SW3170302_HISTORICAL FILE_20170329

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE I IZAaO
YYYYMMDD

E
N
GIN
EERING
2013-A Van Buren Avenue
Indian Trail, NC 28079
[phone] phone/[phone] fax
www.eagleonline.net
Letter of Transmittal
Attention: Mr. Mike Randall
Slormwater Permitting Program - NCDEMLR
512 North Salisbury
Raleigh, NC 27604
Date: 03/1412017
EEI Job Number:
5213
Re: The Ridge at Wesley Chapel
NC. Highway 84
Wesley Chapel, NC
Delivered by: Z Hand ❑ UPS ❑ Mail ❑ Fedex ❑ Courier ❑ Other
We are transmitting the following items:
❑ Prints ❑ Copy of Letter ❑ Specifications ✓❑ Application ❑ Mylars ❑ Report
,/❑ Plans ❑ Shop Drawings ✓❑ Calculations ❑ As Builts ❑✓ Check ❑ Other
No.
Date
Copies
Items to be Transmitted
1
03/14/16
2
SWU-101 w/ Required Documents (Original & 1 Copy)
2
03/14/16
1
Deed Restrictions & Protective Covenants Form (Executed)
3
03/14/16
1
Wet Pond 0&M Agreements & Supplement Form (Executed)
4
03/10/16
1
Check # 1025 - $505.00 (Application Fee)
5
03/14/16
1
Stormwater Management Report
6
03/14/16
2
Site Construction Plans w/ Drainage Area Maps (24"x36")
'These arc transmitted as checked below:
❑✓ For Approval
❑ For Your Use
❑ As Requested
✓❑ For Review
❑ Corrected Prints
❑ Copies for Distribution
Remarks:
If you have any questions please contact our office.
❑ Approved as Submitted
❑ Approved as Noted
❑ Copies for Approval
Note: Unless revision block states "Released for Construction", all plans enclosed are to be considered
"Preliminary" and "Not for Construction ", and are provided for permitting, information and bidding use only.
Cc: Pile
Signed:
Jere Roberts

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BORING
LOG PROJECT: The Ridge at Wesley
Chanel
PROJECT NO.: 5213G-NC
BORING
NO. B-1 CLIENT: Graham Enterprises
G L E LOCATION: See Boring layout
DATE: 07-31-2016
ELEVATION: 593'
E A
E N G IN
E E'R I NG DRILLER: EDPS
LOGGED BY: 1710S
Stem
Auger
DRILLING METHOD: 2-1/4" Hollow
I k 5213G-NC_
� .1
�� iI Oren 9PRO16 DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
T CAVING> S_ 5_2'
p
a A
wv
a
SOIL DESCRIPTION
E
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2
N-VALUE
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
_
0
To soil
11
RESIDUAL: Stiff Light Brown Grey
SANDY SILT
-
-..
----
-
-
-
-
590
\
------------------
Very Hard Light Brown Grey SANDY SILT
65
......
.... _
_.-
/
50/5
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Grey SANDY SILT with
-
---
—
---
--
-----
_
5a5
Rock Fra ments
Auger Refusal at 7.5'
-
-
----
--------
--
------
10
580
..._
___.
. _-...._...-
.-.........._....
...__.._.
575
20
..._..
__._
.._......................
..............._
_....._
25
565
_-__...
30
560
......
..........
... ..
.... ....-..
....-_
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'
BORING
LOG PROJECT: The Ridge at Weslcy
Chanel
PROJECT NO.: 5213G-NC
BORING
NO. B-2 CLIENT: Graham Enterprises
G L E LOCATION: See Boring Iayoul
DATE: 07-31-2016
E A
ELEVATION: 579'
E N G IN
E E RING DRILLER: EDPS
LOGGED BY: EDPS
Stem
Auger
DRILLING METHOD: 2-1/4" Hollow
re 3r
N:_[ r �c
r
ten' D.0i ;m sr+rni DEPTH TO - WATER, INITIAL:
s
DRY
AFTER
24 HOURS:
s CAVING> f- .5'
p --
f= >
m
v
W—
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O
SOIL DESCRIPTION
w
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70
x
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¢
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a
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w
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z
N-VALUE
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
0
PARTIALLY WEATHERED ROCK: Very
50/3
Hard Light Brown SANDY SILT with Rock
-
_
Fra ments
---
----------
—
Auger Refusal at 2.5'
_......
_.
-...-....
.__.....
575
e
570
—
---
—
—
---
--
--
—
—
---
--
10
565
...._..
__
.-....-...
-
15
....... ...........
.... ....
...........-.......
.....
........ ..
..........-..
-
560
..........__
_.
...._.
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20
-
555
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-...-..-
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.....__
._. _.
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-
25
....
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_.-..
.-.....-..-_..
.....__
550
_-
30
5 5
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'
BORING LOG PROJECT: The Ride at Wesley
Chapel
PROJECT NO.: 5213C-NC
BORING NO. B-3 CLIENT: Graharn Enterprises
E A G L E LOCATION: See Boring Layout
DATE: 07-25-2016
ELEVATION: 591'
E N G'I N E E'R I'NG, DRILLER: Hurls
LOGGED BY: EDPS
Stem
Auger
DRILLING METHOD: 2-1/4" Hollow
1.11 52130
NC �ir� �� i�d�lcd si3ania DEPTH TO - WATER> INITIAL:
DRY
AFTER
24 HOURS:
CAVING> & 5.3'
w
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N-VALUE
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
0
To soil
ss6
11
-
. ............
._--
-_
RESIDUAL: Stiff Red Brown CLAYEY
SILT with Rock Fragments
Hard Light Grey Brown SANDY SILT with
37
5
Rock Fragments
585
50/4
......
.......
._--
PARTIALLY WEATHERED ROCK: Very
Hard Light Grey Brown SANDY SILT with
Rock Fragments
Auger Refusal at 8.0'
....
10
580
-
...........
.........
-
-
15
................
...........
__-_
___.
_..._........_....
5]5
.......
.....
.........
.........
-. _.
_._...
20
570
.................
25
....
.................
.............
...
._.-_.
565
._...
-...-...
30
560
.......
......
_.......
.-...
............
35
....._
__
..........................
PAGE 1 of 1 EAGLE ENGINEERING, INC.

z
0
w
w
600
1 15
)RING LOG
PROJECT: The Ridge at Wesley Chapel
PROJECT NO.: 5213G-NC
JRING NO. B-4
CLIENT: Graham Enterprises
LOCATION: See Boring layout
DATE: 07-28-2016
ELEVATION: 602'
A G L E
J G I N E E'RING
DRILLER: EDI'S
LOGGED BY: EDPS
•��Wr
DRILLING METHOD: 2-1/4" Hollow Stcm Auger
DEPTH TO - WATER> INITIAL:
a
DRY
AFTER 24 HOURS:
S CAVING> f 76'
M Hidgc a� , WPM
x
g
N-VALUE
o
w
F
0
PENETRATION
g
z
z
w
RESISTANCE
H a
w
02
>
C7
(BLOWS PER FOOT)
w
SOIL
DESCRIPTION
2
z
❑
0
z
❑
m
Q
p
O
N
0
z
z
a
a
RESIDUAL: Very Stiff Brown Yellow Black I I I I I 18
SANDY SILT
9.1
Very Hard Brown Dark Brown SANDY r Ij I 1 1 65
SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very 50/3
Hard Brown Dark Brown SANDY SILT _
with Rock Fragments
Auger Refusal at 10.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING
BORING
LOG PROJECT: The Ridge at Wesley
NO. B-5 CLIENT: Graham Enterprises
G L E LOCATION: See Boring layout
E E'R I'NG, DRILLER: EDI'S
DRILLING METHOD: 2-1/4" Hollow
•I W.Otmlw M016 DEPTH TO- WATER> INITIAL:
SOIL DESCRIPTION
Chanel
PROJECT NO.: 5213G-NC
DATE: 07-30-2016
ELEVATION: 601'
LOGGED BY: EDI'S
hk 5213U
E A
'E N G I N
N(_. d'�
w d
Stem
Augcr
4
DRY
AFTER
x
o
v
a
J
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Z
Z
¢
a
a
24 HOURS::
?
;
z
CAVING> - 117
N-VALUE
p
m
w
2
e
¢
z
w
Q
Z
O=
M
r
g?
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J
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
600
sas—
5e0
sas
580
575
570
0
8
15
38
50/10
25
To soil
__....._
..............
.........._..
..
-........
......
RESIDUAL: Firm Light Brown Grey
SANDY SILT
------------------
Stiff Light Brown Grey SANDY SILT
— — — — — — — — — — —
Hard Light Brown Black SANDY SILT with
Rock Fragments
---...._._.....----
•
\•
----
---.-
-_..--_
---
---
---
--
s
PARTIALLY WEATHERED ROCK: Very
Hard Light Brown Black SANDY SILT with
Rock Fragments
30
>_s
RESIDUAL: Very Stiff Light Brown Grey
Black SANDY SILT
20
25
30
35
Boring Terminated at 15.0'
....
.......
_..._..-
.-.......
___..____
__._.
___...
-._..__
....._....................
... ..._..
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING
BORING
LOG PROJECT: The Ridge at Wesley
NO. B-6 CLIENT: Graham Enterprises
G L E LOCATION: See Boring layoul
E E R I'NG DRILLER: EDI'S
r DRILLING METHOD: 2-1/4" Hollow
I•l emu x M 16 DEPTH TO - WATER> INITIAL:
SOIL DESCRIPTION
Chapel
PROJECT NO.: 5213G-NC
DATE: 07-30-2016
ELEVATION: 610'
LOGGED BY: EDPS
re 2rr
E A
E N G IN
NC_i �
_ „
—
w
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Stem
Auger
U
DRY
AFTER
x
p
z
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N
¢
J
a
o
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Cry
z
¢
o_
a
24 HOURS:
w
z
�- CAVING> .L 11.0'
N-VALUE
p
m
m
wv
u,
2
o
0
¢
z
w
¢
o
=O
¢
0
t-
o
O
J
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
810
605
600
595
5W
585
580
575
0
14
16
29
36
26
To soil
-_
—
RESIDUAL: Stiff Red Yellow SANDY SILT
-----------------
Very Stiff Red Yellow SANDY SILT
— — — — — — — — — — — — — — — — —
Very Stiff Brown SANDY SILT
Hard Brown SANDY SILT
Very Stiff Brown SANDY SILT
5
10
--
—
-
—
—
-- _....
---
-
---
...
-
_......
---
--
................
--
._....... .
15
20
25
30
35
Boring Terminated at 15.0'
......-...
...........-
_
._...__
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'BORING
LOG PROJECT: The RiAge m Wesley
Chapel
PROJECT NO.: 5213C-NC
BORING
NO. B-7 CLIENT: Graham E.ntemrises
DATE: 07-31-2016
E A
G L E LOCATION: See Boring layout
ELEVATION: 603'
E N G IN
E E R I NG DRILLER: EDI'S
LOGGED BY: EDI'S
Stem
Auger
DRILLING METHOD: 2-1/4" Hollow
$
DRY
AFTER
24 HOURS:
r CAVING> L 10.11'
a 5Z I Io-NC_ll
•�, DEPTH TO - WATER> INITIAL:
at
m 101116
x
o
N-VALUE
PENETRATION
a
w
F
o
a
z
1—
?
O
z
w
RESISTANCE
H ^
w
3
(BLOWS PER FOOT)
j m
w
SOIL DESCRIPTION
i
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v
z
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¢
<
a
fl
0
_
0
10 20 30 40 50 60 70 80 90100+
To soil
✓
13
RESIDUAL: Stiff Red Yellow SANDY SILT
u
600
--
--- -
--
-
----
D-----------------
Very Stiff Red Tan SANDY SILT
18
-
G
"
s
C
_
"
fl
°
Stiff Red Tan SANDY SILT
15
fl-
N
.............
_...
.... ...._
-......___
_......-
v
sssm
----
- _....__
................
.......
...................................................
u
_
Stiff Red Tan Black SANDY SILT
13
---
... -
------
-
------
--
----
10
a
A
O
�
590
o
- - - - - - - - - - - -
Very Stiff Brown Grey SANDY SILT
20
m
-
15
Boring Terminated at 15.0'
—
--_
..
----- -
- ---- -
-.----
-.. ....................................................
4
O
585
G
20
_
__-_
___
O
at
"
M
0
2$
N_
0
__...
.--..
...
..
0
'fl
5]5
30
-
5]0
............
...............
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'BORING
BORING
LOG PROJECT: The Ridge at Wesley
NO. B-8 CLIENT: Graham Enterprises
G L E LOCATION: See Boring Layout
E E RING DRILLER: EDPS
7 DRILLING METHOD: 2-1/4" 1Iollow
•,rl'o',din e: xn mn DEPTH TO - WATER> INITIAL:
SOIL DESCRIPTION
Chapel
PROJECT NO.: 5213G-NC
DATE: 07-31-2016
ELEVATION: 608'
LOGGED BY: EDI'S
rii- ze
E A
E N G IN
t Nc_i s�
_ ^
a°
Stem
Auger
g
DRY
AFTER
X
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?
v)
a
J
a
o
Z
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¢
a
o
24 HOURS:
?
a
z
CAVING> L 10.8'
N-VALUE
p
a'
>
w --
W
o
U)
o
¢
z
w
¢
0
O
ccJ
(�
0
0
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
-
sao_
595
590
585
575
-
0
12
12
8
17-
21
To soil
---..._
_
...-...._
--
....................
.__.....
..-_._.
--
-
..-
-.......
-
.........
-
--
.......
--
....__-
-
.......
----
.-...-._
----..-._....
-
_-..._..
---
---
__-..-
-
_..._.-
----
_._.-..
-
--
----
--
-___.
-
RESIDUAL: Stiff Tan Red SANDY SILT
Stiff Tan Red Black SANDY SILT
- - - -
Firm Tan Red Black SANDY SILT
____________
Very Stiff Light Brown Black SANDY SILT
--..
-_�---------------
_...._.......-..._
5
10
20
25
30
35
Boring Terminated at 15.0'
__...._.
................
.........
......
... _.
__
__.
_.....
....._
..-_._
-_.-_-
------
___._.
.......--..
------
-----
..
___..
._-__
__...
.__-..
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING
BORING
LOG PROJECT: The Ridge at Wesley
NO. B-9 CLIENT: Graham Enterprises
G L E LOCATION: See Uoring I lyout
E E RING DRILLER: EDPS
DRILLING METHOD: 2-1/4" Hollow
•' a�i . W I DEPTH TO - WATER> INITIAL:
SOIL DESCRIPTION
Chapel
PROJECT NO.: 52136-NC
DATE: 07-31-2016
ELEVATION: 606'
LOGGED BY: FIA'S
ri '2 13G
E A
E N G IN
N _1 � ��
_ ^
a d
w0 `.
Stem
Auger
`-3
DRY
AFTER
x
p
z
O
<a0
o
`"
ow
Z
FW
QZ
24 HOURS:
¢(BLOWS
� CAVING> S_ 11.0'
N-VALUE
om
w m
a
Q
Z
w
Z
U
�
J
PENETRATION
RESISTANCE
PER FOOT)
10 20 30 40 50 60 70 80 90100+
sos
600
59s
_
590
580
-
515
14--
27
8
22
69
1-
_..-�............_..............._
--
--
—
—
_.
_........ .
--s
—
--
—
___
__
._.
_........
...... ...
--
--
--
._.---
_'-._
..... ......._...
—
--
__
._.._......._....._.__
—
---
.__..
........
...._
--
--
__ ...
.......
-_....
.....-..
--
...............................................
..__...__
--
..............._
....................
--
_..._-
_—
----
.......
_-__
—
-
-_.... .-
___�
RESIDUAL: Stiff Red SANDY SILT
-----------
Very Stiff Brown Ted SANDY SILT
----------------
Firm Red Yellow SANDY SILT
Very Stiff Brown Grey SANDY SILT
Very Hard Brown Black SANDY SILT with
Rock Fragments
10
is
20
25
30
35
Boring Terminated at 15.0'
_
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING LOG
PROJECT: The Ridge at Wesley
Chapel
PROJECT NO.: 5213G-NC
BORING NO. B-10
CLIENT: Graham F,niemrises
DATE: 07-30-2016
E A G L E
LOCATION: See Boring Lvow
ELEVATION: 603'
E N G IN E E'R I NG
DRILLER: BDFS
LOGGED BY: EDPS
DRILLING METHOD: 2-I/4" Hollow Stem Augcr
�•
DEPTH TO - WATER> INITIAL:
V
DRY
AFTER
24 HOURS:
- CAVING> C 12. I'
ri, s u : Nr._i a� . -„i.a,
rz ie
X
o
N-VALUE
o
w
r
p
`"
PENETRATION
z
°
w
RESISTANCE
3
>
0
(BLOWS PER FOOT)
� m
W m SOIL DESCRIPTION
2
2
o
z
Z
¢
00
_O
0
z
z
a
a
RESIDUAL: Stiff Light Brown SANDY I I I I I 13
SILT
600
rRo k FtragmentsBlack SANDY SILT with I 19
Hard Olive Tan SANDY SILT with Rock I I 11 49
Fragments
595
i0 Very Hard Olive Tan SANDY SILT with I I I 55
Rock Fragments
590
1 20
1 25
570
Very Stiff Brown Red Black SANDY SILT I I I I 26
Boring Terminated at 15.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING LOG
PROJECT: The RiAteat Wesley
Chapel
PROJECT NO.: 5213G-NC
BORING NO. B-11
CLIENT: Graham Enterprises
DATE: 07-30-2016
E A G L E
LOCATION: See Boring layout
ELEVATION: 600'
E N G IN E ER I NG
DRILLER: EDPS
LOGGED BY: EDPS
DRILLING METHOD: 2-I/4"
Hollow Stem
Auger
�� ��
77
DEPTH TO - WATER, INITIAL:
s
DRY
AFTER
24 HOURS:
-�- CAVING L 11.4'
e n omr im,nnr
rzatn
x
o
N-VALUE
o
w
p
`"
PENETRATION
p �
�
¢
�
?
Z
?
RESISTANCE
<.p
_ .-.
a
J
0
0
0
(BLOWS PER FOOT)
d SOIL
DESCRIPTION
Z
<
W m
w0 `.
z
5
U
W
>
w �-
a
0
0
rn
<
z
z
0
a
a
d
- 600
RESIDUAL: Very Stiff Red SANDY SILT Ir I I I 1 1 19
Hard Dark Red Red SANDY SILT 32
Hard Tan Red SANDY SILT 41
Very Stiff Red Tan White SANDY SILT —V I I I I I 28
Boring Terminated at 15.0'
24
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING
BORING
LOG PROJECT: The Ridgeal Wesley
NO. B-12 CLIENT: Graham Enterprises
G L E LOCATION: See Boring layout
E E'R ING DRILLER: F;DPS
DRILLING METHOD: 2-1/4" Hollow
•' mre F,.... LbPJ2016 DEPTH TO - WATER> INITIAL:
DESCRIPTION
Chapel
PROJECT NO.: 5213G-NC
DATE: 07-30-2016
Fee ix
E A
'E N G.1 N
:.NC Me Ridp al
w
o"
ELEVATION: 603'
LOGGED BY: EDI'S
Stem
Auger
a
DRY
AFTER
X
?
v
a
J
a
o
Z
O
z>
¢
a
o
24 HOURS:
w
Z
S CAVING> L 10.9'
N-VALUE
ZO —
>
mto
wv
w
o
I—
rn
Q
z
w
¢
3
o
0
¢
(7
:J
oSOIL
O
J
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
_
600
595
590
585
580
575
570
12
12
10
13
24
To soil
__._
—__....._..
.
.._....__..._
_.._
--__
...-._
.._.
...._...
__...-
...-._-
_._...
. _....
-...._
....-__
........._._....
_........
.....
_....._-....
.
- .................
.......
__....
RESIDUAL: Stiff Red Tan SANDY SILT
- - - - - - - - - - - - - - -
Stiff Red Yellow Black SANDY SILT
_ _ _ _ _
Very Stiff Red Yellow Black SANDY SILT
ris
>0
___
......__...
_.....
._.__...._.._._.........__....__...._.._....-..._
.....
---- ---
.....-....__
-
..--- ---
._...--.--
..------ .....
........ ........
-
.... .....
..
--_
- _
....
... .....
.........
... ..._
.......-
__.
..........
. _._..___.....__
___..._._....___
...-......._........_.._.
_.._......._.
_.-..
_.-..._
___..
-.-..-..
...._-
_.-.....
15
20
25
30
35
Boring Terminated at 15.0'
.-_.....
_
_
PAGE 1 of 1 EAGLE ENGINEERING, INC.

BORING
LOG PROJECT: The Ridge at Wesley
Chapel
PROJECT NO.: 5213G-NC
BORING
NO. B-13 CLIENT: Graham Enterprises
G L E LOCATION: See Boring layoul
DATE: 07-31-2016
E A
ELEVATION: 592'
E N G IN
E E'R I NG DRILLER: FOPS
LOGGED BY: FINIS
Stem
Auger
�_
DRILLING METHOD: 2-I/4" Hollow
File se<;-Nr._n,�
�•
Vp n�i enrzmn DEPTH TO - WATER> INITIAL:
a
DRY
AFTER
24 HOURS:
-X- CAVING> & 7_0'
w
Z
o
H
Z
Er
w
H
3
o
�p
7
o~
O
J
0-6
>
>=
W
W
w
0 v
SOIL DESCRIPTION
x
Wp
Z
>
N
Q
a
o
`"
O
Z
rn
d
o
W
a
Z
N-VALUE
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
_
0
To soil
23
RESIDUAL: Very Stiff Light Brown SAND
590
SILT with Rock Fragments
-
__--
- -
- --
Very Stiff Light Brown Black SANDY SILT
27
-
--
..........
-e
-
\
-
.......-
-
s6s
Very Hard Light Brown Red SANDY SILT
51
—
—
--
-
---
--
-
--
50/5
......
.........
..... .....
......
......---
----
-__..-
.... -.........-.
PARTIALLY WEATHERED ROCK: Very
lu
Hard Light Grey Brown Black SANDY
SILT
Auger Refusal at 10.0'
15
575
—_..__
.___.
__.
___
_ —
.___
._—.
_—_.
_—_
_—
20
570
---- .............._.._...._.._-
-----
...__-.._.--
-
—"-.
____
._......_.._
25
565
_.........................-...-........-_
._....-
._-....
_....._
___
..........._._
30
560
35
...
- _.--..............
PAGE 1 of 1 EAGLE ENGINEERING, INC.

z
O m
F >
am
w
BORING LOG
PROJECT: The Ridge at Wesley Chapel
PROJECT NO.: 5213G-NC
BORING NO. B-14
CLIENT: Graham Enterprises
LOCATION: See Boring layout
DATE: 07-30-2016
ELEVATION: 507'
E A G L. E
E N G IN E E'R I NG
DRILLER: EDPS
LOGGED BY: EDI'S
DRILLING METHOD: 2-1/4" Hollow
Stein
Auger
��
DEPTH TO - WATER> INITIAL:
V
DRY
AFTER 24 HOURS:
X CAVING> L 11.2'
Nr rn" !�' I�rintjd xnrz a
_ 8 Ix
x
g
N-VALUE
o
w
F
p
PENETRATION
a
?
z
w
RESISTANCE
as
W(BLOWS
PER FOOT)
W
SOIL
DESCRIPTION
z
z
ur
Fn
¢
O=
_O
to
z
z
c¢4
G
a
a
o
to �n an An en en �n nn an inn,.
0
s0s —
5
500
10
495
15
490 —
20
485
RESIDUAL: Stiff Dark Red SANDY SILT W I I 11 1 9
E
Very Stiff Light Brown Grey SANDY SILT I I I I I 16
Very Stiff Light Brown Grey Black SANDYY� I 30
SILT
Hard Light Brown Grey Black SANDY I 36
SILT
Boring Terminated at 15.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'BORING LOG
PROJECT: The Ridgeat Wesley
Chanel
PROJECT NO.: 52I3G-NC
BORING NO. B-15
CLIENT: Graham Enterprises
DATE: 07-31-2016
E A G L E
LOCATION: See Boring layout
ELEVATION: 602'
E N G I N E E'R MG,
DRILLER: EDPS
LOGGED BY: EDI'S
�.
DRILLING METHOD: 2-1/4"
Hollow Stem
Auger
••-1e
DEPTH TO - WATER>INITIAL:
-V
DRY
AFTER
24 HOURS: -T CAVING> S- 12.0'
u 5213;-NC_1
e• Ninecd, 9n0016
x
o
N-VALUE
PENETRATION
p
<
?
z
?
RESISTANCE
<'d
a °
O
o
o
(BLOWS PER FOOT)
SOIL DESCRIPTION
z
<
W m
,�
z
U
N
>
wv
¢
d
Z
Z
a
600 I RESIDUAL: Very Yellow
SANDY SILT with Rtock ey Frag iff erns F I I I I
I 26
W.
Very Hard Pale Brown Grey SANDY SILT I I I 11 81
sss with Rock Fragments
rEM
PARTIALLY WEATHERED ROCK: Very 50/5
Hard Pale Brown Grey SANDY SILT with
Rock Fragments _ _ _ _ _ _ _ _ _ _
Boring Terminated at 15.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'
BORING LOG
PROJECT: The Ridge at Wesley
Chapel
PROJECT NO.: 5213G-NC
BORING NO. B-16
CLIENT: Graham Enterprises
DATE: 07-28-2016
E A G L E
LOCATION: See Boring Layout
ELEVATION: 595'
E N G IN E E'RING
DRILLER: EDPS
LOGGED BY: EDPS
�__
DRILLING METHOD: 2-I/4"
Hollow Stem
Auger
••
DEPTH TO - WATER> INITIAL:
$
DRY
AFTER
24 HOURS:
CAVING> f- 5.5'
.
Pike Tli'�N(;_IM MN c.€•ad Da1cMntea1nn 1
x
g
N-VALUE
o
w
O
`s'
PENETRATION
p —.
a
?
z°
w
RESISTANCE
F «
w
3
>
O
(BLOWS PER FOOT)
w°
SOIL DESCRIPTION
Q
o
o
1.-
z
>-8
Co
w
a
0=
_o
F
z
z
a
a
1 20
570
565
RESIDUAL: Very Stiff Red Brown SANDY 18
SILT with Rock Fragments
Very Stiff Yellow Brown Black SANDY 28
SILT with Rock Fragments
PARTIALLY WEATHERED ROCK: Very 65
Hard Yellow Brown Grey SANDY SILT
with Rock Fragments
Auger Refusal at 8.0'
PAGE 1 of 1 EAGLE ENGINEERING, INC.

'
'BORING LOG PROJECT: The Ridge at Wesley
Chapel
PROJECT NO.: 5213G-NC
BORING NO. B-17 CLIENT: Graham Enmrprises
E A G L E LOCATION: See Boring Layout
DATE: 07-28-2016
ELEVATION: 580'
E N G I N E E'R I NG DRILLER: EDPS
LOGGED BY: EDI'S
Stem
Auger
DRILLING METHOD: 2-1/4" Hollow
�* �'
DEPTH TO - WATER> INITIAL:
V
DRY
AFTER
24 HOURS:
r CAVING> L 29'
Filr 52151
N1 9 n.,m Nn1Ld /1M)16
x
o
N-VALUE
PENETRATION
ZO
e
w
F
o
`�
_
G
?
z
?
RESISTANCE
a m
^
a SOIL DESCRIPTION
w
o
0
0
z
<
(BLOWS PER FOOT)
_d
o'
Z
U
>
w--
¢
�
_O
N
U
Z
z
¢
[7
J
<
J
a
a
e
10 20 30 40 50 60 70 60 90100+
500
01
To soil
69
/
RESIDUAL: Very Hard Pale Brown Light
Grey SANDY SILT with Rock Fragments
--
50/5
__
___
__
__...--_
__..........
........
......................_
PARTIALLY WEATHERED ROCK: Very
575
5
Hard Pale Brown Light Grey SANDY SILT
_...............
...........
.._......
__._
_-
__.
_._
._.
___
_--..
_
with Rock Fragments
Auger Refusal at 5.5'
570
10
565
15
560
20
555
25
550
30
545
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

�3ORING
LOG PROJECT: TheRid¢ealWesleyChapel
PROJECT NO.: 5213G-NC
BORING
NO. B-18 CLIENT: Graham Enterprises
G L E LOCATION: See Boring Iayout
DATE: 07-28-2016
E A
ELEVATION: 593'
E N G IN
E E'R I NG DRILLER: EDI'S
LOGGED BY: EDPS
Stem
ADQer
DRILLING METHOD: 2-1/4" Hollow
F& 521'
: NC:mc��
•' Dmeitmt m6 DEPTH TO - WATER> INITIAL:
g
DRY
AFTER
24 HOURS:
-;! CAVING> & 4.2'
o
�-
¢
z
Cl
<
3
z
I-
o
d
z
p -�
j m
w `-
w d
o"
SOIL DESCRIPTION
X
p
?
>
a
J
a
o
z
C7
z
¢
o.
a
w
ZD
a
z
N-VALUE
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
0
TO soil
40
RESIDUAL: Hard Yellow Brown SANDY
SILT with Rock Fragments
......
-
--
-
—
--
—
—
-
-
_
50/3
PARTIALLY WEATHERED ROCK: Very
5
Hard Pale Brown Light Grey SANDY SILT
—
with Rock Fragments
Auger Refusal at 5.0'
575
___.
_-_
__
—_
_-_
.--.-.-
___
__.
_...................
10
570
15
20
560
_........._
.........................._
__.__
__.__
__.
___
.-__-
_-
___-
25
555
30
550
35
............................
PAGE 1 of 1 EAGLE ENGINEERING, INC.

)BORING
LOG PROJECT: The Ridge al Worley
Chanel
PROJECT NO.: 5213G-NC
BORING
NO. B-19 CLIENT: Graham Enterprises
DATE: 07-28-2016
E A
ELEVATION: 594'
G L E LOCATION: Sec Boring layout
E N G I N
E E R I'NG DRILLER: EDI'S
LOGGED BY: EDI'S
Slem
Auger
--mft�
� DRILLING METHOD: 2-I/4" Hollow
DEPTH TO - WATER> INITIAL:
'�
DRY
AFTER
24 HOURS:
CAVING> & 6.2'
ram nw-NC,_[Ile
Ridge ei
i Daeism 1911en16
x
o
N-VALUE
PENETRATION
_
o
w
0
p-6
=
N
Q�i
z
Z
w
RESISTANCE
.>_
W
o'
0
3
:
Z)
(BLOWS PER FOOT)
j m
W d
SOIL DESCRIPTION
a
z
o
z
N
=O
0
v
z
w
¢
z
�
:1¢
Q
o
o,
J
-
0
10 20 30 40 50 60 70 80 90100+
TO soil
60
--
_._.._.._.._
..........
..................................
RESIDUAL: Very Hard Pale Brown White
SANDY SILT
_
Very Hard Yellow Brown SANDY SILT
590
53
5
_
with Rock Fragments
a
n-
50/5
PARTIALLY WEATHERED ROCK: Very
Hard Pale Brown White SANDY SILT with
_..-......_
............................
..__.
-__
—_
__.
___
—_
_—
d
Rock Fragments
_
..... .....
... ......................._---
585
-
---
-
--
--
---
Auger Refusal at 7.5'
y
10
0
u
a
0
O
580
____
-----
----
0
m
15
C
_
0 O
_-•__
__...
..............
..
....._....
_.
_..
_
515
-
--
_..__..
_...............
......_._...
N
20
M
N
Q_
.
..
...............
........
............
q
0.
25
0
tlq
w
C.......
......
x
565
30
560
35
PAGE 1 of 1 EAGLE ENGINEERING, INC.

ORING
BORING
LOG PROJECT: The RidgeaiWesley
NO. B-20 CLIENT: Grah;un Gnlerpriscs
G L E LOCATION: See Boring Iayout
EER I NG DRILLER: EDPS
DRILLING METHOD: 2-I/4" Hollow
D.,mirmia: W 0 n DEPTH TO - WATER> INITIAL:
SOIL DESCRIPTION
Chapel
PROJECT NO.: 5213G-NC
DATE: 07-28-2016
Vile 52 13
p
m
w —y
W
E A
E N G IN
bNC_nu. Ridge at
_ ^
a u
W `
ELEVATION: 598'
LOGGED BY: EDPS
Stem
Anger
-`3
DRY
AFTER
x
o
?
v
CO
Q
a
o
Z
z
to
d
o
24 HOURS:
?
<
Z
CAVING> -L 12.2'
N-VALUE
W
o
O
Z
w
¢
o
Z
70
g
Jo
J
PENETRATION
RESISTANCE
(BLOWS PER FOOT)
10 20 30 40 50 60 70 80 90100+
_
595
590
—585
sao_._.
575
570
565
0
19
16
27
39
26
To soil
-----
-
---------
-
-----.--------.----------------.-----
-
_
-
-
----------------.----------_---
\
-+
___
_
--
_
-
------------------
--
--
.........
__..
-
....
-.
___
--
.........--
____
-------.-
._.._
---
................
--
..........
--
--
RESIDUAL: Very Stiff Red Brown Yellow
SANDY SILT
-------------------
Very Stiff Yellow Brow Black SANDY SILT
with Rock Fragments
Hard Light Yellow Brown Black SANDY
SILT with Rock Fragments
Very Stiff Dark Brown SANDY SILT with
Rock Fragments
5
_
10
is
_1
20
25
30
35
Boring Terminated at 15.0'
E-L--
PAGE 1 of 1 EAGLE ENGINEERING, INC.

NOMENCLATURE AND SYMBOLS
GI
UNDISTURBED SAMPLE (UD recovered)
S
UNDISTURBED SAMPLE (UD not recovered)
®
STANDARD PENETRATION RESISTANCE (ASTM-D 1589-77)
100/2"
Number of blows (100) to drive the spoon a number of inches (2")
AX,BX,NX
Core barrel sizes (1 1/8", 1 5/8", 2 1/8" diameter)
65%
Percentage of rock core recovered
RQD
ROCK QUALITY DESIGNATION of core segments> 4" long
—
Water Table at least 24 hours after drilling
_—
Water Table one hour or less after drilling
®
Loss of Drilling Water
PENETRATION
RESISTANCE RESULTS
SANDS
NO. OF BLOWS, N
APPROXIMATE
RELATIVE DENSITY
0-4
VERY LOOSE
5-10
LOOSE
11 —20
FIRM
21 —30
VERY FIRM
31 —50
DENSE
OVER 50
VERY DENSE
APPROXIMATE
CONSISTENCY
SILTS&
CLAYS
0-1
VERY SOFT
2-4
SOFT
5-8
FIRM
9— 15
STIFF
16-30
VERY STIFF
31 —50
HARD
OVER 50
VERY HARD
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM-D 1586-87. The
standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a
2 inch OD, 1.4 inch LD Split Spoon Sampler one foot. Core drilling is completed in accordance with
ASTM D 2113-621'. The undisturbed sampling is completed in accordance with ASTM D 1587-67

l
STORMWA TER MANAGEMENT
AND EROSION CONTROL DESIGN
WESLEY CHAPEL SENIOR LIVING
Wesley ChapeO, North Caro/ina
for
Graham Ventures, LLC
EGINEERING N
140 *100-
John FI. Ross, P.E.
EAGLE ENGINEERING, INC.
2013A Van Buren Ave.
Indian Trail, NC 28079
EEI PROJECT NO.:5213
October 13, 2016
REVISION DATE:
Initials _
Wte, f%
KEW
j10-13-16
KEW,
02-06-17,
KEW,
03-14-17,
l

The Ridge at Wesley Chapel — Wesley Chapel, NC 1
oject # Pr523
Slormwater Management Report EEI EIPl October 13, 521
Contents
WESLEY CHAPEL SENIOR LIVING
1.0
Project Address and Summary....................................................................................................................3
2.0
Water Quality Volume Control and Peak Flow Control
..............................................................................3
3.0
Prcdeveloped...........................................................................................................................................
3-4
4.0
Post. Developed Conditions..........................................................................................................................4
5.0
Detention Stage/Storage Computations.......................................................................................................4
6.0
Outlet Structures....................................:.....................................................................................................5
7.0
StormwaterSystem.............................................................................__._._
8.0 Erosion Control ............................

The Ridge at Wesley Chapel — Wesley Chapel, NC RECEIVE
Stormwater Management Report EC-1 Project 45213
MAR 2 9 2017 October 13, 2016
DENR4)EMLR
1.0 Project Address and Summary Lend Quality Section
BMnnrewinn Rowinnal r1Hirn
The project is located within the Village of Wesley Chapel, in Union County of North Carolina on the
south side of Weddington Road to the west of Potter Rd approximately 2,000 If. The proposed
development will include construction of 60 single family senior homes, a clubhouse, amenity areas,
associated parking, landscaping, stormwater management facilities and associated infrastructure. Site
development will include site grading, storm drainage system, sanitary sewer extension and water
extension throughout the proposed site.
Development of this site will include installation of two wet basins located at the northwest corner (Basin
#1) and the southeast corner (Basin #2). These locations are at the topographically low points of the
existing site. Each basin has been sized to provide the required water quality and water quantity volumes
per the Village of Wesley Chapel and the North Carolina Department of Water Quality.
Runoff calculations were performed following the procedures outlined in the NCDEQ Stormwater BMP
Manual and by the SCS method. Calculations are provided in Appendix A of this report.
The receiving drainage system for this site is an unnamed tributary to Price Mill Creek (FIRM Panel
4496, Map Number 3710449600J effective date 10/1612008). Soils on the site consist of:
• CmB— Cid channery silt loam, I to 5 percent slopes
• TbB2 - Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately eroded
• TbC2— Tarrus gravelly silty clay loam, 8 to 15 percent slopes, moderately eroded
These soils are labeled as hydrologic soil group (HSG) "B, C, & D" USDA NRCS soils, with MSG "B"
being the predominant soil group for the site. The HSG "B" and HSG "D" soils were used to calculate
post development curve numbers. A map and supporting curve number calculation information can be
found in Appendix D.
2.0 Water Quality Volume Control and Peak Flow Control
Water quality volume and release rate calculations were performed as outlined in the NCDEQ 13MP
Manual and are included in Appendix A.
3.0 Predeveloped Conditions
The site currently consists of a pasture area with wooded areas along the perimeter (east, west and south)
of the site. There is an existing ridge line that bisects the site as shown on the attached drainage area
maps included in Appendix B. Runoff from the site generally flows from the ridgeline to the cast and
west towards the topographically low point of the site. Ultimately the discharge will flow into ant
unnamed tributary of Price Mill Creek. The site area is approximately 24 acres.
The total predevelopment drainage from the site was studied at the two outfall points, as indicated on the
Pre Development and Post Development Drainage Area Maps included in the Appendix B of this report.
The time of concentration for each has been calculated using TR-55 and is outlined on the drainage urea
maps, and calculation. Curve Numbers (CN) for the each basin were computed as a composite average of

The Ridge at Wesley Chapel — Wesley Chapel, NC
Stormwater.Management Report
EEI Project 115213
October13,2016
the various existing land uses in the predeveloptncnt drainage area and resulting post -development
drainage area. Calculations have been included in Appendix D of this report.
It should be noted that the comparative Pre -Development Flow rates used in this report were obtained
from the previously approved Conceptual Stormwater Management Plan and calculations submitted by
Eagle Engineering, to the Village of Wesley Chapel, dated May 3, 2016. Post development now rates
have been updated based on the submitted construction documents for review. The following documents
have been provided in Appendix E for reference:
• Copy of Conceptual Stormwater Management Plan approval letter from USI
• Copy of approved Concept Plan
• Copy of approved Pre/Post Development Area Maps
• Copy of approved Hydrograph Return Period Recap for reference
At the request of the Town of Wesley Chapel, an offsite drainage analysis was done to establish the 100-
year Flood elevation within the existing creek along the eastern boundary of the project. As instructed by
the Town, a rational calculation was performed at two cross section locations to establish the 100-year
flood elevations as well as the limits of a proposed 100-year Flood easement. The casement and the
establish 30-foot and 50-foot setback lines (required per the "Flood Damage Prevention Ordinance Article
5, Section K) are shown on the site plan. See Appendix E for the exhibits and calculations.
4.0 Post Developed Conditions
The development will consist of 60 single family senior living residence as shown on the attached
drainage area map. The post developed hydrographs were modeled and impervious areas accounted for
with remaining pervious areas modeled as open space (lawns and woods) in fair condition (75%) grass,
conservatively.
The composite Curve Number calculated for the post developed basins are the following:
• Post Development Area DA-I: CN_ 75
• Post Development Area DA-2: CN=91.6
• Post Development Area DA-3: CN=98
5.0 Detention Stage/Storage Computations
Two wet basins have been designed to treat and detain the Water Quality Volume (WQv - runoff
generated from the first I -inch of rainfall) and control the post -developed peak rate of discharge to pre -
developed discharge rates.
The water quality and stage/storage calculations are included in Appendix A and 13 of this report. The
rainfall intensities used are for the 24 hour storm for each storm event for both the prc-developed and
post -developed conditions. The outlet structure from each basin has been placed so that the stage/storage
elevation begins at the permanent pool elevation in each basin. Water quality and quantity storage and
treatment will be provided above the permanent pool in each basin.

The Ridge at Wesley Chapel — Wesley Chapel, NC
Stormwater Management Report
6.0 Outlet Structures
ELI Projecl #5213
October 13, 2016
Each outlet structure will be constructed within the BMP near the downstream end of the pond. Both
structures are designed to efficiently provide water quality control as well as control of the peak rate of
discharge. Emergency spillways have been included where necessary to pass the 50 & 100 year storm
events with at least 0.5' of freeboard.
The outlet pipes discharge onto rip rap aprons designed to reduce the potential of erosion as part of Ute
full site design. Rip -rap calculations have been provided in Appendix E.
7.0 Stormwater System
Stormwater conveyances to the BMP forebays will be through overland flow and a closed slorntwater
drainage pipe network. Pipe network calculations based on a 10-year storm frequency. The calculations
have been provided in Appendix C.
Gutter spread calculations based on a 4-inch per hour frequency have been provided. All proposed drop
inlets have been sized for a 100-year storm frequency to show that the proposed building pads will not be
affected. At the request of NCDOT an additional gutter spread calculation was provided for the proposed
offsite curb and gutter in Weddington Road west of Longspur Road. The calculations have been provided
in Appendix C.
The proposed ditches in between the lots were not sized due to the fact that -there is a marginal amount of
run-off that accumulates in these areas. The main ditch lines shown on the provided drainage area map
(see DA-MAP in Appendix C) convey all runoff from the lots to the closed storm system and have been
sized for a 25-year storm frequency. The calculations are provided in Appendix C.
8.0 Erosion Control
Erosion control will be provided by utilizing construction entrance, perimeter silt fence, diversion
ditches, check dams, and multiple temporary skimmer basins (with Faircloth Skimmer devices). Phase 11
erosion control shall also utilize inlet protection until the project area has been adequately stabilized.
Erosion control devices will be maintain in place until approval by the Village of Wesley Chapel or
NCDEQ inspector at which time temporary measures will be removed. A copy of the erosion control
plan and sediment basin calculations has been provided in Appendix E.

The Ridge at Wesley Chapel — Wesley Chapel. NC
Stormwater Management Report
Ela Project #5213
October 13, 2016
Appendix A
Water Quality Volume (WQv) and Peak Flow Calculations (1-inch rainfall)
(Including: Permanent Pool Volume, and Orifice Drawdown Calculations)

Wet Detention Pond E N N E E R I N G
PROJECT: THE RIDGES AT WESLEY CHAPEL CLIENT: GRAHAM VENTURES
PROD. N: 5213 DATE: 3/14/2017 2013 Van Buren Avenue
PHASE: POND #1 DESIGN BY: KEW Indian Trail, NC 28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Town calcualtes the Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rv = 0.05+0.9(IA) _
357,491 Ft
146,374 Ft
0.41
0.42
Water Quality Volume Required (WQV) _
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (Rp) _
Runoff Coefficient (Rv) _
Watershed Area (A) _
WQV Elev. _
WQV provided =
8.21 ac
3.36 ac
41%
Runoff Coefficient
12,468 ft3
1.0 in.
0.42 unitless
8.21 ac.
593.50
17,790 ft3 OK,
WQV Volume Calculation
Contour
Area
Volume
Net Vol
592.5
15251
0
0
593
18170.09
8,355
8,355
593.5
19569.51
9,435
17,790
594
21005.65
10,144
27,934
595
23996.97
22,501
50,435
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth Ida,) =1 3.7 ft 3.5 ft. (rounded down)
day = [0.25 % (1 + (Abot_shelf / Aperm-pool))) + (((Abot_shelf + Abot_pond) / 2) X (Depth / Abot_shelf)111
Area at bottom of shelf = 12,927 Abot_shelf (ft)
Area at perm. Pool = 15,254 A Z
� perm_pool (ft )
Area at bottom of pond = 4,068 Abot_pond (ft 2)
Depth to bottom of shelf = 5.00 Depth (ft) -based on assumed bottom, add 1' to design pond
Volume of perm. Pool= 49,534 ft 3 bottom to provide add'I sediment storage
Percent Impervious Cover =
41
%
SA/DA Ratio =
2.35
%
Surface Area Req'd (SA) =
8,391
ftz
Surface Area Provided =
15,254
ft 2
Average Length =
200
ft
Average Width =
60
ft
SA/DA Ration for Perm. Pool Sizing
% Imp,
Cover
Perm. Pool Avg Depth (ft)
3.0
3.5
4.0
40
2.5
2.3
2.0
50
3.00
2.80
2.50
60
3.5
3.2
2.8
Length to Width Ratio = 3.3 :1 Values from Table: 10-3
Region: Piedmont
Efficiency: 90 %
EEI Project No. 5213
Wet Detention Pond Page 1

Orifice diameter =
Orifice inv. Elev. _
Orifice Equation:
2-day Avg Discharge (Q2,J _
5-day Avg Discharge (Q5,1)
Average Discharge (Q) _
Discharge Coefficient (Cl)) _
X-sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) _
Forebay Vol. Required:
Approx. Area Required:
Vol. Provided:
WQV Outlet Device
2.5 in.
592.50
Q= CD A (2g(Ho/3))o.5
0.0722 cfs (max.)
0.0289 cfs (min.)
0.0518 cfs (provided)
0.60
0.0341 ft2
32.2 ft/seC2
0.2986 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
7,430 ft3 (15%-20% perm. pool)
-2,173 ft2
7,795 Ift' OK
Forebay Volume Calculation
Contour
Area
Volume
Net Vol
588
410.96
0
0
589
786.57
599
599
590
1291.28
1,039
1,638
591
2123.58
1,707
3,345
592
3121.71
2,623
5,968
592.5
4187.61
1,827
7,795
Landscape Requirements
-6' Littoral shelf shall be sodded and/or planted
-Plantings shall extend across entire shelf and extend over berm to toe of slope
n
EEI Project No. 5213
Wet Detention Pond Page 2

Wet Detention Pond E N 1 NGE R
PROJECT: THE RIDGES AT WESLEY CHAPEL CLIENT: GRAHAM VENTURES
PROJ. N: 5213 DATE: 3/14/2017 2013 Vnn Buren Avenue
PHASE: POND N2 DESIGN BY: KEW Ind�nn'I'rnil, NC 28079
Wet Detention Pond - NCDEQ BMP Manual
Calculate Water Quality Volume
Town calcualtes the Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) _
Impervious Area =
Impervious Fraction (IA) _
Rv = 0.05+0.9(IA) _
415,969 Ft
175,567 Ft
0.42
0.43
Water Quality Volume Required (WQV) _
Where: WQV = 3630 * Rp * Rv * A
Rainfall Depth (RD) _
Runoff Coefficient (Rv) _
Watershed Area (A) _
WQV Elev. _
WQV provided =
9.55 ac
4.03 ac
42 %
Runoff Coefficient
14,901 ft3
1.0 in.
0.43 unitless
9.55 ac.
584.25
17,133 ft3 OK
WQV Volume CalculatioNtVo
Contour
Area
Volume583.5
21174.87
0
584
23601.37
11,194584.25
23908.65585
26084.41
18,747
,
586
28624
27,354
63,234
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (dav) =
3.4 ft 3.0 ft. (rounded down)
day = [0.25 % (1 + (Abot_shelf / Aperm_pool))j + (((Abot_shelf + Abot_pond) / 2) % (Depth / Abot_shelf))
Area at bottom of shelf = 18,805
Abot_shelf (ft')
Area at perm. Pool = 21,175
A Z
perm_pool (ft)
)
Area at bottom of pond = 9,014
Abot_pond (ft)
Depth to bottom of shelf = 4.00
Depth (ft) -based on assumed bottom, add V to design pond
Volume of perm. Pool= 65,634
ft' bottom to provide add'I sediment storage
Percent Impervious Cover =
42
%
SA/DA Ratio =
2.61
%
Surface Area Req'd (SA) =
10,858
ft'
Surface Area Provided =
21,175
ftZ
Average Length =
200
ft
Average Width =
60
ft
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0
3.5
4.0
30
1.9
1.8
1.7
40
2.50
2.30
2.00
50
3.0
2.8
2.5
Length to Width Ratio = 3.3 :1 Values from Table: 10-3
Region: Piedmont
Efficiency: 90 %
EEI Project No. 5213
Wet Detention Pond Page 1

Orifice diameter =
Orifice inv. Elev. _
Orifice Equation:
2-day Avg Discharge (Q2,J _
5-day Avg Discharge (Q5a) _
Average Discharge (Q) _
Discharge Coefficient (Co) _
X-sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) _
Forebay Vol. Required:
Approx. Area Required:
Vol. Provided:
WQV Outlet Device
3 in.
583.50
Q = Cc A (2g(Ho/3))0.5
0.0862 cfs (max.)
0.0345 cfs (min.)
0.0623 cfs (provided)
0.60
0.0491 ft2
32.2 ft/sec'
0.2083 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
13,127 Ift3 (15%-20°%perm. pool)
3,750 ftZ
15,185 ft3 OK
Forebay Volume Calculation
Contour
Area
Volume
Net Vol
579
2578.65
0
0
580
3210.85
2,895
2,895
581
3342.53
3,277
6,171
582
4631.67
3,987
10,159
583
5420.31
5,026
15,185
Landscape Requirements
-6' Littoral shelf shall be sodded and/or planted
-Plantings shall extend across entire shelf and extend over berm to toe of slope
EEI Project No. 5213
Wet Detention Pond Page 2

The Ridge at Wesley Chapel — Wesley Chapel, NC
Stormwater Management Report
GGI Project #5213
October 13, 2016
Appendix B
Stormwater Hydrographs (24-hour: I-yr, 2-yr, 10-yr, 25-yr, 50-yr, 100-year)
Pre -Development Drainage Area Map
Post -Development Drainage Area Map

Watershed Model SchematdraOew Hvdrooranhs F�Pndn�c.ed rn r:..a,
r
Legend
HYC.Orialn Desortotlon V16
1
2
3
4
6
7
6
9
10
11
13
14
16
17
lIk O,� 6
10
KU
SCS Runoff Pre -Development i
SCS Runoff Pre Development 2
SCS Runoff Pre -Bypass 1
Combine Pre 1 and Bypass
SCS Runoff Post Development 1
SCS Runoff Post Dev-1 Bypass q
SCS Runoff Post Development 2 Op
SCS Runoff Post Development 3 17
Combine Post Development 2 8 3 Combined
SCS Runoff Post Dev 2-Bypass
Reservoir Pond 1 Routing
Reservoir Pond 2 Routing
Combine Combined Post Dev-1
Combine Combined Post Dev-2
Project: 5213_ P R E- P O S T. g p w
Tuesday, 02 / 7 / 2017

Hydrograph Return Period s
�e,��,l�
ydra w �drographs Extension for AutoCAD® Civil 3DO2016 by Autodesk, Inc. v I
Hyd. Hydrograph Inflow Peak Outflow (cfs)
No. type hyd(s) Hydrograph
(origin) 1-yr 2-yr 3-yr 5•yr 10-yr 25-yr 50-yr 100-vr Description
1
SCS Runoff
0.401 1.029
4.178 6.441
8.269
9.537 Pre -Development 1
2
SCS Runoff
1.610 4.133 --
16.78 25.86
33.20
38.29 Pre Development 2
3
SCS Runoff
0.931 2.506
9.362 14.04
17.79
20.37 Pre -Bypass 1
4
Combine
1,3 1.037 2.768
11.21 17.22
22.06
25.42 Pre 1 and Bypass
6 SCS Runoff
9.609
14.51
31.66
42.50
50.81
56.40
Post Development 1
7 SCS Runoff
0.450
1.042
--
--
3.408
4.993
6.254
7.120
Post Dev-1 Bypass
8 SCS Runoff
11.05
16.96
37.82
50.99
61.19
68.07
Post Development 2
9 SCS Runoff
3.807
4.629
--_
7.173
8.622
9.708
10.43
Post Development 3
10 Combine
8,9
14.69
21.38
-
44.90
59.61
70.90
78.50
Post Development 2 & 3 Combined
11 SCS Runoff
2.258
4.127
-_
11.24
15.86
19.47
21.93
Post Dev 2-Bypass
13 Reservoir
6
0.388
0.833
2.557
4.373
6.995
9.309
Pond 1 Routing
14 Reservoir
10
0.114
0.136
--
--
1.118
3,446
6.962
10.22
Pond 2 Routing
16 Combine
7, 13,
0.460
1.271
5.251
7.578
10.07
12.74
Combined Post Dev-1
17! Combine
11, 14.
2.307
4.194
--
-_
11.36
15.99
19.62
22.09
Combined Post Dev-2
Proj. file: 5213_PRE-POST.gpw
Tuesday, 02 17 12017

The Ridge at Wesley Chapel — Wesley Chapel, NC
Stormwater Management Report
Appendix D
Hydrological Soils Map and Summary Report
Curve Number Determinations
EEA Project #5213
October13.2016

oa,
aaw.
Custom Soil Resource Report
Soil Map
9 i$Srde 1:7.590Yp1retlMA'
vE�¢p�Ql•x B.S'lra2 d
6 H a ss ro uo0 6
w
Feet
o iaa zm aoo 6
MW vo�. wm r�r cmwmo,� vvsan rnpeus uNn+zme inv vvSaa
8
a vas

MAP LEGEND
Ana of Intara l (Aa)
Ant or Interest (AOI)
Salt,
Sill Map Unit Polygons
• •
Sod Map Una Unes
13
Sal Map Unit Pants
Spaclal
Pored Feature s
1:J
Bbwad
somr Pit
X
Clay Spot
Closed! Depression
X
Gravel Pit
..
Gravelly Spa
LandN
(l
Lava Fla.
.I.
Mash a swamp
Mine or Warty
Lt
MiscYanaoue WSW
O
Parent" Water
Rock outcrop
Selma Spot
Sandy Spot
ai
Severely Eroded Spot
sinkhole
�.
-
Slide or Slip
Sodk Spot
Custom Soil Resource Report
Spoil Nea
r Sbny Spa
all Very S" Spot
Wet Spot
Other
• Special Line Features
Water Features
Streams and Gnats
Transportation
♦ t Rals
rti Interstate Mghways
US Routs
Major Roads
Loyal Roads
M Aedal Photography
4A
MAP INFORMATION
The Sol surveys that comprise your AOI were mapped at 1:24.000.
Warning: Sill Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of sod line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http:llwebsoilwrvey.nrm.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projecson, which preserves dvectlon and shape but distorts
distance and area. A proection that preserves area, such as the
Albers equal-area conk projection, should be used C more accurate
calculations of distance or area are required.
This product is generated from the USDA -MRCS certified data as of
the version date(s) listed below.
Sol Survey Area: Union County, North Carding
Survey Area Data: Version 15, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50.000
or larger.
Date(s) aerial Images were photographed: Feb 11, 2011—Feb
13. 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result some minor shifting

Custom Soil Resource Report
Map Unit Legend
Unbn CarMy NorthCaRrolina (NC118)•� ,i'' : '..
all Symiwl;'Iry` aAeras ., In AOI `. ! Percent of AOI =
..
BaB
IBadin channery silt loam, 2 to 8
0.1
.
0.3%
percent slopes
cmB
Cid channery silt loam, 1 to 5
3.0I
14.8%
percent elopes
TDB2
Tams gravelly soy day loam, 2
—
14.1
69.4%
!
to 8 percent elopes,
moderately eroded
TbC2 Tame gavelly slay day loam, 8
3.1
15.5%
to 15 percent slopes,
moderately eroded
Totals for Area of Interest
20.31
100.0°,L
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic Gass. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
10

Custom Soil Resource Report
The presence of minor components in a map unit in noway diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
Gasses but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general fads about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided Into soil phases. Most of the areas shown on the
detailed soil maps are phases of soli series. The name of a soil phase commonly
Indicates a feature that affects use or management. For example, Alpha sill loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units In the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

Custom Soil Resource Report
Union County, North Carolina
BaB—Kadin channery silt loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol. 2t80y
Elevation: 300 to 1,100 feet
Mean annual precipitation. 43 to 49 inches
Mean annual air temperature: 59 to 63 degrees F
Frost -free period: 215 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Badin
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Lanftrm position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Parent material., Residuum weathered from metasedimentary rock and/or
metavolcanics
Typical profile
A - 0 to 6 inches: channery silt loam
St - 6 to 35 inches: silty clay
Cr- 35 to 43 Inches: bedrock
R - 43 to 53 inches: bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 24 to 40 inches to paralithic bedrock; 40 to 59 inches to
lithic bedrock
Natural drainage class. Well drained
Runoff class. Medium
Capacity of the most limiting layer to transmit water (Ksal): Very low to high (0.00
to 1.98 inthr)
Depth to water table: More than 80 Inches
Frequency of flooding: None
Frequencyofponding: None
Available water storage in profile: Low (about 6.0 inches)
Interpretive groups
Land capability c/assiflcation (irrigated): None specified
Land capability classirrcation (nonirrigated): 3e
Hydrologic Soil Group: C
Minor Components
Goldston
Percent of map unit 5percent
12

Custom Soil Resource Report
Landform: Interfluves
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Tatum
Percent of map unit. 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
CmE —Cid channery silt loam, 1 to 5 percent slopes
Map Unit Setting
National map unit symbol.* 3wOq
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-fres period., 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cld and similar soils: 85 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Cid
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
AP - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty Gay loam
BC - 22 to 27 inches: channery silty clay
Cr- 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock; 20 to 40 inches to
paralithic bedrock
Natural drainage class: Moderately well drained
13

Custom Soil Resource Report
Runoff class., Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 Inthr)
Depth to water table: About 12 to 30 Inches
Frequency offiooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (non/mIgated): 2e
Hydrologic Soil Group: D
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx8q
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -bee period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material Residuum weathered from schist and/or other metamorphic rock
Typical profile
Ap - 0 to 6Inches. gravelly silty clay loam
Bt - 6 to 45 Inches. silty Gay
Cr - 45 to 60 Inches: weathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class. Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding. None
14

Custom Soil Resource Report
Frequencyofponding., None
Available water storage In profile: Low (about 4.5 inches)
Interpretive groups
Land capability dassificadon (irrigated): None specified
Land capability classification (nonirigated): 2e
Hydrologic Soil Group: B
TbC2—Tarrus gravelly silty clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol. 2mx8r
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 Inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period., 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transacts of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landrorm: Hilislopes on ridges
Landforn position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches., gravelly silty day loam
Bt - 6 to 45 inches: silty day
Cr - 45 to 80Inches. weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 40 to 60 Inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 In/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency ofponding. None
Available water storage in profile: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
15

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook18. htlp://www.nres.usda.gov/wps/portal/nres/
detail/nationaVsoils/?cid=nresl42p2 054262
Soil Survey Staff.1999. Soil taxonomy: A basic system of soil classification for making
and Interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/
nres/detaiVnational/soi Is/?cid=nres 142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http:/hvww.nres.usda.govhvps/
portaVnres/detaiVnabonaVsoils/?cid=nres142p2 053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detaiVsoils/
home/?cid=nres 142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detaiUnationaVla nd use/range pasture/?cid=stelprdb 1043084
17

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/deta il/soil s/scientists/?cid=nres 142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacl0c Basin. U.S. Department of Agriculture Handbook 296.
http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soiW?
cid=nres 142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. hlip://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2—O52290.pdf
18

Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
-- -----Cover Description—--— ----hydrologic soil group -----
Cover type and hydrologic condition Average percent A B C D
impervious area'
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) .............................
68
79
86
89
Fair condition (grass cover 50% to 75%) .....................
49
69
79
84
Good condition (grass cover > 75%) ............................
39
61
74
80
Impervious areas:
Paved parking.lots, roofs, driveways, etc.
(excludingright-of-way)...............................................
98
98
98
98
Streets and roads:
Paved: curbs and storm sewers (excluding
right-of-way)..................................................................
gg
98
98
98
Paved; open ditches (including right-of-way) ................
83
89
92
93
Gravel (including right-of-way) ......................................
76
85
89
91
Dirt (including right-of-way) ...........................................
72
82
87
89
Urban districts:
Commercial and business .................................................
85
89
92
94
95
Industrial...........................................................................
72
81
88
91
93
Residential districts by average lot size:
1/8 acre or less (town houses) .........................................
65
77
85
90
92
114 acre............................................................................
38
61
75
83
87
1/3 acre.............................................................................
30
57
72
81
86
1/2 acre.............................................................................
25
54
70
80
85
1 acre...............................................................................
20
51
68
79
84
2 acres..............................................................................
12
46
65
77
82
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 4 ..............................
77
86
91
94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and to = 0.2S
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type,
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rtv. 6/06 8.0.1.17

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3/1412017
Corporations Division
North Carolina
Elaine F. Marshall DEPARTMENTOF THE
Secretary SECRETARY OF STATE
m, a PO Box 29622 Raleigh, NC 27626-0622 {919j807-2000 Account
Login
Click Here To: Create
- -.. -- --. _ -— ---- — - Site
View Document Filings File an Annual Report Amend a Previous Annual Report Account
Print a Pre -Populated Annual Report form
Corporate Names
Legal: Graham Ventures, LLC
Limited Liability Company Information
Sosld:
Status:
Annual Report Status:
Citizenship:
Date Formed:
Fiscal Month:
Registered Agent:
Corporate Addresses
0544331
Current -Active
Current
Domestic
4/12/2000
December
Graham, Melvin F
Mailing:
2701 Coltsgate Road, Suite 300
Charlotte, NC 28211-3594
Principal Office:
2701 Coltsgate Road, Suite 300
Charlotte, NC 28211-3594
Reg Office:
2701 Coltsgate Road, Suite 300
Charlotte, NC 28211-3594
Reg Mailing:
2701 Coltsgate Road, Suite 300
Charlotte, NC 28211-3594
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager: Melvin F. Graham
2701 Coltsgate Road Suite 300
Charlotte NC 28211
https://w.sosnc.gov/Searc[Vprofcorp/5265305 1/1

0798
FILED
UNION COUNTY, NC
CRYSTAL CRUMP
REGISTER OF DEEDS
FILED Jun 03, 2016
AT 12:55 pm
BOOK 06690
START PAGE 0798
END PAGE 0800
INSTRUMENT# 15700
EXCISE TAX $2,800.00
swa
NORTH CAROLINA GENERAL WARRANTY DEED
Parcel Identifier No. 06-024-013B Verified by Union Counry on the _ day of 20_.
Bv:
MdUBox to: HINSON FAULK. PA., 309 POST OFFICE DRIVE, INDIAN TRAIL NC 28079
This instrument was prepared by. HINSON FAULK. PA. / FILE NO. 2016059088
Brief description for the index: TRACT 2B PRICE ESTATE NC 84 PLAT CABINET D, FILE 48
THIS DEED made this the 31st day of May, 2016. by and between
GRANTOR
LIQUID MANAGEMENT, LLC
A North Qmbm BmitedGabibrycompany
(a 5096 "divided interest)
and
C. INGRAM WALTERS and spouse,
ERIN WALTERS
(a 50%undivided intere )
Mailing Address:
231 Post Office Drive, Suite 88
Indian Trail. NC 28079
GRANTEE
GRAHAM VENTURES, LLC
Mailing Address:
2701 Colugate Road, Suite 300
Charlotte, NC 28211
The designation Grantor and Grantee as used herein shall include raid parties, their heirs, success ors, and migns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNFSSETH, that the Grantor. for a valuable consideration paid by the Grantee, the receipt ofwhich is hereby acknowledged, his
and by these presents does grant. bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel offend situated
in the City of Wesley Chapel, Union County, North Carolina and more particularly described as follows:
See Exhibit'A' attached herein and incorporated herein by reference.
The property hereinabove described was acquired by Grantor by instrument recorded in Book 6441, Page 526.
A map showing the above described property is recorded in Plat Cabinet D, Page 48.
N.C. Bar Assoc. Form No. 3 0 1976. Revised 0 1977, 2002

6690
0799
TO HAVE AND TO HOLD the aforesaid lot or parcel ofland and all privileges and appurtenances therembelonging to the Grantee in
fee rimple.
And the Guam, covenants with the Grantee, that Granmr is seized of the premiss In fee simple, has the right to convey the same in
fee simple, that title is marketable and free and dear of all encumbrances, and that Gunter will warrant and defend the tide against
she lawful claims of all persons whomsoever except for the receptions hereinafter sated.
Title to the property bereinabove described Is eubjem to she following exceptions:
All such valid and enforceable eauments. rauimiom and rights of way ofrecord and the lien of ad valorem tour
for the current year which the grantee herein armmes and agrees to pay.
All "a portion of the property heroics conveyed does case Include the primary mldence of a Germans. .
IN WITNESS WHEREOF, the Grantor duly executed the foregoing as of th ay and year But above Written.
LIQ MENI'. LLC
B (SEAL)
DdB4di*WvMoaer. Manager
C. IN 1 WALTE
EIWWALTEFE
SEAL - STAMP
SEAL - STAMP
ANDREA CIARK
Notary Fublic. North Carolina
Uni n Coumr
My Commie ai on Era;,.,
Sep lamb., 10. 2019
Stateof North Carolina- County of Union
1, a Notary Public for Wzkurltw aan , certify that the
following persons), either personally known in me or proven by saoh9cmry evidence.
pictorially appeared before me dus day and acknowledged to me that they voluntarily
signed the foregoing document for the purpose stated therein and in the capacity
indicated Dennis W. Moser. Witness my hand and official stamp instal, this 31n day
of May.2016. 01— _ ._ .- D
Notary PuibliONsoll T1PaJ/1"lf9LI Ulillf
My Commission Expirso, =
Sum of North Carolina -County of Urdon
1. Wro clur ,a Notary Public forMiM County,
North Carofina, do hereby certify that C. INGRAM WALTERS and ERIN WALTERS
either personally known to me orpmven by satisfactoryevidence. personally appeared
before me this day. and acknowledged the voluntary eeecution of the foregoing
Imtrument byhdshe/them for the purposes stated therein. Wime s my hand and official
stamp or". this 31s, day of May, 2016.
all rl-)n `I
My Commission Expires: �0 I I_
The foregoing Certificate(,) of Were terrified to be curec, This
instrument and this certificate ere duly registered at the date and time and in the Book and Page shown on the But page hereof.
By
legatee of Deed, for
Deputy/Amisunt - Regime, of Deed,
N.C. Bar Asaoe. Form No. 3O 1976, Revised 019T2, 2002

6690
0800
EMBIT W
BEGINNING AT A POINT, said point being the Northeastern comer of the lands of J.P. Price Trust, now
or formerly in Deed in Book 617, Page 117, said point being S52-02-37 W 111.10 ft (as tie line) from NOS
MONUMENT UNION HM63; thence from said BEGINNING POINT the following 14 calls in an
easterly direction with the center line of Weddington Road -NC Hwy. 84; I ) N68-18-51E 96.73 ft., 2) N69-
47-43E 95.99 ft., 3) N70-54-25E 98.71 ft, 4)N7140.49E 97.23 ft, 5) N72-38-59E 97.98 ft, 6) N74-I8-
04E 96.04 ft, 7) N76.17-19E 96.39R., 8) N78-53-2OE 95.05ft., 9) N83-22-OOE 105.45ft., 10) N8642-24E
97.02ft., 11) S8945-38E 97.76ft., 12) S86-00.41E 92.87ft., 13) S82-37-19E 118.95ft., 14) S8046-12E
249.62 to a P.K. NAIL SET in the Northwest comer of the lands of James D. Helms and Wilba A. Helms
Trustee, now or formerly in Book 3900, Page 15; thence S33-59-14W 303.59 ft. to a 1" FLAT IRON
FOUND; thence S33-59-14W 121.01 ft to a 518" EIR IN CREEK; thence S2048-23 W 12.93 ft. to a 5/8"
EIR IN CREEK; thence S2048-23 W 177.89 ft. to a 12" NIR; thence S25-00-00 W 12.63 ft. to a 5/8" EIR
IN CREEK; thence S25-OMO W 104.5 ft. to a 5/8" EIR IN CREEK; thence S41-08-25 W 62.2411. to a 5/8"
EIR IN CREEK (BENT); thence S5646-14E 56.40 ft. to a 12" NIR; thence S7-21-17 W 33.03 ft to a 12"
NIR; thence S61-55-15W 826.21 ft. to a 5/8" EIR; thence N23-24-30W 1037.57 ft. total (passing a 5/8"
EIR at 987.32 ft.) to the point and place of the BEGINNING, containing 24.038 acres, more or less, as
shown on a survey of "Tract 2B of the Page Price Estate" by Russell L. Whitehurst, PLS License # L-3661
dated February 17, 2010.
The above Property is also described as all of TRACT 2B, as shown on a plat thereof recorded in Plat
Cabinet D, File 48, and more particularly described as the Second Parcel in Deed Book 550, Page 441,
Union County Registry, reference to said plat and deed are hereby made and incorporated herein by this
reference thereto for a more particular metes and bounds description.