recovery, rock quality designation
(RQD), and frequency of fractures were noted. Observed fracture infilling or coatings, gross
mineralogy, and other notable characteristics were also recorded. The RQD was determined by
dividing the total length of rock fragment longer than four inches over the total core length. Logs
of the core borings are contained in Appendix A and discussed further in Section 3.1.1.4.
2.2 Piezometer Installations
As discussed in Section 1.3, 3 piezometers were installed at 2 locations and 1 monitoring well was
installed during the current investigation in the Phase 3 expansion area. The piezometer and well
locations are shown on Figure 1-1 along with those installed in and around the Phase 3
expansion area during previous investigations. Table 2-1 provides a summary of piezometer
completion data for the piezometers and monitoring wells installed during this and previous
investigations.
All piezometers and monitoring wells were constructed of 2-inch diameter PVC casing, with 5 or
10-foot, 0.010-inch slot PVC screen and bottom cap. A filter pack consisting of #2 silica sand was
placed around the well screen to a minimum of 2 feet above the top of screen. The piezometer
annulus above the filter pack was then sealed with a minimum of 2 feet of 3/8-inch hydrated
bentonite pellets. The bentonite was allowed to set-up for at least several hours prior to grouting.
The remainder of the annulus was then filled with a Portland cement/bentonite grout poured
from the surface. Locking steel protective covers with a well ID placard and a 2-foot by 2-foot
concrete pad were installed over all piezometers or monitoring wells.
2.3 Water Level Measurements
Water level measurements were taken using an electronic water level meter with an accuracy of
0.01 feet. Water level measurements were taken relative to the north side of the top of each PVC
well casing (TOC = top of casing). Water levels were monitored both during and after the
piezometer completion. Water levels were collected after piezometer completion, when possible,
24 hours after completion, and at least seven days after completion. Measurement of water levels
at precise time periods after completion was not always possible due to conflicts with other
drilling operations and the expedited nature of the field investigation. However, adequate
measurements were taken for the purposes of the installation. Water level measurements are
discussed in detail in Section 3.3.1.
2.4 Piezometer Surveying
CESI Land Development Services conducted the surveying. All of the piezometers and borings
were surveyed to the TOC measuring point and to ground surface. Northing and easting
coordinates were reported in the state plane coordinate system, and elevations were surveyed to
MSL elevation.
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f
e
e
t

bl
s
)
To
p

o
f

Se
a
l

(
f
e
e
t

bl
s
)
Borehole Diameter (inches)Casing Diameter (inches)
B-
1
s
11
/
1
8
/
2
0
0
2
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
74
0
.
2
7
73
8
.
2
5
35
25
.
0
-
3
5
.
0
71
3
.
2
5
70
3
.
2
5
23
21
8 2
B-
1
d
11
/
1
9
/
2
0
0
2
Air
Be
d
r
o
c
k
74
0
.
8
7
73
8
.
2
5
52
42
.
0
-
5
2
.
0
69
6
.
2
5
68
6
.
2
5
40
38
6 2
B-
2
11
/
2
5
/
2
0
0
2
HS
A
/
A
i
r
Be
d
r
o
c
k
75
0
.
9
1
74
8
.
4
0
45
35
.
0
-
4
5
.
0
71
3
.
4
0
70
3
.
4
0
33
31
8/6 2
B-
3
11
/
1
8
/
2
0
0
2
HS
A
PW
R
76
1
.
7
6
75
9
.
2
4
57
47
.
0
-
5
7
.
0
71
2
.
2
4
70
2
.
2
4
45
43
8 2
B-
4
11
/
2
5
/
2
0
0
2
HS
A
/
A
i
r
Be
d
r
o
c
k
75
5
.
7
7
75
4
.
0
3
72
42
.
0
-
6
2
.
0
71
2
.
0
3
69
2
.
0
3
40
38
8/6 2
B-
5
11
/
2
1
/
2
0
0
2
HS
A
PW
R
72
2
.
2
3
72
0
.
9
3
26
16
.
0
-
2
6
.
0
69
4
.
9
3
68
4
.
9
3
14
12
8 2
B-
6
11
/
2
5
/
2
0
0
2
HS
A
/
A
i
r
Be
d
r
o
c
k
76
2
.
6
7
76
1
.
1
7
72
52
.
0
-
7
2
.
0
70
9
.
1
7
68
9
.
1
7
50
48
8/6 2
B-
7

(
C
D
-
7
)
11
/
2
5
/
2
0
0
2
HS
A
/
A
i
r
Be
d
r
o
c
k
74
4
.
8
1
74
2
.
1
8
44
34
.
0
-
4
4
.
0
70
8
.
1
8
69
8
.
1
8
32
30
8/6 2
B-
8
s
11
/
2
0
/
2
0
0
2
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
72
5
.
5
7
72
3
.
7
1
21
11
.
0
-
2
1
.
0
71
2
.
7
1
70
2
.
7
1
9
7 8 2
B-
8
d
11
/
1
9
/
2
0
0
2
Air
Be
d
r
o
c
k
72
5
.
6
0
72
3
.
3
6
29
19
.
0
-
2
9
.
0
70
4
.
3
6
69
4
.
3
6
17
15
6 2
B-
9
11
/
2
0
/
2
0
0
2
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
74
2
.
8
2
73
9
.
9
4
30
20
.
0
-
3
0
.
0
71
9
.
9
4
70
9
.
9
4
18
16
8 2
B-
1
0
11
/
2
0
/
2
0
0
2
HS
A
/
C
o
r
e
PW
R
/
B
e
d
r
o
c
k
73
8
.
0
1
73
6
.
8
9
31
16
.
0
-
3
1
.
0
72
0
.
8
9
70
5
.
8
9
14
12
8/4 2
B-
1
1
11
/
2
0
/
2
0
0
2
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
/
B
e
d
r
o
c
k
73
3
.
9
8
73
1
.
8
3
25
15
.
0
-
2
5
.
0
71
6
.
8
3
70
6
.
8
3
13
11
8 2
B-
1
2
11
/
2
2
/
2
0
0
2
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
74
5
.
1
5
74
3
.
0
8
26
16
.
0
-
2
6
.
0
72
7
.
0
8
71
7
.
0
8
14
12
8 2
B-
1
3

(
C
D
-
1
d
)
7/
2
1
/
2
0
0
4
HS
A
PW
R
75
7
.
2
6
75
4
.
0
50
40
.
0
-
5
0
.
0
71
4
.
0
70
4
.
0
38
36
4 2
B-
1
4
7/
2
1
/
2
0
0
4
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
75
5
.
0
8
75
2
.
3
37
27
.
0
-
3
7
.
0
72
5
.
3
71
5
.
3
25
23
4 2
B-
1
5
7/
2
2
/
2
0
0
4
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
75
6
.
8
0
75
4
.
0
35
25
.
0
-
3
5
.
0
72
9
.
0
71
9
.
0
23
21
4 2
B-
1
6
7/
2
2
/
2
0
0
4
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
74
1
.
7
4
73
8
.
7
25
20
.
0
-
2
5
.
0
71
8
.
7
71
3
.
7
18
16
4 2
B-
1
7
s
1/
1
5
/
2
0
0
9
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
75
4
.
6
2
75
3
.
5
38
28
.
0
-
3
8
.
0
72
5
.
5
71
5
.
5
26
24
8 2
B-
1
7
d
1/
1
5
/
2
0
0
9
HS
A
/
C
o
r
e
Be
d
r
o
c
k
75
4
.
6
9
75
3
.
3
47
42
.
0
-
4
7
.
0
71
1
.
3
70
6
.
3
40
38
8/4 2
B-
1
8
s
1/
1
5
/
2
0
0
9
HS
A
PW
R
74
3
.
3
4
74
2
.
1
38
28
.
0
-
3
8
.
0
71
4
.
1
70
4
.
1
26
24
8 2
B-
1
8
d
1/
1
4
/
2
0
0
9
HS
A
/
C
o
r
e
Be
d
r
o
c
k
74
4
.
0
2
74
1
.
9
49
44
.
0
-
4
9
.
0
69
7
.
9
69
2
.
9
42
40
8/4 2
B-
1
9
1/
1
3
/
2
0
0
9
HS
A
PW
R
74
1
.
2
4
73
9
.
7
43
33
.
0
-
4
3
.
0
70
6
.
7
69
6
.
7
31
29
8 2
CD
-
8
7/
1
/
2
0
1
4
HS
A
PW
R
73
8
.
3
9
73
9
.
0
43
33
.
0
-
4
3
.
0
70
6
.
0
69
6
.
0
31
29
6 2
CD
-
1
s
8/
7
/
2
0
0
6
HS
A
Sa
p
r
o
l
i
t
e
75
5
.
0
75
2
28
18
.
0
-
2
8
.
0
73
4
.
0
72
4
.
0
16
14
8 2
CD
-
2
9/
1
2
/
2
0
0
6
HS
A
Sa
p
r
o
l
i
t
e
73
3
73
0
24
9.
0
-
2
4
.
0
72
1
.
0
70
6
.
0
7
5 8 2
CD
-
3
9/
2
5
/
2
0
0
6
HS
A
/
A
i
r
Sa
p
r
o
l
i
t
e
/
P
W
R
75
3
.
3
75
0
60
45
.
0
-
6
0
.
0
70
5
.
0
69
0
.
0
43
41
8 2
CD
-
3

7/
1
/
2
0
1
4
HA
S
/
A
i
r
Sa
p
r
o
l
i
t
e
/
P
W
R
74
4
.
4
8
74
1
50
35
.
0
-
5
0
.
0
70
6
.
0
69
1
.
0
32
30
6 2
CD
-
4
8/
7
/
2
0
0
6
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
75
5
.
5
75
2
27
17
.
0
-
2
7
.
0
73
5
.
0
72
5
.
0
15
13
8 2
CD
-
4

R
e
p
1/
1
5
/
2
0
0
9
HS
A
Sa
p
r
o
l
i
t
e
73
9
.
1
5
73
6
.
2
16
6.
0
-
1
6
.
0
73
0
.
2
72
0
.
2
4
2 8 2
CD
-
5
9/
2
5
/
2
0
0
6
HS
A
/
A
i
r
Sa
p
r
o
l
i
t
e
/
P
W
R
75
8
.
7
75
5
60
45
.
0
-
6
0
.
0
71
0
.
0
69
5
.
0
43
41
8 2
CD
-
6
9/
1
1
/
2
0
0
6
HS
A
Sa
p
r
o
l
i
t
e
/
P
W
R
74
1
.
4
73
8
40
25
.
0
-
4
0
.
0
71
3
.
0
69
8
.
0
23
21
8 2
MW
-
2
10
/
6
/
1
9
8
7
HS
A
PW
R
73
3
.
7
8
73
2
.
6
4
40
30
.
0
-
4
0
.
0
70
2
.
6
4
69
2
.
6
4
29
27
6 2
MW
-
A
9/
1
6
/
1
9
9
4
HS
A
/
A
i
r
PW
R
/
B
e
d
r
o
c
k
74
6
.
8
0
74
4
.
5
1
50
33
.
0
-
4
8
.
0
71
1
.
5
1
69
6
.
5
1
31
29
6 2
MW
-
J
9/
3
/
1
9
9
9
Air
Be
d
r
o
c
k
72
8
.
4
7
72
5
.
5
5
32
29
.
0
-
3
2
.
0
69
6
.
5
5
69
3
.
5
5
28
25
6 2
MW
-
X
12
/
2
0
/
1
9
9
3
HS
A
/
A
i
r
Be
d
r
o
c
k
71
0
.
2
8
70
8
.
1
5
30
20
.
0
-
3
0
.
0
68
8
.
1
5
67
8
.
1
5
18
16
6 2
P-
4
NA
HS
A
Sa
p
r
o
l
i
t
e
73
6
.
1
1
73
4
.
9
10
5.
0
-
1
0
.
0
*
72
9
.
9
72
4
.
9
NA
NA
NA 2
P-
8
NA
HS
A
Sa
p
r
o
l
i
t
e
74
2
.
0
1
73
8
.
9
12
7.
0
-
1
2
.
0
*
73
1
.
9
72
6
.
9
NA
NA
NA 2
M-
4
NA
HS
A
Sa
p
r
o
l
i
t
e
75
4
.
0
7
75
1
.
9
34
24
.
0
-
3
4
.
0
*
72
7
.
9
71
7
.
9
NA
NA
NA 2
No
t
e
s
:
Pi
e
z
o
m
e
t
e
r
s

i
n

it
a
l
i
c
h
a
v
e

b
e
e
n

a
b
a
n
d
o
n
e
d
.
Pi
e
z
o
m
e
t
e
r
s

i
n

bo
l
d
a
r
e

w
i
t
h
i
n

P
h
a
s
e

3

e
x
p
a
n
s
i
o
n

a
r
e
a

a
n
d

w
i
l
l

b
e

a
b
a
n
d
o
n
e
d

p
r
i
o
r

t
o

c
o
n
s
t
r
u
c
t
i
o
n
.
*-
A
s
s
u
m
e
d

s
c
r
e
e
n

i
n
t
e
r
v
a
l
.
NA

-

D
a
t
a

u
n
k
n
o
w
n
.

N
o

b
o
r
e
l
o
g

o
r

w
e
l
l

c
o
n
s
t
r
u
c
t
i
o
n

d
a
t
a

a
v
a
i
l
a
b
l
e
.

U
s
e
d

f
o
r

g
r
o
u
n
d
w
a
t
e
r

e
l
e
v
a
t
i
o
n

d
a
t
a

o
n
l
y
.
B-
1
9

a
n
d

C
D
-
3

a
b
a
n
d
o
n
e
d

d
u
r
i
n
g

P
h
a
s
e

2

e
x
p
a
n
s
i
o
n

a
c
t
i
v
i
t
e
s

a
n
d

r
e
-
l
o
c
a
t
e
d

a
t

C
D
-
8

a
n
d

C
D
-
3
.
Table 2-1
Section 2 • Methodology
2-4
2.5 Slug Tests
Slug tests were not performed on the borings in the Phase 3 expansion area. However, slug
testing was performed on two piezometers installed within the Phase 1 expansion area (B-17s
and B-17d) and CD-4 rep. Both slug-in (displacement) and slug-out (recovery) tests were
conducted at each piezometer using a stainless steel solid slug and a transducer/data logger. The
transducer/data logger was lowered to approximately 10 to 15 feet below the water level in the
piezometer, taped into place, and a reference water level was collected. Immediately after
starting the data logger, the slug was lowered to approximately 1.5 feet below the water surface
and taped into place. The data logger was then monitored until water levels stabilized. The data
logger was then re-started for the slug-out test and the slug was immediately withdrawn from the
piezometer. The data logger was monitored until the water level stabilized.
The data was then analyzed using the Bouwer and Rice method (Bouwer, 1989) to estimate
horizontal hydraulic conductivity. Slug test results are discussed in Section 3.3.2.
2.6 Geotechnical Testing
Undisturbed Shelby tube, jar samples and bulk samples collected during this investigation were
analyzed for various geotechnical properties by Geotechnics geotechnical laboratory in Raleigh,
North Carolina. The testing program consisted of analyses for grain size distribution, soil
classification, Atterberg limits, porosity and in-situ and remolded hydraulic conductivity.
Laboratory geotechnical data from the samples collected during this and previous investigations
in and adjacent to the Phase 3 expansion area are presented in Appendix B. Geotechnical testing
results for samples collected during this investigation are discussed in Section 3.2.

3-1
Section 3
Current Investigation Results
This section presents the results of the proposed Phase 3 expansion investigation which included
borehole drilling, rock coring, geotechnical testing, piezometer installations, water level
measurements, and aquifer characterization (slug testing). The regional geology and
hydrogeology have been previously discussed in the existing C&D landfill Design Hydrogeologic
Report (CDM, 2005), and, therefore, will not be re-iterated in this report. The site geology and
drilling observations are discussed in Section 3.1. Laboratory testing results are discussed in
Section 3.2. The site hydrogeology is evaluated in detail in Section 3.3 and includes water level
results, potentiometric surface mapping, slug test analysis, and groundwater sampling analysis.
Section 3.4 presents a hydrogeologic conceptual model for the site with hydrogeologic cross
sections and discussions on groundwater recharge and discharge.
3.1 Site Geology
Based on regional mapping of the Charlotte 1°x 2° quadrangle and geological mapping and data
collection during this and previous subsurface explorations at the site, metamorphosed quartz
diorite is the dominant bedrock lithology at the site. The metamorphosed quartz diorite is
interlayered with schistose material and exhibits variable micaceous foliation. Natural processes
have weathered the bedrock by chemical alteration of the rock minerals to form saprolite that
extends to varying depths below the ground surface. The texture and depth of saprolite
development varies with the degree of weathering, which in turn, is related to the mineralogic
composition and structure of the native material (Gair, 1989) (CDM, 2005).
Intrusive veins and irregularly shaped bodies of quartz and coarse-grained pegmatite ranging
from less than 1-inch to a few feet in thickness are frequently observed in the metamorphosed
quartz diorite. The quartz is rarely weathered but disaggregates to angular fragments of sand to
boulder size. Feldspars in the pegmatic materials are typically altered by weathering to white,
plastic clay. During past investigations of the site, a magnetic geophysical survey detected a
previously unknown diabase dike approximately 3,500-feet south of the existing C&D Landfill.
The dike is trending in a north-west/south-east direction, but does not appear to affect the
landfill site.
3.1.1 Drilling Observations
Four major lithologic distinctions have been made at the C&D Landfill expansion area based on
observations from the previous subsurface investigations. These are: Residuum; saprolite; PWR;
and bedrock. Descriptions of each material encountered at specific boring locations are provided
in the boring logs contained in Appendix A. Each of these units is discussed in the following
sections of the report. Table 3-1 lists all of the borings drilled at the C&D Landfill area and the
depths at which the partially weathered rock and bedrock units were encountered.

Table 3-1
Summary of Lithologic Data
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Borehole Ground Surface
Elev. (feet msl)
Depth to PWR
(feet bgs)
PWR
Elevation
(feet msl)
Depth to
Bedrock
(feet bgs)
Bedrock
Elevation
(feet msl)
B-1s 738.25 35 703 35 703
B-2 748.40 25 723 34 714
B-3 759.24 40 719 57 702
B-4 754.03 35 719 40 714
B-5 720.93 10 711 26 695
B-6 761.17 35 726 54 707
B-7 (CD-7)742.18 25 717 35 707
B-8s 723.71 20 704 21 703
B-9 739.94 25 715 30 710
B-10 736.89 20 717 21 716
B-11 731.83 25 707 25 707
B-12 743.08 20 723 26 717
B-13/CD-1 754.0 25 729 >50 >704
B-14 752.3 15 737 >37 >715
B-15 754.0 29 725 >35 >719
B-16 738.7 24 715 >25 >713
B-17 753.5 24 730 39 715
B-18 742.1 28 714 38 704
B-19 (CD-8)739.7 34 706 44 696
CD-2 730 25 705 >25 >705
CD-3 750 25 725 60 690
CD-4 752 20 732 >28 >732
CD-4 rep 736.2 15 721 >16 >721
CD-5 755 33 722 58 697
CD-6 738 23 715 40 698
MW-A 744.5 22 723 48 697
MW-J 725.6 14 712 26 700
MW-X 708.2 4 704 12 696
MW-2 732.6 22 711 >40 >692
Table 3-1
Section 3 • Current Investigation Results
3-3
3.1.1.1 Residuum
Generally, the top two to six feet of soil at the site are described as residuum and consist of finer
grained materials than the material below. The shallower, finer grained soils are typically
described as red or orange clay or silts with little to no sand. The residuum was not present at all
locations due to previous site activities in these areas.
3.1.1.2 Saprolite
Below the residuum, saprolite is present at all boring locations. These soils are derived from the
in-place chemical weathering of bedrock materials, and are characterized by the presence of relict
mineral fabric from the original rock mass. These soils typically become more dense and coarser
in texture as weathering decreases with depth. Most on-site saprolite soils grade to a silty sand
with depth. Saprolite within the proposed expansion areas was observed to be dry to moist at
most locations, but was wet near the PWR contact in some borings.
Hard rock fragments, particularly quartz, are commonly present in the lower portion of the
saprolite and become larger and more frequent with depth. The contact between the saprolite
and underlying PWR or bedrock is gradational. The saprolite soils vary from reddish brown to
white in color. As noted previously, for the purposes of this investigation, the base of the saprolite
unit has been defined as the depth at which soil penetration using a split-spoon sampler is
greater than 50 blows per 6-inches. This definition is used to permit consistent identification of
the saprolite/PWR contact.
Comparing lithologic data from piezometers within and adjacent to the proposed C&D Landfill
expansion phases, saprolite was observed to range in thickness from 4 feet at MW-X to 40 feet at
B-3, and averaged about 24 feet. Within the proposed Phase 3 C&D Landfill expansion area,
saprolite ranges from approximately 20 feet in thickness at CD-6 to approximately 30 feet in
thickness at B-19, and averaged about 25 feet in thickness.
3.1.1.3 Partially Weathered Rock
The PWR elevation and depth below ground surface for each boring in the C&D Landfill
expansion area is presented in Table 3.1. At most locations, the saprolite transitionally grades
into the parent bedrock from which it is derived. This transition zone has been designated the
PWR unit. It is characterized by deeply weathered bedrock material that can be penetrated by
augers but requires more than 50 blows to advance a split-spoon sampler 6-inches. The PWR at
the proposed C&D Landfill expansion consists primarily of gray to brown/white/tan silty sands to
sand in some areas. The PWR was observed to be moist to wet at all locations within the Phase 3
expansion area.
The PWR thickness within the proposed C&D Landfill expansion area ranges from approximately
10 feet at B-7, B-18, and B-19 to 35 feet at CD-3. The average thickness within the Phase 3
expansion area is approximately 15 feet. In most cases, the transition from silty/clayey saprolite
to bedrock is relatively thick with the exception of borings located within borrow areas or
drainage features.
Section 3 • Current Investigation Results
3-4
3.1.1.4 Bedrock
The 284.5 acre parcel of land owned by Cabarrus County is underlain by metamorphosed quartz
diorite. Bedrock lithology in the C&D Landfill area was consistent with the drilling observations
and geologic mapping in the previous site investigations. Within the proposed Phase 3 expansion
area, depth from ground surface to the top of bedrock ranged from 38 feet at B-18 to 60 feet at
CD-3. The average depth to bedrock is approximately 45 feet over the entire proposed C&D
Landfill expansion area (existing C&D landfill and proposed future expansion areas).
The depth to bedrock is generally shallow in drainage features and significantly deeper in the
upland areas. Figure 3-1 is a contour map of the bedrock surface developed from depth to
bedrock measurements observed in the exploratory borings drilled in and adjacent to the
proposed C&D Landfill expansion areas. It shows that the bedrock surface over most of the site is
a subdued reflection of surficial topography.
During the previous C&D Landfill design hydrogeologic investigations, one rock core was
collected at B-10. Bedrock was encountered at approximately 21 feet below land surface and was
described as metamorphosed quartz diorite. Two five-foot core runs were collected and indicated
that the top 10 feet of rock were moderately fractured. Recovery values for the two runs were 48
and 50 percent, respectively. RQD values were 25 and 40 percent, respectively.
Rock cores were collected during the Phase 2 investigation from B-17d and B-18d. Bedrock was
encountered at approximately 38 and 39 feet, respectively, below land surface and was described
as metamorphosed quartz diorite. Two five-foot coring runs were collected from each location.
Recovery values for the two runs at B-17d were 100 and 98 percent, respectively and RQD values
were 26 and 74 percent, respectively. Recovery values for the two runs at B-18d were 92 and 64
percent, respectively and RQD values were 58 and 35 percent, respectively.
Observations from the rock cores collected during previous investigations from borings B-10, B-
17d, and B-18d generally showed a moderately fractured top 5 feet of bedrock with red and
orange oxidation, likely iron or manganese oxides, observed between fractures. The oxidized
fractures are indicative of water movement between the fractures. A summary of the rock core
observations from the entire site is presented in Table 3-2.

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Table 3-2
Section 3 • Current Investigation Results
3-7
3.2 Testing Program
Table 3-3 summarizes the results of the geotechnical testing performed on samples in and
around the proposed Phase 3 expansion area during previous investigations. The following
sections discuss Standard Penetration (SPT), particle size, soil classification (USCS), formation
descriptions, and saturated hydraulic conductivity, porosity, effective porosity, and dispersive
characteristics for each unit of the uppermost aquifer at the expansion site.
3.2.1 Standard Penetration Testing
Standard Penetration Testing (SPT), in accordance with ASTM Standard D1586, was conducted at
all boring locations during this investigation. SPT’s were conducted over 2-foot intervals, typically
every 5-feet from ground surface to the termination of the boring. Blow counts were recorded for
every 6-inches and recorded. The split spoon sample was placed in a sealed glass jar and labeled
by boring number, sample number, depth interval, and blow count. Blow counts are presented on
the boring logs in Appendix A.
3.2.2 Particle Size Analysis and Unified Soil Classification
Within the proposed Phase 3 expansion area, 2 split-spoon, 2 Shelby Tube, and 1 bulk sample
were submitted for laboratory analysis for grain size, USCS classification, natural moisture
content, and Atterberg limits. USCS classifications ranged from ML in B-18 (13-15) to SM in B-18
(21-23). Natural moisture content values ranged from 14% in B-18 (21-23) to 28% in B-19 (4-6).
A summary of the geotechnical laboratory results is provided on Table 3-3. Copies of the
laboratory data for the samples collected from the Phase 3 area during the previous investigation
are provided in Appendix B.
3.2.3 Formation Descriptions
Formation descriptions were made in the field during drilling by an on-site geologist or
geotechnical engineer. Formation descriptions were made according to moisture content,
consistency, color, and grain size. Alterations to the field descriptions, where necessary, were
made according to the geotechnical laboratory results. Boring logs are provided in Appendix A.
Copies of the field notes for the previous investigation are provided in Appendix C.
3.2.4 Geotechnical Laboratory Testing
The following section provides laboratory analysis data for hydraulic conductivity, porosity, and
effective porosity.
Porosity and hydraulic conductivity values were obtained from 2 Shelby Tube and 1 remolded
samples collected from the Phase 3 expansion area during previous investigations. Porosity
values in the Shelby Tube samples ranged from 37% in B-18 (21-23) to 48% in B-19 (4-6). The
undisturbed hydraulic conductivity value ranged from 3.6x10-5 cm/sec in B-19 (4-6) to 8.9x10-6
cm/sec in B-18 (21-23). The average undisturbed hydraulic conductivity across the entire site is
9.6x10-6 cm/sec.
Permeability value in the remolded sample from B-18 (0-10) was 1.6x10-7 cm/sec. The average
remolded permeability value in samples across the entire site is 5.57x10-7 cm/sec.

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Table 3-3
Section 3 • Current Investigation Results
3-9
Porosity values were calculated from the initial void ratio by using the equation:
n= e/(1+e)
where:
n = porosity
e = void ratio
Values for effective porosity (ne) for these samples were estimated based on the grain size
analyses applied to the soil classification triangle which illustrates the relationship between grain
size and specific yield values (Johnson, 1967). Within the proposed expansion area, estimated
effective porosity values ranged from 13% in the sandy silt saprolite (B-18 13-15) to 25% in the
silty sand saprolite (B-18 21-23). Table 3-3 presents a summary of the results of the geotechnical
laboratory testing for the previous investigations.
3.2.5 Dispersive Characteristics
Estimates were made for longitudinal and transverse dispersivity for the uppermost aquifer at
the site, which in this case is the saturated saprolite and PWR. Using an equation provided by the
Solid Waste Section, longitudinal dispersivity (Dl) was estimated by the following calculation:
Dl= C x L x Kdh
nedl
where:
C = Constant (0.1)
L = Length to compliance boundary
K = hydraulic conductivity
dh/dl = hydraulic gradient
ne = effective porosity
For this estimation, an average hydraulic conductivity value of 5.18x10-5 cm/sec (0.37 ft/day)
was used. This value represents the average K of the piezometers installed during the current and
previous investigations, based on slug test analyses. An average hydraulic gradient of 0.02 ft/ft
was used. This value represents measurements collected from piezometers installed in and
adjacent to the expansion areas during the current investigation. An average effective porosity of
14% was used. This value represents the average estimated effective porosity from samples
collected from the saprolite and PWR. A length of 250 feet was used. This value represents the
distance from the edge of waste to the compliance boundary.
Using the estimations and calculation described above, an average longitudinal dispersivity of 1.3
ft was determined. Assuming that transverse dispersivity is 10% of longitudinal dispersivity,
transverse dispersivity was estimated at 0.13 ft.
Section 3 • Current Investigation Results
3-10
Longitudinal dispersivity was also estimated using an EPA calculator. Assuming a plume length of
250 feet, longitudinal dispersivity ranged from 0.41 ft to 1500 ft. And by using the formula from
Xu and Eckstein (1995) on the EPA site, assuming a plume length of 250 feet, a longitudinal
dispersivity of 12.5 ft was determined. Therefore, transverse dispersivity ranges from 0.041 ft to
150 ft.
3.3 Site Hydrogeology
Results of investigation activities designed to characterize the hydrogeology beneath the Site are
presented in this section. These activities included water level measurements and aquifer slug
testing.
3.3.1 Water Level Measurements
Water level measurements collected from the piezometers installed during previous
investigations are provided in Table 3-4. These include measurements taken at least seven days
after installation and ranges from November 2002 to August 4, 2016. Water levels were not taken
after installation as stabilization after development had not occurred. The water level
measurements taken during the August 4, 2016 event were used to construct the potentiometric
contour map presented on Figure 3-2. Since installation, water table elevations have remained
fairly constant.
Table 3-4 also includes the highest recorded elevations for the piezometers and the monitoring
wells installed during previous investigations. This includes water level measurements dating
back to November 2002. Table 3-5 provides water level measurements for all monitoring wells
at the adjacent Closed facility.
3.3.1.1 Horizontal and Vertical Gradients
Horizontal Gradients
Figure 3-2 presents a potentiometric surface contour map for the C&D Landfill Phase 3 expansion
area and adjacent areas. This map was constructed from water level data collected during the
August 4, 2016 event. The contour map shows that the potentiometric surface, similar to the
bedrock surface, is a subdued reflection of surface topography. Topographic divides are generally
also groundwater divides and groundwater flow converges into the primary and secondary
drainage features within the proposed C&D expansion areas. Groundwater flows radially away
from topographically high areas. On the steep slopes, the hydraulic gradient steepens.
The horizontal gradient within the Phase 3 area from CD-1s toward B-18s was approximately
0.023 feet/foot (ft/ft). The horizontal gradient from B-18 toward the western drainage feature
near MW-X was approximately 0.006 ft/ft. Previous gradient values across the proposed
expansion areas averaged approximately 0.02 ft/ft. The 0.02 ft/ft values were used in velocity
calculations for conservancy.
Vertical gradient data is evaluated by comparing water levels from nested piezometer pairs.
Nested piezometer pairs are present at the existing C&D landfill (CD-1s/1d), in the proposed
Phase 3 expansion area (B-18s/18d), and downgradient of the proposed Phase 3 area (B-1s/1d).
Ta
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72
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72
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Ab
a
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Abandoned Abandoned 726.71 728
B-
1
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74
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70
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704.80 706.38 709.88 711
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704.84 706.43 709.93 711
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704.47 Abandoned 709.54 711
CD
-
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706.47 709.97 711
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730.51 730.92 735.65 737
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730.28 730.64 738.18 739
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717.72 718.11 722.49 723
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704.62 Abandoned 709.63 711
CD
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74
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706.1 709.60 711
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Ab
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Abandoned Abandoned 734.86 736
CD
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728.84 728.70 732.98 734
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Ab
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Abandoned Abandoned 720.87 722
CD
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707.51 NM 712.59 714
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NM
NM Abandoned 732.98 734
MW
-
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704.09 696.20 709.50 711
MW
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698.52 NM 707.42 708
MW
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697.45 NM 702.21 703
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72
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NM
NM NM 734.29 735
P-
6
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DR
Y
DR
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DR
Y
DR
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DR
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DR
Y
DR
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NM
NM
NM
NM
NM NM ----
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DR
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DR
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DR
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DR
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NM
NM
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NM NM 734.13 735
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Abandoned Abandoned ----
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NM
NM
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NM NM 739.93 741
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Abandoned Abandoned 743.29 744
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NM
NM
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NM NM 741.22 742
No
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MS
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a
Table 3-4
Table 3-5
Historic Water Level Measurements - Site Monitoring Wells
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Facility Permit Monitoring Well Top of Casing
Number Code Elevation (AMSL)
13-02 MW-1 701.37 691.74 689.72 689.70 690.19 690.52 690.41 690.67 690.71 690.67 690.67 690.26
13-02 MW-3 670.37
13-02 MW-3 deep 668.33
13-02 MW-9 780.25 743.15 739.48 739.74 738.96 739.39 740.36 739.60 739.94 739.34 741.58 739.21
13-02 MW-A 746.80 709.35 705.83 705.74 705.36 705.52 705.29 704.98 705.20 704.86 705.82 704.94
13-02 MW-B 681.66 674.65 676.32 676.28 676.78 677.16 672.22 677.70 677.86 678.23 678.57 678.03
13-02 MW-C 694.98 686.83 685.02 684.81 685.35 686.02 685.98 685.65 686.77 685.31 687.13 684.05
13-02 MW-D 720.28 704.78 699.41 698.74 697.66 697.78 697.26 696.25 696.08 695.43 696.85 695.23
13-02 MW-E Rep 712.58 684.16 680.91 681.69 682.28 682.93 682.99 689.33 689.42 688.01 689.69 687.15
13-02 MW-E deep 705.70
13-02 MW-F 681.06 672.58 670.94 670.94 671.29 671.78 671.60 671.68 671.77 671.78 672.01 671.23
13-02 MW-G 695.19 687.89 686.34 686.22 686.99 687.68 687.52 687.02 687.04 686.76 687.31 686.11
13-02 MW-H 699.23
13-02 MW-H deep 699.17
13-02 MW-I 709.30
13-02 MW-J 728.47
13-02 MW-K 702.91
13-02 MW-L 669.54
13-02 MW-L deep 672.51
13-02 MW-M 668.49
13-02 MW-X 710.28
13-02 CD-1s (background well)755.00
13-02 CD-1d (background well)757.40
13-02 CD-4 755.50
13-02 CD-5 758.70
13-02 CD-6 741.40
13-02 AMW-1s 725.30
13-02 AMW-1d 725.80
13-02 AMW-2s 694.50
13-02 AMW-2d 694.50
Notes:
1. AMSL = Above Mean Sea Level NS = Not Sampled
2. Blank Cells - Water level not measured or well not installed
3. MW-E deep, -H, -H deep, -I, -J, -K, -L, were installed in June 1999.
4. Asessment wells CD-4, -5, and -6 were installed in September 2006.
5. Assessment wells AMW-1s, -1d, -2s, and -2d were installed in October 2009.
6. CD-4 and CD-5 were abandoned in July 2010.
7. The November 2012 sampling event was the first event that
CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
8. MW-9 was removed from the monitoring program in November 2012.
9. MW-E Rep was not sampled during the Novemver 2012
sampling event due to laboratory oversight.
11/13/1995Sampling Event 10/18/1994 2/14/1995 6/9/1995 10/24/1995 11/9/1998
Groundwater Elevation (AMSL)
1/26/1996 12/5/1996 5/2/1997 11/4/1997 4/18/1999
Page 1 of 5 Table 3-5
Table 3-5
Historic Water Level Measurements - Site Monitoring Wells
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Facility Permit Monitoring Well Top of Casing
Number Code Elevation (AMSL)
13-02 MW-1 701.37
13-02 MW-3 670.37
13-02 MW-3 deep 668.33
13-02 MW-9 780.25
13-02 MW-A 746.80
13-02 MW-B 681.66
13-02 MW-C 694.98
13-02 MW-D 720.28
13-02 MW-E Rep 712.58
13-02 MW-E deep 705.70
13-02 MW-F 681.06
13-02 MW-G 695.19
13-02 MW-H 699.23
13-02 MW-H deep 699.17
13-02 MW-I 709.30
13-02 MW-J 728.47
13-02 MW-K 702.91
13-02 MW-L 669.54
13-02 MW-L deep 672.51
13-02 MW-M 668.49
13-02 MW-X 710.28
13-02 CD-1s (background well)755.00
13-02 CD-1d (background well)757.40
13-02 CD-4 755.50
13-02 CD-5 758.70
13-02 CD-6 741.40
13-02 AMW-1s 725.30
13-02 AMW-1d 725.80
13-02 AMW-2s 694.50
13-02 AMW-2d 694.50
Notes:
1. AMSL = Above Mean Sea Level NS = Not Sampled
2. Blank Cells - Water level not measured or well not installed
3. MW-E deep, -H, -H deep, -I, -J, -K, -L, were installed in June 1999.
4. Asessment wells CD-4, -5, and -6 were installed in September 2006.
5. Assessment wells AMW-1s, -1d, -2s, and -2d were installed in October 2009.
6. CD-4 and CD-5 were abandoned in July 2010.
7. The November 2012 sampling event was the first event that
CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
8. MW-9 was removed from the monitoring program in November 2012.
9. MW-E Rep was not sampled during the Novemver 2012
sampling event due to laboratory oversight.
Sampling Event
690.37 690.15 690.05 689.91 689.70 689.75 689.49 689.96 690.06 690.54 689.58
651.74 651.71
654.24
739.15 737.90 738.76 737.53 737.39 737.06 737.09 735.92 739.12 742.56 741.50
704.90 703.02 703.10 702.66 702.07 701.66 701.31 700.87 702.58 704.46 704.00
678.01 678.26 678.32 678.25 678.29 678.41 678.97 678.76 678.76 678.83 678.79
684.03 683.93 685.68 683.24 684.12 683.27 684.29 683.90 686.65 684.11 686.36
695.20 693.39 693.58 692.55 691.85 691.21 DRY DRY 692.98 693.96 694.07
687.13 684.12 684.08 682.97 681.65 NS 680.77 650.58 658.09 659.82 658.32
673.76 673.75 672.69 671.35 672.60 670.44 672.54 673.17 674.99 673.46
671.16 671.74 672.14 671.12 672.13 673.15 672.54 671.86 672.76 672.15 671.96
686.09 686.26 686.27 686.11 686.03 685.96 685.93 686.74 686.47 685.99 686.17
674.03 673.70 672.64 671.11 670.43 669.81 668.81 671.48 675.22 673.85
673.57 673.22 672.39 670.83 670.04 669.38 668.49 671.02 674.56 673.06
663.72 661.87 662.79 659.92 659.75 660.16 658.80 663.75 662.92 662.27
699.29 700.72 699.13 699.03 698.23 699.02 697.63 700.51 701.06 701.21
678.75 680.57 678.19 678.63 677.56 678.74 677.93 681.63 681.52 681.49
654.18 655.46 653.26 651.77 652.72 651.69 650.01 654.43 NS 653.16
654.62
649.33
697.85 700.05 698.98 NS NS NS NS NS 698.66 700.30
5/8/20013/31/1999 11/16/1999 4/24/2000 9/26/2000
Groundwater Elevation (AMSL)
4/23/2002 10/14/2002 4/25/2003 10/23/2003 4/21/200410/30/2001
Page 2 of 5 Table 3-5
Table 3-5
Historic Water Level Measurements - Site Monitoring Wells
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Facility Permit Monitoring Well Top of Casing
Number Code Elevation (AMSL)
13-02 MW-1 701.37
13-02 MW-3 670.37
13-02 MW-3 deep 668.33
13-02 MW-9 780.25
13-02 MW-A 746.80
13-02 MW-B 681.66
13-02 MW-C 694.98
13-02 MW-D 720.28
13-02 MW-E Rep 712.58
13-02 MW-E deep 705.70
13-02 MW-F 681.06
13-02 MW-G 695.19
13-02 MW-H 699.23
13-02 MW-H deep 699.17
13-02 MW-I 709.30
13-02 MW-J 728.47
13-02 MW-K 702.91
13-02 MW-L 669.54
13-02 MW-L deep 672.51
13-02 MW-M 668.49
13-02 MW-X 710.28
13-02 CD-1s (background well)755.00
13-02 CD-1d (background well)757.40
13-02 CD-4 755.50
13-02 CD-5 758.70
13-02 CD-6 741.40
13-02 AMW-1s 725.30
13-02 AMW-1d 725.80
13-02 AMW-2s 694.50
13-02 AMW-2d 694.50
Notes:
1. AMSL = Above Mean Sea Level NS = Not Sampled
2. Blank Cells - Water level not measured or well not installed
3. MW-E deep, -H, -H deep, -I, -J, -K, -L, were installed in June 1999.
4. Asessment wells CD-4, -5, and -6 were installed in September 2006.
5. Assessment wells AMW-1s, -1d, -2s, and -2d were installed in October 2009.
6. CD-4 and CD-5 were abandoned in July 2010.
7. The November 2012 sampling event was the first event that
CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
8. MW-9 was removed from the monitoring program in November 2012.
9. MW-E Rep was not sampled during the Novemver 2012
sampling event due to laboratory oversight.
Sampling Event
689.42 689.61 689.14 688.35 689.18 689.43 688.76 689.38 688.61 689.63 688.79
651.24 652.13 650.90 650.28 650.65 652.92 650.19 651.34 650.54 652.17 651.06
NS 654.99 NS 654.26 NS 656.27 NS 654.84 NS 655.48 NS
740.20 740.65 739.40 738.81 737.56 739.23 736.51 736.21 735.60 736.89 735.72
703.21 704.19 704.19 703.58 702.63 704.32 703.53 702.80 702.51 703.00 704.08
679.06 678.87 678.54 678.72 679.41 678.88 678.01 679.11 679.16 678.93 679.38
684.81 687.48 684.09 685.29 686.94 688.77 683.34 688.23 684.17 689.26 690.07
693.16 695.38 693.51 691.56 693.22 695.68 692.84 693.82 692.19 695.48 696.37
656.72 682.73 681.48 680.38 679.52 682.58 680.23 679.99 679.34 680.87 679.75
671.87 672.49 671.19 670.01 669.78 672.27 669.96 669.70 669.06 670.66 670.29
671.94 672.26 670.01 671.15 672.06 673.43 668.43 672.49 672.75 672.78 668.88
685.94 686.17 685.78 685.37 686.03 686.08 685.08 686.07 685.99 686.22 685.21
672.15 672.63 671.35 671.19 670.14 672.00 669.89 669.79 668.75 670.25 670.61
671.57 671.77 670.89 669.67 669.69 671.44 669.54 668.97 668.36 669.50 670.25
661.51 662.62 660.96 660.60 661.60 663.58 660.07 661.73 660.82 662.40 660.39
699.97 701.21 699.63 699.63 699.52 701.72 698.05 699.78 698.29 700.48 701.65
680.36 682.26 679.58 680.20 678.01 681.85 677.52 680.11 678.53 681.12 678.81
NS 653.80 NS 652.69 NS 652.70 NS 652.84 NS 653.43 NS
NS 655.20 NS 654.11 NS 655.72 NS 654.09 NS 654.93 NS
NS 649.79 NS 646.31 NS 650.30 NS 649.08 NS 650.34 NS
698.18 699.92 697.73 697.67 698.25 700.31 697.74 698.58 696.84 699.75 700.27
732.30 733.22 731.09 731.30 729.54 731.60 730.59
732.05 732.98 730.87 731.02 730.34 731.37 730.39
731.53 732.09 730.56 730.80 730.37 731.10 730.28
719.21 719.02 718.32 717.58 713.47 717.00 717.43
710.88 711.68 707.72 708.30 708.10 708.16 708.65
671.18
668.09
668.20
668.87
10/14/20094/23/2007 10/29/200710/20/2004
Groundwater Elevation (AMSL)
4/21/2008 11/19/2008 4/7/20094/25/2005 10/24/2005 4/18/2006 10/31/2006
Page 3 of 5 Table 3-5
Table 3-5
Historic Water Level Measurements - Site Monitoring Wells
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Facility Permit Monitoring Well Top of Casing
Number Code Elevation (AMSL)
13-02 MW-1 701.37
13-02 MW-3 670.37
13-02 MW-3 deep 668.33
13-02 MW-9 780.25
13-02 MW-A 746.80
13-02 MW-B 681.66
13-02 MW-C 694.98
13-02 MW-D 720.28
13-02 MW-E Rep 712.58
13-02 MW-E deep 705.70
13-02 MW-F 681.06
13-02 MW-G 695.19
13-02 MW-H 699.23
13-02 MW-H deep 699.17
13-02 MW-I 709.30
13-02 MW-J 728.47
13-02 MW-K 702.91
13-02 MW-L 669.54
13-02 MW-L deep 672.51
13-02 MW-M 668.49
13-02 MW-X 710.28
13-02 CD-1s (background well)755.00
13-02 CD-1d (background well)757.40
13-02 CD-4 755.50
13-02 CD-5 758.70
13-02 CD-6 741.40
13-02 AMW-1s 725.30
13-02 AMW-1d 725.80
13-02 AMW-2s 694.50
13-02 AMW-2d 694.50
Notes:
1. AMSL = Above Mean Sea Level NS = Not Sampled
2. Blank Cells - Water level not measured or well not installed
3. MW-E deep, -H, -H deep, -I, -J, -K, -L, were installed in June 1999.
4. Asessment wells CD-4, -5, and -6 were installed in September 2006.
5. Assessment wells AMW-1s, -1d, -2s, and -2d were installed in October 2009.
6. CD-4 and CD-5 were abandoned in July 2010.
7. The November 2012 sampling event was the first event that
CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
8. MW-9 was removed from the monitoring program in November 2012.
9. MW-E Rep was not sampled during the Novemver 2012
sampling event due to laboratory oversight.
Sampling Event
689.23 688.92 689.08 689.35 689.82 688.87 690.81 689.03 689.32 690.73
652.87 651.45 652.20 651.67 654.06 652.48 654.70 654.34 656.75 652.60
654.13 NS 655.15 NS 656.74 NS 657.43 NS 659.63 NS
738.26 736.58 736.07 734.92 735.84 NS NS NS NS NS
704.95 704.08 703.02 702.39 703.59 703.09 702.45 703.45 705.01 702.49
678.61 677.64 679.04 679.56 678.34 677.44 679.71 678.96 678.96 675.25
686.35 684.02 686.66 683.43 684.58 682.88 690.12 683.78 688.55 682.14
695.21 693.40 692.88 691.48 693.12 691.60 692.15 692.58 696.21 692.98
682.54 680.82 679.94 679.07 682.38 NS 680.25 682.53 685.83 682.49
671.99 673.60 669.66 668.80 671.10 669.31 670.05 672.21 675.55 672.75
671.96 669.43 672.27 672.60 671.61 667.86 673.91 671.41 672.51 668.38
685.91 685.69 685.79 686.40 685.46 685.72 686.74 685.69 685.78 685.11
671.86 670.67 670.19 669.25 671.30 669.74 670.32 672.62 675.66 672.74
671.40 670.07 669.30 668.54 670.81 669.32 669.72 672.17 675.17 672.33
663.19 661.05 661.43 660.65 662.40 660.82 662.70 662.90 665.83 662.00
699.97 698.20 698.68 697.11 698.49 696.45 698.77 698.02 700.14 696.55
681.50 678.62 679.22 676.91 679.73 676.51 679.51 679.51 682.24 677.86
653.86 652.74 653.13 651.96 654.24 652.71 655.24 655.24 657.83 654.03
655.61 NS 654.62 NS 655.81 NS 656.74 656.74 659.35 NS
649.00 NS 647.85 NS 648.19 NS 649.98 649.98 650.69 NS
698.54 696.93 697.62 700.80 697.38 695.25 699.28 699.28 698.95 695.53
731.50 730.72 730.81 729.60 730.65 728.94 729.28 729.28 731.82 730.20
732.22 730.53 730.49 729.46 730.96 728.75 729.09 729.09 731.54 729.95
731.52 ------------------
715.22 ------------------
710.60 709.15 707.71 706.81 707.55 706.10 706.02 706.02 710.20 709.30
673.32 671.80 670.87 670.00 672.32 670.00 671.30 671.30 676.79 674.05
673.10 671.60 670.58 669.77 672.03 670.34 671.05 671.05 676.62 673.02
670.09 668.74 668.16 667.10 669.38 667.78 671.47 671.47 673.40 670.29
670.67 669.24 668.49 667.68 669.90 668.32 669.12 669.12 673.95 670.70
5/6/2010 11/1/2010
Groundwater Eleva
5/6/2013 11/4/2013 5/5/2014 11/3/20145/3/2011 11/7/2011 5/7/2012 11/26/2012
Groundwater Elevation (AMSL)
Page 4 of 5 Table 3-5
Table 3-5
Historic Water Level Measurements - Site Monitoring Wells
Cabarrus County Construction and Demolition Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Facility Permit Monitoring Well Top of Casing
Number Code Elevation (AMSL)
13-02 MW-1 701.37
13-02 MW-3 670.37
13-02 MW-3 deep 668.33
13-02 MW-9 780.25
13-02 MW-A 746.80
13-02 MW-B 681.66
13-02 MW-C 694.98
13-02 MW-D 720.28
13-02 MW-E Rep 712.58
13-02 MW-E deep 705.70
13-02 MW-F 681.06
13-02 MW-G 695.19
13-02 MW-H 699.23
13-02 MW-H deep 699.17
13-02 MW-I 709.30
13-02 MW-J 728.47
13-02 MW-K 702.91
13-02 MW-L 669.54
13-02 MW-L deep 672.51
13-02 MW-M 668.49
13-02 MW-X 710.28
13-02 CD-1s (background well)755.00
13-02 CD-1d (background well)757.40
13-02 CD-4 755.50
13-02 CD-5 758.70
13-02 CD-6 741.40
13-02 AMW-1s 725.30
13-02 AMW-1d 725.80
13-02 AMW-2s 694.50
13-02 AMW-2d 694.50
Notes:
1. AMSL = Above Mean Sea Level NS = Not Sampled
2. Blank Cells - Water level not measured or well not installed
3. MW-E deep, -H, -H deep, -I, -J, -K, -L, were installed in June 1999.
4. Asessment wells CD-4, -5, and -6 were installed in September 2006.
5. Assessment wells AMW-1s, -1d, -2s, and -2d were installed in October 2009.
6. CD-4 and CD-5 were abandoned in July 2010.
7. The November 2012 sampling event was the first event that
CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
8. MW-9 was removed from the monitoring program in November 2012.
9. MW-E Rep was not sampled during the Novemver 2012
sampling event due to laboratory oversight.
Sampling Event
689.22 688.97 688.94
655.97 654.26 657.31
658.99 657.48 660.27
NS NS NS
703.28 702.60 704.73
679.06 678.86 678.89
688.33 682.70 688.74
692.78 691.53 694.50
683.00 680.93 684.97
672.71 670.65 674.67
672.66 671.66 672.46
685.68 685.68 685.62
672.67 671.03 674.90
672.32 670.62 674.52
664.00 662.17 665.50
699.10 696.77 699.52
680.25 676.84 681.21
656.54 654.39 657.90
658.15 656.14 659.50
649.52 648.01 649.94
698.02 696.14 698.64
730.42 728.55 731.10
730.20 728.33 730.89
------
------
707.64 706.65 708.75
674.06 672.00 676.07
673.85 671.73 675.85
671.07 669.09 672.97
671.60 669.65 673.53
5/16/2016
Groundwater Elevation (AMSL)
10/26/20155/4/2015
Page 5 of 5 Table 3-5
Section 3 • Current Investigation Results
3-18
Vertical gradients are calculated as the difference in water level elevation between two nested
piezometers, divided by the vertical distance from the saturated midpoint of the sand filter pack
of the shallower well to the saturated midpoint of the sand filter pack in the deeper well.
The August 4, 2016 water level elevations indicated the presence of a very slight gradient
(indicated by a negative gradient value) at well nests B-1s/B-1d and CD-1s/CD-1d and a very
slight upward gradient at nests B-18s/B-18d. The downward gradients indicate areas that serve
as recharge areas and groundwater is moving from the PWR to the bedrock. The upward
gradients indicate that groundwater is discharging from the bedrock to the PWR, however, there
were no seeps or springs visible near the well nests.
Well Nest Shallow
GW
Elevation
(MSL)
Deep GW
Elevation
(MSL)
GW
Elevation
Difference
(ft)
Shallow
Screen
Saturated
Midpoint
(MSL)
Deep
Screen
Saturated
Midpoint
(MSL)
Screen
Midpoint
Separation
(ft)
Calculated
Vertical
Gradient
(ft/ft)
CD-1s/1d 730.92 730.64 -0.28 727.46 710.00 17.46 -0.016
B-18s/18d 706.38 706.43 +0.05 705.24 695.40 9.84 +0.005
B-1s/1d 706.72 706.69 -0.03 704.98 691.25 13.73 -0.002
GW – Groundwater
MSL – Mean Sea Level
3.3.1.2 Temporal Trends
Since 1994, the average annual precipitation in Concord, North Carolina is approximately 45
inches. From January 1994 to December 2015, the average monthly precipitation ranged from a
low of 3.06 inches in December to a high of 5.38 inches in July. Long-term monthly precipitation
summary statistics are provided in Table 3-6 and Figure 3-3.
The precipitation data indicated that peak rainfall for this area would be expected to occur in the
summer between June and September. Precipitation during the summer months generally falls in
large amounts over short periods of time, which results in increased runoff; thus decreasing the
amount of precipitation available for infiltration. Therefore, lower groundwater levels would also
occur during this time due to less precipitation infiltration and the increased loss of water by
evapotranspiration.
Above average amounts of rainfall also occur during March and April. Since precipitation in the
late winter/early spring months generally occurs as a slow, steady rainfall, and
evapotranspiration is minimal, more precipitation is available for infiltration. Therefore,
groundwater levels would change more rapidly in response to a precipitation event. It would be
expected that the seasonal high water table would occur in late winter to early spring (January to
March) in response to precipitation during this period. Historical groundwater data from the
monitoring wells at the closed Units 1, 2, and 3 landfills indicate that the highest groundwater
levels typically occur in April or May.
An evaluation of the historic water level measurements from the monitoring wells across the
entire Cabarrus County landfill property indicate that in most cases, groundwater levels have
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Section 3 • Current Investigation Results
3-21
been decreasing since 1994. However, water levels in monitoring wells near the drainage
features tend to stay relatively stable.
In order to maintain the required 4 foot separation between the landfill bottom and the seasonal
high groundwater surface, a conservative value of 3.5 feet was added to the highest recorded
elevation for each piezometer within and adjacent to the proposed Phase 3 expansion area. The
3.5 foot value was attained by comparing the highest and lowest recorded elevation in the long-
term monitoring well data (Table 3-5), dividing the average difference for all the monitoring wells
by two, adding that value to the highest recorded value in the new C&D expansion areas and
adding an additional foot. The conservative value of 3.5 ft added to the highest recorded elevation
was used to develop the estimated seasonal high groundwater contour map. The seasonal high
and long-term seasonal high values used for the previous landfill expansions have remained
stable.
In some instances, readings collected from some of the older existing wells and probes were
erratic and most likely attributed to incorrect well call-out or operator error. Generally, these
erroneous values were disregarded in the seasonal high estimations.
The estimated seasonal high values for the existing monitoring wells and piezometers are
included on Table 3-4. A seasonal high groundwater contour map is provided on Figure 3-2 and a
long-term seasonal high groundwater contour map is provided on Figure 3-3. Long-term
seasonal high values were estimated by adding 1 foot to the seasonal high values. In some cases,
long-term estimated seasonal high elevations were higher than land surface and land surface was
utilized as the maximum elevation.
3.3.2 Slug Test Results
Slug tests were performed on select piezometers within and adjacent to the existing C&D Landfill
expansion area. In addition, data from slug tests conducted during previous investigations
adjacent to the current C&D Landfill were also reviewed. Given the lithologically similar
conditions found at the proposed expansion areas and the active C&D Landfill, this data would
likely be representative of the hydraulic conductivity expected at the proposed C&D Landfill
expansion area.
Slug tests were performed on piezometers B-17s, -17d, and CD-4 Rep, as well as the monitoring
wells around the existing C&D Landfill. Using slug-out (recovery) data, hydraulic conductivity (K)
values ranged from 0.10 feet per day (ft/day) at CD-4 Rep to 0.37 ft/day at B-17d. In addition,
slug tests were also performed on abandoned monitoring wells CD-4 and CD-5, which were
within the existing C&D landfill area. Using recovery data, K values were 0.27 ft/day at CD-4, and
0.16 ft/day at CD-5.
The average K for all piezometers in areas adjacent to the proposed Phase 3 expansion area was
0.23 ft/day. These values are similar to those seen adjacent to the active C&D Landfill. A summary
of calculated K values is provided on Table 3-7. Calculations and graphs for the K values from B-
17s, B-17d, and CD-4 rep are provided in Appendix D.

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Table 3-7
Section 3 • Current Investigation Results
3-25
Slug tests were also performed on the permanent monitoring wells adjacent to the existing C&D
Landfill during previous investigations. Hydraulic conductivity values were 0.02ft/d at CD-1s,
0.04 ft/day at CD-2, and 0.86 ft/day at CD-3. Wells CD-1s and CD-2 are screened within saprolite
and CD-3 is screened across the saprolite/PWR interface. The average K for all monitoring wells
at the active C&D Landfill was 0.61 ft/day. The average K for all piezometers and wells adjacent to
the active C&D Landfill and within the proposed expansion areas was 0.37 ft/day.
3.4 Hydrogeologic Conceptual Model
Cross-sections identifying hydrogeologic and stratigraphic units, stabilized water table
elevations, and groundwater flow-nets are provided in Figure 3-5 and Figure 3-6.
3.4.1 Precipitation and Groundwater Recharge
Factors affecting infiltration of precipitation include the rate of precipitation, slope, soil texture,
and vegetative cover. Much of the site is covered with fine grained soils with some clay that
inhibits infiltration. Areas of lower relief such as flat hilltops and drainage bottoms are expected
to be the locations of greatest recharge. Areas covered by forest litter are also expected to
enhance infiltration. These factors will affect the amount of infiltration to the greatest extent
during periods of extended precipitation.
The average monthly precipitation at the site varies over the year. However, precipitation during
the summer months typically occurs as sporadic high intensity events of short duration, which
leads to runoff. In addition, plant evapotranspiration in the summer leads to higher removal of
soil moisture and decreases the potential for deep infiltration. Winter precipitation occurs as
events of longer duration and lesser intensity; therefore infiltration and groundwater recharge
should be greater in the winter months than in the summer months. This results in a higher
groundwater table in the spring.
Precipitation that infiltrates into the ground will seep downward as wetting fronts following
precipitation. These wetting fronts will follow the path of least resistance through zones of
relatively higher conductivity in the saprolite and PWR. Upon reaching a less permeable surface
such as the top of hard, unfractured bedrock, the water will spread laterally until it finds another
relatively higher conductivity pathway downward such as a weathered zone or a fracture, or until
it is discharged to the surface water system. These discharges are generally intermittent, and
occur in the secondary drainage features following precipitation events. As saturation is observed
within zones of the saprolite materials, PWR, and bedrock, the fractured bedrock material at
depth is apparently capable of transmitting water a rate equal to infiltration.
The Phase 3 expansion is bounded by the existing C&D landfill to the north and the closed Unit 2
MSW to the east. Groundwater recharge in this area is expected to be less than that compared to
other areas of the site.

Section 3 • Current Investigation Results
3-28
3.4.2 Groundwater Flow
Across the site and within the expansion area, the saturated zone lies primarily within the PWR.
At several topographic low areas the saturated zone occurs within the saprolite and PWR. The
saturation found in these areas near the bottom of secondary drainage features likely represents
water that has infiltrated in surrounding areas and moved laterally, possibly on the bedrock
surface, until it accumulated in the lower elevation area. Within the regolith materials, the zone of
highest conductance appears to lie immediately above the bedrock surface, due to the presence of
lesser amounts of clay minerals in this interval than at the ground surface. Fractures within
bedrock also create increased hydraulic conductivity zones. Throughout the expansion area, the
PWR and portions of the saprolite are saturated, and represent the primary water-bearing unit of
concern for the site.
At other areas on the Cabarrus County property, the PWR and shallow fractured bedrock system
are the primary water-bearing units. On a larger scale, shallow lateral flow within the fractured
bedrock unit will be consistent with the potentiometric surface. However, local hydrogeologic
conditions may cause groundwater to flow in different directions than large scale flow.
Bedrock fracture flow is very complex and is dependent upon fracture size, orientation, degree of
infilling, and connection with other fractures. Localized weathered zones will also affect bedrock
fracture flow. Because bedrock fracture flow systems cannot be characterized by direct
observation, indirect methods must be used. Data concerning the fracture flow system at the site
was obtained through drilling observations, rock core samples, and water level measurements.
3.4.2.1 Groundwater Velocity
The groundwater contour map shows that the potentiometric surface, similar to the bedrock
surface, is a subdued reflection of surface topography. Topographic divides are generally also
groundwater divides and groundwater flow converges into the primary and secondary drainage
feature west of the proposed C&D expansion areas. Groundwater flows radially away from
topographically high areas. On steeper slopes, the hydraulic gradient steepens.
The horizontal gradient from the background wells (CD-1s and 1d) towards the wells in and
adjacent to the proposed Phase 3 expansion area was approximately 0.023 ft/ft.
Using average hydraulic conductivity values from slug testing of wells and piezometers in the
C&D area and horizontal hydraulic gradient information, groundwater velocity values were
estimated. The average linear velocity of groundwater flow was calculated using the following
formula:
Vx = Kdh
nedl
Where,
Vx = average linear velocity
K = hydraulic conductivity
Section 3 • Current Investigation Results
3-29
dh/dl = hydraulic gradient
ne = effective porosity
The average linear flow velocity is provided in Table 3-8. Average groundwater flow velocity in
the surficial aquifer at the proposed Phase 3 C&D Landfill expansion area was approximately 0.3
ft/day. Average groundwater flow velocity in the bedrock aquifer at the proposed Phase 2 C&D
Landfill expansion was approximately 0.08 ft/day, based on results from B-18d.
The average hydraulic conductivity values were estimated from the slug test data presented in
Table 3.7. The hydraulic gradient values were estimated using the potentiometric contour map
(Figure 3-2) from August 2016 data. The effective porosity values were estimated based on
average values for PWR and the discussion of fractured bedrock in Section 3.2.
Using the velocity calculation as described above, the estimated time to travel 250 feet from the
edge of waste to the compliance boundary would be about 850 days. This value suggests that a
release of a conservative (nonretarded) contaminant from the landfill would likely take 2.5 years
to reach the compliance boundary, after the release had reached groundwater. It should be noted
that the estimated velocity rates are for average aquifer conditions and that actual velocity rates
within bedrock fractures may vary significantly.
3.4.3 Surface Water Interactions and Groundwater Discharge
No groundwater discharge features (seeps or springs) were identified in or near the proposed
Phase 3 expansion area. There is a drainage feature that flows to the south and discharges surface
water runoff and discharged groundwater to a pond at the south side of the landfill property.
There is a spring-fed pond to the north and west of the existing C&D landfill. Based on topography
and groundwater flow, the pond is upgradient of the existing C&D landfill and the proposed Phase
3 expansion.
3.5 Groundwater Conditions
The following sections discuss the current groundwater quality conditions at the Phase 3
expansion area and planned groundwater assessment monitoring and remedial actions.
3.5.1 Groundwater Quality
Based on groundwater sampling results from monitoring wells and piezometers in and around
the Phase 3 Expansion area, groundwater contamination from the closed Unit 2 portion of the
MSW Landfill is present. An Alternate Source Demonstration (ASD) was submitted to the SWS in
September 2013. The ASD summarized that based on the water quality information collected
during previous investigations in the C&D landfill area, it is apparent that all contamination
located in the area adjacent to the existing C&D landfill is due to impact of leachate from the
closed unlined Unit 2 & 3 MSW landfill. Groundwater monitoring wells immediately
downgradient of the existing C&D landfill (CD-2 and CD-8) have not had detections of any
contaminant of concern VOCs. However, CD-3 and CD-7 have had low-level detections of VOC.
As discussed in the ASD, the following VOCs are the contaminants of concern for the facility:
benzene, 1,4-dichlorobenzene, 1,1-dichloroethane, 1,2-dichloroethane, 1,2-dichloropropane, cis-
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Table 3-8
Section 3 • Current Investigation Results
3-31
1,2-dichloroethene, methylene chloride, tetrachloroethene (PCE), trichloroethene (TCE), and
vinyl chloride. The ASD was approved by the SWS in the letter October 14, 2013. A summary of
water quality data for wells and piezometers in the C&D area is provided on Table 3-9. Analytical
data from the August 2016 sampling event is provided in Appendix E.
3.5.2 Groundwater Assessment and Remediation
In December 2008, the Cabarrus County Sanitary Landfill Units 2 and 3 Assessment of Corrective
Measures report was submitted to the SWS in accordance with Rule .1635. This report identified
potential corrective measures to meet the requirements of Rule .1636. As part of the Assessment
of Corrective Measures, several remedies to groundwater contamination and migration were
discussed. These remedies included: no action, monitored natural attenuation (MNA),
groundwater pump and treat, and in situ groundwater treatment. It was recommended that
Cabarrus County pursue MNA and Institutional Controls paired with in situ remediation by
enhanced anaerobic bioremediation (EAB) as the preferred remedy.
A public meeting was held on March 23, 2009 as directed by Rule .1635(d) to review the results
of the corrective measures assessment and receive public comment prior to the selection of
remedy. No public comments were received during this process. Following the public meeting, a
Selection of Remedy letter was sent to the SWS on March 31, 2009 recommending MNA coupled
with Institutional Controls paired with in situ remediation by EAB as the preferred remedial
selection due to the ease of implementation, reliability, safety, exposure control, and ability to
protect human health and the environment and attain applicable groundwater protection
standards. As a contingency plan, the recommended alternatives were in situ chemical
remediation or groundwater extraction (CDM, 2009).
In the area of the proposed C&D landfill expansion where the ASD was provided, MNA is currently
utilized as the corrective action. The in situ remediation by EAB is utilized at the southern portion
of the Cabarrus County Landfill facility, south of the closed Unit 3 MSW landfill.
A North Carolina Solid Waste Groundwater Corrective Action Permit Modification Application
with accompanying documentation was forwarded to the SWS in June 2009. A Corrective Action
Plan (CAP) was also submitted to the SWS in June 2009. Review comments for the CAP were
received in July 2009 and a revised CAP was submitted to the SWS in August 2009 and approved
on September 3, 2009. An Injection Permit was received on October 2, 2009. Injection wells and
associated monitoring wells were installed in late October 2009. Injection of EOS ® was
completed between November 2 and November 5, 2009.
An evaluation of the injection results indicated that as expected, the degradation of PCE, TCE, and
dichloroethene happened fairly quickly and the concentrations of vinyl chloride have decreased.
Although the injection reduced the concentration of PCE and TCE in bedrock below NC 2L
Standards, other compounds continue to be detected above the standards. In accordance with
the contingency plan presented in the CAP, an additional assessment will be performed to
evaluate the abundance and diversity of the dechlorinating microbial population in the injection
area. Based on the biological assessment in the injection area, an additional injection will be
performed that may include bioaugmentation. Routine groundwater and MNA sampling is
ongoing.
Table 3-9
Groundwater Quality Data Summary
Cabarrus County C&D Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Fa
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6,000 1 4,000 50 3,000 70 20 6 6 0.4 7 0.6 70 600 5 100 0.7 600 500 200 3 2,000 0.03 NE
100 1 100 3 10 5 5 1 5 1 5 1 5 1 1 5 1 1 5 1 1 1 1 NE
CD-1s 25-Sep-06
CD-1s 31-Oct-06
CD-1s 23-Apr-07
CD-1s 29-Oct-07
CD-1s 23-Apr-08 0.40J
CD-1s 18-Nov-08 1.1
CD-1s 8-Apr-09
CD-1s 13-Oct-09
CD-1s 11-May-10
CD-1s 2-Nov-10
CD-1s 3-May-11
CD-1s 8-Nov-11
CD-1s 7-May-12
CD-1s 27-Nov-12 0.4J 0.2J
CD-1s 7-May-13
CD-1s 17-May-16
CD-1d 4-Oct-06
CD-1d 31-Oct-06
CD-1d 23-Apr-07
CD-1d 29-Oct-07
CD-1d 23-Apr-08 0.43J
CD-1d 18-Nov-08 1.2
CD-1d 8-Apr-09
CD-1d 13-Oct-09
CD-1d 11-May-10
CD-1d 2-Nov-10
CD-1d 3-May-11
CD-1d 8-Nov-11
CD-1d 7-May-12
CD-1d 27-Nov-12
CD-1d 7-May-13
CD-1d 17-May-16
CD-2 25-Sep-06
CD-2 31-Oct-06
CD-2 23-Apr-07
CD-2 29-Oct-07
CD-2 22-Apr-08 0.57J 0.29J 0.34J
CD-2 18-Nov-08 1.2B
CD-2 8-Apr-09
CD-2 13-Oct-09
CD-2 11-May-10
CD-2 2-Nov-10
CD-2 3-May-11
CD-2 8-Nov-11
CD-2 7-May-12
CD-2 27-Nov-12 0.4J
CD-2 7-May-13
CD-2 17-May-16
CD-3 26-Sep-06
CD-3 31-Oct-06
CD-3 23-Apr-07
CD-3 29-Oct-07
CD-3 22-Apr-08 0.32J 0.35J
CD-3 18-Nov-08 1.2B
CD-3 8-Apr-09
CD-3 13-Oct-09 0.5J
CD-3 11-May-10
CD-3 2-Nov-10
CD-3 3-May-11
CD-3 8-Nov-11 16J
CD-3 22-Mar-12
CD-3 7-May-12
CD-3 27-Nov-12 0.4J
CD-3 7-May-13
CD-3 17-May-16 0.6J 2.1J
CD-4 Rep 23-Jan-09 .16J .78J
CD-4 Rep 4-Nov-10
CD-4 Rep 3-May-11
CD-4 Rep (dup)3-May-11
CD-4 Rep 8-Nov-11
CD-4 Rep 8-May-12
CD-4 Rep 28-Nov-12 0.3J
CD-4 Rep 9-May-13
CD-4 Rep 17-May-16
CD-4 8-Aug-06 8 51 41 1 3
CD-4 26-Sep-06 3 41 24 1 2 1
CD-4 31-Oct-06 32 14
CD-4 23-Apr-07 0.42J 2.01J 0.37J 41 0.49J 0.48J 4 1 3
CD-4 29-Oct-07 1 4.93J 0.65J 69 0.59J 0.43J 9 2 0.31J 1.1J 4
CD-4 22-Apr-08 0.50J 2.87J 0.38J 45 0.37J 5 1 2
CD-4 20-Nov-08 0.6J 4.8J 0.4J 48 0.7J 0.5J 4.2 1.4 0.1J 2.6 0.3J
CD-4 9-Apr-09 29 0.5J 3.4B 1.0 1.6
CD-4 14-Oct-09 2J 38 0.5J 0.5J 2.3 1.8 2.4
CD-4 6-May-10 0.3J 2.4J 0.2J 0.6J 40 0.6J 0.6J 4.7 2.4 2.8 0.3J
North Carolina 2L Standard
Solid Waste Section Limit
13-02
13-02
13-02
13-02
13-02
13-02
Page 1 of 4 Table 3-9
Table 3-9
Groundwater Quality Data Summary
Cabarrus County C&D Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
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6,000 1 4,000 50 3,000 70 20 6 6 0.4 7 0.6 70 600 5 100 0.7 600 500 200 3 2,000 0.03 NE
100 1 100 3 10 5 5 1 5 1 5 1 5 1 1 5 1 1 5 1 1 1 1 NE
North Carolina 2L Standard
Solid Waste Section Limit
CD-5 26-Sep-06 2 9 95 6 2 11 2
CD-5 31-Oct-06 12 59 6
CD-5 23-Apr-07 4.87J 59 0.73J 2.6J 2 2 6 0.36J
CD-5 29-Oct-07 0.41J 1.65J 47 1.8J 0.44J 0.36J 3
CD-5 22-Apr-08 0.77J 0.14J 3.79J 81 0.35J 3.86J 0.38J 0.54J 0.42J 7 0.28J 0.58J
CD-5 20-Nov-08 0.8J 6.4J 55 0.3J 3.3J 0.5J 0.4J 0.5J 5.9 0.4J 0.8J
CD-5 9-Apr-09 31J 0.6J 25 30 3.4J 1.2B 0.4J 3.4 1.3
CD-5 14-Oct-09 39J 1.2 73 61 13 0.4J 0.8J 2.9 2.2
CD-5 6-May-10 12J 0.9J 33 0.4J 180 0.7J 18 2.0J 0.9J 17 0.6J 5.9
CD-6 26-Sep-06 1
CD-6 31-Oct-06
CD-6 23-Apr-07 0.37J 0.87J
CD-6 29-Oct-07
CD-6 22-Apr-08 0.34J 0.80J 0.53J 0.19J
CD-6 19-Nov-08
CD-6 7-Apr-09 0.6J
CD-6 14-Oct-09 11J 0.3J
CD-6 11-May-10 0.5J
CD-6 2-Nov-10 0.3J 0.7J
CD-6 3-May-11 0.7J 0.9J
CD-6 8-Nov-11 1.7J 1.4 0.6J
CD-6 22-Mar-12 1.86 1.5
CD-6 8-May-12 2.2J 1.7 0.9J
CD-6 28-Nov-12 2.8J 0.4J 1.2 0.8J
CD-6 9-May-13 3.6J 1.6 1
CD-6 17-May-16 1.5J 0.5J 0.7J
13-02 MW-2 3-May-12 4.47J 0.14J 0.22J 0.17J
13-02 B-1s 22-Mar-12
B-1s 3-May-12 0.59J
B-1s 4-Aug-16 0.62J
13-02 B-1d 22-Mar-12 1.96 2.46 16.4 3.54 2.20 1.29
B-1d 3-May-12 0.67J 0.53J 1.96 2.47 16.2 0.24J 0.30J 3.64 0.62J 2.38 1.37
B-1d 4-Aug-16 1.50 1.1J 7.2 0.69J 1.60
13-02 B-3 25-Jun-03 24 16 48 19 16 26 12
B-3 3-May-12 4.98 5 0.74J 1.14 24.3 4.83 1.73 1.35 57.3 20 0.67J 1.31 33.4 35 1.35 1.83
B-3 4-Aug-16 4.5 3.8 1.1J 23 2.3J 1.20 0.71J 30 41 0.67J 71 120 2.0 2.3
13-02 B-4 11-Jun-03 7 10 10 6
B-4 3-May-12 0.76J 0.72J 5.1 0.68J 11.2 0.13J 0.44J 2.87 0.36J 1.06J 5.17 0.79J
B-4 4-Aug-16 2.1 0.98J 1.5 5.8 29 2 0.46J 1.5 6.1 6.4 5.1 0.67J
13-02 B-5 25-Jun-03
B-5 3-May-12 0.220J 1.33 0.590J
B-5 4-Aug-16 3.5J 0.71J 5.2 1.1
13-02 B-6 25-Jun-03 8 20 8 120 160 72 18
B-6 3-May-12 1.09 2.06 0.48J 7.20 14.1 67.6 3.14 0.61J 3.01 182 0.19J 0.62J 3.04 1.28 0.75J 14.1 8.96
B-6 4-Aug-16 1.4 0.41J 2.6J 10 54 2.8 2.6 130 2.5J 0.71J 0.96J 3.3 3.1
13-02 B-7 22-Mar-12
B-7 3-May-12 0.65J 0.67J
13-02 B-17s 22-Jan-09 1.25J 5.2J 108 4.3J 4.9J 1.95J 5.75
13-02 B-17d 23-Jan-09 0.96J 3.54J 0.68J 66.7 3.32J 4.72 1.24J 4.54
B-18s 23-Jan-09 2.14 0.72J 1.18J 4.28J 28 1.38J 52.8 0.68J 0.74J 7.64 0.22J 0.46 27.4 1.78
B-18s 22-Mar-12 1.61 4.93 6.10 13.3 1.21 77.9 1.99
B-18s 3-May-12 15.3J 1.64 0.71J 3.93 6.83 12.5 0.79J 1.24 81.4 0.39J 0.72J 0.29J 0.53J 0.56J 1.59
B-18s 4-Aug-16 37J 0.64J 0.70J 2.2J 6.7 4.8J 0.94J 50 0.48J 1.2 1.3
B-18d 23-Jan-09 3.13J 1.46 0.17J 1.26J 4.23J 1.74J 33.1 42.5 0.73J 0.78J 8.3 0.15J 25.4 2.33
B-18d 22-Mar-12 1.84 2.22 4.20 28.9 1.30 94.4 1.17 1.04 18.3 2.68
B-18d 3-May-12 2.08 0.43J 2.31 4.17 31.4 1.06 0.27J 1.33 97.7 0.38J 1.35 1.88 0.24J 21.9 2.83
B-18d 4-Aug-16 1.1 0.52J 1.6J 4.9 20 1.3 0.96J 87 1.0J 7.1 1.0
B-19 22-Jan-09 0.22J 3.34J 2.84J 0.89J 2.2 1.21
B-19 22-Mar-12 1.13 2.24 1.03
B-19 3-May-12 0.18J 0.80J 1.51 0.90J
B-19 (CD-8)4-Aug-16
13-02
13-02
13-02
13-02
13-02
Page 2 of 4 Table 3-9
Table 3-9
Groundwater Quality Data Summary
Cabarrus County C&D Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
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6,000 1 4,000 50 3,000 70 20 6 6 0.4 7 0.6 70 600 5 100 0.7 600 500 200 3 2,000 0.03 NE
100 1 100 3 10 5 5 1 5 1 5 1 5 1 1 5 1 1 5 1 1 1 1 NE
North Carolina 2L Standard
Solid Waste Section Limit
MW-A 16-Sep-94
MW-A 18-Oct-94
MW-A 19-Dec-94
MW-A 14-Feb-95
MW-A 10-Jun-95 33
MW-A 24-Oct-95
MW-A 13-Nov-95 143
MW-A 25-Jan-96 182
MW-A 6-Dec-96 100
MW-A 4-May-97 17 9 7 78
MW-A 6-Nov-97 5.6 19 8 11 33
MW-A 20-Apr-98 13 13 16 9 14 26
MW-A 10-Nov-98 10 19 7.5 16 7 6 17 8.0
MW-A (dup)10-Nov-98 12 19 7.1 21 7 6 19 11
MW-A 1-Apr-99 22 30 12 10 7 16 6
MW-A 16-Nov-99 15 27 13 12 18 7
MW-A 26-Apr-00 6 22 42 28 5 11 21 7
MW-A 27-Sep-00 8 23 53 44 14 13 19 5
MW-A 8-May-01 9 20 58 53 13 12 20 5
MW-A (dup)8-May-01 8 19 59 53 13 12 21 6
MW-A 30-Oct-01 9 23 60 56 10 15 12 18
MW-A 23-Apr-02 9 22 72 59 14 14 12 18 13
MW-A 15-Oct-02 10 23 77 62 20 15 12 16
MW-A 23-Apr-03 14 31 150 96 45 24 19 23
MW-A 23-Oct-03 13 26 100 80 64 18 13 17
MW-A 21-Apr-04 12 24 94 92 46 18 8 18
MW-A 20-Oct-04 11 22 89 90 47 16 8 17
MW-A (dup)20-Oct-04 10 22 91 91 49 17 6.8 16
MW-A 25-Apr-05 13 26 100 110 62 21 9 18
MW-A 25-Oct-05 11 67 61 100 52 16 8 14
MW-A 18-Apr-06 11 16 69 110 67 14 13
MW-A 30-Oct-06 12 39 6 64 130 74 13 5 12
MW-A 23-Apr-07 12 12 10 71 0.45J 0.35J 3 120 14 0.84J 12 0.59J 7 11 0.34J 0.35J
MW-A 30-Oct-07 11 1.23J 12 49 2 140 15 1.15J 10 8 9 1
MW-A 22-Apr-08 10 0.63J 9.84J 11 42 0.61J 0.18J 3 150 17 0.54J 7 0.20J 4.06J 6 0.24J 1
MW-A (dup)22-Apr-08 11 1.02J 18 11 37 0.20J 3 150 14 0.88J 9 0.48J 8 8 0.32J 3
MW-A 20-Nov-08 7.4 11 12 31 0.8J 2.8 100 1 0.6J 5.2 5.7 4.7 0.2J 0.8J
MW-A 9-Apr-09 7.8 1.1JB 11 15 29 0.8J 2.9 120 1.9B 0.8J 6.2 6.8 5.4 1J
MW-A 16-Oct-09 13J 8.9 14 16 27 140 0.4J 0.4J 5.4 7.8 4.3 1
MW-A 7-May-10 8.7 0.8J 17 14 19 2.1 0.2J 2.9 130 0.4J 4.6 0.3J 9.3 3.5 1.2
MW-A 2-Nov-10 8.3 5.3J 17 15 2.1 2.5 120 0.5J 5.4 3.1J 3.8 1.2
MW-A (dup)2-Nov-10 6.9 4.8J 15 14 1.9 2.2 110 0.4J 4.8 2.9J 3.4 0.2J 1
MW-A 3-May-11 7.4 1J 4.7J 12 14 2.2 2.2 110 0.8J 0.4J 3.9 3.1J 3.2 0.7J
MW-A 9-Nov-11 9.2 1.4J 6.5J 16 18 2.8 2.4 120 2 0.6J 6.5 5.2 3.8 1J
MW-A 9-May-12 8.8 1.1J 6.5J 17 26 3.8 0.5J 2.0 110 0.9J 0.4J 6.5 2.6J 0.5J 4.5 0.2J 1.1
MW-A 27-Nov-12 9.3 1.6J 6.9J 15 25 3.9 0.6J 2.2 130 0.4J 0.5J 0.5J 4.7 1.7J 0.4J 4.4 0.8J
MW-A 7-May-13 9.1 1.3J 5.1J 22 23 3 0.4J 2.4 120 0.6J 0.8J 0.5J 6.2 0.3J 8 4.3
MW-A 17-May-16 9.7 1.5J 31 15 1.3 2.2 120 1.1 1 4.8 0.6J 5.2 3.7 0.8J
MW-J 19-Nov-99
MW-J 26-Apr-00
MW-J 27-Sep-00
MW-J 9-May-01
MW-J 30-Oct-01
MW-J 23-Apr-02
MW-J 14-Oct-02
MW-J 24-Apr-03
MW-J 23-Oct-03
MW-J 21-Apr-04
MW-J 20-Oct-04
MW-J 26-Apr-05
MW-J 25-Oct-05
MW-J 18-Apr-06
MW-J 30-Oct-06
MW-J 23-Apr-07
MW-J 30-Oct-07
MW-J 21-Apr-08 0.48J 0.29J
MW-J 19-Nov-08
MW-J 7-Apr-09
MW-J 16-Oct-09
MW-J 11-May-10
MW-J 2-Nov-10
MW-J 3-May-11
MW-J 8-Nov-11
MW-J 8-May-12
MW-J 28-Nov-12 0.8J
MW-J 7-May-13
MW-J 17-May-16
13-02
13-02
Page 3 of 4 Table 3-9
Table 3-9
Groundwater Quality Data Summary
Cabarrus County C&D Landfill - Phase 3 Expansion
Design Hydrogeologic Investigation
Fa
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6,000 1 4,000 50 3,000 70 20 6 6 0.4 7 0.6 70 600 5 100 0.7 600 500 200 3 2,000 0.03 NE
100 1 100 3 10 5 5 1 5 1 5 1 5 1 1 5 1 1 5 1 1 1 1 NE
North Carolina 2L Standard
Solid Waste Section Limit
MW-X 10-Nov-98
MW-X 19-Nov-99
MW-X 23-Oct-03
MW-X 21-Apr-04
MW-X 20-Oct-04
MW-X 26-Apr-05
MW-X 25-Oct-05
MW-X 18-Apr-06
MW-X 30-Oct-06
MW-X 23-Apr-07
MW-X 30-Oct-07
MW-X 21-Apr-08 0.39J
MW-X 19-Nov-08
MW-X 7-Apr-09
MW-X 15-Oct-09
MW-X 11-May-10
MW-X 3-Nov-10
MW-X 3-May-11
MW-X 8-Nov-11
MW-X 8-May-12
MW-X 28-Nov-12 0.6J
MW-X (dup)28-Nov-12 0.6J
MW-X 7-May-13
MW-X 17-May-16
Notes:
1. All units are in micrograms per liter (parts per billion).
2. Assessment Wells CD-4, CD-5, and CD-6 were installed in September 2006.
3. Assessment Wells CD-4 and CD-5 were abandoned in July 2010.
4. J - Indicates the analytical result is an estimated concentration between the method detection limit and the Solid Waste Section Reporting Limit.
5. B - Indicates constituent was detected in the batch blank above the method detection limit.
6. The November 2012 sampling event was the first event that CD-1s/CD-1d replaced MW-9 as the background monitoring wells.
7. MW-9 was removed from the monitoring program in November 2012.
- Concentration exceeds North Carolina 2L Groundwater Standard
- Indicates result below detection limit
13-02
Page 4 of 4 Table 3-9

4-1
Section 4
Conclusions
This section presents conclusions based upon site investigation activities to date. These
conclusions include considerations regarding the landfill design and considerations for the water
quality monitoring plan.
4.1 Landfill Construction Considerations
Based on the findings of presented in this report and previous reports, the C&D Landfill Phase 3
expansion area is considered to be suitable for expansion of the Cabarrus County C&D Landfill
facility. Similar to previous investigations for existing C&D, the following issues should be
considered in the landfill design.
Provisions must be made such that the Phase 3 expansion can be monitored separately
from the closed MSW landfill. This will accomplished by utilizing existing monitoring wells
and piezometers installed during previous investigations.
The separation between the base of the landfill and the seasonal high water table surface or
top of bedrock is not a concern for the Phase 3 expansion due to the spatial limitations in
the Phase 3 area. Excavation beyond the existing ground surface will be minimal in the
Phase 3 area.
After construction and final closure of the landfill, groundwater recharge will be expected
to decrease due to the placement of a landfill cap in addition to improved run-off control,
thus, reducing precipitation available for infiltration. This reduction in groundwater
recharge may cause a lowering in the water table surface downgradient of the C&D landfill;
however, no change of direction of groundwater flow is anticipated. With the decrease in
the water table surface, a decrease in the hydraulic gradient beneath the landfill will occur.
This will decrease the groundwater flow velocity and therefore increase the attenuation
time for the existing groundwater contamination coming from the Unit 2 and 3 MSW
landfill.
4.2 Water Quality Monitoring Plan Considerations
The Phase 3 Expansion area will be small and can be monitored with existing C&D monitoring
wells in addition to installation of one additional down-gradient monitoring point, as described in
the accompanying Water Quality Monitoring Plan.
4.3 Piezometer and Monitoring Well Abandonment
All borings and monitoring wells intersecting groundwater at the site during this investigation
have been constructed and maintained as permanent monitoring wells in accordance with NCAC
02C .0108.
Section 4 • Conclusions
4-2
Rule .0538(b)(2)(J) requires that all borings at the site not converted to permanent monitoring
wells shall be properly abandoned in accordance with the NCAC 02C .0113. Existing monitoring
wells CD-3, CD-6, and CD-8 as well as existing piezometers B-18s/-18d will be abandoned prior to
construction of the Phase 3 expansion. Monitoring well CD-8 will be re-located down-gradient of
the expansion. The remaining existing piezometers (B-1s/1d, B-4, B-5, and B-6) that were
installed during previous investigations will remain in order to assess groundwater conditions
associated with the Unit 2 and 3 MSW landfill.

5-1
Section 5
References
ASTM (American Society of Testing and Materials). Annual Book of Standards.
Bouwer, H. 1989. The Bouwer and Rice Method - An Update. Groundwater. pp. 304-309. May -
June.
CDM (Camp Dresser & McKee). 1994. Cabarrus County, North Carolina, Draft Report, Landfill
Expansion Study, Appendix E, CDM Draft Report “Onsite Investigations of Potential Landfill
Expansion Sites,” Cabarrus County, North Carolina. September.
CDM, 1994. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill, Initial Baseline
Sampling Report. October.
CDM, 2000. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill, Groundwater
Assessment Report (Units 2&3). October.
CDM, 2005. Cabarrus County, North Carolina, Proposed Construction and Demolition Landfill
Expansion, Design Hydrogeologic Report. January.
CDM, 2008. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill Units 2 and 3,
Facility Permit #1302, Assessment of Corrective Measures Report. December.
CDM, 2009. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill Units 2 and 3,
Facility Permit #1302, Corrective Action Plan. Revised August.
CDM Smith, 2013. Proposed Cabarrus County C&D Landfill Expansion, Alternate Source
Demonstration, Facility Permit # 1302. September.
CDM Smith, 2013. Cabarrus County C&D Landfill. Substantial Amendment and Phase 2 Permit to
Construct Application. December.
Daniel, III, C.C. 1987. Statistical Analysis Relating Well Yield to Construction Practices and Siting
of Wells in the Piedmont and Blue Ridge Provinces of North Carolina. USGS Water Resources
Report 86-4132.
Driscoll, F.G. 1986. Groundwater and Wells. 2nd Edition. pp. 252-260.
Gair, J.E., 1989. Mineral Resources of the Charlotte 1x2 Quadrangle, North Carolina and South
Carolina, USGS Prof. Paper 1462, Geology of the Charlotte Quadrangle, p. 7-15.
Goldsmith, R. et.al., 1988. Geologic Map of the Charlotte 1x2 Quadrangle, North Carolina and
South Carolina, USGS Miscellaneous Map Series Map I-251E, 1:250,000.
Section 5 • References
5-2
Heath, Ralph C. 1980. Basic Elements of Ground-Water Hydrology With References to Conditions
in North Carolina. U.S. Geological Survey Water Resources Investigations. Open-File Report 80-
44.
Hicks, H.T., 1985. Diabase Dikes – Subterranean Water Reservoirs in the Deep River Triassic
Basin of North Carolina. U.S. Geological Survey Water Resources Investigations. Open File Report
80-44.
Johnson, A.I. 1967. Specific Yields for Geologic Materials. USGS Water Supply Paper 1662-D.
NCGS (North Carolina Geological Survey). 1985. Geologic Map of North Carolina.

Appendix B 
Geotechnical Laboratory Data 

Appendix D 
Slug Test Raw Data and Calculations 

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B ‐17s  Fall
In-Situ Inc. MiniTroll Pro
Report generated: 1/26/2009 16:53:07
Report from file: ...\SN07563 2009-01-23 180121 B-17s In.bin
Win-Situ® Version 4.58.9.0
Serial number: 7563
Firmware Version 3.09
Unit name:
Test name: B-17s In
Test defined on: 1/23/2009 18:00:32
Test started on: 1/23/2009 18:01:21
Test stopped on: N/A N/A
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 129
TOTAL DATA SAMPLES 129
Channel number [1]
Measurement type: Temperature
Channel name:
Channel number [2]
Measurement type: Pressure
Channel name: depth
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
Mode: TOC
User-defined reference: 0 Feet H2O
Referenced on: test start
Pressure head at reference: 6.487 Feet H2O
ET (sec) Feet H2O yt (feet)
------------ ---------------
000
0.3 -0.006 0.006
0.6 -0.012 0.012
0.9 -1.107 1.107
1.2 -3.948 3.948
1.5 -1.411 1.411
1.8 -0.714 0.714
2.1 -0.132 0.132
2.4 -1.25 1.25
2.7 -1.286 1.286
3 -0.176 0.176
3.3 -0.17 0.17
3.6 -0.664 0.664
3.9 -0.364 0.364
4.2 -0.109 0.109
4.5 -0.332 0.332
4.8 -0.33 0.33
5.1 -0.197 0.197
5.4 -0.256 0.256
5.7 -0.288 0.288
B-17s Fall Data
6 -0.233 0.233
6.4 -0.248 0.248
6.7 -0.256 0.256
7.1 -0.239 0.239
7.5 -0.25 0.25
8 -0.245 0.245
8.4 -0.241 0.241
8.9 -0.245 0.245
9.5 -0.243 0.243
10 -0.237 0.237
10.6 -0.235 0.235
11.3 -0.233 0.233
11.9 -0.233 0.233
12.6 -0.233 0.233
13.4 -0.229 0.229
14.2 -0.229 0.229
15 -0.226 0.226
15.9 -0.226 0.226
16.8 -0.224 0.224
17.8 -0.226 0.226
18.9 -0.224 0.224
20 -0.224 0.224
21.2 -0.224 0.224
22.4 -0.222 0.222
23.8 -0.222 0.222
25.2 -0.22 0.22
26.7 -0.222 0.222
28.2 -0.222 0.222
29.8 -0.22 0.22
31.5 -0.218 0.218
33.3 -0.218 0.218
35.2 -0.218 0.218
37.3 -0.215 0.215
39.5 -0.215 0.215
41.8 -0.215 0.215
44.3 -0.215 0.215
46.9 -0.215 0.215
49.7 -0.215 0.215
52.6 -0.215 0.215
55.7 -0.213 0.213
59 -0.213 0.213
62.5 -0.211 0.211
66.2 -0.213 0.213
70.1 -0.211 0.211
74.3 -0.213 0.213
78.7 -0.21 0.21
83.4 -0.21 0.21
88.4 -0.21 0.21
93.7 -0.21 0.21
99.3 -0.208 0.208
105.2 -0.208 0.208
111.5 -0.208 0.208
118.1 -0.21 0.21
125.1 -0.208 0.208
132.6 -0.208 0.208
140.5 -0.208 0.208
148.9 -0.205 0.205
157.8 -0.207 0.207
167.2 -0.205 0.205
177.2 -0.203 0.203
187.8 -0.203 0.203
B-17s Fall Data
199 -0.2 0.2
210.9 -0.2 0.2
223.5 -0.203 0.203
236.8 -0.2 0.2
250.9 -0.2 0.2
265.8 -0.2 0.2
281.6 -0.2 0.2
298.4 -0.196 0.196
316.2 -0.196 0.196
335 -0.196 0.196
354.9 -0.194 0.194
376 -0.192 0.192
398.4 -0.191 0.191
422.1 -0.189 0.189
447.2 -0.187 0.187
473.8 -0.187 0.187
502 -0.185 0.185
531.9 -0.181 0.181
563.5 -0.181 0.181
597 -0.179 0.179
632.5 -0.177 0.177
670.1 -0.175 0.175
709.9 -0.172 0.172
752.1 -0.17 0.17
796.8 -0.168 0.168
844.2 -0.166 0.166
894.4 -0.162 0.162
947.5 -0.16 0.16
1003.8 -0.157 0.157
1063.4 -0.155 0.155
1126.6 -0.153 0.153
1193.5 -0.151 0.151
1264.4 -0.147 0.147
1339.5 -0.145 0.145
1419 -0.14 0.14
1503.3 -0.138 0.138
1592.6 -0.138 0.138
1687.1 -0.136 0.136
1787.2 -0.132 0.132
1893.3 -0.13 0.13
2005.7 -0.127 0.127
2124.7 -0.123 0.123
2250.8 -0.121 0.121
2384.4 -0.119 0.119
2525.9 -0.119 0.119
2675.8 -0.115 0.115
2834.6 -0.113 0.113
3002.8 -0.113 0.113
B-17s Fall Data
Te
r
m

U
n
i
t
s
2r
c
In
c
h
e
s
2.
0
6
7
2r
W
In
c
h
e
s
8
L w
Fe
e
t
7.
6
L e
Fe
e
t
10
H*

F
e
e
t
7.
6
y 0
Fe
e
t
0.
0
8
8
t 0
Se
c
o
n
d
s
0
y t
Fe
e
t
0.
0
0
1
t

S
e
c
o
n
d
s
1,
0
9
0
Te
r
m

U
n
i
t
s
Wa
t
e
r

T
a
b
l
e
Wa
t
e
r

T
a
b
l
e
2r
c y
In
p
u
t

D
a
t
a
3.64E-06
Ca
l
c
u
l
a
t
i
o
n
s
Solutions 2.390
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
S
e
c
o
n
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
D
a
y
3.15E-01
*
-

A
s
s
u
m
e
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
M
i
n
u
t
e
2.18E-04
L e /r
W
Fe
e
t
/
F
o
o
t

3
0
.
0
0
A
No
n
e

2
.
4
7
5
B

N
o
n
e

0
.
3
7
4
C

N
o
n
e

2
.
0
0
1
1
y 0
t
y t
Wh
e
r
e
2r
w
B-
1
7
s

R
e
c
o
v
e
r
y

-

S
l
u
g

T
e
s
t

C
a
l
c
u
l
a
t
i
o
n
s
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Im
p
e
r
m
e
a
b
l
e
ln
(
R
e
/
r
W )
=

{
1.
1
+
C L e /r W} -1
ln
(
L
W /r
W )
A
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
Fo
r

p
a
r
t
i
a
l

p
e
n
e
t
r
a
t
i
o
n

o
r

t
h
e

e
q
u
a
t
i
o
n

b
e
l
o
w

f
o
r

f
u
l
l

p
e
n
e
t
r
a
t
i
o
n
} -1 L e /r W
1.
1
ln
(
L
W /r
W )
+
ln
(
R
e
/
r
W )
=

{
S
c
r
e
e
n
L w
L e
H
B
o
r
e
h
o
l
e
B
o
r
e
h
o
l
e
ln
Ge
n
e
r
a
l

E
q
u
a
t
i
o
n
s
ln
(
R
e /r W )partial penetration =
ln
(
R
e /r W )full penetration =2.390#NUM!
K
=

A
+

B

l
n
[
(
H

-

L
W )/r W ]
r c2 l
n
(
R
e /r
W )
2L
e
110
Y
0
(
f
e
e
t
)A
Ti
m
e

(
s
e
c
)
B-17s Recovery
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
0.
0
0
1
0.
0
1
0.
1
0

5
0
0

1
0
0
0

1
5
0
0

2
0
0
0

2
5
0
0

3
0
0
0

3
5
0
0
B ‐17s  Recovery
In-Situ Inc. MiniTroll Pro
Report generated: 1/26/2009 16:53:56
Report from file: ...\SN07563 2009-01-23 185441 B-17s Out.bin
Win-Situ® Version 4.58.9.0
Serial number: 7563
Firmware Version 3.09
Unit name:
Test name: B-17s Out
Test defined on: 1/23/2009 18:54:18
Test started on: 1/23/2009 18:54:41
Test stopped on: N/A N/A
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 130
TOTAL DATA SAMPLES 130
Channel number [1]
Measurement type: Temperature
Channel name:
Channel number [2]
Measurement type: Pressure
Channel name: depth
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
Mode: TOC
User-defined reference: 0 Feet H2O
Referenced on: test start
Pressure head at reference: 3.453 Feet H2O
ET (sec) Feet H2O yt (feet)
------------ ---------------
000
0.6 -0.455 2.507
0.9 -2.526 0.436
1.2 -1.259 1.703
1.5 -2.266 0.696
1.8 -1.894 1.068
2.1 -2.175 0.787
2.4 -2.3 0.662
2.7 -2.215 0.747
3 -2.523 0.439
3.3 -2.352 0.61
3.6 -2.61 0.352
3.9 -2.531 0.431
4.2 -2.645 0.317
4.5 -2.667 0.295
4.8 -2.671 0.291
5.1 -2.742 0.22
5.4 -2.717 0.245
5.7 -2.768 0.194
B-17s Recovery Data
6 -2.764 0.198
6.4 -2.787 0.175
6.7 -2.791 0.171
7.1 -2.81 0.152
7.5 -2.81 0.152
8 -2.825 0.137
8.4 -2.827 0.135
8.9 -2.833 0.129
9.5 -2.846 0.116
10 -2.844 0.118
10.6 -2.846 0.116
11.3 -2.848 0.114
11.9 -2.852 0.11
12.6 -2.855 0.107
13.4 -2.857 0.105
14.2 -2.863 0.099
15 -2.865 0.097
15.9 -2.867 0.095
16.8 -2.865 0.097
17.8 -2.871 0.091
18.9 -2.871 0.091
20 -2.876 0.086
21.2 -2.878 0.084
22.4 -2.88 0.082
23.8 -2.878 0.084
25.2 -2.88 0.082
26.7 -2.878 0.084
28.2 -2.882 0.08
29.8 -2.884 0.078
31.5 -2.882 0.08
33.3 -2.884 0.078
35.2 -2.886 0.076
37.3 -2.889 0.073
39.5 -2.89 0.072
41.8 -2.891 0.071
44.3 -2.893 0.069
46.9 -2.893 0.069
49.7 -2.895 0.067
52.6 -2.895 0.067
55.7 -2.897 0.065
59 -2.897 0.065
62.5 -2.897 0.065
66.2 -2.899 0.063
70.1 -2.899 0.063
74.3 -2.901 0.061
78.7 -2.901 0.061
83.4 -2.903 0.059
88.4 -2.904 0.058
93.7 -2.903 0.059
99.3 -2.906 0.056
105.2 -2.904 0.058
111.5 -2.906 0.056
118.1 -2.906 0.056
125.1 -2.908 0.054
132.6 -2.91 0.052
140.5 -2.908 0.054
148.9 -2.91 0.052
157.8 -2.91 0.052
167.2 -2.91 0.052
177.2 -2.912 0.05
187.8 -2.912 0.05
B-17s Recovery Data
199 -2.912 0.05
210.9 -2.914 0.048
223.5 -2.912 0.05
236.8 -2.914 0.048
250.9 -2.914 0.048
265.8 -2.914 0.048
281.6 -2.917 0.045
298.4 -2.917 0.045
316.2 -2.917 0.045
335 -2.919 0.043
354.9 -2.919 0.043
376 -2.921 0.041
398.4 -2.921 0.041
422.1 -2.921 0.041
447.2 -2.921 0.041
473.8 -2.921 0.041
502 -2.921 0.041
531.9 -2.923 0.039
563.5 -2.925 0.037
597 -2.925 0.037
632.5 -2.927 0.035
670.1 -2.929 0.033
709.9 -2.929 0.033
752.1 -2.929 0.033
796.8 -2.931 0.031
844.2 -2.931 0.031
894.4 -2.933 0.029
947.5 -2.933 0.029
1003.8 -2.933 0.029
1063.4 -2.935 0.027
1126.6 -2.935 0.027
1193.5 -2.937 0.025
1264.4 -2.942 0.02
1339.5 -2.941 0.021
1419 -2.943 0.019
1503.3 -2.943 0.019
1592.6 -2.946 0.016
1687.1 -2.945 0.017
1787.2 -2.945 0.017
1893.3 -2.947 0.015
2005.7 -2.949 0.013
2124.7 -2.952 0.01
2250.8 -2.952 0.01
2384.4 -2.954 0.008
2525.9 -2.956 0.006
2675.8 -2.958 0.004
2834.6 -2.96 0.002
3002.8 -2.96 0.002
3180.9 -2.962 0
B-17s Recovery Data
Te
r
m

U
n
i
t
s
2r
c
In
c
h
e
s
2.
0
6
7
2r
W
In
c
h
e
s
8
L w
Fe
e
t
16
.
9
1
L e
Fe
e
t
5
H*

F
e
e
t
16
.
9
1
y 0
Fe
e
t
2.
6
t 0
Se
c
o
n
d
s
0
y t
Fe
e
t
0.
0
1
t

S
e
c
o
n
d
s
3,
0
0
0
Te
r
m

U
n
i
t
s
2.22E-04
In
p
u
t

D
a
t
a
3.70E-06
Ca
l
c
u
l
a
t
i
o
n
s
Solutions 2.690
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
S
e
c
o
n
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
D
a
y
3.20E-01
*
-

A
s
s
u
m
e
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
M
i
n
u
t
e
Wa
t
e
r

T
a
b
l
e
Wa
t
e
r

T
a
b
l
e
2r
c y
L e /r
W
Fe
e
t
/
F
o
o
t

1
5
.
0
0
A
No
n
e

1
.
9
8
9
B

N
o
n
e

0
.
2
8
3
C

N
o
n
e

1
.
3
7
4
1
y 0
t
y t
Wh
e
r
e
2r
w
K
=

A
+

B

l
n
[
(
H

-

L
W )/r W ]
r c2 l
n
(
R
e /r
W )
2L
e
ln
Ge
n
e
r
a
l

E
q
u
a
t
i
o
n
s
ln
(
R
e /r W )partial penetration =
ln
(
R
e /r W )full penetration =2.690#NUM!
S
c
r
e
e
n
L w
L e
H
B
o
r
e
h
o
l
e
B
o
r
e
h
o
l
e
Fo
r

p
a
r
t
i
a
l

p
e
n
e
t
r
a
t
i
o
n

o
r

t
h
e

e
q
u
a
t
i
o
n

b
e
l
o
w

f
o
r

f
u
l
l

p
e
n
e
t
r
a
t
i
o
n
} -1 L e /r W
1.
1
ln
(
L
W /r
W )
+
ln
(
R
e
/
r
W )
=

{
B-
1
7
d

F
a
l
l

-

S
l
u
g

T
e
s
t

C
a
l
c
u
l
a
t
i
o
n
s
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Im
p
e
r
m
e
a
b
l
e
ln
(
R
e
/
r
W )
=

{
1.
1
+
C L e /r W} -1
ln
(
L
W /r
W )
A
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
110
Y
0
(
f
e
e
t
)A
Ti
m
e

(
s
e
c
)
B-17d Fall
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
0.
0
1
0.
1
0

1
0
0
0

2
0
0
0

3
0
0
0

4
0
0
0

5
0
0
0

6
0
0
0

7
0
0
0
B ‐17d  Fall
In-Situ Inc. MiniTroll Pro
Report generated: 1/26/2009 16:50:00
Report from file: ...\SN04881 2009-01-23 151515 B-17d Slug In.bin
Win-Situ® Version 4.58.9.0
Serial number: 4881
Firmware Version 3.09
Unit name:
Test name: B-17d Slug In
Test defined on: 1/23/2009 15:14:54
Test started on: 1/23/2009 15:15:15
Test stopped on: N/A N/A
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 142
TOTAL DATA SAMPLES 142
Channel number [1]
Measurement type: Temperature
Channel name: KS-6 weir
Channel number [2]
Measurement type: Pressure
Channel name: KS-6 weir
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
ET (sec) Feet H2O yt (feet)
------------ ---------------
0 13.987 0
0.3 17.124 3.103
0.6 18.103 4.082
1.2 16.457 2.436
1.5 17.068 3.047
1.8 16.233 2.212
2.1 16.861 2.84
2.4 16.481 2.46
2.7 16.679 2.658
3 16.631 2.61
3.3 16.603 2.582
3.6 16.631 2.61
3.9 16.611 2.59
4.2 16.611 2.59
4.5 16.611 2.59
4.8 16.603 2.582
5.1 16.603 2.582
5.4 16.599 2.578
5.7 16.598 2.577
B-17d Fall Data
6 16.598 2.577
6.4 16.592 2.571
6.7 16.592 2.571
7.1 16.59 2.569
7.5 16.588 2.567
8 16.587 2.566
8.4 16.585 2.564
8.9 16.583 2.562
9.5 16.581 2.56
10 16.576 2.555
10.6 16.574 2.553
11.3 16.572 2.551
11.9 16.568 2.547
12.6 16.567 2.546
13.4 16.565 2.544
14.2 16.563 2.542
15 16.546 2.525
15.9 16.554 2.533
16.8 16.555 2.534
17.8 16.555 2.534
18.9 16.552 2.531
20 16.548 2.527
21.2 16.544 2.523
22.4 16.543 2.522
23.8 16.541 2.52
25.2 16.537 2.516
26.7 16.535 2.514
28.2 16.532 2.511
29.8 16.528 2.507
31.5 16.524 2.503
33.3 16.521 2.5
35.2 16.519 2.498
37.3 16.513 2.492
39.5 16.511 2.49
41.8 16.506 2.485
44.3 16.502 2.481
46.9 16.496 2.475
49.7 16.493 2.472
52.6 16.487 2.466
55.7 16.482 2.461
59 16.476 2.455
62.5 16.471 2.45
66.2 16.463 2.442
70.1 16.456 2.435
74.3 16.452 2.431
78.7 16.445 2.424
83.4 16.435 2.414
88.4 16.428 2.407
93.7 16.421 2.4
99.3 16.413 2.392
105.2 16.402 2.381
111.5 16.393 2.372
118.1 16.382 2.361
125.1 16.371 2.35
132.6 16.361 2.34
140.5 16.348 2.327
148.9 16.337 2.316
157.8 16.324 2.303
167.2 16.311 2.29
177.2 16.3 2.279
187.8 16.28 2.259
B-17d Fall Data
199 16.263 2.242
210.9 16.245 2.224
223.5 16.223 2.202
236.8 16.206 2.185
250.9 16.186 2.165
265.8 16.165 2.144
281.6 16.143 2.122
298.4 16.125 2.104
316.2 16.11 2.089
335 16.097 2.076
354.9 16.082 2.061
376 16.065 2.044
398.4 16.045 2.024
422.1 16.021 2
447.2 15.989 1.968
473.8 15.96 1.939
502 15.926 1.905
531.9 15.893 1.872
563.5 15.858 1.837
597 15.821 1.8
632.5 15.784 1.763
670.1 15.743 1.722
709.9 15.704 1.683
752.1 15.66 1.639
796.8 15.619 1.598
844.2 15.571 1.55
894.4 15.53 1.509
947.5 15.48 1.459
1003.8 15.432 1.411
1063.4 15.382 1.361
1126.6 15.336 1.315
1193.5 15.284 1.263
1264.4 15.232 1.211
1339.5 15.18 1.159
1419 15.125 1.104
1503.3 15.071 1.05
1592.6 15.019 0.998
1687.1 14.96 0.939
1787.2 14.906 0.885
1893.3 14.851 0.83
2005.7 14.795 0.774
2124.7 14.741 0.72
2250.8 14.688 0.667
2384.4 14.634 0.613
2525.9 14.58 0.559
2675.8 14.529 0.508
2834.6 14.48 0.459
3002.8 14.432 0.411
3180.9 14.386 0.365
3369.6 14.343 0.322
3569.5 14.299 0.278
3781.2 14.26 0.239
4005.5 14.225 0.204
4243.1 14.188 0.167
4494.7 14.156 0.135
4761.3 14.127 0.106
5043.7 14.099 0.078
5342.8 14.077 0.056
5659.6 14.054 0.033
5995.2 14.036 0.015
6350.7 14.021 0
B-17d Fall Data
Te
r
m

U
n
i
t
s
2r
c
In
c
h
e
s
2.
0
6
7
2r
W
In
c
h
e
s
4
L w
Fe
e
t
16
.
9
1
L e
Fe
e
t
5
H*

F
e
e
t
16
.
9
1
y 0
Fe
e
t
1.
3
t 0
Se
c
o
n
d
s
0
y t
Fe
e
t
0.
0
1
t

S
e
c
o
n
d
s
2,
8
0
0
Te
r
m

U
n
i
t
s
2.54E-04
In
p
u
t

D
a
t
a
4.23E-06
Ca
l
c
u
l
a
t
i
o
n
s
Solutions 3.281
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
S
e
c
o
n
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
D
a
y
3.66E-01
*
-

A
s
s
u
m
e
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
M
i
n
u
t
e
Wa
t
e
r

T
a
b
l
e
Wa
t
e
r

T
a
b
l
e
2r
c y
L e /r
W
Fe
e
t
/
F
o
o
t

3
0
.
0
0
A
No
n
e

2
.
4
7
5
B

N
o
n
e

0
.
3
7
4
C

N
o
n
e

2
.
0
0
1
1
y 0
t
y t
Wh
e
r
e
2r
w
K
=

A
+

B

l
n
[
(
H

-

L
W )/r W ]
r c2 l
n
(
R
e /r
W )
2L
e
ln
Ge
n
e
r
a
l

E
q
u
a
t
i
o
n
s
ln
(
R
e /r W )partial penetration =
ln
(
R
e /r W )full penetration =3.281#NUM!
S
c
r
e
e
n
L w
L e
H
B
o
r
e
h
o
l
e
B
o
r
e
h
o
l
e
Fo
r

p
a
r
t
i
a
l

p
e
n
e
t
r
a
t
i
o
n

o
r

t
h
e

e
q
u
a
t
i
o
n

b
e
l
o
w

f
o
r

f
u
l
l

p
e
n
e
t
r
a
t
i
o
n
} -1 L e /r W
1.
1
ln
(
L
W /r
W )
+
ln
(
R
e
/
r
W )
=

{
B-
1
7
d

R
e
c
o
v
e
r
y

-

S
l
u
g

T
e
s
t

C
a
l
c
u
l
a
t
i
o
n
s
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Im
p
e
r
m
e
a
b
l
e
ln
(
R
e
/
r
W )
=

{
1.
1
+
C L e /r W} -1
ln
(
L
W /r
W )
A
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
110
Y
0
(
f
e
e
t
)A
Ti
m
e

(
s
e
c
)
B-17d Recovery
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
0.
0
1
0.
1
0

5
0
0

1
0
0
0

1
5
0
0

2
0
0
0

2
5
0
0

3
0
0
0

3
5
0
0

4
0
0
0

4
5
0
0

5
0
0
0
B ‐17d  Recovery
In-Situ Inc. MiniTroll Pro
Report generated: 1/26/2009 16:51:16
Report from file: ...\SN04881 2009-01-23 170733 B-17d Slug Out.bin
Win-Situ® Version 4.58.9.0
Serial number: 4881
Firmware Version 3.09
Unit name:
Test name: B-17d Slug Out
Test defined on: 1/23/2009 17:07:00
Test started on: 1/23/2009 17:07:33
Test stopped on: N/A N/A
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 137
TOTAL DATA SAMPLES 137
Channel number [1]
Measurement type: Temperature
Channel name: KS-6 weir
Channel number [2]
Measurement type: Pressure
Channel name: KS-6 weir
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
ET (sec) Feet H2O yt (feet)
------------ ---------------
0 10.495 0
0.3 11.97 1.644
0.6 12.829 0.785
0.9 12.708 0.906
1.2 12.44 1.174
1.5 12.364 1.25
1.8 12.416 1.198
2.1 12.465 1.149
2.4 12.469 1.145
2.7 12.46 1.154
3 12.462 1.152
3.3 12.465 1.149
3.6 12.464 1.15
3.9 12.465 1.149
4.2 12.473 1.141
4.5 12.475 1.139
4.8 12.476 1.138
5.1 12.48 1.134
5.4 12.478 1.136
B-17d Recovery Data
5.7 12.48 1.134
6 12.48 1.134
6.4 12.48 1.134
6.7 12.48 1.134
7.1 12.482 1.132
7.5 12.486 1.128
8 12.487 1.127
8.4 12.486 1.128
8.9 12.487 1.127
9.5 12.491 1.123
10 12.488 1.126
10.6 12.486 1.128
11.3 12.488 1.126
11.9 12.488 1.126
12.6 12.49 1.124
13.4 12.49 1.124
14.2 12.475 1.139
15 12.479 1.135
15.9 12.471 1.143
16.8 12.49 1.124
17.8 12.488 1.126
18.9 12.488 1.126
20 12.49 1.124
21.2 12.492 1.122
22.4 12.492 1.122
23.8 12.492 1.122
25.2 12.494 1.12
26.7 12.495 1.119
28.2 12.495 1.119
29.8 12.495 1.119
31.5 12.497 1.117
33.3 12.497 1.117
35.2 12.499 1.115
37.3 12.501 1.113
39.5 12.503 1.111
41.8 12.505 1.109
44.3 12.505 1.109
46.9 12.507 1.107
49.7 12.508 1.106
52.6 12.512 1.102
55.7 12.512 1.102
59 12.514 1.1
62.5 12.514 1.1
66.2 12.518 1.096
70.1 12.52 1.094
74.3 12.523 1.091
78.7 12.523 1.091
83.4 12.525 1.089
88.4 12.529 1.085
93.7 12.531 1.083
99.3 12.535 1.079
105.2 12.536 1.078
111.5 12.54 1.074
118.1 12.542 1.072
125.1 12.546 1.068
132.6 12.549 1.065
140.5 12.553 1.061
148.9 12.559 1.055
157.8 12.563 1.051
167.2 12.566 1.048
177.2 12.572 1.042
B-17d Recovery Data
187.8 12.575 1.039
199 12.581 1.033
210.9 12.587 1.027
223.5 12.592 1.022
236.8 12.598 1.016
250.9 12.603 1.011
265.8 12.609 1.005
281.6 12.616 0.998
298.4 12.624 0.99
316.2 12.631 0.983
335 12.638 0.976
354.9 12.648 0.966
376 12.655 0.959
398.4 12.664 0.95
422.1 12.674 0.94
447.2 12.685 0.929
473.8 12.694 0.92
502 12.705 0.909
531.9 12.718 0.896
563.5 12.729 0.885
597 12.74 0.874
632.5 12.755 0.859
670.1 12.77 0.844
709.9 12.783 0.831
752.1 12.798 0.816
796.8 12.814 0.8
844.2 12.831 0.783
894.4 12.848 0.766
947.5 12.866 0.748
1003.8 12.885 0.729
1063.4 12.903 0.711
1126.6 12.923 0.691
1193.5 12.946 0.668
1264.4 12.968 0.646
1339.5 12.988 0.626
1419 13.012 0.602
1503.3 13.036 0.578
1592.6 13.06 0.554
1687.1 13.086 0.528
1787.2 13.114 0.5
1893.3 13.14 0.474
2005.7 13.17 0.444
2124.7 13.197 0.417
2250.8 13.227 0.387
2384.4 13.259 0.355
2525.9 13.286 0.328
2675.8 13.32 0.294
2834.6 13.349 0.265
3002.8 13.381 0.233
3180.9 13.414 0.2
3369.6 13.445 0.169
3569.5 13.479 0.135
3781.2 13.507 0.107
4005.5 13.534 0.08
4243.1 13.562 0.052
4494.7 13.588 0.026
4761.3 13.614 0
B-17d Recovery Data
Te
r
m

U
n
i
t
s
2r
c
In
c
h
e
s
2.
0
6
7
2r
W
In
c
h
e
s
8
L w
Fe
e
t
9
L e
Fe
e
t
10
H*

F
e
e
t
20
y 0
Fe
e
t
0.
3
1
t 0
Se
c
o
n
d
s
0
y t
Fe
e
t
0.
1
t

S
e
c
o
n
d
s
70
0
Te
r
m

U
n
i
t
s
Wa
t
e
r

T
a
b
l
e
Wa
t
e
r

T
a
b
l
e
2r
c y
In
p
u
t

D
a
t
a
1.30E-06
Ca
l
c
u
l
a
t
i
o
n
s
Solutions 2.175
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
S
e
c
o
n
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
D
a
y
1.13E-01
*
-

A
s
s
u
m
e
d
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

F
e
e
t
/
M
i
n
u
t
e
7.82E-05
L e /r
W
Fe
e
t
/
F
o
o
t

3
0
.
0
0
A
No
n
e

2
.
4
7
5
B

N
o
n
e

0
.
3
7
4
C

N
o
n
e

2
.
0
0
1
1
y 0
t
y t
Wh
e
r
e
2r
w
CD
-
4

R
e
p

F
a
l
l

-

S
l
u
g

T
e
s
t

C
a
l
c
u
l
a
t
i
o
n
s
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Im
p
e
r
m
e
a
b
l
e
ln
(
R
e
/
r
W )
=

{
1.
1
+
C L e /r W} -1
ln
(
L
W /r
W )
A
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
Fo
r

p
a
r
t
i
a
l

p
e
n
e
t
r
a
t
i
o
n

o
r

t
h
e

e
q
u
a
t
i
o
n

b
e
l
o
w

f
o
r

f
u
l
l

p
e
n
e
t
r
a
t
i
o
n
} -1 L e /r W
1.
1
ln
(
L
W /r
W )
+
ln
(
R
e
/
r
W )
=

{
S
c
r
e
e
n
L w
L e
H
B
o
r
e
h
o
l
e
B
o
r
e
h
o
l
e
ln
Ge
n
e
r
a
l

E
q
u
a
t
i
o
n
s
ln
(
R
e /r W )partial penetration =
ln
(
R
e /r W )full penetration =2.4972.175
K
=

A
+

B

l
n
[
(
H

-

L
W )/r W ]
r c2 l
n
(
R
e /r
W )
2L
e
10
Y
0
(
f
e
e
t
)A
Ti
m
e

(
s
e
c
)
CD-4 Rep Fall
Ca
b
a
r
r
u
s

C
o
u
n
t
y

C
&
D

L
a
n
d
f
i
l
l

E
x
p
a
n
s
i
o
n
Si
t
e

H
y
d
r
o
g
e
o
l
o
g
i
c

I
n
v
e
s
t
i
g
a
t
i
o
n
0.
1
1
0

5
0
0

1
0
0
0

1
5
0
0

2
0
0
0

2
5
0
0

3
0
0
0

3
5
0
0

4
0
0
0
CD ‐4  Rep  Fall
In-Situ Inc. MiniTroll Pro
Report generated: 1/27/2009 11:04:17
Report from file: ...\SN07563 2009-01-23 144556 CD-4 Rep.bin
Win-Situ® Version 4.57.0.0
Serial number: 7563
Firmware Version 3.09
Unit name:
Test name: CD-4 Rep
Test defined on: 1/23/2009 14:44:57
Test started on: 1/23/2009 14:45:56
Test stopped on: 1/23/2009 15:49:16
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 133
TOTAL DATA SAMPLES 133
Channel number [1]
Measurement type: Temperature
Channel name:
Channel number [2]
Measurement type: Pressure
Channel name: depth
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
Mode: TOC
User-defined reference: 0 Feet H2O
Referenced on: test start
Pressure head at reference: 8.47 Feet H2O
ET (sec) Feet H2O yt (feet)
------------ ---------------
000
0.3 -0.898 0.898
0.6 -2.43 2.43
0.9 -1.596 1.596
1.2 -0.52 0.52
1.5 -0.763 0.763
1.8 -1.756 1.756
2.1 -1.212 1.212
2.4 -0.242 0.242
2.7 -0.455 0.455
3 -0.944 0.944
3.3 -0.59 0.59
3.6 -0.231 0.231
3.9 -0.431 0.431
4.2 -0.566 0.566
4.5 -0.362 0.362
4.8 -0.286 0.286
5.1 -0.391 0.391
5.4 -0.396 0.396
5.7 -0.317 0.317
CD-4 Rep Fall Data
6 -0.32 0.32
6.4 -0.355 0.355
6.7 -0.324 0.324
7.1 -0.32 0.32
7.5 -0.33 0.33
8 -0.317 0.317
8.4 -0.322 0.322
8.9 -0.317 0.317
9.5 -0.317 0.317
10 -0.307 0.307
10.6 -0.307 0.307
11.3 -0.305 0.305
11.9 -0.303 0.303
12.6 -0.303 0.303
13.4 -0.301 0.301
14.2 -0.299 0.299
15 -0.299 0.299
15.9 -0.297 0.297
16.8 -0.297 0.297
17.8 -0.297 0.297
18.9 -0.295 0.295
20 -0.295 0.295
21.2 -0.293 0.293
22.4 -0.293 0.293
23.8 -0.293 0.293
25.2 -0.293 0.293
26.7 -0.291 0.291
28.2 -0.291 0.291
29.8 -0.291 0.291
31.5 -0.291 0.291
33.3 -0.288 0.288
35.2 -0.288 0.288
37.3 -0.288 0.288
39.5 -0.288 0.288
41.8 -0.288 0.288
44.3 -0.286 0.286
46.9 -0.286 0.286
49.7 -0.287 0.287
52.6 -0.287 0.287
55.7 -0.287 0.287
59 -0.287 0.287
62.5 -0.287 0.287
66.2 -0.283 0.283
70.1 -0.285 0.285
74.3 -0.283 0.283
78.7 -0.283 0.283
83.4 -0.283 0.283
88.4 -0.281 0.281
93.7 -0.281 0.281
99.3 -0.281 0.281
105.2 -0.281 0.281
111.5 -0.281 0.281
118.1 -0.281 0.281
125.1 -0.281 0.281
132.6 -0.279 0.279
140.5 -0.279 0.279
148.9 -0.28 0.28
157.8 -0.277 0.277
167.2 -0.28 0.28
177.2 -0.277 0.277
187.8 -0.278 0.278
CD-4 Rep Fall Data
199 -0.278 0.278
210.9 -0.278 0.278
223.5 -0.276 0.276
236.8 -0.276 0.276
250.9 -0.276 0.276
265.8 -0.274 0.274
281.6 -0.276 0.276
298.4 -0.274 0.274
316.2 -0.276 0.276
335 -0.274 0.274
354.9 -0.274 0.274
376 -0.274 0.274
398.4 -0.274 0.274
422.1 -0.274 0.274
447.2 -0.274 0.274
473.8 -0.274 0.274
502 -0.277 0.277
531.9 -0.277 0.277
563.5 -0.274 0.274
597 -0.274 0.274
632.5 -0.277 0.277
670.1 -0.277 0.277
709.9 -0.281 0.281
752.1 -0.28 0.28
796.8 -0.28 0.28
844.2 -0.282 0.282
894.4 -0.28 0.28
947.5 -0.282 0.282
1003.8 -0.282 0.282
1063.4 -0.284 0.284
1126.6 -0.284 0.284
1193.5 -0.286 0.286
1264.4 -0.286 0.286
1339.5 -0.288 0.288
1419 -0.288 0.288
1503.3 -0.29 0.29
1592.6 -0.292 0.292
1687.1 -0.292 0.292
1787.2 -0.294 0.294
1893.3 -0.294 0.294
2005.7 -0.296 0.296
2124.7 -0.296 0.296
2250.8 -0.298 0.298
2384.4 -0.298 0.298
2525.9 -0.3 0.3
2675.8 -0.302 0.302
2834.6 -0.302 0.302
3002.8 -0.302 0.302
3180.9 -0.302 0.302
3369.6 -0.304 0.304
3569.5 -0.306 0.306
3781.2 -0.308 0.308
CD-4 Rep Fall Data
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CD ‐4  Rep  Recovery
In-Situ Inc. MiniTroll Pro
Report generated: 1/26/2009 16:52:00
Report from file: ...\SN07563 2009-01-23 155106 CD-4 Rep Out.bin
Win-Situ® Version 4.58.9.0
Serial number: 7563
Firmware Version 3.09
Unit name:
Test name: CD-4 Rep Out
Test defined on: 1/23/2009 15:50:01
Test started on: 1/23/2009 15:51:06
Test stopped on: N/A N/A
Data gathered using Logarithmic testing
Maximum time between data points: 4200.0Seconds.
Number of data samples: 143
TOTAL DATA SAMPLES 143
Channel number [1]
Measurement type: Temperature
Channel name:
Channel number [2]
Measurement type: Pressure
Channel name: depth
Sensor Range: 30 PSIG.
Sensor Offset: 0.000 psi
Specific gravity: 1
Mode: TOC
User-defined reference: 0 Feet H2O
Referenced on: test start
Pressure head at reference: 8.913 Feet H2O
ET (sec) Feet H2O yt (feet)
------------ ---------------
000
0.3 2.469 2.142
0.6 1.509 1.182
0.9 0.809 0.482
1.2 2.106 1.779
1.5 0.823 0.496
1.8 1.412 1.085
2.1 1.423 1.096
2.4 0.857 0.53
2.7 1.383 1.056
3 1.014 0.687
3.3 0.978 0.651
3.6 1.149 0.822
3.9 0.857 0.53
4.2 0.971 0.644
4.5 0.935 0.608
4.8 0.796 0.469
5.1 0.858 0.531
5.4 0.778 0.451
5.7 0.756 0.429
CD-4 Rep Recovery Data
6 0.78 0.453
6.4 0.706 0.379
6.7 0.721 0.394
7.1 0.67 0.343
7.5 0.64 0.313
8 0.647 0.32
8.4 0.642 0.315
8.9 0.626 0.299
9.5 0.615 0.288
10 0.611 0.284
10.6 0.602 0.275
11.3 0.594 0.267
11.9 0.587 0.26
12.6 0.581 0.254
13.4 0.579 0.252
14.2 0.573 0.246
15 0.566 0.239
15.9 0.564 0.237
16.8 0.558 0.231
17.8 0.555 0.228
18.9 0.551 0.224
20 0.549 0.222
21.2 0.545 0.218
22.4 0.543 0.216
23.8 0.536 0.209
25.2 0.536 0.209
26.7 0.532 0.205
28.2 0.532 0.205
29.8 0.53 0.203
31.5 0.528 0.201
33.3 0.526 0.199
35.2 0.526 0.199
37.3 0.522 0.195
39.5 0.52 0.193
41.8 0.52 0.193
44.3 0.517 0.19
46.9 0.513 0.186
49.7 0.515 0.188
52.6 0.513 0.186
55.7 0.511 0.184
59 0.511 0.184
62.5 0.511 0.184
66.2 0.509 0.182
70.1 0.509 0.182
74.3 0.507 0.18
78.7 0.505 0.178
83.4 0.507 0.18
88.4 0.505 0.178
93.7 0.504 0.177
99.3 0.502 0.175
105.2 0.5 0.173
111.5 0.5 0.173
118.1 0.502 0.175
125.1 0.5 0.173
132.6 0.5 0.173
140.5 0.498 0.171
148.9 0.497 0.17
157.8 0.497 0.17
167.2 0.497 0.17
177.2 0.495 0.168
187.8 0.493 0.166
CD-4 Rep Recovery Data
199 0.495 0.168
210.9 0.493 0.166
223.5 0.493 0.166
236.8 0.491 0.164
250.9 0.491 0.164
265.8 0.49 0.163
281.6 0.488 0.161
298.4 0.488 0.161
316.2 0.486 0.159
335 0.486 0.159
354.9 0.484 0.157
376 0.484 0.157
398.4 0.482 0.155
422.1 0.482 0.155
447.2 0.48 0.153
473.8 0.48 0.153
502 0.48 0.153
531.9 0.475 0.148
563.5 0.476 0.149
597 0.474 0.147
632.5 0.474 0.147
670.1 0.471 0.144
709.9 0.47 0.143
752.1 0.468 0.141
796.8 0.466 0.139
844.2 0.464 0.137
894.4 0.459 0.132
947.5 0.458 0.131
1003.8 0.457 0.13
1063.4 0.455 0.128
1126.6 0.453 0.126
1193.5 0.451 0.124
1264.4 0.449 0.122
1339.5 0.446 0.119
1419 0.444 0.117
1503.3 0.442 0.115
1592.6 0.44 0.113
1687.1 0.438 0.111
1787.2 0.434 0.107
1893.3 0.432 0.105
2005.7 0.427 0.1
2124.7 0.425 0.098
2250.8 0.421 0.094
2384.4 0.419 0.092
2525.9 0.415 0.088
2675.8 0.41 0.083
2834.6 0.408 0.081
3002.8 0.404 0.077
3180.9 0.398 0.071
3369.6 0.396 0.069
3569.5 0.389 0.062
3781.2 0.386 0.059
4005.5 0.381 0.054
4243.1 0.377 0.05
4494.7 0.373 0.046
4761.3 0.364 0.037
5043.7 0.36 0.033
5342.8 0.352 0.025
5659.6 0.346 0.019
5995.2 0.335 0.008
6350.7 0.333 0.006
CD-4 Rep Recovery Data
6727.2 0.327 0
CD-4 Rep Recovery Data
Part 3
Engineering Plan

Appendix D
Drawings
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Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Construction Quality Assurance
Plan
Cabarrus County, North Carolina
October 2016

i
Table of Contents
Section 1 Purpose
1.1 Quality Assurance and Quality Control ............................................................................................. 1-1
1.2 References ...................................................................................................................................................... 1-1
1.3 Overview of Manual ................................................................................................................................... 1-1
Section 2 Definitions, Responsibilities, and Qualifications of Parties
2.1 Contractor ...................................................................................................................................................... 2-1
2.1.1 Definition ........................................................................................................................................... 2-1
2.1.2 Responsibilities ............................................................................................................................... 2-1
2.1.3 Qualifications ................................................................................................................................... 2-1
2.2 Contractor’s Representative (CR) ........................................................................................................ 2-1
2.2.1 Definition ........................................................................................................................................... 2-1
2.2.2 Responsibilities ............................................................................................................................... 2-1
2.2.3 Qualifications ................................................................................................................................... 2-3
2.3 Engineer .......................................................................................................................................................... 2-3
2.3.1 Definition ........................................................................................................................................... 2-3
2.3.2 Responsibilities ............................................................................................................................... 2-3
2.3.3 Qualifications ................................................................................................................................... 2-3
2.4 Resident Project Representative .......................................................................................................... 2-3
2.4.1 Definition ........................................................................................................................................... 2-3
2.4.2 Responsibilities ............................................................................................................................... 2-3
2.4.3 Qualifications ................................................................................................................................... 2-3
2.5 Owner............................................................................................................................................................... 2-3
2.5.1 Definition ........................................................................................................................................... 2-3
2.5.2 Responsibilities ............................................................................................................................... 2-4
2.5.3 Qualifications ................................................................................................................................... 2-4
2.6 Quality Assurance Laboratory ............................................................................................................... 2-4
2.6.1 Definition ........................................................................................................................................... 2-4
2.6.2 Responsibilities ............................................................................................................................... 2-4
2.6.3 Qualifications ................................................................................................................................... 2-4
2.6.4 Submittals .......................................................................................................................................... 2-4
Section 3 Communication Between Involved Parties
3.1 Lines of Communication .......................................................................................................................... 3-1
3.2 Pre-Construction Meeting ....................................................................................................................... 3-1
3.3 Progress Meetings ...................................................................................................................................... 3-1
Section 4 Landfill Subgrade
4.1 Materials ......................................................................................................................................................... 4-1
4.2 Construction .................................................................................................................................................. 4-1
4.3 Certification ................................................................................................................................................... 4-1
4.3.1 Conformance Testing .................................................................................................................... 4-1
4.3.2 Field Quality Control ..................................................................................................................... 4-2
Section 5 Documentation
Table of Contents • Construction Quality Assurance Plan

ii
List of Tables
Table 2-1 Project Personnel Responsibilities............................................................................................ 2-2

1-1
Section 1
Purpose
This Construction Quality Assurance (CQA) Plan is intended to fulfill Rule 15A NCAC 13B .0541
requiring that a CQA Plan be developed and used during construction of the construction and
demolition (C&D) landfill expansion. This plan describes the observations and tests to be used during
construction to ensure that the construction and materials incorporated into the C&D landfill
expansion meet the design specifications and the construction certification requirements set forth in
Rule .0541 of the Solid Waste Rules.
1.1 Quality Assurance and Quality Control
In the context of this CQA Plan, quality assurance and quality control are defined as follows:
Quality Assurance: A program of tests and observations, executed by a party independent of
the contractor, performed in order to confirm that completed work meets contractual and
regulatory requirements and will perform satisfactorily in service. These services are typically
provided by the Owner and/or Engineer.
Quality Control: Those actions performed by the contractor or an agent of the contractor,
which provide a means to monitor the quality of the work being performed. These services will
address the conformance test requirements required by the contractor during construction.
For the Phase 3 expansion area, Cabarrus County may perform all or a portion of the
construction work. All contractor quality control requirements identified in this CQA plan will
also apply to work self-performed by the County.
1.2 References
The CQA Plan includes references to test procedures from the American Society for Testing Materials
(ASTM).
1.3 Overview of Manual
Per .0541(b)(1) through (5) this CQA Plan addresses:
1. Responsibilities and Authorities: The plan establishes responsibilities and authorities for
the construction management organization. This includes a pre-construction meeting
conducted prior to beginning construction of the C&D landfill expansion area. The meeting
will include a discussion of the construction management organization, respective duties
during construction, lines of communication, and periodic reporting requirements for test
results and construction activities. This information is presented in Sections 2 and 3 of the
CQA Plan.
2. Inspection Activities: A description of all field observations, tests, and equipment that will
be used to ensure that the construction meets or exceeds all design criteria established in
accordance with Rules .0539, .0540 and .0543(d) is presented in Sections 4 and 5 of the CQA
Plan.
Section 1 • Purpose

1-2
3. Sampling Strategies: A description of all sampling protocols, sample size, and frequency of
sampling is presented in Sections 4 and 5 of the CQA Plan.
4. Documentation: Reporting requirements for CQA activities are described in detail in
Sections 3 through 5 of the CQA Plan.
5. Progress and Troubleshooting Meetings: A plan will be prepared for holding periodic
meetings. The proceedings of the meetings will be documented and incorporated into the
CQA report at the completion of construction. Meeting information is included in Section 3 of
the Plan.

2-1
Section 2
Definitions, Responsibilities, and Qualifications of
Parties
The requirements discussed in this section are associated with the ownership, design, construction,
and quality assurance of the landfill subgrade. The definitions, responsibilities, and qualifications are
summarized in Table 2-1 and outlined in the following subsections.
2.1 Contractor
2.1.1 Definition
The Contractor is the company with which the Owner has entered into an agreement to construct the
project.
2.1.2 Responsibilities
The Contractor is ultimately responsible for meeting the requirements of the Contract Documents and
the successful completion of the landfill construction. Some of the Contractor's specific
responsibilities include: providing qualified personnel to perform quality control, providing
submittals for the various materials as required by the specifications, scheduling and coordinating the
work with suppliers and subcontractors, providing a representative at all times during construction
activity, as well as surveying services, monthly as-built and record drawings, attending progress
meetings, and submitting requests for design clarifications to the Engineer.
2.1.3 Qualifications
The Contractor shall be experienced in all aspects of the work required to successfully construct the
project. The Contractor shall be licensed in the State of North Carolina and shall provide references
from previous projects.
2.2 Contractor’s Representative (CR)
2.2.1 Definition
The Contractor's Representative is a qualified individual assigned by the Contractor to represent
him/her onsite during construction activities.
2.2.2 Responsibilities
The Contractor's Representative is responsible for: communication with the Engineer and Owner,
coordinating and supervising the construction crew, subcontractors, and quality control personnel,
ensuring that construction activities are conducted in accordance with the plans and specifications,
notifying the RPR of any discrepancies between the plans and specifications, changes in field
conditions, attending all meetings held on the project, and keeping a daily log of all construction
activities onsite.

Section 2 • Definitions, Responsibilities, and Qualifications of Parties
2-2
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Section 2 • Definitions, Responsibilities, and Qualifications of Parties

2-3
2.2.3 Qualifications
The Contractor's Representative (CR) shall be an individual who demonstrates the capability to direct
all tasks required for landfill subgrade construction. The CR shall demonstrate experience similar to
the nature of the project and be knowledgeable of all aspects of the work.
2.3 Engineer
2.3.1 Definition
The Engineer is the party with which the Owner has entered into an agreement to provide project
design and construction oversight.
2.3.2 Responsibilities
The Engineer is responsible for performing the engineering design and preparing the associated
construction drawings and specifications. The Engineer is responsible for approving all design and
specification changes, clarifying the design, reviewing and approving shop drawings, reviewing test
results and as-built surveys and other tasks as required during construction. The Engineer conducts
the pre-construction meeting and progress meetings outlined in this plan. The Engineer will certify
that the construction was completed in accordance with this CQA Plan, the conditions of the permit to
construct, the requirements of Rule .0540 and .0541, and acceptable engineering practices.
2.3.3 Qualifications
The Engineer shall be a professional engineer licensed to practice engineering in the State of North
Carolina. The Engineer shall be familiar with landfill design and construction and all applicable
regulatory requirements.
2.4 Resident Project Representative
2.4.1 Definition
The Resident Project Representative (RPR) is a qualified individual assigned by the Engineer to
observe and document activities requiring quality assurance.
2.4.2 Responsibilities
The RPR is responsible for observing and documenting activities related to the quality assurance of
the construction of the landfill. The RPR is responsible for implementation of this CQA Plan and
coordination of the Quality Assurance Laboratory (QAL).
2.4.3 Qualifications
RPR shall be experienced with the implementation and preparation of quality assurance
documentation including: quality assurance forms, reports, certifications, and manuals.
2.5 Owner
2.5.1 Definition
The Owner is the party who owns the facility and is financially responsible for the facility and project.

Section 2 • Definitions, Responsibilities, and Qualifications of Parties
2-4
2.5.2 Responsibilities
The Owner shall be responsible for providing necessary communications with the Contractor. All
communications with the Contractor will be issued through the Engineer. The Owner shall promptly
furnish all data required of the Owner under the Contract Documents. The Owner shall make
payments to the Contractor when they are due as provided in the Contract Documents. For the Phase
3 expansion construction, the Owner (Cabarrus County) may self-perform a portion or all of the
construction work.
2.5.3 Qualifications
The Owner shall be financially responsible in accordance with Rule .0546. The Owner is also qualified
to perform earth moving and grading activities with existing landfill equipment.
2.6 Quality Assurance Laboratory
2.6.1 Definition
The QAL is a firm, independent from the Contractor and Owner, responsible for conducting tests on
samples of materials for the landfill expansion work.
2.6.2 Responsibilities
The QAL shall be responsible for conducting the appropriate laboratory tests as directed by the
Engineer and in accordance with the project plans and specifications. The test procedures shall be
done in accordance with the test methods outlined in this CQA Plan.
2.6.3 Qualifications
The QAL shall have experience in soil testing and be familiar with American Society for Testing and
Materials (ASTM).
2.6.4 Submittals
The QAL shall deliver all test results to the Engineer in written form. Written test results shall be in an
easily readable format and include references to the standard test methods used.

3-1
Section 3
Communication Between Involved Parties
Communication is essential to achieve a high level of quality during construction and to assure that
the final product meets all project requirements. This section discusses the required lines of
communication.
3.1 Lines of Communication
All communication between parties shall go through the Engineer or the Engineer's Field
Representative (RPR), who will direct the communication through the proper channels.
3.2 Pre-Construction Meeting
A pre-construction meeting shall be held before construction activity begins. The meeting shall be
conducted by the Engineer and attended by the Owner, RPR (if necessary), Contractor, Contractor's
Representative, and a QC/QA representative.
Per Rule .0541(b)(1), the meeting will include a discussion of the construction management
organization, the responsibilities and duties of each party during construction, and a discussion of the
procedures for periodic reporting of testing results and construction activities.
3.3 Progress Meetings
Progress meetings shall be conducted by the Engineer and attended by the Owner, Engineer/RPR,
Contractor's Representative and QC/QA representatives as needed. Progress meetings shall be held at
a frequency specific to the needs of the project, typically on a biweekly basis. These meetings shall
discuss job progress to date, planned construction activities prior to the next progress meeting,
construction materials approvals and deliveries, design or construction issues requiring resolution, as
well as new business or revisions to the work. The Engineer/RPR will log any design or construction
related issues, decisions, or questions arising out of the meeting in a weekly report. If any matter
remains unresolved, the Engineer/RPR will obtain a resolution by discussing with the Owner and
forwarding resolution to the appropriate parties.

Section 3 • Communication Between Involved Parties

3-2

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4-1
Section 4
Landfill Subgrade
The materials, construction, and certification of the requirements presented in this Section are to
comply with Rule 15A NCAC 13B.0540(5).
4.1 Materials
The subgrade shall be adequately free of organic material and consist of in-situ or modified soils, or
select fill approved by the Engineer. Per Rule 15A NCAC 13B.0540(2)(b), the upper two feet of the
subgrade soils shall consist of SC, SM, ML, CL, MH, or CH soils per the Unified Soil Classification
System.
4.2 Construction
The subgrade shall be graded in accordance with the plans and specifications, including, but not
limited to the following:
The landfill subgrade shall be proofrolled by the Contractor and examined by the Engineer to
detect the presence of unsuitable soils or unstable subgrade conditions. Proofrolling shall be
accomplished with equipment agreed to by the Engineer. A minimum of two passes shall be
required. Any unsuitable soils encountered during the proof roll shall be removed and replaced
or reinforced as directed by the Engineer.
Approved fill must be placed by lifts and compacted to at least 95.0 percent of maximum dry
density as determined by ASTM D698. Each lift shall have a maximum loose thickness of 12
inches.
The Engineer shall be notified if bedrock, waste or changed subsurface conditions are
encountered during excavation.
The Engineer or Geologist shall visually inspect and approve the subgrade. In addition, the
Contractor shall submit a survey of the prepared subgrade prior to substantial completion. It
shall be the Contractor's responsibility to properly prepare and maintain the prepared
subgrade in a smooth, uniform, and compacted condition.
Excavation equipment shall be satisfactory for carrying out the work in accordance with the
Specifications.
4.3 Certification
4.3.1 Conformance Testing
The QAL shall conduct the following conformance tests for the fill material to be used for the landfill
expansion construction, at the following specified frequencies prior to installation:

Section 4 • Landfill Subgrade

4-2
Test Method Frequency
Atterberg Limits ASTM D4318 Every 1,000 cy or change in
material
Grain Size Sieve Only Every 1,000 cy or change in
material
Moisture/Density ASTM D698 Every 2,000 cy or change in
material

4.3.2 Field Quality Control
The Engineer or Geologist will conduct a visual inspection of the subgrade and provide a signed
document stating that the subgrade has been properly prepared and approved by the
Engineer/Geologist. This same document will be incorporated into the CQA report at the
completion of the project.
Leachate seeps, if encountered, will be removed including all leachate saturated soils and
backfilled in accordance with the project specifications or as directed by the Engineer using
suitable soils compacted in place.
For fill placement areas, the minimum testing frequency for in-place field density and moisture
content shall be one test per lift per 10,000 square feet, resulting in at least one test per lift.
The Contractor shall provide the Engineer with an as-built survey of the completed subgrade
verifying that the grades are consistent with the design elevations presented in the contract
documents. The subgrade survey shall be certified by a Land Surveyor licensed to practice
surveying in the State of North Carolina. Survey points shall be documented on a 50-foot grid
system.

5-1
Section 5
Documentation
This Section is intended to comply with Rules .0540(8) and .0541(b)(4).
Upon completion of construction activities, a Construction Quality Assurance Certification Report will
be submitted to the Solid Waste Section in accordance with Rules .0540 and .0541. The report will
include, at a minimum:
All quality assurance services performed during construction.
Field observation inspection reports.
Results of all construction quality assurance and construction quality control testing required
by this Plan.
Any failed test results, descriptions of procedures used to correct and retest installed materials
and results of all retesting performed.
Record drawings documenting the completed project and noting any deviation from the
approved engineering plans.
Digital photographs of major project features.
The CQA Certification report shall bear the seal of a North Carolina Professional Engineer who was
involved during the construction and a certification that the construction was completed in
accordance with:
1. This CQA Plan
2. The conditions of the Permit to Construct
3. The requirements of Rules .0540 and .0541
4. Good engineering practices

Section 5 • Documentation

5-2
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Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Operation Plan

Cabarrus County, North Carolina
October 2016

i
Table of Contents

Section 1 Purpose
1.1 Operation Drawings ..................................................................................................................................... 1-1
Section 2 Waste Acceptance and Disposal Requirements
2.1 Waste Definitions .......................................................................................................................................... 2-1
2.2 Acceptable Waste .......................................................................................................................................... 2-3
2.3 Acceptable Waste Requiring Special Handling ................................................................................. 2-3
2.4 Prohibited Wastes ........................................................................................................................................ 2-3
2.5 Receiving Prohibited Waste ..................................................................................................................... 2-5
Section 3 Cover Material Requirements
3.1 Operational Cover ......................................................................................................................................... 3-1
3.2 Intermediate Cover ...................................................................................................................................... 3-1
3.1 Alternative Cover .......................................................................................................................................... 3-1
3.2 Final Cover ....................................................................................................................................................... 3-1
Section 4 Spreading and Compacting of Waste
4.1 Working Area .................................................................................................................................................. 4-1
4.2 Compaction ...................................................................................................................................................... 4-1
4.3 Controlling Wind Blow Material ............................................................................................................. 4-1
4.4 Filling Sequence ............................................................................................................................................. 4-1
Section 5 Disease Vector Control
Section 6 Air Criteria and Fire Control
6.1 State Implementation Plan ....................................................................................................................... 6-1
6.2 Open Burning of Waste ............................................................................................................................... 6-1
6.3 Fire Protection Equipment ....................................................................................................................... 6-1
6.4 Fire and Explosion Notification .............................................................................................................. 6-1
Section 7 Access and Safety Requirements
7.1 Landfill Access and Security ..................................................................................................................... 7-1
7.2 Attendant .......................................................................................................................................................... 7-1
7.3 Access Road ..................................................................................................................................................... 7-1
7.4 Dust Control .................................................................................................................................................... 7-1
7.5 Signs .................................................................................................................................................................. 7-1
7.6 Waste Removal Scavenging Policy ........................................................................................................ 7-2
Section 8 Erosion and Sedimentation Control Requirements
8.1 Control of Sediment ..................................................................................................................................... 8-1
8.2 On-Site Erosion Control .............................................................................................................................. 8-1
8.3 Vegetative Cover ............................................................................................................................................ 8-1
Section 9 Drainage Control and Water Protection Requirements
9.1 Surface Water Diverted from Operational Area .............................................................................. 9-1
Table of Contents • Operations Plan

ii
9.2 Surface Water Shall Not Be Impounded Over Waste ..................................................................... 9-1
9.3 Waste Shall Not Be Disposed of in Water............................................................................................ 9-1
9.4 Leachate Collection and Disposal ........................................................................................................... 9-1
9.5 Leachate Discharge ....................................................................................................................................... 9-1
Section 10 Survey for Compliance
Section 11 Operating Record and Record Keeping Requirements
11.1 Regulatory Requirements ..................................................................................................................... 11-1
11.2 Operating Record ..................................................................................................................................... 11-1
11.3 Monitoring Plans ...................................................................................................................................... 11-1

Appendices
Appendix A – Water Quality Monitoring Plan
Appendix B – Landfill Gas Monitoring Plan
Appendix C – Waste Acceptability Plan
Appendix D – Drawings

List of Tables
Table 1-1 Cabarrus County C&D Landfill Operating Record Requirements ................................ 1-2

Acronyms
WTP Water Treatment Plant

1-1
Section 1
Purpose
The purpose of this Operation Plan is to provide the Cabarrus County C&D landfill staff with a manual
that will serve as a guide for safe and efficient operation of the unlined C&D landfill including the
proposed Phase 3 expansion. This Operation Plan has been prepared in accordance with the North
Carolina Solid Waste Rule 15A NCAC 13B .0542, Operation Plan and Requirements for C&D Landfill
Facilities, and therefore addresses the following issues.
Waste Acceptance and Disposal Requirements
Waste Exclusions
Cover Material Requirements
Spreading and Compacting Requirements
Disease Vector Control
Air Criteria and Fire Control
Access and Safety Requirements
Erosion and Sedimentation Control Requirements
Drainage Control and Water Protection Requirements
Survey for Compliance
Operating Record and Recordkeeping Requirements
The proposed Phase 3 expansion will piggyback on the southern slope of the existing C&D landfill. A
groundwater and surface water monitoring plan and a gas control plan have been prepared, and are
included in Appendices A and B of the Operation Plan report.
Table 1-1 summarizes all the required documents or documentation (record keeping) to be included
in the operating record which must be maintained by the County and retained at the facility. The
operating record may be inserted into a 3-ring binder located at the scale house/administration
building. Table 1-1 should be clearly posted to provide staff with direction on record keeping.
1.1 Operation Drawings
In accordance with Rule .0542(b)(1), Operation Plan drawings have been prepared and are included
in Appendix D.

Section 1 • Purpose

1-2
Table 1-1 Cabarrus County C&D Landfill Operating Record Requirements
Required Record Keeping Rule Reference in
Ops Plan Action
INCOMING WASTE
Attempted disposal of any prohibited
wastes .0542 2.5 Report to NCDEQ within 24 hrs. and keep
report on file
Attempted disposal of any waste from
outside the permitted service area .0542 2.5 Report to NCDEQ within 24 hrs. and keep
report on file
Records of random waste inspections .0544 11.1 Note date and result and include in Operating
Record
Amounts by weight of solid waste
received at the C&D landfill, include
county of generation
-- 11.1 Include in Operating Record monthly totals
DISPOSAL OPERATIONS
Placement of cover material at a
minimum per 3.1 .0542 3.1 Note date and time and include in Operating
Record
Open burning requests .0542 6.2 Note date of approval and approving DWM
personnel and include in Operating Record
Fire and explosion notification .0542 6.4
Report to NCDEQ verbally within 24 hrs. and
written by 15 days and keep notification on
file
METHANE (LFG) MONITORING
Methane (LFG) monitoring reports .0544 Appendix B Quarterly, include forms in Operating Record.
Exceedance in methane levels – required
action within 7
days following detection
.0544 Appendix B
Include in Operating Record detected levels
and description of steps to protect human
health
Exceedance in methane levels – required
action within 60 days following detection .0544 Appendix B Include in Operating Record a remediation
plan for gas releases
GROUNDWATER AND SURFACE WATER MONITORING
Groundwater and surface water
monitoring reports .0544 Appendix A Semi-annual, include current reports in
Operating Record
TRAINING
Certifications of training .0544 11.1 Include in Operating Record

2-1
Section 2
Waste Acceptance and Disposal Requirements
2.1 Waste Definitions
Agricultural Waste - waste material produced from the raising of plants and animals, including
animal manures, bedding plant stalks, hulls, and vegetative matter.
Asbestos Waste - any waste material that is determined to contain asbestos.
Asphalt - in accordance with G.S. 130-294(m).
Blood Product - all bulk blood and blood products.
Commercial Solid Waste - all types of solid waste generated by retail stores, offices, restaurants,
warehouses, and other non-manufacturing activities, excluding residential waste.
Construction or Demolition (C&D) Debris - solid waste resulting solely from construction,
remodeling, repairs or demolition operations on pavement, buildings, or other structures, but does
not include inert debris, land-clearing debris or yard debris.
Hazardous Waste - any solid waste that is defined as hazardous in 15A NCAC 13A 261.3 and that is
not excluded from regulation as a hazardous waste from conditionally exempt small quantity
generators as defined within 15A NCAC 13A 261.5.
Hot Load - when a waste hauling vehicle is transporting solid waste that is burning or smoldering, it is
referred to as a hot load.
Household Waste - any solid waste derived from households including hotels and motels,
bunkhouses, ranger stations, crew quarters, campgrounds, picnic grounds, and day-use recreation
areas.
Industrial Solid Waste - solid waste generated by manufacturing processes that is not a hazardous
waste regulated under Subtitle C of RCRA. Such waste may include, but is not limited to, waste
resulting from the following manufacturing processes: electric power generation;
fertilizer/agricultural chemicals; food and related products/by-products; inorganic chemicals; iron
and steel manufacturing; leather and leather products; nonferrous metals manufacturing/foundries;
organic chemicals; plastics and resins manufacturing; pulp and paper industry; rubber and
miscellaneous plastic products; stone, glass, clay, and concrete products; textile manufacturing;
transportation equipment; and water treatment. This term does not include mining waste or oil and
gas waste.
Inert Debris - any solid waste which consists solely of material such as concrete, brick, concrete
block, uncontaminated soil, rock, and gravel.
Infectious Waste - any solid waste capable of producing an infectious disease. These types of waste
include microbiological waste, pathological waste, blood products, and sharps.
Section 2 • Waste Acceptance and Disposal Requirements

2-2
Land-Clearing Debris - solid waste which is generated solely from land clearing activities such as
stumps and trees trunks.
Liquid Hydrocarbons - as defined under Article 21A of Chapter 143 of the North Carolina General
Statutes: except that any such oils or other liquid hydrocarbons that meet the criteria for hazardous
waste under the Federal Resource Conservation and Recovery Act (P.L. 94-580) as amended.
Liquid Waste - any waste material that is determined to contain free liquid by Method 9095 (Paint
Filter Test).
Microbiological Waste - includes cultures and stocks of etiologic agents. The term includes cultures
of specimens from medical, pathological, pharmaceutical, research, commercial, and industrial
laboratories.
Oils - As defined under Article 21A of Chapter 143 of the North Carolina General Statutes: except that
any such oils that meet the criteria for hazardous waste under the Federal Resource Conservation and
Recovery Act (P.L. 94-580) as amended.
Pathological Waste - includes: human tissue, organs, body parts, secretions, and excretions, blood,
and body fluids that are removed during surgery and autopsies; the carcasses and body parts of all
animals that were exposed to pathogens in research, were used in the production of biological or in
the in-vitro testing of pharmaceuticals, or that died of known or suspected infectious disease.
Polychlorinated Biphenyls (PCB) - defined as any of several compounds that are produced by
replacing hydrogen atoms in biphenyl with chlorine. PCB's were most frequently used as an additive
to oil or other liquid in situations where heat is involved. PCB's have been used in paints and
lubricants, however the most common application was in electric transformers.
Radioactive Waste - any waste that contains radioactivity as defined by the North Carolina Radiation
Protection Act, G.S. 104E-1 through 104E-23. Radioactivity is defined as the property possessed by
some elements of spontaneously emitting alpha or beta rays and sometimes gamma rays by the
disintegration of the nuclei of atoms.
Sharps - includes needles, syringes with attached needles, capillary tubes, slides and cover slips, and
scalpel blades.
Spoiled Food - any food which has been removed from sale by the United States Department of
Agriculture, North Carolina Department of Agriculture, Food and Drug Administration, or any other
regulatory agency having jurisdiction in determining that food is unfit for consumption.
Treatment or Processing Waste - any waste that is a residual solid from a wastewater treatment or
pretreatment facility.
Tires - rubber tires from vehicles.
White Goods - any inoperative and discarded refrigerators, freezers, ranges, washers, dryers, water
heaters, and other large domestic commercial appliances.
Yard Trash - solid waste resulting from landscaping and yard maintenance such as brush, grass, tree
limbs, and similar vegetative material.
Section 2 • Waste Acceptance and Disposal Requirements

2-3
2.2 Acceptable Waste
In accordance with Rule .0542(c)(1), a C&D landfill shall only dispose of those solid wastes which it is
permitted to accept. In accordance with the current Permit to Operate (dated September 4, 2014), the
Cabarrus County C&D landfill is permitted to dispose of the following waste materials using normal
operating procedures (as defined previously):
Construction and Demolition solid waste
Inert Debris
Land-Clearing Debris
Drums and Barrels (Empty/Perforated)
Asphalt
The Cabarrus County C&D Landfill is also permitted (#1302-Compost-2013) to operate a Large Type 1
(Phase 1 of a large Type 3) composting facility on the property with a capacity of approximately
20,000 tons per year. Operation of the Type 3 compost facility (Phase 2) has not been permitted at
this time. The compost operations will only accept materials allowed by the current operating permit.
The Operation Plan for the compost facility was previously submitted in the Phase 2 Permit to
Construct Application.
2.3 Acceptable Waste Requiring Special Handling
Hot loads arriving at the site will either be left in the roll-off container or dumped in the designated
primary hot load area located near the working face. The designated area will be located on areas
containing compacted refuse covered by at least 12 inches of cover material. The location of the
primary hot load area will change along with the Phase 3 development so as to always be near the
working face. Hot loads will be extinguished immediately after being dumped by running over the
burning debris with heavy equipment or by covering the debris with soil from the stockpile area. If
problems are encountered, the local fire department will be called. Once extinguished, the hot load
should be observed until it is certain that the fire is out. The remaining debris should then be
compacted and buried at the working face.
2.4 Prohibited Wastes
The following wastes will be prohibited from disposal at the Cabarrus County C&D Landfill:
Wastewater treatment sludge
Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty and
perforated to ensure that no liquid, hazardous or municipal solid waste is contained within.
Garbage
Hazardous waste
Industrial solid waste
Liquid waste
Section 2 • Waste Acceptance and Disposal Requirements

2-4
Medical waste
Municipal solid waste
Polychlorinated biphenyls (PCB) wastes
Radioactive waste
Septage
Sludge
Special waste
White goods
Yard trash
The following wastes cannot be received if separate from C&D landfill waste:
Lamps or bulbs including but not limited to halogen, incandescent, neon or fluorescent.
Lighting ballast or fixtures
Thermostats and light switches
Batteries including but not limited to those from exit and emergency lights and smoke
detectors.
Lead pipes
Lead roof flashing
Transformers
Capacitors
Copper chrome arsenate (CCA) and creosote treated woods
Waste accepted for disposal in the C&D landfill shall be readily identifiable as C&D waste and shall not
have been shredded, pulverized, or processed to such an extent that the composition of the original
waste cannot be readily identified.
The County shall not knowingly dispose of any type or form of C&D waste that is generated within the
boundaries of a unit of local government that by ordinance:
Prohibits generators or collectors of C&D waste from disposing that type or form of C&D waste.
Requires generators or collectors of C&D waste to recycle that type or form of C&D waste.
The compost processing area is permitted to receive land clearing materials, wooden pallets
constructed of unpainted and untreated natural wood; and yard trimmings.
Section 2 • Waste Acceptance and Disposal Requirements

2-5
2.5 Receiving Prohibited Waste
The Cabarrus County C&D landfill shall only accept those materials that it is permitted to receive. The
County will notify the North Carolina Department of Environmental Quality Division of Waste
Management (NCDEQ DWM) within 24 hours of attempted disposal of any waste the C&D landfill is
not permitted to receive.
A report shall be prepared for any attempted delivery of waste of which the landfill is not permitted to
receive, including waste from outside the permitted landfill service area. The report is to be
forwarded to:
Department of Environmental Quality
Division of Waste Management
Solid Waste Section
1646 Mail Service Center
Raleigh, North Carolina 27699-1646

Section 2 • Waste Acceptance and Disposal Requirements

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3-1
Section 3
Cover Material Requirements
3.1 Operational Cover
In accordance with Rule .0542(f), the County shall cover disposed C&D waste with six inches of
earthen material (or alternative cover material (ACM) approved by the Solid Waste Section (SWS))
when the waste disposal area exceeds one-half acre and at least once weekly. Cover shall be placed at
more frequent intervals if necessary, to control disease vectors, fires, odors, blowing litter, and
scavenging. A notation of the date and time of the cover placement must be recorded in the operating
record.
Daily cover material will be obtained from the County’s on-site borrow area or from economical off-
site sources. A notation of the date and time of the cover placement will be placed in the landfill
operating record.
In accordance with Rule .0542(f)(2), areas which will not have additional wastes placed on them for
three months or more, but where final termination of disposal operations has not occurred, shall be
covered and stabilized with vegetative ground cover or other stabilizing material.
3.2 Intermediate Cover
Areas which will not have additional waste placed on them for 12 months or more, but where final
termination of operations has not occurred, shall be covered with a minimum of one foot of
intermediate soil cover. The composition standards of intermediate cover shall be the same as for
daily cover including the capability of supporting vegetative cover.
3.3 Alternative Cover
Cabarrus County does not intend to utilize any alternative daily cover materials at this time. If, in the
future, the County chooses to utilize an alternative daily cover, an application will be submitted for
review by the Solid Waste Section.
3.4 Final Cover
In accordance with 15A NCAC 13B .0543(c)(5), after final termination of disposal operations at the
site or a major part thereof, the fill areas shall be covered with a closure cap in accordance with the
permit drawings (Appendix D). Closure activities will begin no later than one of the following three
milestones: 30 days after the date on which the C&DLF unit receives the known final receipt of wastes;
30 days after the date that a 10-acre or greater area of waste, is within 15 feet of final design grades;
or one year after the most recent receipt of wastes. The County may choose to apply for an extension
from the Solid Waste Section depending upon operational conditions. Extensions beyond the deadline
for beginning closure may be granted by the Solid Waste Section if the owner or operator
demonstrates that the portion of the C&DLF unit has the capacity to receive additional wastes and the
owner and operator has taken and will continue to take all steps necessary to prevent threats to
human health and the environment from the unclosed C&DLF unit.
Section 3 • Cover Material Requirements

3-2
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Section 4
Spreading and Compacting of Waste
The primary goals of waste placement are to: (1) maximize the mass of waste landfilled through
compaction, (2) minimize erosion and sedimentation impacts to disposal areas and areas in general
within the waste facility boundary, and (3) comply with all operating rules and regulations of the
North Carolina Solid Waste Section for C&D landfills.
4.1 Working Area
In accordance with Rule .0542(g)(1), the County shall confine waste disposal activities within the
smallest possible waste disposal area or working face. The working face is where waste is unloaded,
inspected, spread, compacted, and ultimately covered with daily cover soil. The working face shall be
wide enough to prevent a backlog of vehicles waiting to unload and to allow adequate working space
for landfill equipment. At a maximum, the width of the working face shall not exceed 100 feet.
4.2 Compaction
Per Rule .0542(g)(2), solid waste shall be compacted with the appropriate equipment so as to achieve
the maximum density possible when filling permitted cell areas. Proper waste spreading and
compaction is necessary not only to conserve airspace capacity but to also minimize future settlement.
C&D waste shall be unloaded, inspected for unacceptable materials, and spread on the working face
for compaction.
4.3 Controlling Wind Blown Material
In accordance with Rule .0542(g)(3), appropriate methods such as fencing and prompt placement of
daily cover shall be implemented so as to control windblown waste. At the end of each day’s
operation, all windblown material shall be collected and returned to the working face.
4.4 Filling Sequence
Yearly operational grades are provided per Rule .0542(b)(1)(B) on the Operation Plan drawings in
Appendix D.

Section 4 • Spreading nad Compacting of Waste

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Section 5
Disease Vector Control
In accordance with Rule .0542(h), the County shall prevent or control on-site populations of disease
vectors using techniques appropriate for the protection of human health and the environment.
Disease vectors are defined as any rodent, flies, mosquitoes, or other animals or insects, capable of
transmitting disease to humans.
Effective vector control measures shall be applied at all times. Control of vectors will be maintained
by application of well-compacted cover material over the landfilled C&D waste. This will protect
against migration of vectors into and away from the landfill site. Stagnant ponding water shall also be
prevented to control mosquito populations. Filling in low spots shall be performed on a daily basis. If
necessary, County mosquito control or a licensed exterminator shall also be employed to control
vectors.

Section 5 • Disease Vector Control

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Section 6
Air Criteria and Fire Control
6.1 State Implementation Plan
In accordance with Rule .0542(i)(1), the County shall ensure that waste fill units do not violate any
applicable requirements developed under a State Implementation Plan (SIP) approved or
promulgated by the U.S. EPA Administrator pursuant to Section 110 of the Clean Air Act, as amended.
6.2 Open Burning of Waste
Per Rule .0542(i)(2), open burning of solid waste, except for the approved burning of land clearing
debris generated on-site or debris from emergency clean-up operations, is prohibited at the C&D
landfill. Prior to any burning, a request shall be sent to the NCDEQ DWM for review. The DWM will
determine if the burning to be approved is one of the two types of burning as described above. A
notation of the date of approval and the name of the Division personnel who approved the burning
shall be included in the operating record.
6.3 Fire Protection Equipment
In accordance with Rule .0542(i)(3), equipment shall be provided to control accidental fires and
arrangements shall be made with the local fire protection agency to immediately provide fire-fighting
services when needed. The landfill is located in the Rimer Fire Protection District and fire protection
coverage is provided by the Rimer Volunteer Fire Department located at 4306 Rimer Rd., Concord, NC
28025. Fires that break out close to the surface of the fill area shall be dug out and smothered with
cover material. Deep fires should be smothered by placing moist soil on the surface and by
constructing soil barriers around the fire. Where the smothering technique fails, the burning material
shall be excavated and smothered or quenched with water once the burning material is brought to the
surface. Water is usually not effective unless it can be directly applied to the burning material.
6.4 Fire and Explosion Notification
Per Rule .0542(i)(4), fires and explosions that occur at a C&D landfill require verbal notice to the
DWM within 24 hours and written notification within 15 days. Written notification shall include the
suspected cause of fire or explosion, the response taken to manage the incident, and the action(s) to
be taken to prevent the future occurrence of fire or explosion. Verbal and written notification shall be
submitted to:
Department of Environmental Quality
Division of Waste Management
Solid Waste Section
1646 Mail Service Center
Raleigh, North Carolina 27699-1646
[phone]

Section 6 • Air Criteria and Fire Control

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Section 7
Access and Safety Requirements
7.1 Landfill Access and Security
In accordance with Rule .0542(j)(1), the Cabarrus County C&D Landfill must be adequately secured by
means of gates, chains, berms, fences and other security measures approved by the DWM to prevent
unauthorized entry.
All vehicles disposing of waste at the facility enter and leave through the access control gate. All waste
entering the landfill must be weighed at the scale where a full-time Scale Operator verifies compliance
with operation requirements. Unauthorized vehicle access to the site is prevented around the
remaining portion of the landfill property by fencing, woods, gates, AT&T right-of-way (ROW), and
storm water ditches.
7.2 Attendant
Per Rule .0542(j)(2), an attendant shall be on duty at the site at all times while the facility is open for
public use to ensure compliance with operational requirements.
A full-time Scale Operator will be located in the scale house during operating hours and will verify
compliance with operational requirements. In addition, a certified Facility Supervisor will be present
on-site at all times during operation.
7.3 Access Road
In accordance with Rule .0542(j)(3), the access road to the site and access roads to monitoring
locations shall be of all-weather construction and maintained in good condition. Potholes, ruts, and
debris on the roads will receive immediate attention in order to avoid damage to vehicles. Access
roads will be re-graded as necessary to maintain positive slope for adequate drainage.
7.4 Dust Control
Per Rule .0542(j)(4), dust control measures shall be implemented when necessary. Minimum dust
control will include a water truck for wetting of dusty roads. Petroleum products shall not be used for
dust control.
7.5 Signs
In accordance with Rule .0542(j)(5), a sign providing information on disposal procedures, accepted
waste materials, the hours during which the site is open for public use, the permit number and other
pertinent information specified in the permit conditions is posted at the site entrance.
In accordance with Rule .0542(j)(6), signs are clearly posted stating that no liquid, hazardous and
municipal solid waste can be disposed of in the C&D landfill.
In accordance with Rule .0542(j)(7), traffic signs or markers are provided to promote an orderly
traffic pattern to and from the discharge area and to maintain efficient operating conditions.
Section 7 • Access and Safety Requirements

7-2
7.6 Waste Removal Scavenging Policy
Per Rule .0542(j)(8), the removal of solid waste from the C&D landfill will be prohibited unless the
County gains NCDEQ approval for a recycling program.

8-1
Section 8
Erosion and Sedimentation Control Requirements
8.1 Control of Sediment
In accordance with Rule .0542(k)(1), adequate sediment control measures shall be utilized to capture
and control sediment in order to prevent sediment from impacting wetlands, adjacent streams, or
bodies of water, and off-site properties.
Surface water runoff passing through the C&D landfill site shall be diverted to existing sediment
basins by the use of ditches, berms, and pipes, as shown on the Operations Plan drawings. Existing
sediment basins were constructed in accordance with the previously approved Sediment and Erosion
Control Plan for control of onsite stormwater runoff and sediment transport from current landfill
operations, and previous compost operations.
The sediment basins have been designed in such a manner that releases will not overload downstream
drainage features or damage adjacent property. Sediment accumulated in basins shall be removed as
specified in the approved Sediment and Erosion Control permit. Ditches will be subject to frequent
inspection for sediment buildup. At a minimum, sediment buildup will be assessed after all significant
rain events.
8.2 On-Site Erosion Control
Per Rule .0542(k)(2), adequate erosion control measures consisting of vegetative cover, stone or rip
rap materials, structures, or devices shall be utilized to prevent excessive onsite erosion of the C&D
landfill.
Erosion control measures shall include:
A. Disturbing as little area as practical at any one time for landfilling operations.
B. Seeding and mulching of all disturbed areas commencing as soon as practical and in
accordance with SWS guidelines. Employing erosion netting, diversion berms, or sod on steep
slopes and other erosion prone areas.
C. Use of earthen berms, hay bales, silt fences, riprap or equivalent devices down-gradient of
disturbed areas, stockpiles, drainage pipes inlets and outlets and at intervals along grassed
waterways, until such time as permanent vegetation is established.
D. Placement of riprap at the inlets and outlets of stormwater piping.
8.3 Vegetative Cover
In accordance with Rule .0542(k)(3), vegetative ground cover sufficient to control erosion shall be
accomplished as directed by the appropriate state or local agencies upon completion of any phase of
C&D landfill development, consistent with Rule .0543(c)(5).
Section 8 • Erosion and Sedimentation Control Requirements

8-2
Riprap, haybales, or other acceptable temporary methods of erosion control may be required until
permanent cover is established. Mulching, until a vegetative cover is established, can stabilize areas
where final grade has been reached. Mulching can be achieved using wood chips, straw, hay, asphalt
emulsion, jute matting, and synthetic fibers. Mulches allow for greater water retention; reduce the
amount of runoff, retain seeds, fertilizer, and lime in place; and, improve soil moisture and
temperature conditions.
Temporary seeding shall be applied in accordance with the NC Erosion and Sediment Control Planning
and Design Manual, Revised May 2013.

9-1
Section 9
Drainage Control and Water Protection
Requirements
9.1 Surface Water Diverted from Operational Area
In accordance with Rule .0542(l)(1), surface water shall be diverted from the active waste disposal
area. Excessive surface water at the working face creates difficulties for maneuvering equipment and
prevents the operator from achieving maximum compaction of the waste. To divert surface runoff
away from the working face, temporary diversion berms shall be installed on the current lift, up-
gradient from the working face and in other locations as dictated by the direction of grade. The soil
cover in the areas beyond the diversion berms shall be uniformly graded and compacted to prevent
the formation of erosion channels. In the event that channels do form, the cover shall be promptly
repaired. The Phase 3 disposal area will be graded to create distinct areas from the perspective of
stormwater control. Disposal operations for Phase 3 will be managed to minimize the areas where
stormwater runoff will come in contact with waste materials.
9.2 Surface Water Shall Not Be Impounded Over Waste
Per Rule .0542(l)(2), surface water shall not be impounded on top of or in the waste. Completed areas
shall be adequately sloped at a minimum of 5% to allow surface water runoff in a controlled manner.
The Phase 3 area will have stormwater segregation berms installed on the landfill floor to isolate open
areas of the area from active filling areas. The segregation berms along with diversion berms on the
existing landfill area will minimize the potential for surface water to be impounded over the C&D
waste materials. A portable pump will be utilized to remove stormwater from areas of Phase 3 that do
not contain waste or have sufficient cover material over the waste. The portable pump will be utilized
until the Phase 3 area has been filled to an elevation that allows stormwater runoff to be directed
towards perimeter drainage ditches.
9.3 Waste Shall Not Be Disposed of in Water
In accordance with Rule .0542(l)(3), solid waste shall not be disposed of in water. The minimum four-
foot separation between waste and the seasonal high groundwater table, along with the diversion and
segregation controls described in this section, will prevent waste from being disposed of in water.
9.4 Leachate Collection and Disposal
In accordance with Rule .0542(l)(4), leachate shall be contained on-site or properly treated prior to
discharge. Through the use of containment berms and the existing C&D waste mass, leachate from the
Phase 3 unlined expansion area will be contained within the C&D landfill disposal areas.
9.5 Leachate Discharge
In accordance with Rule .0542(l)(5), C&D landfill units shall not cause a discharge of pollutants into
waters of the United States, including wetlands, that violate any requirements of the Clean Water Act,
Section 9 • Drainage Control and Water Protection Requirements

9-2
including, but not limited to, the National Pollutant Discharge Elimination System (NPDES)
requirements, pursuant to Section 402.
In accordance with Rule .0542(l)(5), C&D landfill units shall not cause a discharge of a nonpoint
source of pollution to waters of the United States, including wetlands, that violates any requirement of
an area-wide or State wide water quality management plan that has been approved under Section 208
or 319 of the Clean Water Act, as amended.
Leachate generated during operation of the Phase 3 unlined expansion will be contained within the
C&D landfill disposal areas.

10-1
Section 10
Survey for Compliance
In accordance with Rule .0542(m), within 60 days of receiving the DWM's written request, the County
shall conduct a survey of the active, as well as, the closed portions of the C&D landfill in order to
determine whether operations are being conducted in accordance with the approved design and
operations plan. The County shall report the results of each survey, including a map of the surveyed
area, to the DWM within 90 days of receipt of the DWM's request. The survey shall be performed by a
land surveyor registered in North Carolina.

Section 10 • Survey for Compliance

10-2
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11-1
Section 11
Operating Record and Record Keeping
Requirements
11.1 Regulatory Requirements
In accordance with Rule .0542(n)(1), the County shall record and retain at the facility the following
information as it becomes available:
Records of random waste inspections, monitoring results, certifications of training, and training
procedures required by Rule .0544.
Amounts by weight of solid waste received at the C&D landfill, including the County of origin.
Any demonstration, certification, finding, monitoring, testing, or analytical data required by
Rules .0544 through .0545.
Any closure or post-closure monitoring, testing, or analytical data as required by Rule .0543.
Any cost estimates and financial assurance documentation required by Rule .0546.
Notation of date and time of placement of cover material.
All audit records, compliance records and inspection reports.
11.2 Operating Record
Per Rule .0542(n)(2), all information contained in the operating record must be furnished to the
Division according to the permit or upon request, or be made available for inspection by the Division
at the waste facility.
The operating record must also include:
A copy of the approved Operation Plan required by this Rule and the Engineering Plan required
by Rule .0539.
A copy of the current Permit to Construct and Permit to Operate.
The Monitoring Plan, in accordance with Rule .0544 of this Section, included as appendices to
the Operation Plan.
11.3 Monitoring Plans
In accordance with Rule .0542(n)(3)(C), a Monitoring Plan per Rule .0544 shall be included as
appendices to the Operation Plan. The groundwater and surface water monitoring plan has been
prepared in accordance with Rules .0544(b) and (c) and included as Appendix A to the Operation Plan.
The gas control plan has been prepared in accordance with Rule .0544(d) and included as Appendix B.
Section 11 • Operating Record and Record Keeping Requirements

11-2
The waste acceptability plan has been prepared in accordance with Rule .0544(e) and included as
Appendix C.
Part 5
Operation Plan

Appendix A
Water Quality Monitoring Plan

Cabarrus County
Construction and Demolition Debris Landfill
Phase No. 3 Expansion

Water Quality Monitoring Plan

October 2016

i
Table of Contents
Section 1 Purpose and Scope ............................................................................................. 1-1
Section 2 Geologic Setting ................................................................................................. 1-2
2.1 Regional Geology ....................................................................................................................................................... 1-2
2.2 Site Geology ................................................................................................................................................................. 1-2
2.3 Site Hydrogeology .................................................................................................................................................... 1-3
Section 3 Groundwater Monitoring Network ..................................................................... 1-3
3.1 Monitoring Locations .............................................................................................................................................. 1-3
3.1.1 Monitoring Well Installation and Construction ............................................................................... 1-4
3.2 Surface Water Quality Monitoring Plan .......................................................................................................... 1-4
3.3 Sampling and Analysis Plan.................................................................................................................................. 1-4
3.3.1 Groundwater and Surface Water Sample Collection ..................................................................... 1-4
3.3.1.1 Static Water Level Measurements ........................................................................................ 1-8
3.3.1.2 Detection of Immiscible Layers .............................................................................................. 1-8
3.3.1.3 Monitoring Well Evacuation .................................................................................................... 1-9
3.3.1.4 Sample Collection ......................................................................................................................... 1-9
3.3.1.5 Decontamination Procedures .............................................................................................. 1-11
3.3.2 Sample Preservation and Shipment .................................................................................................. 1-11
3.3.3 Analytical Procedures ................................................................................................................................ 1-11
3.3.4 Chain-of-Custody ......................................................................................................................................... 1-12
3.3.5 Quality Assurance/Quality Control ..................................................................................................... 1-13
3.3.5.1 Field Duplicates ......................................................................................................................... 1-13
3.3.5.2 Equipment Rinsate Blanks .................................................................................................... 1-13
3.3.5.3 Trip/Travel Blanks ................................................................................................................... 1-13
3.4 Reporting ................................................................................................................................................................... 1-13
Section 4 Health and Safety ............................................................................................. 1-14
Section 5 References ....................................................................................................... 1-14
Section 6 NC DEQ Reference Documents ......................................................................... 1-15

List of Figures
Figure 1 Monitoring Well Location Map ................................................................................................................ 1-5

List of Tables

Table 1 Site Well Summary .......................................................................................................................................... 1-6
Table 2 C&D Landfill Well Construction Summary ............................................................................................ 1-7

Table of Contents • Water Quality Monitoring Plan
ii
Attachments
NC DEQ Guidance Documents

Table of Contents • Water Quality Monitoring Plan
iii
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1-1
Appendix A
Water Quality Monitoring Plan
1 Purpose and Scope
The purpose of this Water Quality Monitoring Plan is to address the requirements in Rule .0544
(b) and (c), and to present a plan for groundwater and surface water monitoring for the proposed
Cabarrus County C&D Landfill Phase 3 expansion. The Water Quality Monitoring Plan includes
information on the expansion of the existing groundwater monitoring network, surface water
monitoring plan, sampling and analysis requirements, and detection monitoring requirements.
The groundwater monitoring network was designed based on information obtained from recent
and previous subsurface investigations and a review of literature pertaining to regional geology
and groundwater resources. A detailed discussion of the geologic and hydrogeologic conditions at
the Phase 3 C&D expansion is presented in the Design Hydrogeologic Report for the proposed
Phase 3 C&D expansion area.
The Water Quality Monitoring Plan includes the elements necessary to address the groundwater
monitoring plan, including information on the existing and proposed groundwater monitoring
system, sampling and analysis requirements, and detection monitoring requirements in
accordance with Rule .0544(b)(1)(A) through (E). In addition, the Plan discusses provisions
necessary to meet the requirements of a surface water monitoring plan as described in Rule
.0544(c).
The Water Quality Monitoring Plan includes the following elements, in accordance with Rules
.0544 of the North Carolina Administrative Code:
Design and installation of a groundwater monitoring system, based on site-specific
information, to yield groundwater samples from the uppermost aquifer that represents the
quality of the background groundwater that has not been affected by landfill activities or
other man-made activities.
Design and installation of groundwater monitoring system, based on site-specific
information, to yield groundwater samples from the uppermost aquifer that represent the
quality of groundwater passing the relevant point of compliance.
Monitor wells designed and constructed in accordance with the applicable North Carolina
Well Construction Standards as found in 15A NCAC 2C.
A Sampling and Analysis Plan that includes procedures and techniques for sample
collection, sample preservation and shipment, analytical procedures, chain-of-custody
procedures, and quality assurance and quality control.

Appendix A • Water Quality Monitoring Plan
1-2
2 Geologic Setting
The Cabarrus County Landfill is located in the Charlotte belt of the Piedmont Physiographic
Province. The Piedmont Physiographic Province in North Carolina is characterized by gentle to
steep, hilly terrain with small quantities of alluvium. Bedrock outcroppings are present and
consist of soil and saprolite. Saprolite is a clay-rich residual material that is the product of in-
place chemical weathering and leaching of bedrock. Saprolite is often characterized by bright
colors, preserved structures and mineral fabric present in the rock before weathering. Soil is
present as a thin mantle on top of saprolite or alluvium with a thickness usually on the order of 3
to 8 feet (Daniel, 1990). Beneath the saprolite is a transition zone of weathered bedrock. The
thickness of regolith above unweathered bedrock averages about 52 feet, and in some cases may
exceed depths of 100 feet (Daniel, 1990).
2.1 Regional Geology
The Charlotte belt is characterized by large areas of plutonic and metavolcanic igneous rocks, and
very few metasedimentary rocks (Gair, 1991). Igneous lithologies range from ultramafic to felsic
and from coarse-grained plutonic rocks to very fine grained tuffs and volcanic flow materials. The
rocks range in age from 700 to less than 300 million years old. Rock units mapped in the vicinity
of the site include granite of the Salisbury Plutonic Suite, phyllite and schist, metavolcanic rocks,
and metamorphosed quartz diorite and tonalite. Several diabase intrusions have also been
mapped in an area west of the site (Goldsmith, 1988).
2.2 Site Geology
Based on regional mapping of the Charlotte 1°x2° quadrangle geologic map and supplementary
data collected during the previous subsurface explorations on adjacent properties,
metamorphosed quartz diorite is the dominant lithology at the site. Metamorphosed volcanics
were encountered in isolated areas to the south and west of the site, usually underlain by the
metadiorites. Phyllite schist and quartz pegmatities were encountered to the west of the site.
During a magnetic geophysical survey investigation of the site, a previously unknown diabase
dike was detected approximately 3500 feet south of the site. The dike is trending in a north-
west/south-east direction, and is not expected to affect the landfill site.
Rock outcroppings are very limited within the project area. Topography, though moderately
steep in some locations, generally does not yield natural bedrock outcrop due to the high degree
of weathering of the native materials. The most significant exposures of in-situ materials were
seen during excavation into the native materials for construction of the waste disposal cells.
These cuts exposed a light gray, massive, well-weathered diorite that easily crumbles in the hand
to a silty fine to coarse sand. In spite of the easily crumbled nature of this weathered bedrock, it is
capable of being cut to vertical slopes.
Localized exposures were also observed in some of the areas that were previously being
considered for expansion. Such exposures were most frequently observed in cuts for access roads
and drill pads or along drainage bottoms. The isolated nature and limited extent of exposed
materials did not permit development of a site-specific geologic base map of the landfill area.
Appendix A • Water Quality Monitoring Plan
1-3
2.3 Site Hydrogeology
Groundwater monitor wells have been installed surrounding the existing C&D portion of the
landfill facility. These wells are generally completed to depths corresponding with the top of rock
and are considered representative of the saprolite/transition zone.
Figure 1 presents a water table elevation map based on water level data obtained from the
monitor wells during the most recent semi-annual groundwater sampling event at the landfill
facility. The groundwater elevation contours indicate a southerly groundwater flow direction
consistent with the site topography. Groundwater flow direction and discharge is largely confined
by the stream east of the closed Units 2 and 3, and to a lesser extent, the small drainage feature to
the south of the facility. There is also a component of flow to the east-southeast.
In situ horizontal hydraulic conductivity (slug) tests performed on monitoring wells at the site
indicated horizontal hydraulic conductivity ranges from 10.94 feet/day (ft/d) to 17.71 ft/d in the
saprolite/transition unit; 11.08 ft/d to 19.5 ft/d in the PWR unit; and 0.17 ft/d to 4.57 ft/d in the
fractured bedrock.
3 Groundwater Monitoring Network
This section discusses the current groundwater monitoring network for the C&D Landfill and the
proposed monitoring locations for the Phase 3 expansion. Section 3.1 discusses monitoring well
locations, Section 3.2 is the surface water monitoring plan, Section 3.3 presents the sampling and
analysis plan, and Section 3.4 discusses reporting.
In addition to the monitoring well network for the C&D landfill, there are also monitoring well
networks in place for the closed Unit 1 landfill and the closed Unit 2/3 landfill. The Unit 1 landfill
was closed prior to 1993 and is currently under detection monitoring. The Unit 2/3 landfill was
closed out in August 1998. Currently, the Unit 2/3 landfill is under corrective action. Table 1
provides a summary of all wells at the site, the landfill unit they are associated with, and the type
of monitoring associated with each well. Monitoring well locations for the entire facility are
shown on Figure 1.
An Alternate Source Demonstration (ASD) was submitted in September 2013 for the area
adjacent to the proposed Phase 3 expansion. The ASD identified existing groundwater
contamination by volatile organic compounds in monitoring wells and piezometers associated
with the closed Unit 2/3 landfill at levels above North Carolina 2L groundwater standards.
3.1 Monitoring Locations
The SWS regulations require that upgradient monitoring well(s) be located so that groundwater
samples collected from the uppermost aquifer provide an indication of background groundwater
quality. Upgradient wells CD-1s/CD-1d monitor background water quality at the existing C&D
landfill and serve as the background wells for the entire Cabarrus County Landfill facility. Well
CD-1s monitors the shallow portion of the surficial aquifer and well CD-1d monitors the deep
portion of the surficial aquifer.
The downgradient monitoring wells must represent groundwater quality at the relevant point of
compliance. The wells must be located in similar geologic units so that upgradient and
Appendix A • Water Quality Monitoring Plan
1-4
downgradient groundwater quality data can be compared. Current downgradient compliance
wells CD-2, CD-3, CD-7, and CD-8 are all installed in the surficial aquifer. Well CD-3 was
abandoned and re-installed after construction of the Phase 2 expansion was complete.
At the request of the Solid Waste Section, one well CD-4 rep was installed during the Design
Hydrogeologic Investigation for the Phase 1 expansion. CD-4 rep is side-gradient of the Phase 1
expansion. Monitoring well locations are provided on Figure 1.
3.1.1 Monitoring Well Installation and Construction
The existing monitoring wells are constructed in accordance with standard industry procedures
and meet the requirements of 15A NCAC 2C. A summary of existing well construction is provided
on Table 2. Monitoring well locations are provided on Figure 1. Existing monitoring wells CD-3
and CD-8 are within the proposed footprint for the Phase 3 expansion and will be abandoned
prior to construction. In order to monitor the Phase 3 expansion, one well (CD-9) will be installed
downgradient of the next Phase. The proposed monitoring well location is shown on Figure 1.
3.2 Surface Water Quality Monitoring Plan
The current surface water monitoring plan consists of location SW-3. No additional surface water
sampling locations are recommended at this time. Surface water sampling locations are provided
on Figure 1.
3.3 Sampling and Analysis Plan
Rule .0544(b) specifies that the owner/operator must provide, as part of the groundwater
monitoring program, a groundwater and surface water sampling and analysis (S&A) plan. The
S&A plan should be designed to provide accurate results of groundwater quality at the upgradient
and downgradient sampling locations. The S&A plan addresses the following subjects:
Groundwater and surface water sample collection,
Sample preservation and shipment,
Analytical procedures,
Chain-of-custody,
Quality assurance/quality control (QA/QC), and
Health & Safety.
3.3.1 Groundwater and Surface Water Sample Collection
Prior to completion of the Phase 3 expansion, one initial groundwater samples will be collected
from CD-9. Following construction of the Phase 3 expansion, groundwater samples will be
collected from the background wells CD-1s/1d, compliance wells CD-2, CD-4 rep, CD-7, and CD-9
on a semi-annual basis. Surface water samples will be collected from SW-3 on a semi-annual
basis.

Table 1
Facility Groundwater Monitoring Wells
Cabarrus County Construction and Demolition Landfill
Water Quality Monitoring Plan
ID Monitoring Location Type
CD-1s/1d Background Background
CD-2 Downgradient Compliance
CD-3*Downgradient Compliance
CD-4 rep Downgradient Compliance
CD-7 Downgradient Compliance
CD-8*Downgradient Compliance
CD-9 Downgradient Compliance
MW-5 Downgradient Compliance
MW-7 Downgradient Compliance
MW-8A Side Gradient Compliance
MW-9 Background Background
MW-10 Downgradient Compliance
MW-11 Downgradient Compliance
MW-1 Side Gradient Compliance
MW-3 Downgradient Performance
MW-3 deep Downgradient Sentinel
MW-9 Background Background
MW-A Downgradient Performance
MW-B Downgradient Compliance
MW-C Downgradient Compliance
MW-D Downgradient Compliance
MW-E/E deep Downgradient Performance
MW-F Downgradient Compliance
MW-G Downgradient Compliance
MW-H/H deep Downgradient Sentinel
MW-I Downgradient Sentinel
MW-J Downgradient Sentinel
MW-K Downgradient Sentinel
MW-L Downgradient Performance
MW-L deep Downgradient Sentinel
MW-M Downgradient Sentinel
MW-X Downgradient Sentinel
CD-4*Side Gradient Performance
CD-5*Side Gradient Performance
CD-6 Side Gradient Sentinel
AMW-1s/1d Downgradient Performance
AMW-2s/2d Downgradient Performance
IW-1 Downgradient Injection
IW-2 Downgradient Injection
IW-3 Downgradient Injection
IW-4 Downgradient Injection
IW-5 Downgradient Injection
IW-6 Downgradient Injection
* Wells to be abandoned prior to construction of Phase 3 expansion.
C&D Landfill Unit
Closed Unit 1
Closed Unit 2/3
Table 1
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Table 2
Appendix A • Water Quality Monitoring Plan
1-8

3.3.1.1 Static Water Level Measurements
Static water level elevations will be measured from the upgradient wells to the downgradient
wells prior to any purging or sampling activities. Static water level data will be used to monitor
changes in site hydrogeologic conditions. The following measurements will be recorded in a
dedicated field book prior to sample collection:
Height of the well measuring point above ground surface,
Depth of water in the well from the TOC measuring point (to the nearest 0.01 foot),
Total depth of the well,
Height of the water column in the well casing.
An electronic water level indicator will be used to accurately measure water elevations to within
0.01 foot within the same day in as short a period of time as possible. The water level indicator
will be decontaminated between each reading using a phosphate-free rinse. Each well will have a
permanent, easily identified reference point from which all water level measurements will be
taken. The reference point will be marked and the elevation surveyed by a North Carolina
Registered Land Surveyor.
3.3.1.2 Detection of Immiscible Layers
EPA's Technical Manual for Solid Waste Disposal Facility Criteria outlines specifications for
groundwater sampling and analysis. One of these specifications outlines the establishment of
provisions for detecting immiscible fluids, if applicable. Typically, immiscible fluids are
categorized as either, (1) light, non-aqueous phase liquids (L-NAPLs), or (2) dense, non-aqueous
phase liquids (D-NAPLs). L-NAPLs are more commonly referred to as "floaters" due to their
relatively lighter specific gravity, while D-NAPLs are typically referred to as "sinkers" due to their
relatively denser specific gravity.
The following procedure is proposed to address these concerns in the event that the SWS ever
requires this test to be performed. In those instances where the monitoring well's screened
interval encompasses the water table surface, the ability to detect and sample NAPLs prior to
implementation of routine groundwater sampling activities may exist. To accomplish this
objective, a transparent teflon bailer will be lowered into the well to just below the water table
surface. The bailer will then be removed from the well and the contents examined to identify if
any immiscible fluids are present. If any immiscible fluids are determined to be potentially
present, an interface probe is proposed to be used. The depth of the light phase immiscible layer,
as determined by the interface probe, will then be recorded in a field logbook. The interface probe
will continue to be lowered until it intersects the groundwater table surface. The depth of the
organic/water interface zone also will be recorded. From these two measurements, the thickness
of the light phase immiscible layer can be readily determined.

The potential presence of dense phase immiscible layer will be determined by the examination of
laboratory analytical results. Analytical results above a percentage of a given chemicals solubility
limit can indicate the potential presence of NAPLs.
Appendix A • Water Quality Monitoring Plan
1-9
Monitoring for immiscible phase fluids is not envisioned to be performed during typical sampling
events, but is provided here to document how the test will be performed if the SWS requires it at
a future date.
3.3.1.3 Monitoring Well Evacuation
Following measurement of the static water level in all of the wells, individual wells will be purged
of all stagnant water. The stagnant water, which is not representative of true aquifer conditions,
will be removed to ensure that fresh formation water can be sampled. A minimum of three well
casing volumes will be removed prior to sampling the well. The well volume for 2-inch diameter
wells will be calculated using the following equation: one well volume in gallons equals the height
of the water column (in feet) times 0.1632 (slightly less than 0.5 gallons per foot water for 3
casing volumes). During the well purging process, field measurements (pH, temperature, specific
conductance, dissolved oxygen, and oxidation/reduction potential) will be collected at regular
intervals, and reported in a tabular format. The well will be purged until field measurements
stabilize within approximately 10 percent between subsequent readings or until the well is dry.
Stabilization of these measurements will indicate that fresh formation water is present in the
well. Field measurements of pH, temperature, conductivity, dissolved oxygen, and
oxidation/reduction potential will be obtained by using a YSI 556 multi-parameter water quality
meter or equivalent.
If the well is purged to dryness, the samples will be collected after a sufficient volume of water
has entered the well to allow collection of the sample. Wells will be purged using a new,
manufacturer decontaminated teflon bailer with new nylon rope or an acceptable pumping
device approved by the SWS. Field measurements collected during purging activities will be
recorded in the field logbook.
3.3.1.4 Sample Collection
After purging activities are complete, groundwater samples will be collected for laboratory
analysis. The wells will be sampled using manufacturer teflon bailers equipped with new nylon
rope or via low-flow pumping sampling techniques. Bailers will be used for one well only. Field
decontamination of bailers will not be permitted. Disposable bailers will only be used if
laboratory decontaminated standard teflon bailers or peristaltic pumps are not available. The
bailers will be lowered slowly into the well to minimize sample agitation. Sample water will be
placed directly into sample bottles provided by the analytical laboratory, using the following
method:
1. Retrieve bailer and slowly transfer sample water to the appropriate sample container.
The bailer should not be allowed to touch the sample container. If dedicated pumps
are used, the pump discharge rate will be lowered to a rate that will not agitate or
volatize the samples.
2. The sample container for the volatile organic compounds should be filled first, leaving
no headspace or air bubbles. The container should then be tightly sealed. The sample
container will come with preservative already added by the laboratory. No field
preservation will be performed.
Appendix A • Water Quality Monitoring Plan
1-10
3. The sample containers for chloride, manganese, sulfate, alkalinity, and Total Dissolved
Solids should be filled next. Where applicable, all containers will come pre-preserved.
4. The sample container for metals should then be filled last. This container will also
come with preservative added by the laboratory. This container should be filled to the
bottle shoulder. No field preservation will be performed.
Surface water samples will be obtained from areas of minimal turbulence and aeration. The
following procedure will be implemented regarding sampling of surface waters:
1. Hold the bottle near the surface with one hand, and with the other, remove the cap.
2. Push the sample container slowly into the water and tilt up towards the current to fill.
A depth of about six inches is satisfactory. Avoid completely submerging the sample
container to keep preservative from escaping.
3. The container should be moved slowly, in a lateral direction, if there is little current
movement.
4. If the stream depths are too shallow to allow submersion of the sample container, a
pool may be scooped out of the channel bottom and allowed to clear prior to
sampling.
5. Lift the container from the water and place the uncontaminated cap on the container.
6. Using the cap, fill the remainder of the volatile organic vials until a convex meniscus
forms.
The wells and surface water stations will be sampled in the order of potential for increasing
contamination levels beginning with the upgradient (background) sampling location CD-1s/CD-
1d and concluding with well CD-9.
The individual water samples will be collected and bottled in an order to reduce the potential for
turbidity. The collection order for the samples will be as follows:
Total metals (including manganese, mercury and iron),
Chloride,
Sulfate,
Alkalinity,
Total Dissolved Solids (TDS),
Volatile Organic Compounds.
The samples will be transferred from the sampling equipment directly into a prepared sample
container provided by the laboratory. Field filtering of samples is not permitted. There will be a
Appendix A • Water Quality Monitoring Plan
1-11
specific size and type of container provided for each constituent to be analyzed. Containers and
preservatives for each analysis are provided below:
Analysis Container Size Preservative
VOC 40 ml Glass Vial (3) HCl
Metals 500 ml HDPE (1) HNO3
Alkalinity/Chloride/Sulfate/TDS 250 ml HDPE (1) None
Extra containers will be provided in case of accidental breakage. All field personnel will wear
protective latex or nitrile disposable gloves in order to prevent extrinsic contamination from
clothing, body oils, dirt, and other various contaminants. Sample documentation requirements to
ensure sample integrity will included sample locations, date and time of sample collection, proper
analysis, and preservative (if applicable).
3.3.1.5 Decontamination Procedures
All sampling and purging equipment that will come in contact with the well casing and water will
be decontaminated per specifications in the North Carolina Water Quality Guidance Document for
Solid Waste Facilities. All sampling equipment will be laboratory cleaned.
3.3.2 Sample Preservation and Shipment
In order to ensure sample integrity, preservation and shipment procedures will be carefully
monitored. Generally, ice and chemical additives will be used as sample preservatives, as
recommended by the commercial laboratory. For VOC analysis, hydrochloric acid will be used as
the preservation method as well as maintaining the samples at a temperature of 4°C. Nitric acid
will be used as the preservative for samples needing metals analysis. All other analyses that do
not require chemical preservative will be maintained and shipped at a temperature of 4°C.
Proper storage and transport conditions must be maintained in order to preserve the integrity of
the sample. Once taken, samples will be placed on ice and cooled to a temperature of 4°C. Samples
are to be packed in iced coolers so as to inhibit breakage or accidental spills. Custody seals will be
placed on the outside of the cooler, in a manner to detect tampering of the samples. The
laboratory shall immediately notify the owner/operator of any samples that arrive with custody
seals broken.
If the analytical laboratory is located some distance from the site, samples shall be shipped via a
24-hour delivery service to ensure holding times are not exceeded. Shipment of samples will be
coordinated with the laboratory.
3.3.3 Analytical Procedures
The samples taken from each location will be analyzed for the constituents listed in 40 CFR Part
258, Appendix 1, in addition to mercury, chloride, manganese, sulfate, iron, alkalinity and Total
Dissolved Solids, per .0544(b)(1)(D). The analytical procedures for the indicated parameters will
be conducted using the following methods:

Appendix A • Water Quality Monitoring Plan
1-12
Analysis EPA Method Number
VOCs 8260
Total metals 6010
Mercury 7470
Chloride 300.0
Sulfate 300.0
Alkalinity SM2320B
Total Dissolved Solids SM 2540C
3.3.4 Chain-of-Custody
It is imperative that an accurate record of sample collection, transport, analysis, and disposal be
maintained and documented. Therefore, chain-of-custody procedures will be instituted and
followed throughout the sampling program. It is necessary to establish documentation to trace
sample possession from the time of collection until disposal. The chain-of-custody program shall
include the following requirements:
Samples shall be accompanied by a chain-of-custody record that notes the date and time of
collection as well as sampling personnel.
All samples shall be properly labeled to prevent misidentification of samples.
Field notes shall be included to provide pertinent information about each sample.
A sample analysis sheet shall accompany all samples to the laboratory.
Sample custody seals shall be used to indicate any tampering of samples.
All records pertaining to the shipment of a sample shall be retained (freight bills, post office
receipts, and bills of lading).
The laboratory shall not accept samples for analysis without a correctly prepared chain-of-
custody form. The laboratory shall be responsible for maintaining chain-of-custody of the
sample(s) from time of receipt to disposal. The chain-of-custody form shall be signed by each
individual who possesses the samples.
To prevent sample misidentification, a label will be affixed to each sample container in a manner
as to prevent the label from becoming dislodged during transport which will contain the
following information:
Sample identification number,
Name and signature of sample collector,
Appendix A • Water Quality Monitoring Plan
1-13
Date and time of collection,
Place of collection,
Parameters requested,
Type of preservative.
In addition the container itself should be labeled with the sample identification number (at a
minimum) to allow for identification should the label fall off.
3.3.5 Quality Assurance/Quality Control
The reliability and validity of the field and analytical laboratory data will be monitored as part of
the QA/QC program used in the laboratory. Field duplicates and sample blanks will be collected
to check sampling protocol and to account for any changes that occur after sampling. The QA/QC
program will stipulate the use of standards, laboratory blanks, and duplicates for identification of
matrix interferences.
3.3.5.1 Field Duplicates
Field duplicates provide a measure of field and laboratory precision. Field duplicates will be
collected from identical locations using proper sampling procedures. The duplicate samples will
be collected at a frequency of one per day per sampling event.
3.3.5.2 Equipment Rinsate Blanks
To evaluate the effectiveness of the decontamination procedures, equipment rinsate blanks will
be collected. The sample will be collected by passing distilled water through the sampling
equipment after decontamination has been completed. Equipment blanks will be collected at a
minimum of one per day of groundwater sampling activities.
3.3.5.3 Trip/Travel Blanks
A trip/ travel blank shall be prepared to account for any sample contamination that may occur
during transport to and from the site. The trip/travel blank will be placed in the sample cooler
whenever samples are being analyzed for VOCs. The sample will be prepared in the laboratory
with deionized or distilled water and shall accompany the sample shipping container to the field.
The trip/travel blank shall remain unopened until receipt by the lab for analysis. One trip blank
per shipping container will be collected.
3.4 Reporting
A report of monitoring results will be submitted to Solid Waste Section within 60 days following
the date of sampling. The report submittal will consist of the following:
Environmental Monitoring Data Form as a cover sheet.
Copy of original laboratory results.
Table of detections and discussion of 2L exceedances.
Updated groundwater elevation contour map.
Appendix A • Water Quality Monitoring Plan
1-14
Electronic Data Deliverable (EDD) in Excel format.
The SWS will be notified in the event that lab analyses have not been completed within a time
frame to meet submittal deadlines.
4 Health & Safety
A Health & Safety plan that conforms to local, state, and federal regulations will be followed
during groundwater and surface water sampling activities. Personal Protective Equipment
required for sampling activities will consist of weather appropriate clothing, steel-toed boots, eye
protection, and clean, disposable, powder-free gloves. New gloves will be worn for each well or
surface water sampled.
In accordance with the Division of Water Quality guidelines, purge and decon water generated
during sampling activities will be discharged adjacent to the monitoring well. Spent PPE will be
placed in large plastic trash bags, segregated to prevent cross contamination, and disposed in an
onsite receptacle.
5 References
Bouwer, H. 1989. The Bouwer and Rice Method - An Update. Groundwater. pp. 304-309. May -
June.
CDM (Camp Dresser & McKee). 1994. Cabarrus County, North Carolina, Draft Report, Landfill
Expansion Study, Appendix E, CDM Draft Report “Onsite Investigations of Potential Landfill
Expansion Sites,” Cabarrus County, North Carolina. September.
CDM, 1994. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill, Initial Baseline
Sampling Report. October.
CDM, 2000. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill, Groundwater
Assessment Report (Units 2&3). October.
CDM, 2005. Cabarrus County, North Carolina, Proposed Construction and Demolition Landfill
Expansion, Design Hydrogeologic Report. January.
CDM, 2008. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill Units 2 and 3,
Facility Permit #1302, Assessment of Corrective Measures Report. December.
CDM, 2009. Cabarrus County, North Carolina, Cabarrus County Sanitary Landfill Units 2 and 3,
Facility Permit #1302, Corrective Action Plan. June.
CDM Smith, 2013. Proposed Cabarrus County C&D Landfill Expansion, Alternate Source
Demonstration, Facility Permit # 1302. September.
CDM Smith, 2013. Cabarrus County C&D Landfill. Substantial Amendment and Phase 2 Permit to
Construct Application. December.
Appendix A • Water Quality Monitoring Plan
1-15
Daniel, III, C.C. 1987. Statistical Analysis Relating Well Yield to Construction Practices and Siting
of Wells in the Piedmont and Blue Ridge Provinces of North Carolina. USGS Water Resources
Report 86-4132.
Driscoll, F.G. 1986. Groundwater and Wells. 2nd Edition. pp. 252-260.
Gair, J.E., 1989. Mineral Resources of the Charlotte 1x2 Quadrangle, North Carolina and South
Carolina, USGS Prof. Paper 1462, Geology of the Charlotte Quadrangle, p. 7-15.
Goldsmith, R. et.al., 1988. Geologic Map of the Charlotte 1x2 Quadrangle, North Carolina and
South Carolina, USGS Miscellaneous Map Series Map I-251E, 1:250,000.
Heath, Ralph C. 1980. Basic Elements of Ground-Water Hydrology With References to Conditions
in North Carolina. U.S. Geological Survey Water Resources Investigations. Open-File Report 80-
44.
Hicks, H.T., 1985. Diabase Dikes – Subterranean Water Reservoirs in the Deep River Triassic
Basin of North Carolina. U.S. Geological Survey Water Resources Investigations. Open File Report
80-44.
Johnson, A.I. 1967. Specific Yields for Geologic Materials. USGS Water Supply Paper 1662-D.
NCGS (North Carolina Geological Survey). 1985. Geologic Map of North Carolina.
6 NC DEQ Reference Documents
Several Solid Waste Section guidance documents and memos are included in this section. The
pertinent guidance documents and memos include:
“Groundwater, Surface Water, and Soil Sampling for Landfills,”
“Leachate Sampling and Analysis,”
“Solid Waste Environmental Monitoring Data Form,”
“Electronic Data Deliverable (EDD) Template,”
“October 2007 Memo,”
“October 2006 Memo,”
“Addendum to the October 2006 Memo.”

Solid Waste Section
Guidelines for Groundwater, Soil, and Surface
Water Sampling

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION

General Sampling Procedures
The following guidance is provided to insure a consistent sampling approach so that sample
collection activities at solid waste management facilities provide reliable data. Sampling must
begin with an evaluation of facility information, historical environmental data and site geologic
and hydrogeologic conditions. General sampling procedures are described in this document.

Planning
Begin sampling activities with planning and coordination. The party contracting with the
laboratory is responsible for effectively communicating reporting requirements and evaluating
data reliability as it relates to specific monitoring activities.

Sample Collection
Contamination Prevention
a.) Take special effort to prevent cross contamination or environmental contamination
when collecting samples.
1. If possible, collect samples from the least contaminated sampling location
(or background sampling location, if applicable) to the most contaminated
sampling location.
2. Collect the ambient or background samples first, and store them in
separate ice chests or separate shipping containers within the same ice
chest (e.g. untreated plastic bags).
3. Collect samples in flowing water at designated locations from upstream to
downstream.
b.) Do not store or ship highly contaminated samples (concentrated wastes, free product,
etc.) or samples suspect of containing high concentrations of contaminants in the
same ice chest or shipping containers with other environmental samples.
1. Isolate these sample containers by sealing them in separate, untreated
plastic bags immediately after collecting, preserving, labeling, etc.
2. Use a clean, untreated plastic bag to line the ice chest or shipping
container.
c.) All sampling equipment should be thoroughly decontaminated and transported in a
manner that does not allow it to become contaminated. Arrangements should be
made ahead of time to decontaminate any sampling or measuring equipment that will
be reused when taking samples from more than one well. Field decontamination of
Rev 4-08 1
sampling equipment will be necessary before sampling each well to minimize the risk
of cross contamination. Decontamination procedures should be included in reports as
necessary. Certified pre-cleaned sampling equipment and containers may be used.
When collecting aqueous samples, rinse the sample collection equipment with a
portion of the sample water before taking the actual sample. Sample containers do not
need to be rinsed. In the case of petroleum hydrocarbons, oil and grease, or
containers with pre-measured preservatives, the sample containers cannot be rinsed.
d.) Place all fuel-powered equipment away from, and downwind of, any site activities
(e.g., purging, sampling, decontamination).
1. If field conditions preclude such placement (i.e., the wind is from the
upstream direction in a boat), place the fuel source(s) as far away as
possible from the sampling activities and describe the conditions in the
field notes.
2. Handle fuel (i.e., filling vehicles and equipment) prior to the sampling
day. If such activities must be performed during sampling, the personnel
must wear disposable gloves.
3. Dispense all fuels downwind. Dispose of gloves well away from the
sampling activities.
Filling Out Sample Labels
Fill out label, adhere to vial and collect sample. Print legibly with indelible ink. At a
minimum, the label or tag should identify the sample with the following information:
1. Sample location and/or well number
2. Sample identification number
3. Date and time of collection
4. Analysis required/requested
5. Sampler’s initials
6. Preservative(s) used, if any [i.e., HCl, Na2S2O3, NO3, ice, etc.]
7. Any other pertinent information for sample identification
Sample Collection Order
Unless field conditions justify other sampling regimens, collect samples in the following
order:
1. Volatile Organics and Volatile Inorganics
2. Extractable Organics, Petroleum Hydrocarbons, Aggregate Organics and
Oil and Grease
3. Total Metals
4. Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals
5. Microbiological
NOTE: If the pump used to collect groundwater samples cannot be used to collect volatile or
extractable organics then collect all other parameters and withdraw the pump and tubing. Then
collect the volatile and extractable organics.

Rev 4-08 2
Health and Safety
Implement all local, state, and federal requirements relating to health and safety. Follow all
local, state and federal requirements pertaining to the storage and disposal of any hazardous or
investigation derived wastes.
a.) The Solid Waste Section recommends wearing protective gloves when conducting all
sampling activities.
1. Gloves serve to protect the sample collector from potential exposure to sample
constituents, minimize accidental contamination of samples by the collector,
and preserve accurate tare weights on preweighed sample containers.
2. Do not let gloves come into contact with the sample or with the interior or lip
of the sample container. Use clean, new, unpowdered and disposable gloves.
Various types of gloves may be used as long as the construction materials do
not contaminate the sample or if internal safety protocols require greater
protection.
3. Note that certain materials that may potentially be present in concentrated
effluent can pass through certain glove types and be absorbed in the skin.
Many vendor catalogs provide information about the permeability of different
gloves and the circumstances under which the glove material might be
applicable. The powder in powdered gloves can contribute significant
contamination. Powdered gloves are not recommended unless it can be
demonstrated that the powder does not interfere with the sample analysis.
4. Change gloves after preliminary activities, after collecting all the samples at a
single sampling point, if torn or used to handle extremely dirty or highly
contaminated surfaces. Properly dispose of all used gloves as investigation
derived wastes.
b.) Properly manage all investigation derived waste (IDW).
5. To prevent contamination into previously uncontaminated areas, properly
manage all IDW. This includes all water, soil, drilling mud, decontamination
wastes, discarded personal protective equipment (PPE), etc. from site
investigations, exploratory borings, piezometer and monitoring well
installation, refurbishment, abandonment, and other investigative activities.
Manage all IDW that is determined to be RCRA-regulated hazardous waste
according to the local, state and federal requirements.
6. Properly dispose of IDW that is not a RCRA-regulated hazardous waste but is
contaminated above the Department’s Soil Cleanup Target Levels or the state
standards and/or minimum criteria for ground water quality. If the drill
cuttings/mud orpurged well water is contaminated with hazardous waste,
contact the DWM Hazardous Waste Section (919-508-8400) for disposal
options. Maintain all containers holding IDW in good condition. Periodically
inspect the containers for damage and ensure that all required labeling (DOT,
RCRA, etc.) are clearly visible.

Rev 4-08 3
Sample Storage and Transport
Store samples for transport carefully. Pack samples to prevent from breaking and to maintain a
temperature of approximately 4 degrees Celsius (°C), adding ice if necessary. Transport samples
to a North Carolina-certified laboratory as soon as possible. Avoid unnecessary handling of
sample containers. Avoid heating (room temperature or above, including exposure to sunlight)
or freezing of the sample containers. Reduce the time between sample collection and delivery to
a laboratory whenever possible and be sure that the analytical holding times of your samples can
be met by the laboratory.
a.) A complete chain-of-custody (COC) form must be maintained to document all
transfers and receipts of the samples. Be sure that the sample containers are labeled
with the sample location and/or well number, sample identification, the date and time
of collection, the analysis to be performed, the preservative added (if any), the
sampler’s initials, and any other pertinent information for sample identification. The
labels should contain a unique identifier (i.e., unique well numbers) that can be traced
to the COC form. The details of sample collection must be documented on the COC.
The COC must include the following:
1. Description of each sample (including QA/QC samples) and the number of
containers (sample location and identification)
2. Signature of the sampler
3. Date and time of sample collection
4. Analytical method to be performed
5. Sample type (i.e., water or soil)
6. Regulatory agency (i.e., NCDENR/DWM – SW Section)
7. Signatures of all persons relinquishing and receiving custody of the
samples
8. Dates and times of custody transfers
b.) Pack samples so that they are segregated by site, sampling location or by sample
analysis type. When COC samples are involved, segregate samples in coolers by site.
If samples from multiple sites will fit in one cooler, they may be packed in the same
cooler with the associated field sheets and a single COC form for all. Coolers should
not exceed a maximum weight of 50 lbs. Use additional coolers as necessary. All
sample containers should be placed in plastic bags (segregated by analysis and
location) and completely surrounded by ice.
1. Prepare and place trip blanks in an ice filled cooler before leaving for the
field.
2. Segregate samples by analysis and place in sealable plastic bags.
3. Pack samples carefully in the cooler placing ice around the samples.
4. Review the COC. The COC form must accompany the samples to the
laboratory. The trip blank(s) must also be recorded on the COC form.
5. Place completed COC form in a waterproof bag, sealed and taped under
the lid of the cooler.
6. Secure shipping containers with strapping tape to avoid accidental
opening.
7. For COC samples, a tamper-proof seal may also be placed over the cooler
lid or over a bag or container containing the samples inside the shipping
cooler.
Rev 4-08 4
8. "COC" or "EMERG" should be written in indelible ink on the cooler seal
to alert sample receipt technicians to priority or special handling samples.
9. The date and sample handler's signature must also be written on the COC
seal.
10. Deliver the samples to the laboratory or ship by commercial courier.
NOTE: If transport time to the laboratory is not long enough to allow
samples to be cooled to 4° C, a temperature reading of the sample source
must be documented as the field temperature on the COC form. A
downward trend in temperature will be adequate even if cooling to 4° C is
not achieved. The field temperature should always be documented if there
is any question as to whether samples will have time to cool to 4° C during
shipment. Thermometers must be calibrated annually against an NIST
traceable thermometer and documentation must be retained.

Rev 4-08 5
Appendix A - Decontamination of Field Equipment
Decontamination of personnel, sampling equipment, and containers - before and after
sampling - must be used to ensure collection of representative samples and to prevent the
potential spread of contamination. Decontamination of personnel prevents ingestion and
absorption of contaminants. It must be done with a soap and water wash and deionized or
distilled water rinse. Certified pre-cleaned sampling equipment and containers may also be used.

All previously used sampling equipment must be properly decontaminated before sampling and
between sampling locations. This prevents the introduction of contamination into
uncontaminated samples and avoids cross-contamination of samples. Cross-contamination can
be a significant problem when attempting to characterize extremely low concentrations of
organic compounds or when working with soils that are highly contaminated.

Clean, solvent-resistant gloves and appropriate protective equipment must be worn by
persons decontaminating tools and equipment.

Cleaning Reagents
Recommendations for the types and grades of various cleaning supplies are outlined below.
The recommended reagent types or grades were selected to ensure that the cleaned equipment is
free from any detectable contamination.
a.) Detergents: Use Liqui-Nox (or a non-phosphate equivalent) or Alconox (or
equivalent). Liqui-Nox (or equivalent) is recommended by EPA, although Alconox
(or equivalent) may be substituted if the sampling equipment will not be used to
collect phosphorus or phosphorus containing compounds.
b.) Solvents: Use pesticide grade isopropanol as the rinse solvent in routine equipment
cleaning procedures. This grade of alcohol must be purchased from a laboratory
supply vendor. Rubbing alcohol or other commonly available sources of isopropanol
are not acceptable. Other solvents, such as acetone or methanol, may be used as the
final rinse solvent if they are pesticide grade. However, methanol is more toxic to the
environment and acetone may be an analyte of interest for volatile organics.

1. Do not use acetone if volatile organics are of interest
2. Containerize all methanol wastes (including rinses) and dispose as a
hazardous waste.

Pre-clean equipment that is heavily contaminated with organic analytes. Use reagent
grade acetone and hexane or other suitable solvents. Use pesticide grade methylene
chloride when cleaning sample containers. Store all solvents away from potential
sources of contamination.
c.) Analyte-Free Water Sources: Analyte-free water is water in which all analytes of
interest and all interferences are below method detection limits. Maintain
documentation (such as results from equipment blanks) to demonstrate the reliability
and purity of analyte-free water source(s). The source of the water must meet the
requirements of the analytical method and must be free from the analytes of interest.
In general, the following water types are associated with specific analyte groups:
1. Milli-Q (or equivalent polished water): suitable for all analyses.
Rev 4-08 6
2. Organic-free: suitable for volatile and extractable organics.
3. Deionized water: may not be suitable for volatile and extractable
organics.
4. Distilled water: not suitable for volatile and extractable organics, metals
or ultratrace metals.
Use analyte-free water for blank preparation and the final decontamination water
rinse. In order to minimize long-term storage and potential leaching problems, obtain
or purchase analyte-free water just prior to the sampling event. If obtained from a
source (such as a laboratory), fill the transport containers and use the contents for a
single sampling event. Empty the transport container(s) at the end of the sampling
event. Discard any analyte-free water that is transferred to a dispensing container
(such as a wash bottle or pump sprayer) at the end of each sampling day.
d.) Acids:
1. Reagent Grade Nitric Acid: 10 - 15% (one volume concentrated nitric acid
and five volumes deionized water). Use for the acid rinse unless nitrogen
components (e.g., nitrate, nitrite, etc.) are to be sampled. If sampling for
ultra-trace levels of metals, use an ultra-pure grade acid.
2. Reagent Grade Hydrochloric Acid: 10% hydrochloric acid (one volume
concentrated hydrochloric and three volumes deionized water). Use when
nitrogen components are to be sampled.
3. If samples for both metals and the nitrogen-containing components are
collected with the equipment, use the hydrochloric acid rinse, or
thoroughly rinse with hydrochloric acid after a nitric acid rinse. If
sampling for ultra trace levels of metals, use an ultra-pure grade acid.
4. Freshly prepared acid solutions may be recycled during the sampling event
or cleaning process. Dispose of any unused acids according to local
ordinances.

Reagent Storage Containers
The contents of all containers must be clearly marked.
a.) Detergents:
1. Store in the original container or in a HDPE or PP container.
b.) Solvents:
1. Store solvents to be used for cleaning or decontamination in the original
container until use in the field. If transferred to another container for field
use, use either a glass or Teflon container.
2. Use dispensing containers constructed of glass, Teflon or stainless steel.
Note: If stainless steel sprayers are used, any gaskets that contact the
solvents must be constructed of inert materials.
c.) Analyte-Free Water:
1. Transport in containers appropriate for the type of water stored. If the
water is commercially purchased (e.g., grocery store), use the original
containers when transporting the water to the field. Containers made of
glass, Teflon, polypropylene or HDPE are acceptable.
2. Use glass or Teflon to transport organic-free sources of water on-site.
Polypropylene or HDPE may be used, but are not recommended.
Rev 4-08 7
3. Dispense water from containers made of glass, Teflon, HDPE or
polypropylene.
4. Do not store water in transport containers for more than three days before
beginning a sampling event.
5. If working on a project that has oversight from EPA Region 4, use glass
containers for the transport and storage of all water.
6. Store and dispense acids using containers made of glass, Teflon or plastic.

General Requirements
a.) Prior to use, clean/decontaminate all sampling equipment (pumps, tubing, lanyards,
split spoons, etc.) that will be exposed to the sample.
b.) Before installing, clean (or obtain as certified pre-cleaned) all equipment that is
dedicated to a single sampling point and remains in contact with the sample medium
(e.g., permanently installed groundwater pump). If you use certified pre-cleaned
equipment no cleaning is necessary.
1. Clean this equipment any time it is removed for maintenance or repair.
2. Replace dedicated tubing if discolored or damaged.
c.) Clean all equipment in a designated area having a controlled environment (house,
laboratory, or base of field operations) and transport it to the field, pre-cleaned and
ready to use, unless otherwise justified.
d.) Rinse all equipment with water after use, even if it is to be field-cleaned for other
sites. Rinse equipment used at contaminated sites or used to collect in-process (e.g.,
untreated or partially treated wastewater) samples immediately with water.
e.) Whenever possible, transport sufficient clean equipment to the field so that an entire
sampling event can be conducted without the need for cleaning equipment in the
field.
f.) Segregate equipment that is only used once (i.e., not cleaned in the field) from clean
equipment and return to the in-house cleaning facility to be cleaned in a controlled
environment.
g.) Protect decontaminated field equipment from environmental contamination by
securely wrapping and sealing with one of the following:
1. Aluminum foil (commercial grade is acceptable)
2. Untreated butcher paper
3. Clean, untreated, disposable plastic bags. Plastic bags may be used for all
analyte groups except volatile and extractable organics. Plastic bags may
be used for volatile and extractable organics, if the equipment is first
wrapped in foil or butcher paper, or if the equipment is completely dry.

Cleaning Sample Collection Equipment
a.) On-Site/In-Field Cleaning – Cleaning equipment on-site is not recommended because
environmental conditions cannot be controlled and wastes (solvents and acids) must
be containerized for proper disposal.
1. Ambient temperature water may be substituted in the hot, sudsy water bath
and hot water rinses.
NOTE: Properly dispose of all solvents and acids.
Rev 4-08 8
2. Rinse all equipment with water after use, even if it is to be field-cleaned
for other sites.
3. Immediately rinse equipment used at contaminated sites or used to collect
in-process (e.g., untreated or partially treated wastewater) samples with
water.
b.) Heavily Contaminated Equipment - In order to avoid contaminating other samples,
isolate heavily contaminated equipment from other equipment and thoroughly
decontaminate the equipment before further use. Equipment is considered heavily
contaminated if it:
1. Has been used to collect samples from a source known to contain
significantly higher levels than background.
2. Has been used to collect free product.
3. Has been used to collect industrial products (e.g., pesticides or solvents) or
their byproducts.
NOTE: Cleaning heavily contaminated equipment in the field is not recommended.
c.) On-Site Procedures:
1. Protect all other equipment, personnel and samples from exposure by
isolating the equipment immediately after use.
2. At a minimum, place the equipment in a tightly sealed, untreated, plastic
bag.
3. Do not store or ship the contaminated equipment next to clean,
decontaminated equipment, unused sample containers, or filled sample
containers.
4. Transport the equipment back to the base of operations for thorough
decontamination.
5. If cleaning must occur in the field, document the effectiveness of the
procedure, collect and analyze blanks on the cleaned equipment.
d.) Cleaning Procedures:
1. If organic contamination cannot be readily removed with scrubbing and a
detergent solution, pre-rinse equipment by thoroughly rinsing or soaking
the equipment in acetone.
2. Use hexane only if preceded and followed by acetone.
3. In extreme cases, it may be necessary to steam clean the field equipment
before proceeding with routine cleaning procedures.
4. After the solvent rinses (and/or steam cleaning), use the appropriate
cleaning procedure. Scrub, rather than soak, all equipment with sudsy
water. If high levels of metals are suspected and the equipment cannot be
cleaned without acid rinsing, soak the equipment in the appropriate acid.
Since stainless steel equipment should not be exposed to acid rinses, do
not use stainless steel equipment when heavy metal contamination is
suspected or present.
5. If the field equipment cannot be cleaned utilizing these procedures,
discard unless further cleaning with stronger solvents and/or oxidizing
solutions is effective as evidenced by visual observation and blanks.
6. Clearly mark or disable all discarded equipment to discourage use.
Rev 4-08 9
e.) General Cleaning - Follow these procedures when cleaning equipment under
controlled conditions. Check manufacturer's instructions for cleaning restrictions
and/or recommendations.
1. Procedure for Teflon, stainless steel and glass sampling equipment: This
procedure must be used when sampling for ALL analyte groups.
(Extractable organics, metals, nutrients, etc. or if a single decontamination
protocol is desired to clean all Teflon, stainless steel and glass equipment.)
Rinse equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water. If
samples for trace metals or inorganic analytes will be collected with the
equipment that is not stainless steel, thoroughly rinse (wet all surfaces)
with the appropriate acid solution. Rinse thoroughly with analyte-free
water. Make sure that all equipment surfaces are thoroughly flushed with
water. If samples for volatile or extractable organics will be collected,
rinse with isopropanol. Wet equipment surfaces thoroughly with free-
flowing solvent. Rinse thoroughly with analyte-free water. Allow to air
dry. Wrap and seal as soon as the equipment has air-dried. If isopropanol
is used, the equipment may be air-dried without the final analyte-free
water rinse; however, the equipment must be completely dry before
wrapping or use. Wrap clean sampling equipment according to the
procedure described above.
2. General Cleaning Procedure for Plastic Sampling Equipment: Rinse
equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water.
Thoroughly rinse (wet all surfaces) with the appropriate acid solution.
Check manufacturer's instructions for cleaning restrictions and/or
recommendations. Rinse thoroughly with analyte-free water. Be sure that
all equipment surfaces are thoroughly flushed. Allow to air dry as long as
possible. Wrap clean sampling equipment according to the procedure
described above.

Rev 4-08 10

Appendix B - Collecting Soil Samples
Soil samples are collected for a variety of purposes. A methodical sampling approach must be
used to assure that sample collection activities provide reliable data. Sampling must begin with
an evaluation of background information, historical data and site conditions.

Soil Field Screening Procedures
Field screening is the use of portable devices capable of detecting petroleum contaminants on
a real-time basis or by a rapid field analytical technique. Field screening should be used to help
assess locations where contamination is most likely to be present.

When possible, field-screening samples should be collected directly from the excavation or
from the excavation equipment's bucket. If field screening is conducted only from the
equipment's bucket, then a minimum of one field screening sample should be collected from
each 10 cubic yards of excavated soil. If instruments or other observations indicate
contamination, soil should be separated into stockpiles based on apparent degrees of
contamination. At a minimum, soil suspected of contamination must be segregated from soil
observed to be free of contamination.

a.) Field screening devices – Many field screen instruments are available for detecting
contaminants in the field on a rapid or real-time basis. Acceptable field screening
instruments must be suitable for the contaminant being screened. The procdedure for
field screening using photoionization detectors (PIDs) and flame ionization detectors
(FIDs) is described below. If other instruments are used, a description of the
instrument or method and its intended use must be provided to the Solid Waste
Section. Whichever field screening method is chosen, its accuracy must be verified
throughout the sampling process. Use appropriate standards that match the use
intended for the data. Unless the Solid Waste Section indicates otherwise, wherever
field screening is recommended in this document, instrumental or analytical methods
of detection must be used, not olfactory or visual screening methods.

b.) Headspace analytical screening procedure for filed screening (semi-quantitative field
screening) - The most commonly used field instruments for Solid Waste Section site
assessments are FIDs and PIDs. When using FIDs and PIDs, use the following
headspace screening procedure to obtain and analyze field-screening samples:
1. Partially fill (one-third to one-half) a clean jar or clean ziplock bag with
the sample to be analyzed. The total capacity of the jar or bag may not be
less than eight ounces (app. 250 ml), but the container should not be so
large as to allow vapor diffusion and stratification effects to significantly
affect the sample.
2. If the sample is collected from a spilt-spoon, it must be transferred to the
jar or bag for headspace analysis immediately after opening the split-
spoon. If the sample is collected from an excavation or soil pile, it must
be collected from freshly uncovered soil.
Rev 4-08 11
3. If a jar is used, it must be quickly covered with clean aluminum foil or a
jar lid; screw tops or thick rubber bands must be used to tightly seal the
jar. If a zip lock bag is used, it must be quickly sealed shut.
4. Headspace vapors must be allowed to develop in the container for at least
10 minutes but no longer than one hour. Containers must be shaken or
agitated for 15 seconds at the beginning and the end of the headspace
development period to assist volatilization. Temperatures of the
headspace must be warmed to at least 5° C (approximately 40° F) with
instruments calibrated for the temperature used.
5. After headspace development, the instrument sampling probe must be
inserted to a point about one-half the headspace depth. The container
opening must be minimized and care must be taken to avoid the uptake of
water droplets and soil particulates.
6. After probe insertion, the highest meter reading must be taken and
recorded. This will normally occur between two and five seconds after
probe insertion. If erratic meter response occurs at high organic vapor
concentrations or conditions of elevated headspace moisture, a note to that
effect must accompany the headspace data.
7. All field screening results must be documented in the field record or log
book.

Soil Sample Collection Procedures for Laboratory Samples
The number and type of laboratory samples collected depends on the purpose of the sampling
activity. Samples analyzed with field screening devices may not be substituted for required
laboratory samples.

a.) General Sample Collection - When collecting samples from potentially contaminated
soil, care should be taken to reduce contact with skin or other parts of the body.
Disposable gloves should be worn by the sample collector and should be changed
between samples to avoid cross-contamination. Soil samples should be collected in a
manner that causes the least disturbance to the internal structure of the sample and
reduces its exposure to heat, sunlight and open air. Likewise, care should be taken to
keep the samples from being contaminated by other materials or other samples
collected at the site. When sampling is to occur over an extended period of time, it is
necessary to insure that the samples are collected in a comparable manner. All
samples must be collected with disposable or clean tools that have been
decontaminated. Disposable gloves must be worn and changed between sample
collections. Sample containers must be filled quickly. Soil samples must be placed
in containers in the order of volatility, for example, volatile organic aromatic samples
must be taken first, organics next, then heavier range organics, and finally soil
classification samples. Containers must be quickly and adequately sealed, and rims
must be cleaned before tightening lids. Tape may be used only if known not to affect
sample analysis. Sample containers must be clearly labeled. Containers must
immediately be preserved according to procedures in this Section. Unless specified
Rev 4-08 12
otherwise, at a minimum, the samples must be immediately cooled to 4 ± 2°C and this
temperature must be maintained throughout delivery to the laboratory.
b.) Surface Soil Sampling - Surface soil is generally classified as soil between the ground
surface and 6-12 inches below ground surface. Remove leaves, grass and surface
debris from the area to be sampled. Select an appropriate, pre-cleaned sampling
device and collect the sample. Transfer the sample to the appropriate sample
container. Clean the outside of the sample container to remove excess soil. Label the
sample container, place on wet ice to preserve at 4°C, and complete the field notes.
c.) Subsurface Soil Sampling – The interval begins at approximately 12 inches below
ground surface. Collect samples for volatile organic analyses. For other analyses,
select an appropriate, pre-cleaned sampling device and collect the sample. Transfer
the sample to the appropriate sample container. Clean the outside of the sample
container to remove excess soil. Label the sample container, place on wet ice to
preserve at 4°C, and complete field notes.
d.) Equipment for Reaching the Appropriate Soil Sampling Depth - Samples may be
collected using a hollow stem soil auger, direct push, Shelby tube, split-spoon
sampler, or core barrel. These sampling devices may be used as long as an effort is
made to reduce the loss of contaminants through volatilization. In these situations,
obtain a sufficient volume of so the samples can be collected without volatilization
and disturbance to the internal structure of the samples. Samples should be collected
from cores of the soil. Non-disposable sampling equipment must be decontaminated
between each sample location. NOTE: If a confining layer has been breached during
sampling, grout the hole to land.
e.) Equipment to Collect Soil Samples - Equipment and materials that may be used to
collect soil samples include disposable plastic syringes and other “industry-standard”
equipment and materials that are contaminant-free. Non-disposable sampling
equipment must be decontaminated between each sample location.

Rev 4-08 13
Appendix C - Collecting Groundwater Samples
Groundwater samples are collected to identify, investigate, assess and monitor the concentration
of dissolved contaminant constituents. To properly assess groundwater contamination, first
install sampling points (monitoring wells, etc.) to collect groundwater samples and then perform
specific laboratory analyses. All monitoring wells should be constructed in accordance with 15A
NCAC 2C .0100 and sampled as outlined in this section. Groundwater monitoring is conducted
using one of two methods:

1. Portable Monitoring: Monitoring that is conducted using sampling equipment that is
discarded between sampling locations. Equipment used to collect a groundwater sample
from a well such as bailers, tubing, gloves, and etc. are disposed of after sample
collection. A new set of sampling equipment is used to collect a groundwater sample at
the next monitor well.

2. Dedicated Monitoring: Monitoring that utilizes permanently affixed down-well and well
head components that are capped after initial set-up. Most dedicated monitoring systems
are comprised of an in-well submersible bladder pump, with air supply and sample
discharge tubing, and an above-ground driver/controller for regulation of flow rates and
volumes. The pump and all tubing housed within the well should be composed of Teflon
or stainless steel components. This includes seals inside the pump, the pump body, and
fittings used to connect tubing to the pump. Because ground water will not be in contact
with incompatible constituents and because the well is sealed from the surface, virtually
no contamination is possible from intrinsic sources during sampling and between
sampling intervals. All dedicated monitoring systems must be approved by the Solid
Waste Section before installation.

Groundwater samples may be collected from a number of different configurations. Each
configuration is associated with a unique set of sampling equipment requirements and
techniques:

1. Wells without Plumbing: These wells require equipment to be brought to the well to
purge and sample unless dedicated equipment is placed in the well.

2. Wells with In-Place Plumbing: Wells with in-place plumbing do not require equipment
to be brought to the well to purge and sample. In-place plumbing is generally considered
permanent equipment routinely used for purposes other than purging and sampling, such
as for water supply.

3. Air Strippers or Remedial Systems: These types of systems are installed as remediation
devices.

Rev 4-08 14
Groundwater Sample Preparation
The type of sample containers used depends on the type of analysis performed. First,
determine the type(s) of contaminants expected and the proper analytical method(s). Be sure to
consult your selected laboratory for its specific needs and requirements prior to sampling.

Next, prepare the storage and transport containers (ice chest, etc.) before taking any samples so
that each sample can be placed in a chilled environment immediately after collection.

Use groundwater purging and sampling equipment constructed of only non-reactive, non-
leachable materials that are compatible with the environment and the selected analytes. In
selecting groundwater purging and sampling equipment, give consideration to the depth of the
well, the depth to groundwater, the volume of water to be evacuated, the sampling and purging
technique, and the analytes of interest. Additional supplies, such as reagents and preservatives,
may be necessary.

All sampling equipment (bailers, tubing, containers, etc.) must be selected based on its
chemical compatibility with the source being sampled (e.g., water supply well, monitoring well)
and the contaminants potentially present.

a.) Pumps - All pumps or pump tubing must be lowered and retrieved from the well
slowly and carefully to minimize disturbance to the formation water. This is
especially critical at the air/water interface.
1. Above-Ground Pumps
• Variable Speed Peristaltic Pump: Use a variable speed peristaltic
pump to purge groundwater from wells when the static water level
in the well is no greater than 20- 25 feet below land surface (BLS).
If the water levels are deeper than 18-20 feet BLS, the pumping
velocity will decrease. A variable speed peristaltic pump can be
used for normal purging and sampling, and sampling low
permeability aquifers or formations. Most analyte groups can be
sampled with a peristaltic pump if the tubing and pump
configurations are appropriate.
• Variable Speed Centrifugal Pump: A variable speed centrifugal
pump can be used to purge groundwater from 2-inch and larger
internal diameter wells. Do not use this type of pump to collect
groundwater samples. When purging is complete, do not allow the
water that remains in the tubing to fall back into the well. Install a
check valve at the end of the purge tubing.
2. Submersible Pumps
• Variable Speed Electric Submersible Pump: A variable speed
submersible pump can be used to purge and sample groundwater
from 2-inch and larger internal diameter wells. A variable speed
submersible pump can be used for normal purging and sampling,
and sampling low permeability aquifers or formations. The pump
housing, fittings, check valves and associated hardware must be
constructed of stainless steel. All other materials must be
Rev 4-08 15
compatible with the analytes of interest. Install a check valve at
the output side of the pump to prevent backflow. If purging and
sampling for organics, the entire length of the delivery tube must
be Teflon, polyethylene or polypropylene (PP) tubing; the
electrical cord must be sealed in Teflon, polyethylene or PP and
any cabling must be sealed in Teflon, polyethylene or PP, or be
constructed of stainless steel; and all interior components that
contact the sample water (impeller, seals, gaskets, etc.) must be
constructed of stainless steel or Teflon.
3. Variable Speed Bladder Pump: A variable speed, positive displacement,
bladder pump can be used to purge and sample groundwater from 3/4-inch
and larger internal diameter wells.
• A variable speed bladder pump can be used for normal purging and
sampling, and sampling low permeability aquifers or formations.
• The bladder pump system is composed of the pump, the
compressed air tubing, the water discharge tubing, the controller
and a compressor, or a compressed gas supply.
• The pump consists of a bladder and an exterior casing or pump
body that surrounds the bladder and two (2) check valves. These
parts can be composed of various materials, usually combinations
of polyvinyl chloride (PVC), Teflon, polyethylene, PP and
stainless steel. Other materials must be compatible with the
analytes of interest.
• If purging and sampling for organics, the pump body must be
constructed of stainless steel. The valves and bladder must be
Teflon, polyethylene or PP; the entire length of the delivery tube
must be Teflon, polyethylene or PP; and any cabling must be
sealed in Teflon, polyethylene or PP, or be constructed of stainless
steel.
• Permanently installed pumps may have a PVC pump body as long
as the pump remains in contact with the water in the well.
b.) Bailers
1. Purging: Bailers must be used with caution because improper bailing can
cause changes in the chemistry of the water due to aeration and loosening
particulate matter in the space around the well screen. Use a bailer if there
is non-aqueous phase liquid (free product) in the well or if non-aqueous
phase liquid is suspected to be in the well.
2. Sampling: Bailers must be used with caution.
3. Construction and Type: Bailers must be constructed of materials
compatible with the analytes of interest. Stainless steel, Teflon, rigid
medical grade PVC, polyethylene and PP bailers may be used to sample
all analytes. Use disposable bailers when sampling grossly contaminated
sample sources. NCDENR recommends using dual check valve bailers
when collecting samples. Use bailers with a controlled flow bottom to
collect volatile organic samples.
Rev 4-08 16
4. Contamination Prevention: Keep the bailer wrapped (foil, butcher paper,
etc.) until just before use. Use protective gloves to handle the bailer once
it is removed from its wrapping. Handle the bailer by the lanyard to
minimize contact with the bailer surface.
c.) Lanyards
1. Lanyards must be made of non-reactive, non-leachable material. They
may be cotton twine, nylon, stainless steel, or may be coated with Teflon,
polyethylene or PP.
2. Discard cotton twine, nylon, and non-stainless steel braided lanyards after
sampling each monitoring well.
3. Decontaminate stainless steel, coated Teflon, polyethylene and PP
lanyards between monitoring wells. They do not need to be
decontaminated between purging and sampling operations.

Water Level and Purge Volume Determination
The amount of water that must be purged from a well is determined by the volume of water
and/or field parameter stabilization.

a.) General Equipment Considerations - Selection of appropriate purging equipment
depends on the analytes of interest, the well diameter, transmissivity of the aquifer,
the depth to groundwater, and other site conditions.
1. Use of a pump to purge the well is recommended unless no other
equipment can be used or there is non-aqueous phase liquid in the well, or
non-aqueous phase liquid is suspected to be in the well.
2. Bailers must be used with caution because improper bailing:
• Introduces atmospheric oxygen, which may precipitate metals
(i.e., iron) or cause other changes in the chemistry of the water
in the sample (i.e., pH).
• Agitates groundwater, which may bias volatile and semi-
volatile organic analyses due to volatilization.
• Agitates the water in the aquifer and resuspends fine particulate
matter.
• Surges the well, loosening particulate matter in the annular
space around the well screen.
• May introduce dirt into the water column if the sides of the
casing wall are scraped.
NOTE: It is critical for bailers to be slowly and gently immersed into the top of the water
column, particularly during the final stages of purging. This minimizes turbidity and
disturbance of volatile organic constituents.
b.) Initial Inspection
1. Remove the well cover and remove all standing water around the top of
the well casing (manhole) before opening the well.
2. Inspect the exterior protective casing of the monitoring well for damage.
Document the results of the inspection if there is a problem.
3. It is recommended that you place a protective covering around the well
head. Replace the covering if it becomes soiled or ripped.
Rev 4-08 17
4. Inspect the well lock and determine whether the cap fits tightly. Replace
the cap if necessary.
c.) Water Level Measurements - Use an electronic probe or chalked tape to determine the
water level. Decontaminate all equipment before use. Measure the depth to
groundwater from the top of the well casing to the nearest 0.01 foot. Always measure
from the same reference point or survey mark on the well casing. Record the
measurement.
1. Electronic Probe: Decontaminate all equipment before use. Follow the
manufacturer’s instructions for use. Record the measurement.
2. Chalked Line Method: Decontaminate all equipment before use. Lower
chalked tape into the well until the lower end is in the water. This is
usually determined by the sound of the weight hitting the water. Record
the length of the tape relative to the reference point. Remove the tape and
note the length of the wetted portion. Record the length. Determine the
depth to water by subtracting the length of the wetted portion from the
total length. Record the result.
d.) Water Column Determination - To determine the length of the water column, subtract
the depth to the top of the water column from the total well depth (or gauged well
depth if silting has occurred). The total well depth depends on the well construction.
If gauged well depth is used due to silting, report total well depth also. Some wells
may be drilled in areas of sinkhole, karst formations or rock leaving an open
borehole. Attempt to find the total borehole depth in cases where there is an open
borehole below the cased portion.
e.) Well Water Volume - Calculate the total volume of water, in gallons, in the well
using the following equation:
V = (0.041)d x d x h
Where:
V = volume in gallons
d = well diameter in inches
h = height of the water column in feet
The total volume of water in the well may also be determined with the following
equation by using a casing volume per foot factor (Gallons per Foot of Water) for the
appropriate diameter well:
V = [Gallons per Foot of Water] x h
Where:
V = volume in gallons
h = height of the water column in feet
Record all measurements and calculations in the field records.
f.) Purging Equipment Volume - Calculate the total volume of the pump, associated
tubing and flow cell (if used), using the following equation:
V = p + ((0.041)d x d x l) + fc
Where:
V = volume in gallons
p = volume of pump in gallons
d = tubing diameter in inches
l = length of tubing in feet
Rev 4-08 18
fc = volume of flow cell in gallons
g.) If the groundwater elevation data are to be used to construct groundwater elevation
contour maps, all water level measurements must be taken within the same 24 hour
time interval when collecting samples from multiple wells on a site, unless a shorter
time period is required. If the site is tidally influenced, complete the water level
measurements within the time frame of an incoming or outgoing tide.

Well Purging Techniques
The selection of the purging technique and equipment is dependent on the hydrogeologic
properties of the aquifer, especially depth to groundwater and hydraulic conductivity.

a.) Measuring the Purge Volume - The volume of water that is removed during purging
must be recorded. Therefore, you must measure the volume during the purging
operation.
1. Collect the water in a graduated container and multiply the number of
times the container was emptied by the volume of the container, OR
2. Estimate the volume based on pumping rate. This technique may be used
only if the pumping rate is constant. Determine the pumping rate by
measuring the amount of water that is pumped for a fixed period of time,
or use a flow meter.
• Calculate the amount of water that is discharged per
minute: D = Measured Amount/Total Time In Minutes
• Calculate the time needed to purge one (1) well volume or
one (1) purging equipment volume: Time = V/D
Where: V = well volume or purging equipment volume
D = discharge rate
• Make new measurements each time the pumping rate is
changed.
3. Use a totalizing flow meter.
• Record the reading on the totalizer prior to purging.
• Record the reading on the totalizer at the end of purging.
• To obtain the volume purged, subtract the reading on the
totalizer prior to purging from the reading on the totalizer at
the end of purging.
• Record the times that purging begins and ends in the field
records.
b.) Purging Measurement Frequency - When purging a well that has the well screen fully
submerged and the pump or intake tubing is placed within the well casing above the
well screen or open hole, purge a minimum of one (1) well volume prior to collecting
measurements of the field parameters. Allow at least one quarter (1/4) well volume
to purge between subsequent measurements. When purging a well that has the pump
or intake tubing placed within a fully submerged well screen or open hole, purge until
the water level has stabilized (well recovery rate equals the purge rate), then purge a
minimum of one (1) volume of the pump, associated tubing and flow cell (if used)
prior to collecting measurements of the field parameters. Take measurements of the
field parameters no sooner than two (2) to three (3) minutes apart. Purge at least
Rev 4-08 19
three (3) volumes of the pump, associated tubing and flow cell, if used, prior to
collecting a sample. When purging a well that has a partially submerged well screen,
purge a minimum of one (1) well volume prior to collecting measurements of the
field parameters. Take measurements of the field parameters no sooner than two (2)
to three (3) minutes apart.
c.) Purging Completion - Wells must be adequately purged prior to sample collection to
ensure representation of the aquifer formation water, rather than stagnant well water.
This may be achieved by purging three volumes from the well or by satisfying any
one of the following three purge completion criteria:
1.) Three (3) consecutive measurements in which the three (3) parameters listed
below are within the stated limits, dissolved oxygen is no greater than 20
percent of saturation at the field measured temperature, and turbidity is no
greater than 20 Nephelometric Turbidity Units (NTUs).
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
Document and report the following, as applicable. The last four items only
need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
2.) If it is impossible to get dissolved oxygen at or below 20 percent of saturation
at the field measured temperature or turbidity at or below 20 NTUs, then three
(3) consecutive measurements of temperature, pH, specific conductance and
the parameter(s) dissolved oxygen and/or turbidity that do not meet the
requirements above must be within the limits below. The measurements are:
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
• Dissolved Oxygen: + 0.2 mg/L or 10%, whichever is
greater
• Turbidity: + 5 NTUs or 10%, whichever is greater
Additionally, document and report the following, as applicable, except that
the last four(4) items only need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
dissolved oxygen to be high and/or dissolved oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
Rev 4-08 20
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
3.) If after five (5) well volumes, three (3) consecutive measurements of the field
parameters temperature, pH, specific conductance, dissolved oxygen, and
turbidity are not within the limits stated above, check the instrument condition
and calibration, purging flow rate and all tubing connections to determine if
they might be affecting the ability to achieve stable measurements. It is at the
discretion of the consultant/contractor whether or not to collect a sample or to
continue purging. Further, the report in which the data are submitted must
include the following, as applicable. The last four (4) items only need to be
submitted once.
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
Dissolved Oxygen to be high and/or Dissolved Oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
If wells have previously and consistently purged dry, and the current depth to
groundwater indicates that the well will purge dry during the current sampling
event, minimize the amount of water removed from the well by using the same
pump to purge and collect the sample:
• Place the pump or tubing intake within the well screened
interval.
• Use very small diameter Teflon, polyethylene or PP tubing
and the smallest possible pump chamber volume. This will
minimize the total volume of water pumped from the well
and reduce drawdown.
• Select tubing that is thick enough to minimize oxygen
transfer through the tubing walls while pumping.
Rev 4-08 21
• Pump at the lowest possible rate (100 mL/minute or less) to
reduce drawdown to a minimum.
• Purge at least two (2) volumes of the pumping system
(pump, tubing and flow cell, if used).
• Measure pH, specific conductance, temperature, dissolved
oxygen and turbidity, then begin to collect the samples.
Collect samples immediately after purging is complete. The time period between
completing the purge and sampling cannot exceed six hours. If sample collection
does not occur within one hour of purging completion, re-measure the five field
parameters: temperature, pH, specific conductance, dissolved oxygen and turbidity,
just prior to collecting the sample. If the measured values are not within 10 percent
of the previous measurements, re-purge the well. The exception is “dry” wells.
d.) Lanyards
1. Securely fasten lanyards, if used, to any downhole equipment (bailers,
pumps, etc.).
2. Use bailer lanyards in such a way that they do not touch the ground
surface.

Wells Without Plumbing
a.) Tubing/Pump Placement
1. If attempting to minimize the volume of purge water, position the intake
hose or pump at the midpoint of the screened or open hole interval.
2. If monitoring well conditions do not allow minimizing of the purge water
volume, position the pump or intake hose near the top of the water
column. This will ensure that all stagnant water in the casing is removed.
3. If the well screen or borehole is partially submerged, and the pump will be
used for both purging and sampling, position the pump midway between
the measured water level and the bottom of the screen. Otherwise,
position the pump or intake hose near the top of the water column.
b.) Non-dedicated (portable) pumps
1. Variable Speed Peristaltic Pump
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach a short section of tubing to the discharge side of the
pump and into a graduated container.
• Attach one end of a length of new or precleaned tubing to
the pump head flexible hose.
• Place the tubing as described in one of the options listed
above.
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
Rev 4-08 22
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells (see
Appendix C) or if precleaned tubing is used for each well,
only the pump.
2. Variable Speed Centrifugal Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Place the decontaminated suction hose so that water is
always pumped from the top of the water column.
• Change gloves before beginning to purge.
• Equip the suction hose with a foot valve to prevent purge
water from re-entering the well.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that the
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
3. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Carefully position the decontaminated pump.
Rev 4-08 23
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or only
the pump if precleaned tubing is used for each well.
4. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach the tubing and carefully position the pump.
• Change gloves before beginning purging.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
c.) Dedicated Portable Pumps
1. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
Rev 4-08 24
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
2. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
3. Bailers - Using bailers for purging is not recommended unless care is
taken to use proper bailing technique, or if free product is present in the
well or suspected to be in the well.
• Minimize handling the bailer as much as possible.
• Wear sampling gloves.
• Remove the bailer from its protective wrapping just before
use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailer.
• Lower and retrieve the bailer slowly and smoothly.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column.
• When the bailer is in position, lower the bailer into the
water column at a rate of 2 cm/sec until the desired depth is
reached.
• Do not lower the top of the bailer more than one (1) foot
below the top of the water table so that water is removed
from the top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
Rev 4-08 25
• Carefully raise the bailer. Retrieve the bailer at the same
rate of 2 cm/sec until the bottom of the bailer has cleared to
top of the water column.
• Measure the purge volume.
• Record the volume of the bailer.
• Continue to carefully lower and retrieve the bailer as
described above until the purging is considered complete,
based on either the removal of 3 well volumes.
• Remove at least one (1) well volume before collecting
measurements of the field parameters. Take each
subsequent set of measurements after removing at least one
quarter (1/4) well volume between measurements.

Groundwater Sampling Techniques
a.) Purge wells.
b.) Replace protective covering around the well if it is soiled or torn after completing
purging operations.
c.) Equipment Considerations
1. The following pumps are approved to collect volatile organic samples:
• Stainless steel and Teflon variable speed submersible
pumps
• Stainless steel and Teflon or polyethylene variable speed
bladder pumps
• Permanently installed PVC bodied pumps (As long as the
pump remains in contact with the water in the well at all
times)
2. Collect sample from the sampling device and store in sample container.
Do not use intermediate containers.
3. To avoid contamination or loss of analytes from the sample, handle
sampling equipment as little as possible and minimize equipment exposure
to the sample.
4. To reduce chances of cross-contamination, use dedicated equipment
whenever possible. “Dedicated” is defined as equipment that is to be used
solely for one location for the life of that equipment (e.g., permanently
mounted pump). Purchase dedicated equipment with the most sensitive
analyte of interest in mind.
• Clean or make sure dedicated pumps are clean before
installation. They do not need to be cleaned prior to each
use, but must be cleaned if they are withdrawn for repair or
servicing.
• Clean or make sure any permanently mounted tubing is
clean before installation.
• Change or clean tubing when the pump is withdrawn for
servicing.
• Clean any replaceable or temporary parts.
Rev 4-08 26
• Collect equipment blanks on dedicated pumping systems
when the tubing is cleaned or replaced.
• Clean or make sure dedicated bailers are clean before
placing them into the well.
• Collect an equipment blank on dedicated bailers before
introducing them into the water column.
• Suspend dedicated bailers above the water column if they
are stored in the well.

Sampling Wells Without Plumbing
a.) Sampling with Pumps – The following pumps may be used to sample for organics:
• Peristaltic pumps
• Stainless steel, Teflon or polyethylene bladder pumps
• Variable speed stainless steel and Teflon submersible
pumps
1. Peristaltic Pump
• Volatile Organics: One of three methods may be used.
ƒ Remove the drop tubing from the inlet side
of the pump; submerge the drop tubing into
the water column; prevent the water in the
tubing from flowing back into the well;
remove the drop tubing from the well;
carefully allow the groundwater to drain into
the sample vials; avoid turbulence; do not
aerate the sample; repeat steps until enough
vials are filled. OR
ƒ Use the pump to fill the drop tubing; quickly
remove the tubing from the pump; prevent
the water in the tubing from flowing back
into the well; remove the drop tubing from
the well; carefully allow the groundwater to
drain into the sample vials; avoid
turbulence; do not aerate the sample; repeat
steps until enough vials are filled. OR
ƒ Use the pump to fill the drop tubing;
withdraw the tubing from the well; reverse
the flow on the peristaltic pumps to deliver
the sample into the vials at a slow, steady
rate; repeat steps until enough vials are
filled.
• Extractable Organics: If delivery tubing is not
polyethylene or PP, or is not Teflon lined, use pump and
vacuum trap method. Connect the outflow tubing from the
container to the influent side of the peristaltic pump. Turn
pump on and reduce flow until smooth and even. Discard a
Rev 4-08 27
small portion of the sample to allow for air space. Preserve
(if required), label, and complete field notes.
• Inorganic samples: These samples may be collected from
the effluent tubing. If samples are collected from the
pump, decontaminate all tubing (including the tubing in the
head) or change it between wells. Preserve (if required),
label, and complete field notes.
2. Variable Speed Bladder Pump
• If sampling for organics, the pump body must be
constructed of stainless steel and the valves and bladder
must be Teflon. All tubing must be Teflon, polyethylene,
or PP and any cabling must be sealed in Teflon,
polyethylene or PP, or made of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
3. Variable Speed Submersible Pump
• The housing must be stainless steel.
• If sampling for organics, the internal impellers, seals and
gaskets must be constructed of stainless steel, Teflon,
polyethylene or PP. The delivery tubing must be Teflon,
polyethylene or PP; the electrical cord must be sealed in
Teflon; any cabling must be sealed in Teflon or constructed
of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
b.) Sampling with Bailers - A high degree of skill and coordination are necessary to
collect representative samples with a bailer.
1. General Considerations
• Minimize handling of bailer as much as possible.
• Wear sampling gloves.
• Remove bailer from protective wrapping just before use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailers.
• Do not allow bailer or lanyard to touch the ground.
• If bailer is certified precleaned, no rinsing is necessary.
• If both a pump and a bailer are to be used to collect
samples, rinse the exterior and interior of the bailer with
sample water from the pump before removing the pump.
• If the purge pump is not appropriate for collecting samples
(e.g., non-inert components), rinse the bailer by collecting a
single bailer of the groundwater to be sampled.
• Discard the water appropriately.
Rev 4-08 28
• Do not rinse the bailer if Oil and Grease samples are to be
collected.
2. Bailing Technique
• Collect all samples that are required to be collected with a
pump before collecting samples with the bailer.
• Raise and lower the bailer gently to minimize stirring up
particulate matter in the well and the water column, which
can increase sample turbidity.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column. When the
bailer is in position, lower the bailer into the water column
at a rate of 2 cm/sec until the desired depth is reached.
• Do not lower the top of the bailer more than one foot below
the top of the water table, so that water is removed from the
top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
• Do not allow the bailer to touch the bottom of the well or
particulate matter will be incorporated into the sample.
Carefully raise the bailer. Retrieve the bailer at the
same rate of 2 cm/sec until the bottom of the bailer has
cleared to top of the water column.
• Lower the bailer to approximately the same depth each
time.
• Collect the sample. Install a device to control the flow
from the bottom of the bailer and discard the first few
inches of water. Fill the appropriate sample containers by
allowing the sample to slowly flow down the side of the
container. Discard the last few inches of water in the
bailer.
• Repeat steps for additional samples.
• As a final step measure the DO, pH, temperature, turbidity
and specific conductance after the final sample has been
collected. Record all measurements and note the time
that sampling was completed.
c.) Sampling Low Permeability Aquifers or Wells that have Purged Dry
1. Collect the sample(s) after the well has been purged. Minimize the amount
of water removed from the well by using the same pump to purge and
collect the sample. If the well has purged dry, collect samples as soon as
sufficient sample water is available.
2. Measure the five field parameters temperature, pH, specific conductance,
dissolved oxygen and turbidity at the time of sample collection.
3. Advise the analytical laboratory and the client that the usual amount of
sample for analysis may not be available.

Rev 4-08 29
Appendix D - Collecting Samples from Wells with
Plumbing in Place
In-place plumbing is generally considered permanent equipment routinely used for purposes
other than purging and sampling, such as for water supply.

a.) Air Strippers or Remedial Systems - These types of systems are installed as
remediation devices. Collect influent and effluent samples from air stripping units as
described below.
1. Remove any tubing from the sampling port and flush for one to two
minutes.
2. Remove all hoses, aerators and filters (if possible).
3. Open the spigot and purge sufficient volume to flush the spigot and lines
and until the purging completion criteria have been met.
4. Reduce the flow rate to approximately 500 mL/minute (a 1/8” stream) or
approximately 0.1 gal/minute before collecting samples.
5. Follow procedures for collecting samples from water supply wells as
outlined below.
b.) Water Supply Wells – Water supply wells with in-place plumbing do not require
equipment to be brought to the well to purge and sample. Water supply wells at UST
facilities must be sampled for volatile organic compounds (VOCs) and semivolatile
compounds (SVOCs).
1. Procedures for Sampling Water Supply Wells
• Label sample containers prior to sample collection.
• Prepare the storage and transport containers (ice chest, etc.)
before taking any samples so each collected sample can be
placed in a chilled environment immediately after
collection.
• You must choose the tap closest to the well, preferably at
the wellhead. The tap must be before any holding or
pressurization tank, water softener, ion exchange,
disinfection process or before the water line enters the
residence, office or building. If no tap fits the above
conditions, a new tap that does must be installed.
• The well pump must not be lubricated with oil, as that may
contaminate the samples.
• The sampling tap must be protected from exterior
contamination associated with being too close to a sink
bottom or to the ground. If the tap is too close to the
ground for direct collection into the appropriate container,
it is acceptable to use a smaller (clean) container to transfer
the sample to a larger container.
• Leaking taps that allow water to discharge from around the
valve stem handle and down the outside of the faucet, or
taps in which water tends to run up on the outside of the lip,
are to be avoided as sampling locations.
Rev 4-08 30
• Disconnect any hoses, filters, or aerators attached to the tap
before sampling.
• Do not sample from a tap close to a gas pump. The gas
fumes could contaminate the sample.
2. Collecting Volatile Organic Samples
• Equipment Needed: VOC sample vials [40 milliliters,
glass, may contain 3 to 4 drops of hydrochloric acid (HCl)
as preservative]; Disposable gloves and protective goggles;
Ice chest/cooler; Ice; Packing materials (sealable plastic
bags, bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run water longer (purging
three well volumes is best). If tap or spigot is located
directly before a holding tank, open a tap after the holding
tank to prevent any backflow into the tap where you will
take your sample. This will ensure that the water you
collect is “fresh” from the well and not from the holding
tank. After running the water for at least 15 minutes,
reduce the flow of water. The flow should be reduced to a
trickle but not so slow that it begins to drip. A smooth flow
of water will make collection easier and more accurate.
Remove the cap of a VOC vial and hold the vial under the
stream of water to fill it. Be careful not to spill any acid
that is in the vial. For best results use a low flow of water
and angle the vial slightly so that the water runs down the
inside of the vial. This will help keep the sample from
being agitated, aerated or splashed out of the vial. It will
also increase the accuracy of the sample. As the vial fills
and is almost full, turn the vial until it is straight up and
down so the water won’t spill out. Fill the vial until the
water is just about to spill over the lip of the vial. The
surface of the water sample should become mounded. It is
a good idea not to overfill the vial, especially if an acid
preservative is present in the vial. Carefully replace and
screw the cap onto the vial. Some water may overflow as
the cap is put on. After the cap is secure, turn the vial
upside down and gently tap the vial to see if any bubbles
are present. If bubbles are present in the vial, remove the
cap, add more water and check again to see if bubbles are
present. Repeat as necessary. After two samples without
bubbles have been collected, the samples should be labeled
and prepared for shipment. Store samples at 4° C.

Rev 4-08 31
3. Collecting Extractable Organic and/or Metals Samples
• Equipment Needed: SVOC sample bottle [1 liter, amber
glass] and/or Metals sample bottle [0.5 liter, polyethylene
or glass, 5 milliliters of nitric acid (HNO3) preservative];
Disposable gloves and protective goggles; Ice
Chest/Cooler; Ice; Packing materials (sealable plastic bags,
bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run the water longer
(purging three well volumes is best). If tap or spigot is
located directly before a holding tank, open a tap after the
holding tank to prevent any backflow into the tap where
you will take your sample. This will ensure that the water
you collect is “fresh” from the well and not from the
holding tank. After running the water for at least 15
minutes, reduce the flow. Low water flow makes
collection easier and more accurate. Remove the cap of a
SVOC or metals bottle and hold it under the stream of
water to fill it. The bottle does not have to be completely
filled (i.e., you can leave an inch or so of headspace in the
bottle). After filling, screw on the cap, label the bottle and
prepare for shipment. Store samples at 4° C.

Rev 4-08 32
Appendix E - Collecting Surface Water Samples
The following topics include 1.) acceptable equipment selection and equipment construction
materials and 2.) standard grab, depth-specific and depth-composited surface water sampling
techniques.

Facilities which contain or border small rivers, streams or branches should include surface water
sampling as part of the monitoring program for each sampling event. A simple procedure for
selecting surface water monitoring sites is to locate a point on a stream where drainage leaves the
site. This provides detection of contamination through, and possibly downstream of, site via
discharge of surface waters. The sampling points selected should be downstream from any waste
areas. An upstream sample should be obtained in order to determine water quality upstream of
the influence of the site.

a.) General Cautions
1. When using watercraft take samples near the bow away and upwind from
any gasoline outboard engine. Orient watercraft so that bow is positioned
in the upstream direction.
2. When wading, collect samples upstream from the body. Avoid disturbing
sediments in the immediate area of sample collection.
3. Collect water samples prior to taking sediment samples when obtaining
both from the same area (site).
4. Unless dictated by permit, program or order, sampling at or near man-
made structures (e.g., dams, weirs or bridges) may not provide
representative data because of unnatural flow patterns.
5. Collect surface water samples from downstream towards upstream.
b.) Equipment and Supplies - Select equipment based on the analytes of interest, specific
use, and availability.
c.) Surface Water Sampling Techniques - Adhere to all general protocols applicable to
aqueous sampling when following the surface water sampling procedures addressed
below.
1. Manual Sampling: Use manual sampling for collecting grab samples for
immediate in-situ field analyses. Use manual sampling in lieu of
automatic equipment over extended periods of time for composite
sampling, especially when it is necessary to observe and/or note unusual
conditions.
• Surface Grab Samples - Do not use sample containers containing
premeasured amounts of preservatives to collect grab samples. If
the sample matrix is homogeneous, then the grab method is a
simple and effective technique for collection purposes. If
homogeneity is not apparent, based on flow or vertical variations
(and should never be assumed), then use other collection protocols.
Where practical, use the actual sample container submitted to the
laboratory for collecting samples to be analyzed for oil and grease,
volatile organic compounds (VOCs), and microbiological samples.
This procedure eliminates the possibility of contaminating the
sample with an intermediate collection container. The use of
Rev 4-08 33
unpreserved sample containers as direct grab samplers is
encouraged since the same container can be submitted for
laboratory analysis after appropriate preservation. This procedure
reduces sample handling and eliminates potential contamination
from other sources (e.g., additional sampling equipment,
environment, etc.).
1. Grab directly into sample container.
2. Slowly submerge the container, opening neck first, into the
water.
3. Invert the bottle so the neck is upright and pointing towards
the direction of water flow (if applicable). Allow water to
run slowly into the container until filled.
4. Return the filled container quickly to the surface.
5. Pour out a few mL of sample away from and downstream
of the sampling location. This procedure allows for the
addition of preservatives and sample expansion. Do not
use this step for volatile organics or other analytes where
headspace is not allowed in the sample container.
6. Add preservatives, securely cap container, label, and
complete field notes. If sample containers are attached to a
pole via a clamp, submerge the container and follow steps 3
– 5 but omit steps 1 and 2.
• Sampling with an Intermediate Vessel or Container: If the sample
cannot be collected directly into the sample container to be
submitted to the laboratory, or if the laboratory provides
prepreserved sample containers, use an unpreserved sample
container or an intermediate vessel (e.g., beakers, buckets or
dippers) to obtain the sample. These vessels must be constructed
appropriately, including any poles or extension arms used to access
the sample location.
1. Rinse the intermediate vessel with ample amounts of site
water prior to collecting the first sample.
2. Collect the sample as outlined above using the intermediate
vessel.
3. Use pole mounted containers of appropriate construction to
sample at distances away from shore, boat, etc. Follow the
protocols above to collect samples.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach
polyethylene, Tygon, etc. tubing to the pump. This technique is
not acceptable for Oil and Grease, EPH, VPH or VOCs.
Extractable organics can be collected through the pump if flexible
interior-wall Teflon, polyethylene or PP tubing is used in the pump
head or if used with the organic trap setup.
Rev 4-08 34
1. Lower appropriately precleaned tubing to a depth of 6 – 12
inches below water surface, where possible.
2. Pump 3 – 5 tube volumes through the system to acclimate
the tubing before collecting the first sample.
3. Fill individual sample bottles via the discharge tubing. Be
careful not to remove the inlet tubing from the water.
4. Add preservatives, securely cap container, label, and
complete field notes.
• Mid-Depth Grab Samples: Mid-depth samples or samples taken at
a specific depth can approximate the conditions throughout the
entire water column. The equipment that may be used for this type
of sampling consists of the following depth-specific sampling
devices: Kemmerer, Niskin, Van Dorn type, etc. You may also
use pumps with tubing or double check-valve bailers. Certain
construction material details may preclude its use for certain
analytes. Many Kemmerer samplers are constructed of plastic and
rubber that preclude their use for all volatile and extractable
organic sampling. Some newer devices are constructed of stainless
steel or are all Teflon or Teflon-coated. These are acceptable for
all analyte groups without restriction.
1. Measure the water column to determine maximum depth
and sampling depth prior to lowering the sampling device.
2. Mark the line attached to the sampler with depth
increments so that the sampling depth can be accurately
recorded.
3. Lower the sampler slowly to the appropriate sampling
depth, taking care not to disturb the sediments.
4. At the desired depth, send the messenger weight down to
trip the closure mechanism.
5. Retrieve the sampler slowly.
6. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample. Discard rinsate
away from and downstream of the sampling location.
7. Fill the individual sample bottles via the discharge tube.
• Double Check-Valve Bailers: Collect samples using double check-
valve bailers if the data requirements do not necessitate a sample
from a strictly discrete interval of the water column. Bailers with
an upper and lower check-valve can be lowered through the water
column. Water will continually be displaced through the bailer
until the desired depth is reached, at which point the bailer is
retrieved. Sampling with this type of bailer must follow the same
protocols outlined above, except that a messenger weight is not
applicable. Although not designed specifically for this kind of
sampling, a bailer is acceptable when a mid-depth sample is
required
Rev 4-08 35
1. As the bailer is dropped through the water column, water is
displaced through the body of the bailer. The degree of
displacement depends upon the check-valve ball movement
to allow water to flow freely through the bailer body.
2. Slowly lower the bailer to the appropriate depth. Upon
retrieval, the two check valves seat, preventing water from
escaping or entering the bailer.
3. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach HDPE,
Tygon, etc. tubing to the pump. This technique is not acceptable
for Oil and Grease, EPH, VPH or VOCs. Extractable organics can
be collected through the pump if flexible interior-wall Teflon,
polyethylene or PP tubing is used in the pump head, or if used with
an organic trap setup.
1. Measure the water column to determine the maximum
depth and the sampling depth.
2. Tubing will need to be tied to a stiff pole or be weighted
down so the tubing placement will be secure. Do not use a
lead weight. Any dense, non-contaminating, non-
interfering material will work (brick, stainless steel weight,
etc.). Tie the weight with a lanyard (braided or
monofilament nylon, etc.) so that it is located below the
inlet of the tubing.
3. Turn the pump on and allow several tubing volumes of
water to be discharged before collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.

Rev 4-08 36
N.C. Division of Waste Management - LEACHATE
http://www.wastenotnc.org/swhome/LeachSampling.html[3/17/2010 1:58:04 PM]
North Carolina Division of Waste Management
1646 Mail Service Center, Raleigh, NC 27699-1646
[phone]
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Current page: DWM Home » Solid Waste Program Home » Technical Assistance & Guidance » Environmental Monitoring » Leachate
Leachate Sampling and Analysis
To maintain sample quality, leachate samples are to be taken as close to the sump as possible. Because of dubious results, pond
and storage tank samples should be avoided. The leachate data is to be submitted with the semi-annual monitoring report. Leachate
is to be analyzed for the Appendix I list of constituents plus the following required additional parameters: 1) biological oxygen demand
(BOD), 2) chemical oxygen demand (COD), 3) phosphate, 4) nitrate, 5) sulfate, and 6) pH. Based upon sample results, compliance
history and waste screening practices, additional parameters may be required.
North Carolina Department of Environment and Natural Resources
Appendix = Appendix I or Appendix II
Other = Field Parameters, other commonly reported constituents, etc.
GROUP CAS_NUM SWS_ID NAME
Appendix 630-20-6 190 1,1,1,2-Tetrachloroethane
Appendix 71-55-6 200 1,1,1-Trichloroethane; Methylchloroform
Appendix 79-34-5 191 1,1,2,2-Tetrachloroethane
Appendix 79-00-5 202 1,1,2-Trichloroethane
Other 76-13-1 398 1,1,2-Trichlorotrifluoroethane
Appendix 75-34-3 75 1,1-Dichloroethane; Ethyldidene chloride
Appendix 75-35-4 77 1,1-Dichloroethylene; 1,1-Dichloroethene;
Appendix 563-58-6 85 1,1-Dichloropropene
Appendix 96-18-4 206 1,2,3-Trichloropropane
Appendix 95-94-3 189 1,2,4,5-Tetrachlorobenzene
Appendix 120-82-1 199 1,2,4-Trichlorobenzene
Other 226-36-8 385 1,2,5,6-Dibenzacridine
Appendix 96-12-8 67 1,2-Dibromo-3-chloropropane; DBCP
Appendix 106-93-4 68 1,2-Dibromoethane; Ethylene dibromide; EDB
Appendix 107-06-2 76 1,2-Dichloroethane; Ethylene dichloride
Appendix 78-87-5 82 1,2-Dichloropropane
Other 122-66-7 394 1,2-Diphenylhydrazine
Appendix 142-28-9 83 1,3-Dichloropropane; Trimethylene dichloride
Appendix 130-15-4 149 1,4-Naphthoquinone
Other 87-61-6 371 1-2-3-Trichlorobenzene
Appendix 134-32-7 150 1-Naphthylamine
Other 120-36-5 352 2-(2-4-dichlorophenoxy)propionic acid
Appendix 594-20-7 84 2,2-Dichloropropane; Isopropylidene chloride
Appendix 58-90-2 193 2,3,4,6-Tetrachlorophenol
Appendix 93-76-5 188 2,4,5-T; 2,4,5-Trichlorophenoxyacetic acid
Appendix 95-95-4 204 2,4,5-Trichlorophenol
Appendix 88-06-2 205 2,4,6-Trichlorophenol
Appendix 94-75-7 59 2,4-D; 2,4-Dichlorophenoxyacetic acid
Appendix 120-83-2 80 2,4-Dichlorophenol
Appendix 105-67-9 95 2,4-Dimethylphenol; m-Xylenol
Appendix 51-28-5 99 2,4-Dinitrophenol
Appendix 121-14-2 100 2,4-Dinitrotoluene
Appendix 87-65-0 81 2,6-Dichlorophenol
Appendix 606-20-2 101 2,6-Dinitrotoluene
Other 94-82-6 350 2-4 DB
Appendix 53-96-3 6 2-Acetylaminofluorene; 2-AAF
Other 110-75-8 358 2-Chloroethylvinyl ether
Appendix 91-58-7 47 2-Chloronaphthalene
Appendix 95-57-8 48 2-Chlorophenol
Appendix 591-78-6 124 2-Hexanone; Methyl butyl ketone
Appendix 91-57-6 145 2-Methylnaphthalene
Appendix 91-59-8 151 2-Naphthylamine
Other 109-06-8 390 2-Picoline
Appendix 91-94-1 72 3,3'-Dichlorobenzidine
Appendix 119-93-7 94 3,3'-Dimethylbenzidine
Appendix 56-49-5 138 3-Methylcholanthrene
Appendix 72-54-8 60 4,4'-DDD
Appendix 72-55-9 61 4,4'-DDE
Appendix 50-29-3 62 4,4'-DDT
Appendix 534-52-1 98 4,6-Dinitro-o-cresol; 4,6-Dinitro-2-methylphenol
Appendix 92-67-1 11 4-Aminobiphenyl
Appendix 101-55-3 31 4-Bromophenyl phenyl ether
Appendix 7005-72-3 49 4-Chlorophenyl phenyl ether
Appendix 108-10-1 147 4-Methyl-2-pentanone; Methyl isobutyl ketone
Other 56-57-5 388 4-nitroquinoline-1-oxide
Appendix 99-55-8 157 5-Nitro-o-toluidine
Appendix 57-97-6 93 7,12-Dimethylbenz[a]anthracene
Appendix 83-32-9 1 Acenaphthene
Appendix 208-96-8 2 Acenaphthylene
Appendix 67-64-1 3 Acetone
Appendix 75-05-8 4 Acetonitrile; Methyl cyanide
Appendix 98-86-2 5 Acetophenone
Appendix 107-02-8 7 Acrolein
Appendix 107-13-1 8 Acrylonitrile
Appendix 309-00-2 9 Aldrin
Other SW337 337 Alkalinity
Appendix 107-05-1 10 Allyl chloride
Appendix 319-84-6 24 alpha-BHC
Other 62-53-3 381 Aniline
Appendix 120-12-7 12 Anthracene
Appendix 7440-36-0 13 Antimony
Other 140-57-8 382 Aramite
Other 12674-11-2 401 Aroclor 1016
Other 11104-28-2 402 Aroclor 1221
Other 11141-16-5 403 Aroclor 1232
Other 53469-21-9 404 Aroclor 1242
Other 12672-29-6 405 Aroclor 1248
Other 11097-69-1 406 Aroclor 1254
Other 11096-82-5 407 Aroclor 1260
Appendix 7440-38-2 14 Arsenic
Appendix 7440-39-3 15 Barium
Appendix 71-43-2 16 Benzene
Other 122-09-8 386 Benzeneethanamine, alpha,alpha-dimethyl-
Other 92-87-5 383 Benzidine
Appendix 56-55-3 17 Benzo[a]anthracene; Benzanthracene
Appendix 50-32-8 21 Benzo[a]pyrene
Appendix 205-99-2 18 Benzo[b]fluoranthene
Appendix 191-24-2 20 Benzo[ghi]perylene
Appendix 207-08-9 19 Benzo[k]fluoranthene
Other 65-85-0 395 Benzoic Acid
Appendix 100-51-6 22 Benzyl alcohol
Appendix 7440-41-7 23 Beryllium
Appendix 319-85-7 25 beta-BHC
Other SW347 347 Bicarbonate (as CaCO3)
Other SW316 316 Biological Oxygen Demand
Appendix 108-60-1 46
Bis(2-chloro-1-methylethyl) ether; 2,2'-
Dichlorodiisopropyl ether; DCIP, See footnote 4
Appendix 111-91-1 42 Bis(2-chloroethoxy)methane
Appendix 111-44-4 43 Bis(2-chloroethyl)ether; Dichloroethyl ether
Other 39638-32-9 384 Bis(2-chloroisopropyl) ether
Appendix 117-81-7 111 Bis(2-ethylhexyl) phthalate
Other 108-86-1 360 Bromobenzene
Appendix 74-97-5 28 Bromochloromethane; Chlorobromethane
Appendix 75-27-4 29 Bromodichloromethane; Dibromochloromethane
Appendix 75-25-2 30 Bromoform; Tribromomethane
Appendix 85-68-7 32 Butyl benzyl phthalate; Benzyl butyl phthalate
Appendix 7440-43-9 34 Cadmium
Other 7440-70-2 375 Calcium
Appendix 75-15-0 35 Carbon disulfide
Appendix 56-23-5 36 Carbon tetrachloride
Other SW348 348 Carbonate (as CaCO3)
Other SW317 317 Chemical Oxygen Demand
Appendix 57-74-9 339 Chlordane
Other 12789-03-6 400 Chlordane (constituents)
Other 5103-71-9 379 Chlordane, alpha
Other 5103-74-2 378 Chlordane, beta
Other 5566-34-7 399 Chlordane, gamma
Other SW301 301 Chloride
Appendix 108-90-7 39 Chlorobenzene
Appendix 510-15-6 40 Chlorobenzilate
Appendix 75-00-3 41 Chloroethane; Ethyl chloride
Appendix 67-66-3 44 Chloroform; Trichloromethane
Appendix 126-99-8 50 Chloroprene
Appendix 7440-47-3 51 Chromium
Appendix 218-01-9 52 Chrysene
Appendix 10061-01-5 86 cis-1,3-Dichloropropene
Appendix 7440-48-4 53 Cobalt
Other SW309 309 Coliform (total)
Other SW310 310 Color (color units)
Appendix 7440-50-8 54 Copper
Appendix 57-12-5 58 Cyanide
Other 75-99-0 355 Dalapon
Appendix 319-86-8 26 delta-BHC
Other SW318 318 Depth To Water (ft)
Appendix 2303-16-4 63 Diallate
Appendix 53-70-3 64 Dibenz[a,h]anthracene
Appendix 132-64-9 65 Dibenzofuran
Appendix 124-48-1 66 Dibromochloromethane; Chlorodibromomethane
Other 1918-00-9 353 Dicamba
Appendix 75-71-8 74 Dichlorodifluoromethane; CFC 12
Appendix 60-57-1 88 Dieldrin
Appendix 84-66-2 90 Diethyl phthalate
Appendix 60-51-5 91 Dimethoate
Appendix 131-11-3 96 Dimethyl phthalate
Appendix 84-74-2 33 Di-n-butyl phthalate
Appendix 117-84-0 168 Di-n-octyl phthalate
Appendix 88-85-7 102 Dinoseb; DNBP; 2-sec-Butyl-4,6-dinitrophenol
Appendix 122-39-4 103 Diphenylamine
Other SW356 356 Dissolved Oxygen
Appendix 298-04-4 104 Disulfoton
Appendix 959-98-8 105 Endosulfan I
Appendix 33213-65-9 106 Endosulfan II
Appendix 1031-07-8 107 Endosulfan sulfate
Appendix 72-20-8 108 Endrin
Appendix 7421-93-4 109 Endrin aldehyde
Other SW331 331 Ethane- Dissolved
Other SW332 332 Ethene- Dissolved
Appendix 97-63-2 112 Ethyl methacrylate
Appendix 62-50-0 113 Ethyl methanesulfonate
Appendix 100-41-4 110 Ethylbenzene
Appendix 52-85-7 114 Famphur
Other SW334 334 Ferrous Iron- Dissolved
Appendix 206-44-0 115 Fluoranthene
Appendix 86-73-7 116 Fluorene
Other SW312 312 Fluoride
Other SW313 313 Foaming Agents
Appendix 58-89-9 27 gamma-BHC; Lindane
Other SW314 314 Gross Alpha
Other SW319 319 Head (ft mean sea level)
Appendix 76-44-8 117 Heptachlor
Appendix 1024-57-3 118 Heptachlor epoxide
Appendix 118-74-1 119 Hexachlorobenzene
Appendix 87-68-3 120 Hexachlorobutadiene
Appendix 77-47-4 121 Hexachlorocyclopentadiene
Appendix 67-72-1 122 Hexachloroethane
Other 70-30-4 387 Hexachlorophene
Appendix 1888-71-7 123 Hexachloropropene
Other SW338 338 Hydrogen Sulfide
Appendix 193-39-5 125 Indeno(1,2,3-cd)pyrene
Other 7439-89-6 340 Iron
Appendix 78-83-1 126 Isobutyl alcohol
Appendix 465-73-6 127 Isodrin
Appendix 78-59-1 128 Isophorone
Other 108-20-3 366 Isopropyl ether
Other 98-82-8 367 Isopropylbenzene
Appendix 120-58-1 129 Isosafrole
Appendix 143-50-0 130 Kepone
Other SW329 329 Landfill Gas
Appendix 7439-92-1 131 Lead
Other SW374 374 m-&p-Cresol (combined)
Other SW359 359 m-&p-Xylene (combined)
Other 7439-95-4 376 Magnesium
Other 7439-96-5 342 Manganese
Other SW335 335 Manganese- Dissolved
Other 94-74-6 351 MCPA
Appendix 108-39-4 345 m-Cresol; 3-Methylphenol
Appendix 541-73-1 70 m-Dichlorobenzene; 1,3-Dichlorobenzene
Appendix 99-65-0 97 m-Dinitrobenzene
Other 93-65-2 354 Mecopop, MCPP
Appendix 7439-97-6 132 Mercury
Other 108-67-8 373 Mesitylene (1-3-5-trimethylbenzene)
Appendix 126-98-7 133 Methacrylonitrile
Other SW333 333 Methane- Dissolved
Appendix 91-80-5 134 Methapyrilene
Appendix 72-43-5 135 Methoxychlor
Appendix 74-83-9 136 Methyl bromide; Bromomethane
Appendix 74-87-3 137 Methyl chloride; Chloromethane
Appendix 78-93-3 141 Methyl ethyl ketone; MEK; 2-Butanone
Appendix 74-88-4 142 Methyl iodide; Iodomethane
Appendix 80-62-6 143 Methyl methacrylate
Appendix 66-27-3 144 Methyl methanesulfonate
Appendix 298-00-0 146 Methyl parathion; Parathion methyl
Appendix 74-95-3 139 Methylene bromide; Dibromomethane
Appendix 75-09-2 140 Methylene chloride; Dichloromethane
Other 1634-04-4 369 Methyl-tert-butyl ether (MTBE)
Appendix 99-09-2 153 m-Nitroaniline; 3-Nitroaniline
Other 7439-98-7 397 Molybdenum
Other 108-38-3 409 m-Xylene
Appendix 91-20-3 148 Naphthalene
Other 104-51-8 361 n-Butylbenzene
Appendix 7440-02-0 152 Nickel
Other SW303 303 Nitrate (as N)
Other SW304 304 Nitrite (as N)
Appendix 98-95-3 156 Nitrobenzene
Appendix 55-18-5 160 N-Nitrosodiethylamine
Appendix 62-75-9 161 N-Nitrosodimethylamine
Appendix 924-16-3 162 N-Nitrosodi-n-butylamine
Appendix 86-30-6 163 N-Nitrosodiphenylamine
Appendix 621-64-7 164
N-Nitrosodipropylamine; N-Nitroso-N-
dipropylamine; Di-n-propylnitrosamine
Appendix 10595-95-6 165 N-Nitrosomethylethalamine
Other 59-89-2 389 N-Nitrosomorpholine
Appendix 100-75-4 166 N-Nitrosopiperidine
Appendix 930-55-2 167 N-Nitrosopyrrolidine
Other 103-65-1 370 n-Propylbenzene
Appendix 126-68-1 207 O,O,O-Triethyl phosphorothioate
Appendix 297-97-2 89
O,O-Diethyl O-2-pyrazinyl phosphorothioate;
Thionazin
Other 95-49-8 364 o-Chlorotoluene
Appendix 95-48-7 56 o-Cresol; 2-Methylphenol
Appendix 95-50-1 69 o-Dichlorobenzene; 1,2-Dichlorobenzene
Appendix 88-74-4 154 o-Nitroaniline; 2-Nitroaniline
Appendix 88-75-5 158 o-Nitrophenol; 2-Nitrophenol
Appendix 95-53-4 197 o-Toluidine
Other SW336 336 Oxygen Reduction Potential (mV)
Other 95-47-6 408 o-Xylene
Appendix 60-11-7 92 p-(Dimethylamino)azobenzene
Appendix 56-38-2 169 Parathion
Appendix 106-47-8 38 p-Chloroaniline
Appendix 59-50-7 45 p-Chloro-m-cresol; 4-Chloro-3-methylphenol
Other 106-43-4 365 p-Chlorotoluene
Appendix 106-44-5 344 p-Cresol; 4-Methylphenol
Other 99-87-6 368 p-Cymene
Appendix 106-46-7 71 p-Dichlorobenzene; 1,4-Dichlorobenzene
Appendix 608-93-5 171 Pentachlorobenzene
Other 76-01-7 380 Pentachloroethane
Appendix 82-68-8 172 Pentachloronitrobenzene
Appendix 87-86-5 173 Pentachlorophenol
Other SW307 307 petroleum aliphatic carbon fraction class C19 - C36
Other SW305 305 petroleum aliphatic carbon fraction class C5 - C8
Other SW306 306 petroleum aliphatic carbon fraction class C9 - C18
Other SW308 308 petroleum aromatics carbon fraction class C9 - C22
Other SW320 320 pH (field)
Other SW321 321 pH (lab)
Appendix 62-44-2 174 Phenacetin
Appendix 85-01-8 175 Phenanthrene
Appendix 108-95-2 177 Phenol
Appendix 298-02-2 178 Phorate
Appendix 100-01-6 155 p-Nitroaniline; 4-Nitroaniline
Appendix 100-02-7 159 p-Nitrophenol; 4-Nitrophenol
Appendix 1336-36-3 170 Polychlorinated biphenyls; PCBs
Other 7440-09-7 377 Potassium
Appendix 106-50-3 176 p-Phenylenediamine
Appendix 23950-58-5 179 Pronamide
Appendix 107-12-0 180 Propionitrile; Ethyl cyanide
Other 95-63-6 372 Pseudocumene (1-2-4-trimethylbenzene)
Other 106-42-3 410 p-Xylene
Appendix 129-00-0 181 Pyrene
Other 110-86-1 391 Pyridine
Appendix 94-59-7 182 Safrole
Other 135-98-8 362 sec-Butylbenzene
Appendix 7782-49-2 183 Selenium
Appendix 7440-22-4 184 Silver
Appendix 93-72-1 185 Silvex; 2,4,5-TP
Other 7440-23-5 322 Sodium
Other SW323 323 SpecCond (field)
Other SW324 324 SpecCond (lab)
Appendix 100-42-5 186 Styrene
Other 14808-79-8 315 Sulfate
Appendix 18496-25-8 187 Sulfide
Other 3689-24-5 392 Sulfotep
Appendix 99-35-4 208 sym-Trinitrobenzene
Other SW325 325 Temp (oC)
Other 98-06-6 363 tert-Butylbenzene
Appendix 127-18-4 192
Tetrachloroethylene; Tetrachloroethene;
Perchloroethylene
Appendix 7440-28-0 194 Thallium
Appendix 7440-31-5 195 Tin
Appendix 108-88-3 196 Toluene
Other SW328 328 Top Of Casing (ft mean sea level)
Other SW311 311 Total Dissolved Solids
Other E-10195 357 Total Organic Carbon
Other SW396 396 Total Organic Halides
Other SW343 343 Total Suspended Solids
Other SW411 411 Total Well Depth (ft)
Appendix 8001-35-2 198 Toxaphene
Appendix 156-60-5 79
trans-1,2-Dichloroethylene; trans-1,2-
Dichloroethene
Appendix 10061-02-6 87 trans-1,3-Dichloropropene
Appendix 110-57-6 73 trans-1,4-Dichloro-2-butene
Appendix 79-01-6 201 Trichloroethylene; Trichloroethene
Appendix 75-69-4 203 Trichlorofluoromethane; CFC-11
Other SW330 330 Turbidity
Appendix 7440-62-2 209 Vanadium
Appendix 108-05-4 210 Vinyl acetate
Appendix 75-01-4 211 Vinyl chloride; Chloroethene
Appendix 156-59-2 78
Vinylidene chloride cis-1,2-Dichloroethylene; cis-1,2-
Dichloroethene
Appendix 1330-20-7 346 Xylene (total)
Appendix 7440-66-6 213 Zinc
Appendix SW412 412 Total Phosphorus
Other SW413 413 Carbon Dioxide (CO2)
Other SW414 414 Pyruvic Acid
Other SW415 415 Lactic Acid
Other SW416 416 Acetic Acid
Other SW417 417 Propionic Acid
Other SW418 418 Butyric Acid
Other SW419 419 No2/No3 (nitrate & nitrite reported together)
Other SW420 420 Hydrogen Gas
Appendix 92-52-4 421 1,1-biphenyl
Appendix 123-91-1 422 1,4-dioxane
Appendix 101-84-8 423 biphenyl ether
Appendix 107-21-1 424 ethylene glycol
Appendix SW425 425 Total BHC
Appendix SW426 426 N-nitrosodiphenylamine/diphenylamine
Other SW427 427 Groundwater Elevation (feet)
Appendix 7440-42-8 428 Boron
Appendix 79-06-1 429 Acrylamide
Appendix 1563-66-2 430 Carbofuran
Appendix 117-81-7 431 Di(2-ethylhexyl)phthalate
Appendix 142-82-5 432 Heptane
Other SW436 436 Total Fatty Acids
Other SW437 437 Orthophosphate Phosphorus
Appendix SW438 438 Aluminum
Other SW439 439 N-Nitrosodiphenylamine/Diphenylamine
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North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor
William G. Ross Jr., Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
October 27, 2006

To: SW Director/County Manager/Consultant/Laboratory

From: NC DENR-DWM, Solid Waste Section

Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data

The Solid Waste Section receives and reviews a wide variety of environmental monitoring data from permitted
solid waste management facilities, including the results from groundwater and surface water analyses, leachate
samples, methane gas readings, potentiometric measurements, and corrective action data. We are in the process
of developing a database to capture the large volume of data submitted by facilities.

To maintain the integrity of the database, it is critical that facilities, consultants, and laboratories work with the
Solid Waste Section to ensure that environmental samples are collected and analyzed properly with the resulting
data transferred to the Solid Waste Section in an accurate manner.

In order to better serve the public and to expedite our review process, the Solid Waste Section is requesting
specific formatting for environmental monitoring data submittals for all solid waste management facilities.

Effective, December 1, 2006, please submit a Solid Waste Environmental Monitoring Data Form in
addition to your environmental monitoring data report. This form will be sent in lieu of your current cover
letter to the Solid Waste Section. The Solid Waste Environmental Monitoring Data Form must be filled out
completely, signed, and stamped with a Board Certified North Carolina Geologist License Seal.

The solid waste environmental monitoring data form will include the following:
1. Contact Information
2. Facility Name
3. Facility Permit Number
4. Facility Address
5. Monitoring Event Date (MM/DD/YYYY)
6. Water Quality Status: Monitoring, Detection Monitoring, or Assessment Monitoring
7. Type of Data Submitted: Groundwater Monitoring Wells, Groundwater Potable Wells, Leachate,
Methane Gas, or Corrective Action Data
8. Notification of Exceedance of Groundwater, Surface Water, or Methane Gas (in table form)
9. Signature
10. North Carolina Geologist Seal
Page 2 of 2

Most of these criteria are already being included or can be added with little effort. The Solid Waste
Environmental Monitoring Data Form can be downloaded from our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp.

The Solid Waste Section is also requesting a new format for monitoring wells, potable wells, surface water
sampling locations, and methane probes. This format is essential in the development and maintenance of the
database. The Solid Waste Section is requesting that each sampling location at all North Carolina solid waste
management facilities have its own unique identification number. We are simply asking for the permit number
to be placed directly in front of the sampling location number (example: 9901-MW1 = Permit Number 99-01
and Monitoring Well MW-1). No changes will need to be made to the well tags, etc. This unique identification
system will enable us to accurately report data not only to NCDENR, but to the public as well. We understand
that this new identification system will take some time to implement, but we feel that this will be beneficial to
everyone involved in the long term.

Additionally, effective December 1, 2006, the Practical Quantitation Limits (PQLs) established in 1994
will change. The Solid Waste Section is requiring that all solid waste management facilities use the new Solid
Waste Reporting Limits (SWRL) for all groundwater analyses by a North Carolina Certified Laboratory.
Laboratories must also report any detection of a constituent even it is detected below the new SWRL (e.g., J
values where the constituent was detected above the detection limit, but below the quantitation limit).

PQLs are technology-based analytical levels that are considered achievable using the referenced analytical
method. The PQL is considered the lowest concentration of a contaminant that the lab can accurately detect and
quantify. PQLs provided consistency and available numbers that were achievable by the given analytical
method. However, PQLs are not health-based, and analytical instruments have improved over the years
resulting in lower achievable PQLs for many of the constituents. As a result, the Solid Waste Section has
established the SWRLs as the new reporting limits eliminating the use of the PQLs.

We would also like to take this opportunity to encourage electronic submittal of the reports. This option is
intended to save resources for both the public and private sectors. The Solid Waste Section will accept the
entire report including narrative text, figures, tables, and maps on CD-ROM. The CD-ROM submittal shall
contain a CD-ROM case and both CD-ROM and the case shall be labeled with the site name, site address,
permit number, and the monitoring event date (MM/DD/YYYY). The files may be a .pdf, .txt, .csv, .xls, or .doc
type. Also, analytical lab data should be reported in an .xls file. We have a template for analytical lab data
available on the web at the address listed above.

If you have any questions or concerns, please call [phone]. Thank you for your anticipated cooperation
in this matter.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
1

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor William G. Ross Jr., Secretary
February 23, 2007
EMORANDUM

M
o: Solid Waste Directors, Landfill Operators, North Carolina Certified Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ste Section Memorandum Regarding New
Guidelines for Electronic Submittal of Environmental Data.

arolina Solid Waste Section memo titled, “New Guidelines for Electronic Submittal of Environmental Data.”
adily available laboratory analytical methodology and current health-based groundwater protection standards.
efinitions

T

F

Addendum to October 27, 2006, North Carolina Solid Wa

The purpose of this addendum memorandum is to provide further clarification to the October 27, 2006, North
C

The updated guidelines is in large part due to questions and concerns from laboratories, consultants, and the
regulated community regarding the detection of constituents in groundwater at levels below the previous
practical quantitation limits (PQLs). The North Carolina Solid Waste Section solicited feedback from the
regulated community, and, in conjunction with the regulated community, developed new limits. The primary
purpose of these changes was to improve the protection of public health and the environment. The North
Carolina Solid Waste Section is concerned about analytical data at these low levels because the earliest possible
detection of toxic or potentially carcinogenic chemicals in the environment is paramount in the North Carolina
Solid Waste Section’s mission to protect human health and the environment. Low level analytical data are
critical for making the correct choices when designing site remediation strategies, alerting the public to health
threats, and protecting the environment from toxic contaminants. The revised limits were updated based on
re

D
s are also an attempt to clarify the meaning of these
rms as used by the North Carolina Solid Waste Section.
e that can be measured and
ported with 99% confidence that the analyte concentration is greater than zero.
is the minimum concentration of a
target analyte that can be accurately determined by the referenced method.

Many definitions relating to detection limits and quantitation limits are used in the literature and by government
agencies, and commonly accepted procedures for calculating these limits exist. Except for the Solid Waste
Section Limit and the North Carolina 2L Standards, the definitions listed below are referenced from the
Environmental Protection Agency (EPA). The definition
te

Method Detection Limit (MDL) is the minimum concentration of a substanc
re

Method Reporting Limit or Method Quantitation Limit (MRL or MQL)

Practical Quantitation Limit (PQL) is a quantitation limit that represents a practical and routinely achievable
quantitation limit with a high degree of certainty (>99.9% confidence) in the results. Per EPA Publication
Number SW-846, the PQL is the lowest concentration that can be reliably measured within specified limits of
precision and accuracy for a specific laboratory analytical method during routine laboratory operating
conditions in accordance with "Test Methods for Evaluating Solid Wastes, Physical/Chemical Methods. The
PQL appears in

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
2
older NCDENR literature; however, it is no longer being used by the North Carolina Solid
aste Section.
n. The nomenclature of the SWRL described in the October
7, 2006, memorandum has changed to the SWSL.
C 2L .0200, Classifications and Water Quality Standards Applicable to the
roundwaters of North Carolina.
ethod Detection Limits (MDLs)
W

Solid Waste Section Limit (SWSL) is the lowest amount of analyte in a sample that can be quantitatively
determined with suitable precision and accuracy. The SWSL is the concentration below which reported
analytical results must be qualified as estimated. The SWSL is the updated version of the PQL that appears in
older North Carolina Solid Waste Section literature. The SWSL is the limit established by the laboratory survey
conducted by the North Carolina Solid Waste Sectio
2

North Carolina 2L Standards (2L) are water quality standards for the protection of groundwaters of North
Carolina as specified in 15A NCA
G

M
he North Carolina Solid Waste Section is now
quiring laboratories to report to the method detection limit.
atories generally report the highest method detection limit for all the instruments
sed for a specific method.
ata below unspecified or non-statistical reporting limits severely biases data sets and restricts their usefulness.
olid Waste Section Limits (SWSLs)

Clarification of detection limits referenced in the October 27, 2006, memorandum needed to be addressed
because of concerns raised by the regulated community. T
re

Method detection limits are statistically determined values that define the concentration at which measurements
of a substance by a specific analytical protocol can be distinguished from measurements of a blank (background
noise). Method detection limits are matrix-specific and require a well defined analytical method. In the course
of routine operations, labor
u

In many instances, the North Carolina Solid Waste Section gathers data from many sources prior to evaluating
the data or making a compliance decision. Standardization in data reporting significantly enhances the ability to
interpret and review data because the reporting formats are comparable. Reporting a method detection limit
alerts data users of the known uncertainties and limitations associated with using the data. Data users must
understand these limitations in order to minimize the risk of making poor environmental decisions. Censoring
d

S
nd surface water data reported to the North Carolina Solid Waste
ection. The PQLs will no longer be used.

Due to comments from the regulated community, the North Carolina Solid Waste Section has changed the
nomenclature of the new limits referenced on Page 2 of the October 27, 2006, memorandum, from the North
Carolina Solid Waste Reporting Limits (SWRL) to the Solid Waste Section Limits (SWSL). Data must be
reported to the laboratory specific method detection limits and must be quantifiable at or below the SWSL. The
SWSLs must be used for both groundwater a
S

The North Carolina Solid Waste Section has considered further feedback from laboratories and the regulated
community and ha

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
3
s made some additional changes to the values of the SWSLs. These changes may be viewed
ttp://www.wastenotnc.org/sw/swenvmonitoringlist.asp
nalytical Data Reporting Requirements
on our webpage:
h

A
al
boratory method detection limit with all analytical laboratory results along with the following requirements:
oncentration, compliance action may not be taken unless it is statistically significant
crease over background.
hese analytical results may require additional confirmation.
he possibility that a constituent concentration may exceed the North Carolina 2L Standards in the
ture.
hese analytical results may be used for compliance without further confirmation.
will be returned and deemed unacceptable. Submittal of unacceptable data may lead to

lectronic Data Deliverable (EDD) Submittal

The strategy for implementing the new analytical data reporting requirements involves reporting the actu
la

1) Any analyte detected at a concentration greater than the MDL but less than the SWSL is known to be present,
but the uncertainty in the value is higher than a value reported above the SWSL. As a result, the actual
concentration is estimated. The estimated concentration is reported along with a qualifier (“J” flag) to alert data
users that the result is between the MDL and the SWSL. Any analytical data below quantifiable levels should
be examined closely to evaluate whether the analytical data should be included in any statistical analysis. A
statistician should make this determination. If an analyte is detected below the North Carolina 2L Standards,
even if it is a quantifiable c
in

T

2) Any analyte detected at a concentration greater than the SWSL is present, and the quantitated value can be
reported with a high degree of confidence. These analytes are reported without estimated qualification. The
laboratory’s MDL and SWSL must be included in the analytical laboratory report. Any reported concentration
of an organic or inorganic constituent at or above the North Carolina 2L Standards will be used for compliance
purposes, unless the inorganic constituent is not statistically significant). Exceedance of the North Carolina 2L
Standards or a statistically significant increase over background concentrations define when a violation has
occurred. Any reported concentration of an organic or inorganic constituent at or above the SWSL that is not
above an North Carolina 2L Standard will be used as a tool to assess the integrity of the landfill system and
predict t
fu

T

Failure to comply with the requirements described in the October 27, 2006, memorandum and this addendum to
the October 27, 2006, memorandum will constitute a violation of 15A NCAC 13B .0601, .0602, or .1632(b),
and the analytical data
enforcement action.

E
he analytical laboratory data. This option is intended to save resources
r both the public and private sectors.

The North Carolina Solid Waste Section would also like to take this opportunity to encourage electronic
submittal of the reports in addition to t
fo

The North Carolina Solid Waste Section will accept the entire report including narrative text, figures, tables,
and maps on CD-ROM. Please separate the figures and tables from the report when saving in order to keep the

size of the files smaller. The CD-ROM submittal shall contain a CD-ROM case and both CD

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
4
-ROM and the
ase shall be labeled with the site name, site address, permit number, and the monitoring event date
ab data and field data. This template is available on our webpage:
ttp://www.wastenotnc.org/swhome/enviro_monitoring.asp. Methane monitoring data may also be submitted
ry or exceeds 25% of the LEL
facility structures (excluding gas control or recovery system components), include the exceedance(s) on the
you have any questions or concerns, please feel free to contact Jaclynne Drummond (919-508-8500) or Ervin
Thank you for your continued cooperation with this matter.

c
(MM/DD/YYYY). The reporting files may be submitted as a .pdf, .txt, .csv, .xls,. or .doc type.

Also, analytical lab data and field data should be reported in .xls files. The North Carolina Solid Waste Section
has a template for analytical l
h
electronically in this format.

Pursuant to the October 27, 2006, memorandum, please remember to submit a Solid Waste Section
Environmental Monitoring Reporting Form in addition to your environmental monitoring data report. This
form should be sealed by a geologist or engineer licensed in North Carolina if hydrogeologic or geologic
calculations, maps, or interpretations are included with the report. Otherwise, any representative that the
facility owner chooses may sign and submit the form. Also, if the concentration of methane generated by the
facility exceeds 100% of the lower explosive limits (LEL) at the property bounda
in
North Carolina Solid Waste Section Environmental Monitoring Reporting Form.

If
Lane (919-508-8520).

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
1

North Carolina Department of Environment and Natural Resources

October 16, 2007
EMORANDUM
Dexter R. Matthews, Director Division of Wa e Management st Michael F. Easley, Governor
William G. Ross Jr., Secretary

M
To: Operators, North Carolina Certified
Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ring Data for North Carolina Solid Waste
Management Facilities
and provide a reminder of formats for environmental monitoring data
bmittals.
ese changes was to improve the protection of public health and the
nvironment.
reported to the North Carolina Solid Waste Section. The PQLs will no
nger be used.
ted can be directed to the North Carolina Department of Health
nd Human Services.

Solid Waste Directors, Landfill

F

Environmental Monito

The purpose of this memorandum is to provide a reiteration of the use of the Solid Waste
Section Limits (SWSLs), provide new information on the Groundwater Protection
Standards,
su

The updated guidelines are in large part due to questions and concerns from laboratories,
consultants, and the regulated community regarding the detection of constituents in
groundwater at levels below the previous Practical Quantitation Limits (PQLs). The
North Carolina Solid Waste Section solicited feedback from the regulated community,
and, in conjunction with the regulated community, developed new limits. The primary
purpose of th
e

Data must be reported to the laboratory specific method detection limits and must be
quantifiable at or below the SWSLs. The SWSLs must be used for both groundwater and
surface water data
lo

In June 2007, we received new information regarding changes to the Groundwater
Protection Standards. If a North Carolina 2L Groundwater Standard does not exist, then
a designated Groundwater Protection Standard is used pursuant to 15A NCAC 13B
.1634. Toxicologists with the North Carolina Department of Health and Human Services
calculated these new Groundwater Protection Standards. Questions regarding how the
standards were calcula
a

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
2
every year or sooner if new scientific and toxicological data become available.
lease review our website periodically for any changes to the 2L NC Standards,
ic updates will be noted on our
ebsite.
wastenotnc.org/sw/swenvmonitoringlist.asp

We have reviewed the new results from the North Carolina Department of Public Health
and have updated our webpage accordingly. The list of Groundwater Protection
Standards, North Carolina 2L Standards and SWSLs are subject to change and will be
reviewed
P
Groundwater Protection Standards, or SWSLs. Specif
w

http://www.

ental monitoring data

In addition, the following should be included with environm
submittals:
1. Environmental Monitoring Data Form as a cover sheet:
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf
2. Copy of original laboratory results.
3. Table of detections and discussion of 2L exceedances.
4. Electronic files on CD or sent by email. These files should include the written report as
Portable Document Format (PDF) file and the laboratory data as an excel file following a
the format of the updated Electronic Data Deliverable (EDD) template on our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp

If you have any questions or concerns, please feel free to contact Donald Herndon (919-
08-8502), Ervin Lane (919-508-8520) or Jaclynne Drummond (919-508-8500).
Thank you for your continued cooperation with these matters.

5

Part 5
Operation Plan

Appendix B
Landfill Gas Monitoring Plan

Cabarrus County
Construction and Demolition Debris Landfill
Phase No. 3 Expansion

Landfill Gas Monitoring Plan

October 2016

i
Table of Contents
1. Introduction ................................................................................................................... 1-1
1.1 Purpose ......................................................................................................................................................................... 1-1
1.2 General Characteristics of LFG and Methane Generation ........................................................................ 1-1
2. Regulatory Background .................................................................................................. 2-1
2.1 Introduction ................................................................................................................................................................ 2-1
2.2 C&D Landfills and North Carolina Regulations ............................................................................................ 2-1
3. Gas Control Plan ............................................................................................................ 3-1
3.1 Frequency of Routine Monitoring ..................................................................................................................... 3-1
3.2 Monitoring Wells ...................................................................................................................................................... 3-1
3.3 Staffing ........................................................................................................................................................................... 3-1
3.4 Monitoring Procedures .......................................................................................................................................... 3-1
3.4.1 Monitoring Times ......................................................................................................................................... 3-2
3.4.2 Sampling Procedures .................................................................................................................................. 3-2
3.5 Record Keeping .......................................................................................................................................................... 3-3
4. Detection Plan ............................................................................................................... 4-1
4.1 Actions if Regulatory Limits Detected in Structures ................................................................................. 4-1
4.2 Actions if Regulatory Limits Detected at Monitoring Wells ................................................................... 4-1
4.3 Compliance Action Plan ......................................................................................................................................... 4-2
4.3.1 Immediate Action ........................................................................................................................................ 4-2
4.3.2 Actions Within Seven Days ..................................................................................................................... 4-2
4.3.3 Actions Within Sixty Days ....................................................................................................................... 4-3
4.4 Public Relations and Information ...................................................................................................................... 4-3

List of Sheets
Sheet 1 GW and LFG Monitoring Network ..................................................................................................... Pocket

1-1
Section 1
Introduction
Landfill gas (LFG) is a natural by-product of the anaerobic decomposition of landfilled bio-
degradable waste. Under aerobic conditions, LFG can ignite and propagate fires, presenting a
danger to human health and the environment and therefore must be monitored. For these
reasons, LFG is regulated by Federal and North Carolina state legislation. This Plan describes the
systems and programs needed to fulfill federal and state regulations concerning LFG. Methane
and hydrogen sulfide are two gases that could potentially be generated from wastes in a C&D
landfill. Since this plan is for the C&D landfill, it is noted that LFG, particularly methane,
generation is expected to be minimal based on the lack of organic matter in the waste stream.
Also, the amount of drywall in the Cabarrus County waste stream that could potentially generate
hydrogen sulfide is minimal.
The Plan for the C&D Landfill includes LFG monitoring near the facility boundary through
monitoring wells and all structures at the Site.
1.1 Purpose
This Plan fulfills the requirements set forth in Rule .0544(d) for monitoring LFG. This Plan:
Describes the necessary LFG monitoring systems,
Sets forth the monitoring procedures and programs, and
Identifies the actions needed if levels of methane or hydrogen sulfide exceed regulatory
limits.
1.2 General Characteristics of LFG and Methane Generation
LFG is composed of approximately 50 percent methane in contrast to natural gas which consists
of approximately 95 percent methane. What makes LFG a source of environmental pollution is its
odor, its potentially explosive properties, its potential for asphyxiation, and its contribution to
global warming. LFG programs which focus on the environmental hazards of landfill gas include
systems to monitor the migration of gas and control or neutralize its environmental impacts.
Landfill gas from MSW landfills is typically composed of 50 to 55 percent methane, 45 to 50
percent carbon dioxide, and less than one percent non-methane organic compounds. These
individual gases remain co-mingled and do not naturally separate. Because C&D wastes do not
contain large quantities of organic matter, methane and carbon dioxide should not be a concern.
However, if a significant amount of gypsum wallboard is present in C&D waste, hydrogen sulfide
may potentially be produced, particularly if moisture is introduced into the waste.

2-1
Section 2
Regulatory Background
2.1 Introduction
Because of the real and potential dangers from LFG, particularly hydrogen sulfide or to a lesser
extent methane in LFG generated from C&D landfills, to the public health and safety and to the
environment, existing state regulations, as described in Rule 15A NCAC 13B .0544 (d) (1 through
5), require owners of C&D landfills to monitor and, if necessary, control it.
2.2 C&D Landfills and North Carolina Regulations
Methane gas is explosive when present within the range of 5 to 15 percent by volume in air.
When present in concentrations greater than 15 percent, the mixture will not explode. The 5
percentage mixture is referred to as the Lower Explosive Limit (LEL) while the 15 percentage
concentration is referred to as the Upper Explosive Limit (UEL). Hydrogen sulfide is explosive
when present within the range of 4 to 44 percent by volume in air. In addition, hydrogen sulfide
can be immediately dangerous to life and health at concentrations of 100 parts per million. The
State of North Carolina, through its 15A NCAC 13B .0544(d)(1), requires owners or operators of
all C&D landfills to ensure that the facility:
A. Does not exceed 25 percent of the LEL for methane or other explosive gases in facility
structures;
B. Does not exceed the LEL for methane or other explosive gases at the facility property
boundary; and
C. Does not release methane gas or other explosive gases in any concentration that can be
detected in offsite structures.
The LEL means the lowest percent by volume of a mixture of explosive gases in air that will
propagate a flame at 25 C and atmospheric pressure per Rule .0544(d)(5).
Rule .0544(d)(2) requires that a routine methane monitoring program be implemented to ensure
that these standards are met. The type of monitoring will be determined based on soil conditions,
hydrogeologic conditions under and surrounding the facility, hydraulic conditions on and
surrounding the facility, the location of facility structures and property boundaries, and the
location of all off-site structures adjacent to property boundaries. Additionally, frequency of
monitoring shall be quarterly.
Rule .0544(d)(3) requires that if methane or explosive gas levels exceed the specified limits, the
owner or operator must:
A) Immediately take all necessary steps to ensure the protection of human health and
notify the Division;
Section 2 • Regulatory Background
2-2
B) Within seven days of detection, place in the operating record the methane or
explosive gas levels detected and a description of the steps taken to protect human
health;
C) Within 60 days of detection, implement a remediation plan for the methane or
explosive gas releases, place a copy of the plan in the operating record, and notify the
Division that the plan has been implemented. The plan must describe the nature and
extend of the problem and the proposed remedy.
As described in Rule 15A NCAC 13B .0554 (f), this Landfill Gas Monitoring Plan is part of the
Monitoring Plan for the C&D facility. In addition to the Landfill Gas Monitoring Plan, the Facility
Monitoring Plan includes the Water Quality Monitoring Plan.

3-1
Section 3
Gas Control Plan
The gas control plan includes a schedule for reading of monitoring LFG emission levels at
designated locations quarterly and a system for reporting the concentration levels. The
requirements for quarterly monitoring, and the plan for actions if readings exceed safe levels
should, at a minimum, be based on compliance with federal and state regulations.
3.1 Frequency of Routine Monitoring
Rule .0544(d)(1) and (2) states that a quarterly methane monitoring program be implemented to
ensure that the concentration of methane or other explosive gases do not exceed regulatory
limits.
3.2 Monitoring Wells
Currently, landfill gas monitoring wells MGW-1 through MGW-16 are used to monitor the site.
Existing landfill gas monitoring wells, including those associated with future expansions, are
provided on Figure 1. One additional landfill gas monitoring well, MGW-17, will be installed as
part of the Phase 3 expansion.
The new landfill gas monitoring well will be constructed in accordance with the North Carolina
Well Construction Standards described in 15A NCAC 2C and will be completed with a locking
above grade protective cover and 2-foot by 2-foot concrete pad. The well will be fitted with a
stopcock or quick connect fitting. Following installation, the well will be surveyed to State Plane
coordinates. All existing landfill gas monitoring wells were constructed in accordance with the
North Carolina Well Construction Standards described in 15A NCAC 2C and were completed with
locking above grade protective covers and 2-foot by 2-foot concrete pads. Following installation,
the wells were surveyed to State Plane coordinates.
The wellhead caps at each LFG monitoring well were fitted with a stopcock type fittings or quick-
connects to facilitate sampling in accordance with industry and federal standards. Flooded wells
will be replaced with dry wells, if necessary.
3.3 Staffing
LFG monitoring requires a trained technician using calibrated equipment that is designed to
determine the level of methane or hydrogen sulfide escaping the landfill through monitoring
wells and inside structures on the landfill site. Available options include training existing staff,
hiring a special contractor, or hiring and training part-time staff to perform this task.
3.4 Monitoring Procedures
Each regular quarterly monitoring event should begin by checking methane and hydrogen sulfide
levels in the scale-house and any occupied structure on the landfill site. Next, the non-occupied
buildings at the landfill should be checked. Finally, the landfill gas monitoring wells around the
Section 3 • Gas Control Plan
3-2
facility should be checked. Landfill gas shall be monitored with a GEM-2000 Plus landfill gas
meter or equivalent that is capable of reading percent methane, percent LEL, percent carbon
dioxide, and hydrogen sulfide in parts per million.
The following monitoring procedures, as described in the Solid Waste Section Guidance
Documentation for landfill gas monitoring, shall be followed:
The technician using the landfill gas monitoring instrument must understand the principles
of operation and follow the manufacturer's instructions. This includes calibrating the
instrument according to the manufacturer’s specifications.
The following shall be included on the top portion of the landfill gas monitoring form:
facility name, permit number, type and serial number of gas monitoring instrument,
calibration date of the instrument, date and time of field calibration, type of gas used for
field calibration (15/15 or 35/50), expiration date of field calibration gas canister, date of
landfill gas monitoring event, name and position of sample collector, pump rate of
instrument being used, ambient air temperature, and general weather conditions.
Verification that the equipment was calibrated in accordance with the manufacturer’s
specifications is required. When determining which field calibration gas to use, take into
consideration the expected levels of methane in the landfill gas monitoring wells. If the
methane levels are expected to be low, use the 15/15 gas canister (15% CO2/15% CH4). If
the methane levels are expected to be high, use the 35/50 gas canister (35% CO2/50%
CH4).
For every landfill gas monitoring well, verify sample tube purge prior to each sample taken
(should be one minute), the time pumped in seconds (should be at least one minute), barometric
pressure, time stabilized reading collected, percent lower explosive limit, percent methane by
volume, percent oxygen, percent carbon dioxide, and any observations or comments.
The landfill gas monitoring data form and results should be retained in the operating record
unless an exceedance has occurred and/or is requested by the Solid Waste Section.
3.4.1 Monitoring Times
Monitoring times are also important when conducting landfill gas monitoring. Proper landfill gas
monitoring should include sampling during times when landfill gas is most likely to migrate.
Landfill gas can migrate and accumulate not only in landfill gas monitoring wells; it can also
migrate and accumulate in buildings and other structures. Because subsurface gas pressures are
considered to be at a maximum during the afternoon hours, monitoring should be conducted in
the afternoon or whenever the barometric pressure is low.
Scientific evidence also indicates that weather and soil conditions influence the migration of
landfill gas. Barometric pressure and precipitation have significant effects on landfill gas
migration. Increased barometric pressure generates decreased landfill gas venting from the
subsurface, until the pressure within the subsurface is greater than the atmospheric (barometric)
pressure. On the other hand, when the barometric pressure decreases, the landfill will vent the
stored gas until a pressure equilibrium is reached. Capping of a landfill can influence the effect of
Section 3 • Gas Control Plan
3-3
barometric pressure on landfill gas migration. Generally, a more permeable landfill cap will allow
greater influence by barometric pressure than a less permeable landfill cap. As a result, landfill
gas monitoring should be conducted when the barometric pressure is low and soils are saturated.
3.4.2 Sampling Procedures
Any accumulation of landfill gas in the landfill gas monitoring wells may be the result of landfill
gas migration. The following procedure is a recommended example for conducting landfill gas
monitoring well monitoring, but always read and follow the manufacturer’s instructions because
each instrument will be different.
1. Calibrate the instrument according to the manufacturer’s specifications. In addition,
prepare the instrument for monitoring by allowing it to properly warm up as directed by
the manufacturer. Make sure the static pressure shows a reading of zero on the
instrument prior to taking the first sample.
2. Purge sample tube for at least one minute prior to taking reading. Connect the instrument
tubing to the landfill gas monitoring well cap fitted with a stopcock valve or quick connect
coupling.
3. Open the valve and record the initial reading and then the stabilized reading. A stable
reading is one that does not vary more than 0.5 percent by volume on the instrument’s
scale.
4. Record the stabilized reading including the oxygen concentration and barometric
pressure. A proper reading should have two percent oxygen by volume or less. If levels of
oxygen are higher, it may indicate that air is being drawn into the system giving a false
reading.
5. Turn the stopcock valve to the off position and disconnect the tubing.
6. Proceed to the next landfill gas monitoring well and repeat Steps 2 – 5.
If methane or hydrogen sulfide levels detected at the wells exceed the lower explosive limit, the
technician shall immediately follow the action plan presented in Section 4. If the methane or
hydrogen sulfide levels detected within on-site buildings are greater than 25 percent of the lower
explosive limit, the technician shall immediately follow the actions presented in Section 4 of this
report.
3.5 Record Keeping
All readings will be recorded on a standard methane monitoring log form. A sample methane
monitoring log is provided at the end of this section. These forms will be reviewed and initialed
by the landfill supervisor and then placed in the landfill operating records.
These quarterly methane monitoring logs will remain on file at the landfill with other landfill
records. These readings should be available for review by the State upon request.

16
NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice:This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such,
these documents are available for inspection and examination by any person upon request (NC General Statute 132-6).
Facility Name: ______________________________________________ Permit Number: ____________________________
Date of Sampling: ___________________ NC Landfill Rule (.0500 or .1600): _____________________________________
Name and Position of Sample Collector: _________________________________________
Type and Serial Number of Gas Meter: _______________________________ Calibration Date of Gas Meter: ___________
Date and Time of Field Calibration: _____________________
Type of Field Calibration Gas (15/15 or 35/50): ____________ Expiration Date of Field Calibration Gas Canister: ________
Pump Rate of Gas Meter: _____________
Ambient Air Temperature: __________ Barometric Pressure: ______________ General Weather Conditions: _____________
Instructions: Under “Location or LFG Well” identify the monitoring wells or describe the location for other tests (e.g., inside
buildings). A drawing showing the location of test must be attached. Report methane readings in both % LEL and % methane
by volume. A reading in percent methane by volume can be converted to % LEL as follows: % methane by volume = %
LEL/20
If your facility has more gas monitoring locations than there is room on this form, please attach additional sheets listing the
same information as contained on this form.
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments
are true and correct. I am aware that there are significant penalties for making any false statement, representation, or
certification including the possibility of a fine and imprisonment.
_________________________________________ _________________________________________
SIGNATURE TITLE

4-1
Section 4
Detection Plan
Both C&D and the North Carolina Solid Waste Management Rules require a contingency plan for
action if methane or explosive gas levels exceed the regulatory concentration limits. The plan for
action includes the specific step by step actions needed should regulatory limits be detected.
4.1 Actions if Regulatory Limits Detected in Structures
If any structures on the landfill property have detections of methane equal to or greater than 25
percent of the LEL the following actions should be taken:
The building should be immediately evacuated;
the landfill supervisor should be immediately contacted;
all individuals in and around the structure should be ordered to immediately stop smoking;
all space heaters and similar appliances should be immediately disconnected from their
power source;
all doors and windows in the structure which gave the reading should be opened to permit
the methane or explosive gas to escape;
as a precautionary measure, the landfill operator will open doors and windows in all
structures on the landfill property; and
equipment used to take the readings should be tested immediately to verify it was giving
accurate readings.
The technician will then proceed to take readings at all LFG monitoring wells at the landfill. All
levels should be verified and recorded on the LFG monitoring log form. This information,
including the verification that the equipment is providing accurate readings, the current readings,
and the levels at all monitoring locations for the previous three quarters should be provided to
the County's landfill supervisor. The Cabarrus County landfill supervisor will make the decision to
return to business as usual; temporarily evacuate the site; or follow the plan proposed in Section
4.3.
4.2 Actions if Regulatory Limits Detected at Monitoring Wells
If any of the landfill gas monitoring wells measure a level equal to or more than the LEL as
defined by in the Rules, the technician should:
Immediately contact the landfill supervisor; and
recheck the methane levels inside the facility structures. (If levels are close to or exceed 25
percent of the lower explosive level the actions in Section 4.1 should be followed.)
Section 4 • Detection Plan
4-2
Once it is verified that levels inside the buildings are safe, the technician should check and record
readings at all remaining methane monitoring wells on the site. In addition, the equipment used
to take the readings should be tested to verify it is giving accurate readings.
This information, the current readings, and the levels for the previous three quarters should be
provided to the Cabarrus County landfill supervisor who will make the decision to: return to
business as usual; temporarily evacuate the site; or, follow the plan proposed in Section 4.3.
4.3 Compliance Action Plan
If upon verification as described in Sections 4.2, the landfill gas monitoring levels are equal to or
exceed the regulatory limits as defined by state and federal regulations, the following actions are
proposed to comply with state regulations as well as protect the health and safety of the
individuals at or near the C&D landfill.
4.3.1 Immediate Action
If methane or hydrogen sulfide levels exceed the specified limits, the landfill operator or the
landfill supervisor will take immediate action to ensure the protection of human health and
safety. This will include:
evacuate all buildings on the site;
open all doors and windows in buildings on the landfill site;
notify the Cabarrus County Manager’s Office about the concentration levels;
if warranted by the degree of intensity of the methane or hydrogen sulfide concentration,
check the levels in structures near the landfill yet outside the facility boundary;
if warranted by the degree of intensity of the methane or hydrogen sulfide concentration,
evacuate the landfill area or evacuate the area adjacent to the landfill;
notify the State compliance program about the reading;
begin to identify or narrow down the source of the methane or hydrogen sulfide causing
the readings exceeding the regulatory limits (i.e. the path that the gas is taking to the
monitoring location);
begin to identify the extent of the LFG problem; and,
as appropriate, begin to take corrective action to control the methane or hydrogen sulfide
levels in building at the landfill site, at the boundaries to the landfill, and at the landfill site.
4.3.2 Actions Within Seven Days
If methane or hydrogen sulfide levels exceed the regulatory limits, in order to comply with the
Solid Waste rules, the County must take the following actions within seven days:
place in the operating records of the landfill, the gas levels detected; and,
Section 4 • Detection Plan
4-3
provide a description to the Solid Waste Section of the steps taken to protect human health.
It is also suggested that at this time, the operator begin to develop a plan which:
describes the nature and extent of the problem, and
proposes the remedy for the problem.
4.3.3 Actions Within Sixty Days
If methane or hydrogen sulfide levels exceed the specified limits, the County must take the
following actions within 60 days:
implement a remediation plan for the gas release;
place a copy of the plan in the operating record of the landfill; and
notify the appropriate Solid Waste Section official that the plan has been implemented.
4.4 Public Relations and Information
As with any potentially dangerous situation, it is important to keep the public, public service
agencies, and the media informed. False information, inaccurate information, or the lack of
information concerning potential explosions at a public facility could create panic.
If the County Manager determines that a potentially dangerous situation exists, it is
recommended that a one page explanation of the situation be written and distributed to all homes
and businesses within a one-half mile radius of the landfill. This should be done within the first
two to four hours of making the determination that a potential danger to human health and safety
exists. It is recommended that the County Manager appoint one individual to provide information
to; the media; the police authorities with jurisdiction in the area; and area medical facilities. Area
hospitals and police departments may receive calls once the local media releases the story.
Centralizing the flow of information will avoid conflicting information and inaccurate
information. Providing detailed and honest facts about the situation being under control is
critical.
Part 5
Operation Plan

Appendix C
Waste Acceptability Plan

i
Table of Contents

Section 1 Introduction
Section 2 Overview of Waste Acceptability Plan
Section 3 Regulatory Background
3.1 State Regulations......................................................................................................................................... 3-1
3.2 Materials Prohibited from C&D Landfilling ..................................................................................... 3-1
3.3 County Regulations .................................................................................................................................... 3-2
Section 4 Applicability
Section 5 Training
Section 6 General Waste Acceptance Procedures
Section 7 Random Inspections of Incoming Loads
7.1 Selecting Loads for Sampling ................................................................................................................. 7-1
7.2 Screening the Waste Loads ..................................................................................................................... 7-1
7.3 Procedures ..................................................................................................................................................... 7-2
Section 8 Records of Inspections
Section 9 Contingency Plan
Section 10 Responsible Party
Section 11 Fines and Penalties

List of Figures
Figure 8-1 Record of Inspection C&D Waste Screening Data ............................................................. 8-2

1-1
Section 1
Introduction
The Waste Acceptability Plan sets forth the procedures and programs implemented by the solid waste
management staff of Cabarrus County (County) to identify and prevent the disposal of unauthorized
wastes in the construction and demolition (C&D) landfill, in accordance with the Operating Plan. This
plan also presents the policies and procedures established by the County that comply with State
regulations requiring random waste screening by owners of C&D landfills.
The County manages the storage, collection, and disposal of solid wastes in accordance with State
regulations and in a manner that protects the public health, safety, and welfare of residents of
Cabarrus County. Some of the standard operating procedures at the landfill are designed to insure
that unauthorized wastes, as defined by State and County regulations, are not landfilled.
Current County programs and procedures fulfill some State and Federal regulations for waste
screening to detect or prevent landfilling of prohibited or unauthorized solid wastes. Some of these
programs and facilities include:
Hazardous waste awareness certification training for key landfill staff.
County owned and operated drop-off facilities for lead acid batteries, yard waste, used motor oil
and filters, antifreeze, electronics, white goods/scrap metal and whole scrap tires.

Section 1 • Introduction

1-2
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2-1
Section 2
Overview of Waste Acceptability Plan
The Waste Acceptability Plan represents standard operating procedures and contingency plan
requirements being implemented by Cabarrus County at the C&D waste disposal facility to comply
with applicable State and Federal regulations.
The Waste Acceptability Plan:
Identifies the State regulatory requirement for prohibiting the disposal of industrial, hazardous,
liquid, municipal solid waste, and excluded waste in the C&D landfill.
Identifies and defines the wastes that are acceptable for waste disposal.
Describes the required training for facility personnel.
Presents the procedures, decisions, and actions to be taken if a waste load is suspected of
containing an unauthorized waste or is found to contain unauthorized waste, to include
removal of the unauthorized waste.
Explains how records of inspections will be kept and how notification of the proper authorities
will take place if unauthorized waste is discovered.
Specifies the financial and legal responsibility of the County and the waste hauler who brings
the unauthorized waste to the C&D landfill.

Section 2 • Overview of Waste Acceptability Plan

2-2
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3-1
Section 3
Regulatory Background
State and County regulations each prohibit certain categories of waste from being landfilled. This
section presents the regulatory requirements prohibiting certain categories of waste from being
landfilled and the procedures for waste screening.
3.1 State Regulations
North Carolina State Solid Waste Management Rules 15A NCAC 13B .0544 (e) require that owners and
operators of all C&D landfill units implement a program at the facility for detecting and preventing the
disposal of industrial, hazardous, liquid, municipal solid waste, and excluded waste. This program
must include:
Random inspections of incoming loads.
Records of any inspections.
Training of facility personnel to recognize industrial, hazardous, liquid, municipal solid waste,
and excluded waste.
A contingency plan to properly manage any identified industrial, hazardous, liquid, municipal
solid waste, or excluded waste to include identification, removal, storage and final disposition of
the waste.
3.2 Materials Prohibited from C&D Landfilling
By North Carolina regulations, a C&D landfill shall only accept for landfilling those wastes which it is
permitted to receive. According to Rule .0542 (e) the following wastes are prohibited from disposal at
C&D landfills:
1. Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty and
perforated to ensure that no liquid, hazardous or municipal solid waste is contained therein.
2. Garbage as defined in G.S. 130A-290(a)(7).
3. Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste from
conditionally exempt small quantity generators.
4. Industrial solid waste, unless a demonstration has been made and approved by the Division
that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A).
5. Liquid wastes.
6. Medical waste as defined in G.S. 130A-290(a)(18).
7. Municipal solid waste as defined in G.S. 130A-290(a)(18a).
8. Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761.
Section 3 • Regulatory Background

3-2
9. Radioactive waste as defined in G.S. 104E-5(14).
10. Septage as defined in G.S. 130A-290(a)(32).
11. Sludge as defined in G.S. 130A-290(a)(34).
12. Special wastes as defined in G.S. 130A-290(a)(40), including asbestos.
13. White goods as defined in G.S. 130A-290(a)(44).
14. Yard trash as defined in G.S. 130A-290(a)(45).
15. The following wastes cannot be received if separate from C&D landfill waste: lamps or bulbs
including but not limited to halogen, incandescent, neon or fluorescent; lighting ballast or
fixtures; thermostats and light switches; batteries including but not limited to those from exit
and emergency lights and smoke detectors; lead pipes; lead roof flashing; transformers;
capacitors; and copper chrome arsenate (CCA) and creosote treated woods.
16. C&D waste that has been shredded, pulverized, or processed to such an extent that the
composition of the original waste cannot be readily ascertained unless the material has been
received from a facility permitted by an authorized regulatory authority. The permitted
facility must be inspected by the regulatory authority, and have a primary purpose of
recycling and reusing C&D material.
The County shall not knowingly dispose of any type or form of C&D waste that is generated within the
boundaries of a unit of local government that by ordinance:
Prohibits generators or collectors of C&D waste from disposing that type or form of C&D waste.
Requires generators or collectors of C&D waste to recycle that type or form of C&D waste.
3.3 County Regulations
The County only accepts, for disposal, materials it is permitted to receive by the State solid waste
operating permit.
The County reserves the right to turn away any waste hauling vehicle containing materials it is not
permitted to accept based on Federal or State regulations and which in its judgment require special
handling or cannot safely be managed by the operating staff at the Cabarrus County C&D landfill.

4-1
Section 4
Applicability
The Waste Acceptability Plan and related programs apply to all wastes identified in the current
NCDEQ Permit to Operate, dated September 4, 2014 for Facility Permit No. 1302.
This plan prohibits the disposal of wastes as outlined in Section 3.2. Scrap tires are not included in
this waste acceptability plan primarily because of recycling efforts to achieve waste reduction. The
Cabarrus County C&D waste facility currently accepts up to five whole tires at a time from residents
for recycling purposes only. Tire scraps, more than five tires at a time, and tires from commercial
businesses are not accepted for drop off. Commercial businesses are directed to take their tires to US
Liberty Tire Recycling and are reimbursed for all tires that originated in North Carolina.

Section 4 • Applicability

4-2
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5-1
Section 5
Training
A responsible individual certified in landfill operations shall be onsite at all times during operating
hours of the facility and while open for public use. The Solid Waste operator has been instructed in
the procedures, described in this plan, to follow if industrial, hazardous, liquid, municipal or excluded
waste, outlined in Section 3.2, is identified or suspected in a waste load received at the landfill.

Section 5 • Training

5-2
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6-1
Section 6
General Waste Acceptance Procedures
As part of the standard operating procedures at the Cabarrus County C&D landfill, all drivers of
incoming loads are questioned about the content and source of their waste load. Scale house
operators and landfill staff, who are trained to recognize wastes prohibited from being disposed of in
the C&D landfill, have the authority to:
Detain a waste load from entering the facility.
Request additional information from the driver about the waste load.
Temporarily prohibit the waste load from being disposed of at the working face.
Contact the landfill supervisor who has the authority to reject the waste load.
The general waste acceptance procedure begins with a visual inspection by landfill staff and
questioning of the driver as to the contents of the waste load. Depending on the assessment by landfill
staff, the load is either:
Determined to contain permitted C&D waste as stated in the current operating permit.
Determined to contain waste that is prohibited from disposal at the C&D landfill and diverted to
the appropriate waste disposal facility.
The landfill supervisor is contacted for a further screening.
If the load is disposed of at the C&D landfill working face and is found to contain industrial, hazardous,
liquid, municipal or excluded waste, as summarized in Section 3.2, the party who brought the waste to
the landfill will be required to cover all costs associated with removal, treatment, and safe disposal of
that waste load, as well as any contaminated soil and surrounding contaminated material which may
have occurred as a result of unloading the prohibited waste. Verification of proper disposal of the
waste and any additional testing of the soil in the immediate disposal area will be the legal and
financial responsibility of the party who brought the waste to the landfill, to insure that no
contamination remains.

Section 6 • General Waste Acceptance Procedures

6-2
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7-1
Section 7
Random Inspections of Incoming Loads
While all loads entering the C&D landfill are visually screened by landfill staff, detailed inspections of
each waste load are not generally conducted. As a result, random inspections are used to provide a
reasonable means of adequately controlling the receipt of prohibited wastes.
7.1 Selecting Loads for Sampling
Waste loads will be selected for screening based on general principals of random sampling. In
selecting a random sample, it is necessary to first identify or define the entire population from which
the sample could be selected. Then it is necessary to give each individual member of that population
an equal chance of being selected as a sample. While there is no legal requirement that the waste
loads being selected for screening be "a random" sample, it is important to the overall validity of the
program that the time and money spent by the County for this mandated screening be cost effective.
It is typical that waste is collected from most commercial, industrial, manufacturing, and institutional
operations on a weekly basis; therefore, it is probable that if all waste loads for any one week were
sampled, each load would have an equal chance of being selected. However, the composition of waste
loads vary throughout the year and therefore sampling should occur throughout the year.
The following annual schedule provides a basic format for selecting waste loads for random screening.
This schedule is only recommended and may be varied:
50 waste loads will be screened over a 12 month period with an average of 4-5 loads per month.
The exact days and loads to be sampled will remain random.
7.2 Screening the Waste Loads
Waste loads selected for random screening will be directed to an area adjacent to the working face of
the C&D landfill where the driver will be questioned about the contents of the load before being
deposited in the screening area. A random inspection form will be completed for all loads selected for
screening. Upon answering the necessary questions for the waste screening form and before
discharging the waste load, the waste load may be released. Because this load has been randomly
selected for waste screening, release of the waste load is not intended to imply the County ultimately
accepts the waste load.
If discharged for inspection the waste load will be spread over the area for easy visual inspection
using a front end loader or similar piece of equipment. Only trained waste screening personnel,
wearing protective safety equipment should come in physical contact with the waste contained in the
load selected for screening.
Upon verification that the C&D waste passes the screening and is acceptable, the County will officially
accept it for disposal. The waste load will then be transported to the working face of the C&D landfill
for disposal.
Section 7 • Random Inspections of Incoming Loads

7-2
7.3 Procedures
If a waste load is suspected of containing prohibited materials, the County Sustainability Manager and
waste hauler are to be immediately contacted and requested to send authorized representatives to the
site. Based on the discretion of the Sustainability Manager, the Cabarrus County Emergency
Management may be contacted to come to the site to determine if the materials are prohibited wastes.
The following procedures will be followed after a determination is made as to the type of waste.
If the wastes are determined to be permitted for disposal in the C&D landfill under the current
operating permit, the County will absorb the costs for testing.
If the wastes are found to be either industrial, liquid, or municipal solid waste, the hauler will
be billed for the testing and be required to immediately remove the waste and transport to the
appropriate waste disposal facility. The hauler will also be required to cover all costs
associated with site clean-up and verification that the C&D landfill screening area is safe.
If the wastes are found to be hazardous, the hauler will be billed for the testing and will be
required to demonstrate to the County and the State that it was disposed of properly. The
hauler will also be required to cover all costs associated with site clean-up and verification that
the C&D landfill screening area is safe.
If the wastes are not removed within 24 hours, as required by the County, the County shall have the
wastes removed and disposed of properly and bill the waste hauler for all the costs associated with
their removal and site cleanup.
Within one business day the County will confirm in writing via certified mail to the NCDEQ and the
waste hauler, the attempted illegal disposal of prohibited waste, the actions taken by the County, and
the disposition of the waste. If a hauler is found to have attempted to dispose of prohibited materials
in the C&D landfill, future additional waste screening for that hauler may be required. This additional
screening could include screening every load of the hauler who has been previously found to be in
violation. The County also reserves the right to refuse all future waste loads from a hauler found to be
in violation.

8-1
Section 8
Records of Inspections
Figure 8-1 presents a sample random inspection form. It will be completed for every waste load
screened through the random inspection program and for every incident where landfill staff suspects
that a waste load may contain prohibited or hazardous waste or if the driver cannot verify that these
suspicions are false. The form will be completed by landfill waste screening staff, and if appropriate,
signed by the waste driver. All records will be kept on file at the landfill where the waste load was
received.

Section 8 • Records of Inspections

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Cabarrus County Solid Waste Management Department
4441 Irish Potato Road
Concord, NC 28025
704-920-2950
RECORD OF INSPECTION
Day: ________________________________ Time Crossed Scales: _________________________________
Truck Owner: _________________________ Driver Name: ________________________________________
Truck Type: _________________________________________________________________________________
Vehicle ID# or Tag #: _________________________________________________________________________
Weight: _____________________________________________________________________________________
Tare: _______________________________________________________________________________________
Waste Generating Company/Source: ____________________________________________________________
Reason Load Inspected: ________ random inspection ________ staff initials
________ detained by scale house ________ staff initials
________ detained by LF operating staff ________ staff initials
Approved County "Special Waste Determination" letter present _______ Yes _______ No ________ N/A
Description of waste load: _____________________________________________________________________
____________________________________________________________________________________________
____________________________________________________________________________________________
Disposition: Load Accepted (signature) ______________________________Date: ______________________
Load Not Accepted (signature) ___________________________Date: ______________________
Reason Load Not Accepted: (complete this section only if waste NOT ACCEPTED)
Description of Suspicious Contents:
color ________ Haz. Waste markings ________
texture ________ smell ________
drums present ________ approx Cu. Yds. present in load ________
approx tons present in load ________
Dare County Emergency Management Contacted: ______________________Yes __________________No
Hazardous or dangerous materials present: ____________________________________________________
(Cabarrus County Emergency Management test results or verification attached)
Hauler notified (if waste not accepted)
Phone: _________________________________ Time person contacted: ______________________
Other observations: __________________________________________________________________________
____________________________________________________________________________________________
____________________________________________________________________________________________
Final Disposition: ____________________________________________________________________________
Signed by: _______________________________________________________________Date: _____________
(Waste Screening Inspector or Landfill Supervisor)
cc: Landfill
Cabarrus County Solid Waste Management
Figure 8-1

9-1
Section 9
Contingency Plan
If during a random screening or during regular operation of the C&D landfill, hazardous materials or
materials defined by the waste screening plan as dangerous are discovered at the C&D landfill, the
landfill supervisor on duty is to contact appropriate emergency personnel (911) and request their
immediate action to remove and safely dispose of the hazardous waste. Written notification to the
State will take place within the first business day of the discovery of such materials. A completed
inspection form, letters of notification, and test results will be filed as required under Section 8 of this
document.

Section 9 • Contingency Plan

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Section 10
Responsible Party
The legal responsibility for all waste entering the landfill remains with the waste hauler until such a
time the waste is determined to be permitted C&D waste and is accepted by the County. The County
does not accept the legal responsibility of prohibited waste being landfilled in the C&D landfill. The
hauler is defined as the responsible party who attempted to, either knowingly or unknowingly,
illegally dispose of prohibited waste in the C&D landfill. The hauler shall be billed by the County for all
costs associated with the illegal disposal of prohibited waste. This includes, but is not limited to, costs
related to testing the waste, removing the prohibited waste from the C&D landfill, the cost of
transporting the prohibited waste to an appropriate waste disposal facility, any disposal fees, and for
any related site clean-up and testing.
If, after testing by Cabarrus County Emergency Management or the County's authorized contractor,
the waste load is found to be acceptable for disposal in the C&D landfill, the County will accept the
legal responsibility and any related costs.
If Cabarrus County Emergency Management or the County's authorized contractor finds that the
waste load contains hazardous or regulated materials, the waste hauler and/or the business
generating the waste will absorb the costs for removal, site cleanup, testing and disposal. If further
testing indicates that the materials could legally be landfilled, the County will be assumed to have
"acted in good faith" to protect the public health and safety by refusing to landfill the waste. The
County in this instance will not reimburse any costs associated with removal, site cleanup, testing or
disposal of the waste material.

Section 10 • Responsible Party

10-2
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11-1
Section 11
Fines and Penalties
Cabarrus County reserves the right to assess fines and penalties to any person or hauler found to have
attempted to landfill waste prohibited from being disposed of in the C&D landfill in accordance with
State regulations.

Section 11 • Fines and Penalties

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Part 5
Operation Plan

Appendix D
Operation Plan Drawings

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6

Cabarrus County C&D
Landfill
Substantial Amendment and
Phase 3 Permit to Construct
Application
Closure/Post-Closure Plan

Cabarrus County, North Carolina
October 2016

i
Table of Contents

Section 6 Closure/Post-Closure Plan
6.1 Closure Plan ..................................................................................................................................................... 6-1
6.1.1 Construction of Cap System ......................................................................................................... 6-1
6.1.1.1 Final Cover System ............................................................................................................ 6-1
6.1.1.2 Gas Collection System ...................................................................................................... 6-2
6.1.2 Estimate of Largest Closure ......................................................................................................... 6-2
6.1.3 Estimate of Maximum Waste Disposal Capacity ................................................................. 6-2
6.1.4 Landfill Closure Sequence ............................................................................................................. 6-3
6.1.4.1 Determination of Closure Area .................................................................................... 6-3
6.1.4.2 Notification of Intent to Close ....................................................................................... 6-3
6.1.4.3 Develop Closure Schedule .............................................................................................. 6-3
6.1.4.4 Prepare Construction Contract Documents............................................................ 6-4
6.1.4.5 Develop Final Closure Schedule................................................................................... 6-4
6.1.4.6 Selecting a General Contractor ..................................................................................... 6-4
6.1.4.7 Securing Borrow Material for Landfill Cover ......................................................... 6-4
6.1.4.8 Certification of Closure Construction ........................................................................ 6-4
6.1.4.9 Record of Notation to Deed ........................................................................................... 6-4
6.1.5 Financial Assurance ......................................................................................................................... 6-4
6.2 Post-Closure Plan .......................................................................................................................................... 6-4
6.2.1 Maintenance and Monitoring Activities .................................................................................. 6-5
6.2.1.1 Final Cover System ............................................................................................................ 6-5
6.2.1.2 Groundwater Monitoring Wells ................................................................................... 6-5
6.2.1.3 Landfill Gas Monitoring and Control System ......................................................... 6-6
6.2.2 Erosion and Sedimentation Control System ......................................................................... 6-6
6.2.3 Certification of Post-Closure ........................................................................................................ 6-7
6.2.4 Name of Individual Responsible for Post-Closure Maintenance .................................. 6-7
6.2.5 Planned Use of Landfill After Closure ...................................................................................... 6-7
6.2.6 Financial Assurance ......................................................................................................................... 6-7

List of Tables
Table 6-1 Closure Sequence.............................................................................................................................. 6-3
Table 6-2 Closure Cost Estimate (Revised October 2016) ................................................................6-11
Table 6-3 Post-Closure Cost Estimate (Revised October 2016) .....................................................6-12

List of Figures
Figure 6-1 Proposed Final Cover System .................................................................................................... 6-2
Figure 6-2 Proposed Passive Gas Vent Design ......................................................................................... 6-9

6-1
Section 6
Closure/Post-Closure Plan
6.1 Closure Plan
The North Carolina Solid Waste Regulation Section Rule 15A NCAC 13B .0543(a) requires construction
and demolition (C&D) landfill owners/operators to prepare a closure plan that describes the steps
necessary to close a C&D landfill. This closure plan establishes, design criteria for the closure cap
system and the gas collection system, a closure sequence and proposed construction schedule, and
other important information relating to closure.
This Closure Plan document specifically addresses the acceptance of waste for the Phase 3 expansion
area, at the Cabarrus County C&D Landfill, located at 4141 Irish Potato Road (SR2411) in Concord,
North Carolina 28205, included under Facility Permit 13-02.
6.1.1 Construction of Cap System
6.1.1.1 Final Cover System
The final cover system has been designed to minimize the amount of storm water infiltration into the
landfill and to resist erosive forces. The 2.2-acre Phase 3 expansion area will be unlined similar to the
0.7-acre Phase 2 expansion.
The Phase 3 expansion and existing unlined C&D landfill areas will receive a three foot thick final
cover system consisting of the following layers (listed from top to bottom):
An 18-inch Erosion Layer consisting of soil capable of supporting native plant growth.
An 18-inch Low-Permeability Barrier Layer of earthen material with permeability no greater
than 1.0x10-5 cm/s.
Figure 6-1 provides a detail of the proposed final cover system.
Details with regard to the QCL and QAL laboratory test procedures during closure construction are
presented in this document under Section 4 - CQA Plan.
The post-settlement grades of the top surface area will be a minimum of 5% to ensure proper runoff.
Closure side slopes will not exceed 3:1 per the initial approved expansion permit application dated
September 2014.

Section 6 • Closure/Post-Closure Plan

6-2

18-inch Erosion Layer

18-inch Low-Permeability Barrier
Layer

C&D Waste

Figure 6-1 Proposed Final Cover System

6.1.1.2 Gas Collection System
The placement of a low-permeability final cover system will minimize the release of landfill gas
generated during the post-closure period. To minimize landfill gas (LFG) pressures exerted on the
final cover system, passive LFG vents will be used. The exact location of the vertical gas vents will be
determined at the time of closure. Generally, one vertical gas vent per acre is anticipated to be
installed. A bentonite seal and geosynthetic boot will be installed around the base of each vertical gas
vent to prevent storm water infiltration. Figure 6-2 provides a detail of the proposed passive gas vent
design.
6.1.2 Estimate of Largest Closure
The original C&D unlined landfill area (7.8 acres), Phase 1-Cell 1 expansion (0.8 acre), Phase 2 area
expansion (0.7 acre), and the proposed Phase 3 area expansion (2.2 acres) account for the total
unlined disposal area of 11.5 acres.
6.1.3 Estimate of Maximum Waste Disposal Capacity
The maximum amount of waste that is expected to be disposed of within the Phase 3 area of the C&D
landfill was calculated using AutoCAD Civil 3D 2012 software. The total gross airspace available
between the proposed top of base grade (bottom of waste) and top of final cover is approximately
175,971 cubic yards (CY). This represents the total Phase 3 gross airspace available and includes
waste disposal, final and intermediate cover materials, as well as operational cover material. Based on
airspace estimates for the initial C&D disposal area and the Phase 1-Cell 1, Phase 2 and 3 expansions,
the estimated maximum gross C&D disposal capacity for the landfill is approximately 748,936 CY. The
final cover material required to construct a 3-foot thick cover system for the entire unlined C&D
landfill area (11.5 acres total surface area) is 55,660 CY. The estimated net airspace available for
waste and daily cover for the C&D landfill is equal to the gross airspace available minus the final cover
system which equals approximately 693,276 CY.
The C&D in-place density including daily cover soils is anticipated to be approximately 0.51 tons per
cubic yard (CY), which is based on historical data. Therefore, the maximum amount of waste estimated
Section 6 • Closure/Post-Closure Plan

6-3
to be placed in the entire C&D landfill is approximately 353,571 tons. This is further addressed in
Section 2.2 of the Facility Plan, presented with this application.
6.1.4 Landfill Closure Sequence
The landfill closure sequence is summarized in Table 6-1 and described in the following sections.
6.1.4.1 Determination of Closure Area
If Phase 4 is not constructed, the County intends to close the entire C&D landfill once Phase 3 airspace
is exhausted. Closure procedures will not be initiated until the entire C&D landfill is within 10 feet of
final grade.
When the C&D landfill area has reached final grade, the County will begin the closure process no later
than 30 days after the final receipt of waste. However, if the area has not reached final grade and there
is reasonable likelihood that additional waste will be received in the near future, then closure
activities will begin no later than one year after the most recent receipt of waste.
Table 6-1 Closure Sequence

6.1.4.2 Notification of Intent to Close
Once the County has determined that the landfill will be closed, a Notice of Intent to Close must be
placed in the Operating Record and the SWS must be notified of the action in accordance with Rule
.0543(c)(4). The final cover design, area to be closed and scheduling of closure activities shall be
reviewed and updated as necessary.
6.1.4.3 Develop Closure Schedule
The County will prepare a schedule for bidding and construction of the closure. Closure activities must
be completed within 180 days of beginning closure unless the County gains approval from the SWS by
demonstrating that the construction period, by necessity, will require an extended schedule and that
measures to protect human health and the environment have been implemented in the interim.

Closure Sequence
Activity Process Date
Determination of Closure Area and Initiate Closure
Process
No later than 30 days after the final receipt of waste
Notification of Intent to Close Once an area has been determined to be closed
Develop Closure Schedule for Closure Activities
Prepare Construction Contract Documents
Develop Final Closure Schedule Once the SWS has commented on the closure
schedule
Select a General Contractor After receiving sealed bids
Closure Construction Closure activities must be completed within 180
days of beginning closure activities or as otherwise
approved
Certification of Closure Construction At completion of construction
Record Notation to Deed After final closure of property
Section 6 • Closure/Post-Closure Plan

6-4
6.1.4.4 Prepare Construction Contract Documents
For the purpose of bidding, construction documents will be prepared for the C&D landfill area to be
closed. The bidding documents will allow contractors to estimate the quantity of materials needed to
properly implement the closure plan, as well as estimating the construction costs.
6.1.4.5 Develop Final Closure Schedule
Once the SWS has reviewed and commented on the closure schedule, the County will prepare a final
schedule for bidding and construction of the closure activities.
6.1.4.6 Selecting a General Contractor
After receiving sealed bids, a contractor will be awarded the job of constructing the final cover system
according to the approved closure plan. The contractor will be required to complete all closure
activities within 180 days of beginning such activities, or as otherwise approved by the SWS.
6.1.4.7 Securing Borrow Material for Landfill Cover
The material to be used for construction of the closure cap system will be obtained primarily from
onsite sources. Offsite sources, as needed, will be selected based on proximity to the site, ability to
provide material according to project specifications, and cost.
6.1.4.8 Certification of Closure Construction
A certification verifying that the closure was completed in accordance with the closure plan, contract
documents and signed by a registered professional engineer licensed in the State of North Carolina
will be made part of the Operating Record. The County will also notify the SWS that the certification
has been placed in the Operating Record. The Engineer of Record will also prepare a Construction
Quality Assurance report for submittal to the SWS presenting the record drawings and quality
assurance documents compiled during construction certifying to the completion of the closure project
in accordance with the plans and specifications and good engineering practices.
6.1.4.9 Record Notation to Deed
After final closure of the property, a notation will be placed on the deed to the property stating that
the property was used as a landfill facility, and its use is restricted under the closure plan approved by
the SWS.
6.1.5 Financial Assurance
The cost estimate for closure will be annually adjusted to account for inflation and any changes in
conditions at the facility or in the design. If conditions call for a reduction in the amount to be
financially assured, approval of the SWS must be obtained prior to officially reducing the amount.
Per Rule 13B .0546(c)(1)(B), the County will annually adjust the closure cost estimate for inflation
within 60 days prior to the anniversary date of the established financial instrument. Cabarrus County
uses the local financial government test, and therefore is required to update the closure cost estimate
for inflation within 30 days after the close of the fiscal year and before submission of updated
information to the Division. Table 6-2 has been attached presenting an estimate of closure costs.
6.2 Post-Closure Plan
North Carolina Solid Waste Regulation 15A NCAC 13B Section .0543(a) requires that
owners/operators of C&D landfills prepare a post-closure plan. The purpose of the plan is to provide
Section 6 • Closure/Post-Closure Plan

6-5
the necessary information for preserving the integrity of the landfill facility during its post-closure life.
The post-closure plan is to specifically address maintenance activities for the closure cap, landfill gas
monitoring system, groundwater monitoring wells, and erosion and sedimentation control measures
at the C&D landfill immediately following closure for a period of up to 30 years. The post-closure plan
shall also address certification and financial assurance requirements.
Post-closure care will begin immediately following final closure of the landfill. Post-closure care may
be decreased from the minimum time period of 30 years specified in the regulations if the County can
demonstrate that the reduced period will pose no threat to human health or the environment.
However, the SWS reserves the right to increase the post-closure care period if it is deemed necessary
to protect human health and the environment.
6.2.1 Maintenance and Monitoring Activities
Post-closure maintenance and monitoring activities for the C&D landfill are described in the following
sections.
6.2.1.1 Final Cover System
Inspection of the final cover system will take place quarterly and encompass the entire landfill. Items
of concern that are to be noted by the inspector include but are not limited to: signs of erosion (ruts,
sediment migration, etc.), patches of stressed or dead vegetation, animal burrows, recessed areas or
ponding, differential settlement, leachate seepage including stains and/or flowing leachate, cracks in
the cap, damaged gas vents and the growth of tree saplings (especially species with tap roots).
Following each inspection, a summary report of the condition of the cover and the items of concern
shall be recorded in the post-closure log book for the facility. Areas that require further attention shall
be photographed and delineated on a map of the facility. These items should also be entered in the log
book. Since post-closure inspection personnel will most likely change during the post-closure period,
the post-closure log book should be kept in a standardized format that allows for new inspection
personnel to easily review the results of past post-closure inspections of the site.
Action shall be taken immediately to address any items of concern identified during the inspection.
Obvious repair items should be performed under the supervision of the County staff responsible for
post-closure maintenance. If an item of concern requires further study to determine a course of action,
the engineering firm responsible for closure design shall be contacted for consultation.
As part of general maintenance, the vegetative cover should be mowed at least twice a year to
suppress weed and brush growth. If vegetative cover is not adequate in any particular area, soil
amendments should be applied as necessary and the area reseeded in order to re-establish vegetation.
Insecticides may not be used to eliminate insect populations that may be detrimental to the
vegetation, as the use of insecticides may also impact site groundwater quality. Animal burrows and
eroded or depressed areas shall be filled in with compacted soil and reseeded.
6.2.1.2 Groundwater Monitoring Wells
Inspection of the groundwater monitoring wells will take place semi-annually during sampling events.
The inspection will consist of verifying the condition of the monitoring wells to ensure that they are
providing representative samples of the ground water being collected. The inspector should note the
following:
Section 6 • Closure/Post-Closure Plan

6-6
The total depth of the well is to be recorded every time a water sample is collected or a water
level reading is taken to check if sediment has accumulated in the well. If sediment build-up has
occurred, the sediment shall be removed by pumping or bailing.
If turbid samples are collected from a well, redevelopment of the well will be necessary.
The above-ground protective casing is to be inspected for damage. The protective casing should
be in good structural condition and free of any cracks or corrosion. The lockable cover and lock
should also be checked and the locks replaced when no longer working.
The surface seals are to be inspected for settling and cracking. If the seal is damaged in any way,
the seal shall be replaced.
The well casing and cap are to also be inspected. The casing and cap should be in good
structural condition and free of any cracks or corrosion. Debris shall be removed from around
the cap to prevent it from entering the well.
The condition of the groundwater monitoring system is to be recorded in the post-closure log book
following each sampling event. Monitoring of the groundwater wells shall be performed as described
in the groundwater monitoring plan.
6.2.1.3 Landfill Gas Monitoring and Control System
Inspection of the landfill gas monitoring system is to take place on a quarterly basis. The inspection
shall consist of verifying the condition and operation of the passive gas vents and gas monitoring
wells. The full depth of all gas monitoring wells shall be checked for blockage that may be caused by
settlement or cracks in the casing. At least once a year, all gas wells shall be tested with an air pump to
ensure they are free-flowing. A summary of each inspection of the landfill gas monitoring system is to
be recorded in the post-closure log book along with photographs of any items of concern.
Gas readings at gas monitoring wells shall be conducted quarterly, or as otherwise approved by the
Division.
If any vents or wells are not working properly, they should be flushed and pressure cleaned. If all
attempts to repair a vent or well are unsuccessful, a replacement will be installed.
6.2.2 Erosion and Sedimentation Control System
Inspection of the erosion and sedimentation control system is to occur semi-annually and after major
storm events. During each inspection, the elements of the system including drainage ditches, drainage
pipes, sedimentation ponds, and inlet/outlet structures shall be checked for obstructions and the need
for repairs. Drainage ditches shall be inspected for obstructions, erosion of side slopes, loss of
vegetative cover, excessive buildup of sediment, or any other item that may prevent the proper
functioning of the ditch. Drainage piping shall be checked for blockages and the inlets/outlets
inspected for undercutting, erosion and sediment buildup. The sediment level in the sedimentation
ponds is to be measured periodically to determine if sediment removal is required. The condition of
the riser/barrel is to also be checked to ensure that adequate gravel surrounds the riser and that the
barrel is not filled with sediment. The berms at each basin location shall also be inspected for stability
and the need for repairs. Following each inspection, a summary report is to be entered into the post-
closure log book along with photographs of any items of concern.
Section 6 • Closure/Post-Closure Plan

6-7
Maintenance and/or repairs are to be performed immediately following inspection and need to make
repairs.
6.2.3 Certification of Post-Closure
Following completion of the post-closure care period, a written certification verifying that post-
closure care was performed in accordance with the post-closure plan and signed by a registered
professional engineer licensed in the State of North Carolina will be made part of the Operating
Record. The County will notify the SWS that the certification has been placed in the Operating Record.
6.2.4 Name of Individual Responsible for Post-Closure Maintenance
Mr. Kevin Grant of Cabarrus County is currently responsible for operations and maintenance of the
site. Mr. Grant can be reached at the following address:
Mr. Kevin Grant, Sustainability Manager
Cabarrus County General Services Department
242 General Services Drive
Concord, North Carolina 28025

Mr. Grant most likely will not be employed with Cabarrus County throughout the entire 30 year post-
closure period. A new individual will be appointed at the time Mr. Grant’s employment with the
County ends.

6.2.5 Planned Use of Landfill After Closure
There are no current planned uses for the landfill site after closure. The property will remain County
property, maintained by the County, with public access prohibited.

6.2.6 Financial Assurance
Cabarrus County will submit a financial assurance package to the SWS in accordance with the criteria
set forth under Rule .0546.

Per Rule 13B .0546(c)(3)(B), the County will annually adjust the post-closure cost estimate for
inflation within 60 days prior to the anniversary date of the established financial instrument. Cabarrus
County uses the local financial government test, and therefore is required to update the post-closure
cost estimate for inflation within 30 days after the close of the fiscal year and before submission of
updated information to the Division. Table 6-3 has been attached presenting an estimate of post
closure costs.

Section 6 • Closure/Post-Closure Plan

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Figure No. 6-2
Gas Vent
Table 6-2
Closure Cost Estimate
Cabarrus County C&D Landfill
Cabarrus County, North Carolina
(Revised October 2016)
Quantity Unit Cost Total
Final Cover System
Grade Intermediate Cover - Assume Stripping, grinding
vegetation, and Placement of 6" of Additional Cover Material
12 ac $12,500.00 $150,000
Cap System Component (Active & unlined expansion area w/ a
soil cap)
a.         18” Low Permeability Layer 58080 sy $7.50 $435,600
b.         6” Erosion layer 58080 sy $2.50 $145,200
Temporary Erosion Control 12 ac $4,500.00 $54,000
Permanent Erosion Control
Diversion Berms/Downdrains/diversion channels 12 ac $25,000.00 $300,000
Landfill Gas Management
Vertical Gas Vents (12@ Avg. Dept of 10’)120 vf $125.00 $15,000
Gas Monitoring Wells (2@ Avg. Depth of 20’)40 vf $56.00 $2,240
Surveys 12 ac $1,250.00 $15,000
Landscaping
Seeding, Fertilizing & Mulching 12 ac $4,300.00 $51,600
Indemnification 1 ls $5,000.00 $5,000
Subtotal $1,173,640
Bonds and Mobilization/Demobilization (5% of Subtotal)$58,682
Engineering Services, CQA/CQC (20% of Subtotal)$234,728
Contingency (15% of Subtotal)$176,046
Total $1,643,096
Cost per Acre $136,925
1. The material quantity is as measured in-place and compacted.
2. Engineering services include bid documents, construction administration and observation, and CQA report
Table 6-3
Post-Closure Costs Estimate
Cabarrus County C&D Landfill Facility
Cabarrus County, North Carolina
(Revised October 2016)
Quantity Unit Cost Total
Monitoring
a. Active (Phase 1) C&D Landfill w/(4) Groundwater
Monitoring Wells and (1) Surface Water Sample Location
(CD-1s,CD-1d, CD-2, CD-7, CD-8, CD-9 and SW-3) and
QA/QC Samples Analyzed Semi-Annually for 30 years.
60 events $3,230 $193,800
b. Unit 1 MSW Landfill w/(5) Groundwater Monitoring
Wells (MW-5, MW-7, MW-8A, MW-10 and MW-11) and
QA/QC Samples Analyzed Semi-Annually for 15 years.
20 events $3,230 $64,600
c. Unit 2/3 MSW Landfill & C&D LF Closure w/(20)
Groundwater Monitoring Wells (MW-1, MW-3, MW-3d, MW-
9, MW-A, MW-B, MW-C, MW-D, MW-E, MW-E deep, MW-F,
MW-G, MW-H, MW-H deep, MW-I, MW-J, MW-K, MW-L,
MW-L deep and MW-M, (4) Assessment Groundwater
Monitoring Wells (AMW-1s, AMW-1d, AMW-2s and AMW-
2d, and (2) Surface Water Sample Locations (SW-2 and SW-3)
and QA/QC Samples Analyzed Semi-Annually for 30 years.
44 events $24,140 $1,062,160
6 Landfill Gas Wells Sampled and Analyzed Quarterly for 30
years.
120 events $460 $55,200
Groundwater Remediation and Site Maintenance
Groundwater remediation activities 15 yr $20,000 $300,000
Fencing, Gates, Signs, etc.30 yr $1,000 $30,000
Access Roads 30 yr $2,000 $60,000
Mowing 30 yr $5,100 $153,000
Stormwater Structures 30 yr $5,000 $150,000
Final Cover System Inspection & Repair 30 yr $15,000 $450,000
Groundwater and Gas Monitoring Wells 30 yr $1,000 $30,000
Admin., Recordkeping, and Engineering (incl. annual fees)30 yr $20,000 $600,000
Subtotal $3,148,760
Contingency (5% of Subtotal)$157,438
TOTAL $3,306,198
ANNUAL COST $110,207