SW6111005_HISTORICAL FILE_20120215

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �DlI�fIC2s'
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYM M D D
I

LANDSCAPE ARCHITECTURE
LAND PLANNING
Enclosed
Under Separate Cover❑
CD -graphic images❑
Specifications❑
Cost Estimates❑
Drawings®
.Samples❑
Reports❑
Catalogue Cuts❑
Proposal❑
Other❑
As requested❑
For your use❑
For review®
For your information X
If enclosures are not as noted,
please notify the author
immediately.
30 Parker Lane, Suite 3
P. O. Box 3083
Pinehurst, NC 28374
Telephone [phone]
FAX [phone]
®ENR-FRO
FEB t 5 2012
r1,M
TRANSMI'I'I'AL
To: NCDENR-Division of Water Quality
Cc: Mike Lawyer
Date: 2-14-12
From: The I layter Firm
Job Name & Tyler's Ridge
Copies Date Description
2 sets of revised applications, plans, calculations for review per your
comments

Phone: ( 1 Fax:
4. Local jurisdiction for building permits:
Point of Contact: Phone #: ( 1
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be treated with bioretention basins.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph 11- Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 34.43 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0.92 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area':33.51 acres
Total project area shall be calculated to exclude the followiu the normal pool of imppounded structures, the area
bet ueen the banks of stremns and rivers, the area below the Normal High Water (NHW) live or Menn High Water
(MHW) line, and coastal retlands Iauhoard from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 23.75
9. How many drainage areas does the project have?5 (For high densihj, count 1 for each proposed engineered
stonmwater BMP. For low densihit and other projects, use 1 for the whole properhj area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Form SWU-101 Version 07Jun2010 Page 3 of 7

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400, 266 Old Coats Road
Lillington, NC 27546-0400
Phone [phone] / Fax [phone]
www.halowensoil.com
2 February 2012
Mr. Lou Sadler
Hayter Firm
Post Office Box 3083
Pinehurst, NC 28374
Reference: Soil Scientist Investigation
Tyler's Ridge at Sandhills
Dear Mr. Sadler,
A site investigation has been conducted for the above referenced property, located on the
western side of NC Highway 22, Moore County, , North Carolina. The purpose of this
investigation was to provide a general characterization of the soils in the areas proposed for
stormwater management devices, including ' a determination of the depth to evidence of a
seasonal high water table. In -situ hydraulic conductivity testing was also conducted. All soil
determinations were made in accordance with the "North Carolina Stormwater Best Management
Practice Manual" and Administrative Code Section: I SA NCAC 2H .1000. The materials at the
site were described in accordance with the USDA Field 'gook for Describing and Sampling Soils.
This report represents my professional opinion as a Licensed Soil Scientist.
SOIL PROFILE DESCRIPTIONS
Soil profile descriptions were collected at the six locations indicated in Figure 1 and are
attached to this report. Hand powered soil auger borings were utilized to make observations.
Soil morphological characteristics indicating a seasonal high water table (SHWT) were not
observed in any of the soil profile descriptions within ten feet of the ground surface nor within
two feet of the proposed basin bottoms (Table 1). In soil borings 3 and 4, where the basin
bottom is proposed 13 feet below surface, the borings were extended to 16 feet below surface
with no evidence of a SHWT. The soils in all six boring locations were observed to be sandy
textured throughout, with loamy sand layers greatly predominating and occasional sandy loam
layers observed. Based_ on information provided. in the Moore County Soil Survey, all soil layers
...... .
are anticipated to permeate water at a rate greater than two inches per hour. In -situ testing was
conducted in the soil layers at the proposed basin depth and is described in the following section
"Hydraulic Conductivity Testing".
Soil Science Investigations 0 Wetland Delineations, Permitting, and Consulting

W
HAL OWEN & ASSOCIATES, INC.
Table 1. Seasonal Hig&hWater Table SH depths.
Soil
Boring #
Ground Surface
Elevation fmsl
Proposed Basin
Depth fmsl
SHWT Depth
Fmsl
Notes
1
416
415
< 406
2
412.5
415
< 402.5
3
433
420
< 417
4
432
420
< 416++.
5
406
402
< 396
6
432
430
<422 ;
HYDRAULIC CONDUCTIVITY TESTING
Hydraulic conductivity testing was conducted using a Compact Constant Head
Permeameter (CCHP), specifically an Amoozemeter, by using the shallow well pump4n
technique as detailed in the user's manual. Hydraulic conductivity results can vary, even within
similar soils, depending on the temperature and composition of the water used, climatic
conditions, proximity of the test layer to the water table, and other factors. Therefore, the results
from one boring may not be indicative of the entire area,
Hydraulic conductivity tests were performed within the soil layers located at the depth of
the bottom of the proposed basins. A constant head of water was established within a 3 cm
radius bore hole, and readings were made of the rate of water flow from the meter until it
appeared that steady state had been reached. The Glover Solution was used to calculate the
hydraulic conductivity, where Ksat = A * Q; A = {sinh"i (Wr) - [(r/H)' + 1]12 + rIH)1(211W), Q
is the steady-state rate of water flow from the CCHP into the bore hole; H is the depth of water in
the bore hole; and r is the radius of the bore hole. Table 2 summarizes the result of the hydraulic
conductivity investigation. For detailed information about each test, please refer to the Ksat field
datasheets that are attached.
Table 2. Summary of Hydraulic Conductivity Data
Ksat ID
Depth of
Auger Hole
H
r
A
Q
Ksat
in
cm
cm
cm
cm3/da
cm/day
in/hr
1
34.8
88.5
16.5
3
0.000919
408240
375.17
6.15
2
11.6
29.5
16.5
3
0.000919
483840
444.65
7.29
3
154.9
393.5
16.5
3
10.000919
982800
1 903.19
14.82
4
1510
388.5
24.0
3
0.000523
415800
217.46
3.57
5
12.4
31.0
15.5
3
0.001007
1088640
1096.26
17.98
6
1 15.9 1
40.5
19.0
3
0,000745
665280
495.63
8.13
Soil Science Investigations * Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
In conclusion it appears that each of the proposed basin sites are very well suited for the
proposed activity. I appreciate the opportunity to provide this service and trust that you will feel
free to call on me again in the future. If you have any questions or need additional information,
please contact me at your convenience. . .
SincereAWA�_
ly,
Hal Owen
Licensed Soil Scientist
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

Tyler's Ridge
at
Smdhills
Cudm Na e
NqN
L-3
SOIL BORING
MAP

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Tyler's Ridee at Sandhills PROPOSED FACILITY:
LOCATION OF SITE: NC Hwy12—._. _.__COUNTY: Moore
EVALUATED BY: Hal Owen, NC Licensed Soil Scientist DATE EVALUATED: 25-26 Jan 2012
EVALUATION METHOD: Auger Boring ®, Pit ❑
r
PROFILE: 1
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITV (IN/HR
NOTES
0-5
IOYR 5/3
LS
2MGR
VFR
5-26
IOYR 7/6
LS
2MGR
VFR
26-59
7.5YR6/8
SL
I MSBK
VFR
58-68
7.5YR 6/8
7.5YR 8/6 fID
LS
I M SBK
VFR
68.78
7.5YR 5/8
SL
2 M SBK
VFR
78-99
7.5YR 916
7.5YR 6/8❑D
7.5YR 8/4 fl D
LS
G
99-120
variegated
all above and
7.5YR W
LS
0.
AWT
SHWT
>120 inches
SLWT
SLOPE
DRAINAGE
SOILSERIES
VEGETATION
COMMENTS:
PROFILE: 2
HORIZON
DEPTH
M
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY IN/HR
NOTES
e4
I0YR4f2
LS
2MGR
VFR
4-44
IOYR 716
LS
2 M OR
VFR
44-60
IOYR 814
LS
2MGR
VFR
60-78
I OYR 8/4
1 OYR 6/8 fl P
I OYR 88 fl F
LS
1 M GR
VFR
78-120
I OYR 814
IOYR 6B c2P
IOYR 8/3 c2F
LS
G
VFR
AWT
SHWT
>120 inches
SLWT
SLOPE -
......._._.....__._.__
-DRAINAGE -
-
SOIL SERIES
VFOF-TATION
COMMENTS:
Soil Science Investigations 4 Wetland Delineations, Permitting, and Consulting

a
HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Tyler's Ridge at Sandhills PROPOSED FACILITY:
_ LOCATION OF SITE: NC.Hwv-22....... . _ -.--'_---_........COUNTY: Moore
EVALUATED BY: Hal Owen, NC Licensed Soil Scientist DATE EVALUATED: 25-26 Jan 2012
EVALUATION METHOD: Auger Boring ®, Pit ❑
PROFILE: 3
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TFNCF.
PERMEABIL
ITY IN/HR
NOTES
0-2
IOYR 8/4
LS
2MGR
VFR
eroded
2-24
I0YR7/8
LS......
2MGR
VFR
24-50
IOYR 6/6
IOYR 714 BD
LS
IFGR
VFR
50.68
7.5YR 5/8
IOYR 7/4 nP
SL
I F SBK
^I
VFR
68-138
7.5YR 5/8
7.SYR 6/6 c2D
LS
M GR
VFR
138-192
7.5YR 6/8
7.SYR 6/6 c2D
LS
G
AWT
SHWT
>192 inches
SLWT
SLOPE
DRAINAGE
'.
SOILSERIES
VEGETATION..
COMMENTS:
PROFILE: 4
HORIZON
DEPTH
M
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY I"R
NOTES
0-7
I0YR4R
LS
2MGR
VFR
7-24
IOYR 618
LS
2MGR
VFR
24-38
7.SYR 5/8
St,
IMSBK
VFR
3864
IOYR 6/8
LS
1 M GR
VFR
64.77
IOYR 6/8
I OYR 7/3 c2P
7.SYR 5/8 n F
LS
I M GR
VFR
77-135
IOYR 7/3
7.5YR 518 t3P
10YR 6/8c2P
LS
I M GR
VFR
135-162
7.5YR 5/8
7.SYR 7/4 nP
SL
I M SBK
VFR
... ...
162-192...
....7.5YR6/8......
. .......__.......
........LS_....
G
AWT
SHWT
>192 inches
SLWT
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
Soil Science Investigations 4 Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Tyler's Ridge at Sandhills PROPOSED FACILITY:
LOCATIONOE.SITE: NC.Hwv_22—__ __.___._COUNTY: Moore
EVALUATED BY: Hal Owen- NC Licensed Soil Scientist DATE EVALUATED: 25-26 Jan 2012
EVALUATION METHOD: Auger Boring ®, Pit ❑
i
PROFILR: S
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY rN/HR
NOTES
Ofi
I OYR 4/3
IS
2 M GR
VFR
6-60
IOYR 5/6
.,,..,.,
LS
..... 2MGR....
VFR
60-120
I OYR 5/4
I OYR 5/8 B P
LS
G
AWT
SHWT
>120inche3
SLWT
SLOPE
DRAINAGE
SOIL SERIES
VF-GETATION
COMMENTS:
PROFILE: 6
HORIZON
DEPTH
' (IN)TENCE
MATRIX
MOTII.ES
TEXTURE
'STRUCTURE
CONSIS-
PERMEABIL
ITY (IN/HR
NOTES
0-6
10YR 6/3
LS
2 M OR
VFR
6-28
I OYR 8/6
LS
1 M GR
VFR
2946
7.5YR 5/8
SL
1 M SBK
VFR
46-66
TSYR 7/8
LS
1 F SBK
VFR
66.120
7.SYR 7/8
7.5YR 8/3 c2P
IS
G
SHWT
>120 inches
SLWT
*COMMEN;
DRAMAGE
SOIL SERIES
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
TEXTURE
S
-Sand
LS
- Loamy Sand
SL
- Sandy Loam
L
- Loam
SCL
- Sandy Clay Loam
CL
- Clay Loam
SiL
- Silt Loam
Si
- Silt
SiCL-
Silt Clay Loam
SC
- Sandy Clay
C
- Clay
SiC
- Silty Clay
O
- Organic
rmurt,r, Lpr m-tur t tvrN N
MOIST CONSISTENCE
L
- Loose
VFR
= Very Friable
FR
Friable
FIi `
- Firm
VFI
- Very Firm
EFI
- Extremely Firm
AWT - Apparent Water Table
S4WT - Seasonal High Water Table
SLWT - Seasonal Low Water Table
MOTTLES
f - few 1 - fine F - Faint
c - common 2 - medium D -Distinct
m - many 3 - coarse P - Prominent
0
- structureless
V F -very fine
1
- weak
F - fine
2
- moderate
M - medium
3
- strong
C - coarse
VC - very coarse
G
- Single Grain
M
- Massive
CR
- Crumb
GR
- Granular
SBK
- Subangular Blocky
ABK
- Angular Blocky
PL
- Platy
PR
- Prismatic
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

WSW
Level
y
HI
1
G(CA
Project: Ty Im 5 9 AC'
Ksat ID:�
Ksat DATA SHEET
Measurement #: 3 Date: P5 Tan 301 L Investigator:(-/ S 4W G9an 6
Location:_- 6r1�sa l RR:5 J�
Weather-- Condition: /%)os'f 4 !Jetnn64 Temp: 58"
Water - Source: ►1l poreTemp: 165 ° 'F
Soil Horizon: Layer Depth and Thickness: Slope: / o
d • H1(.50 a 100. 150)
Rdaeeee Level
1 0
L
L
calculate constant -head tube setting: cm
Hole Depth
119Q C
00 J
Distance between reference level +
and top of hole [— 12cm on flat sites]
1
Distance from bottom of hole
to reference level (D)
Desired depth of water (H)
Iw.O
[> 15cm]
Constant -head tube setting (HI)
Start Saturation:=�
Measured (Actual)
water level in hole:
Hole radius (r): cnn
Ksat =AXQ
Use Table 2 to determine A = D009! cm"2
Q. from other side =--408a 4.0 -. cm3/day
Ksat = 3l 5 , I 13 cm/day
-n/S

Project: Ty I er s an
Ksat ID: * )
H
cm
l(oS
Clock
Time
h : min
:07
Reservoir Change
Reading in time
cm min
yl.o
Change
in water
level
cm
Flow
Volume
(cm x C.F.)
�(105
cm
Q Q
(1440 midday)
cm /min cm3/day
38.o I
3" LI—_
35.b 1
3.01
3,13
a9.o �
3.0
i
31,19
Iy.S
3; I`j
I'd. o I
a. S
3.20
9,3 I
.2.7
'•a3
uo:8
3.25
35.a I
a.7
ag3.s
a$3.S 4o8ay�
3-a�
31•S I
3 •�
�
.. _.........
3 0
Average of last few measurements: 1 ;2 -I

Project: Tv I Cry k ,) P
Ksat ID:
Ksat DATA SHEET
Measurement#: 2 Date: 95 Tan Q01Z Investigator: fins Netacom.6
Location:
Weather -- Condition: Temp:
Water— Source: #-Ar.4- 04. 71 02 Temp:
Soil Horizon: Layer Depth and Thickness: Slope: -7 %b
I-- .-.a T.._.
e. H11.50 a 100 a 1501
calculate constant -head tube setting: cm
Hole Depth
S
Distance between referencelevel +
1
and top of hole [-12cm on flat sites]
Distance from bottom:of hole
.to reference level (D) .
Desired depth of water'(H)
[> 15cm]
Constant -head tube setting (H1). . =;23,
S
Start Saturation: ► S 1
Measured (Actual)
water level in hole: Kv • 5
Hole radius (r): 3 c-nn
Ksat =AXQ
Use Table 2 to determine A = 0. 00 0919 cm 2
Q fromotherside.= R 8.3-1'q0 .... cm'/day
Ksat !o N 9 cm/day
-7, a9
ALL

aO'S
H Clock Reservoir Change
Time Reading in time
Project: -r,-aIeA-s
Ksat ID:
Change Flow
in water Volume
level (m X C.F.)
Q Q
(1440 min/day)
cm h: min cm min cm CM3 cm'/min cm3/day
16"0 Cq-. 01
d"10
A-0
1 S, 5
3,6
1(,-5
qo;.3,
19.15
U.-St
a'21-
3).0
ptaq
l9q. Q
3.3
.2--30
DO--1
I 3.5
2,51
ITS
C.F. - to obtain flow volume, multiply change in water
Average of last few measurements:

Project: T, icarSQ-
KsatID: # 3
Ksat DATA SHEET
Measurement #: Jr Date: (QInvestigator: iiSoD CA> M6
Location: * 3 3o t',n!l (Bq 5)n # A)
Weather -- Condition: Pck Cla u.41Temp: foS�
Water— Source: ;, Harn*-* rft.Tale Temp: (OG�4:-
Soil Horizon:
Layer Depth and Thickness: Slope:
Rdemnoo Level
10
H
L
calculate constant -head tube setting: cm
Hole Depth
393.5
Distance between reference level
and top of hole [-12cm on flat sites] +
I • °.
Distance from bottom of hole
to reference level (D)
Desired depth of water (H)
! Z b
[ > 15cm]
Constant -head tube setting (HI).
Start Saturation: ) a : 39
Measured (Actual) , , y <;
water level in hole:
Hole radius (r): 3 CM
Ksat=AXQ
Use Table 2 to determine A = 0.000414 cm z I�
Q--from-other side 700 cm3/day
Ksat= go3.193a cm/day -
14.8 in/ht'

Project: T 1 er5
Ksat ID: 4V 3 �—
H
cm
b.5
Clock
Time
h : min
I : l l
Reservoir Change
Reading in time
cm min
19 •g
Change
in water
level
cm
Flow Q
Volume
(am XC.F.)
cm3. cm3/min
Q
(1440min/day)
cm3/day
'a
Eals
�b.a
�: ay
35.5
1 %.. �
a.a l
(a• $
C.F. a to obtain How volume, multiply change in water
Average of last few measurements:

Project:
Ksat ID:�
Ksat DATA SHEET
Measurement #: (0 Date: a(P:J'_AF) 0012 one
Location: bx)rlr\of
Weather Condition: Temp:
Water— Source: Temp:
Soil Horizon: Layer Depth and Thickness: Slope:
Cmq Heed Tubes Ai%bft
3 T 41 Win,,calculate constant -head tube setting: cm
WOO
L&M
Flow
HI
Ll
AuqN hole
d. H1 1.50 n 100 n 150]
C"M
We Leal
Hole Depth
337) .EL
Distance between reference level +
and top of hole [—I 2cm on flat sites]
Distance from bottom of hole
to reference level (D)
Desired depth of water (H)
> 15cm]
Constant -head tube setting (HI)
11 Start Saturation:
Measured (Actual)
water level in hole:
H
L
Hole radius (r): =A Q_ Y",
Ksat A X Q
Use Table 2 to determine A = 0 - OC>O
Q from other. side --q L,5 SOO cm'/day
Ksat= ;?17.q(,3q cm/day
3, S� 7 i /4 r-
1 S-3

H Clock Reservoir Change
Time Reading in time
Project:
Ksat ID:
Change
Flow
in water
Volume
level
(cm XC.F.)
Q Q
(1440 miNday)
cm
h : min
cm
min
cm CM cm3/min cm /day
a
s ;la
a�•S
�
tc•5 �`
,;V
I ,
lo,
q.s .
a
2
s • `d
$'S.-rs y I S Bo(�
C.F. = to obtain flow volume, multiply change in water level by the appropriate Conversion Factor. 1-0N = 20 cm -0N 105 an
Average of last few measurements:
Comments:

I
Projects
Ksat ID* 15
Ksat DATA SHEET
Measurement #: I Date: oZ S Ton o�1a Investigator: 1.(r/, 5 fV2 We om
Location: 3asi'n 4S Karma #S
Weather-- Condition: SunN Cl Temp: D�
Water - Source: f} Arp k ta, TY Temp:
Soil Horizon: Layer Depth and Thickness: Slope:
calculate constant -head tube setting: cm
Hole Depth
31 0
Distance between reference level
+
and top of hole [--12cm on flat sites]
Distance from bottom of hole
_
to reference level (D)
58
Desired depth of water (H)
[ > 15cm]
I
Constant -head tube setting (HI) _
Start Saturation: I I , &a
Measured (Actual)
water level in hole: 15.5
Hole radius (r): 3cM
Ksat=AXQ
Use Table 2 to determine A =o, 00100-7 . cm-2
Q from .other .side =----108.86..`IID cm'/day
Ksat = 1 D 9(,,• a6,5 cm/day

Project: T l - 0 Aaf
Ksat ID: dv 5
H
cm
Clock
Time
h : min
go
Reservoir
Reading
cm
Change Change
in time in water
:
min cm
Flow
Volume
(cm x.C.r.)
cm
Q Q
(WO min/day)level
cm3/min cm3/day
II',Sa:Yo 23.3
I � .7
I1:54:90
TI
1
1i:55*40
0•Co
1 _3
11%56*.,D
..ail. �.....
I -7.
-7
109 8640
Average of last few measurements:
4- 1 CommenNi R, (,,A ,, eAP( ;?Y t1°�v2, Lea l,

Ksat DATA SHEET
Measurement #: q
Location: ri
Project: le--r
Ksat ID: fFCo
Date: 016 dun RPIZI Investigator: Kr,s iVewc&*-b
Weather -- ondition: S W !r Temp:
Water- Source: M not G icpAl -r"O Temp:
Soil Horizon: 51,. Layer Depth and Thickness: Slope: t4 70
Caw Head Tuba
1 2 3 4
We
Lewd
y
THY
�i;
HI
d-H1 Wal00a ISM
Tiber
Bdamca lwd
calculate constant -head tube setting: cm
Hole Depth'
is
c�
Distance between reference level +
flat
10
and top of hole [--12cm on sites]
Distance from bottom of hole
_
to reference level (D) —
S ¢'S
Desired depth of water (H)
[> 15cm]
Constant -head tube setting (HI)
Start Saturation: 3' y J
Measured (Actual)
water level in hole: 9 % 0-
Hole radius (r): 3 c m
Ksat=AXQ
Use Table 2 to determine A = 0, Ooo745 cm 2
Q from other -side =--ID&..5.W? 0 - cm'/day
Ksat = li 9 S' (03 36 cm/day
8 13 PA/hr

c.tD S
Project:
Ksat ID:_(g
14
Clock
Reservoir
Change
Change
Flow
Q Q
Time
Reading
in time
in water
Volume
level
(cm XC.F.)
,. (14t0mbdday)
CM
h :min
cm."
min
cm ,
cm3
cm3/min cm3/day
IG.S
3:s8
3y-8
50g
493
1
y:ev
a
9. a
Ll f 3
L11,09
1,73a 9 .I w-,I.8
/;[I
i E.s a g,g .. 41Da
v=a3
C.F. -to obtain flow volume, multiply change in water level by the appmpriate Conversion Factor. 1-0N = 20 cm 2-0N - 105 an
Average of last few measurements:

TYLERS RIDGE AT SANDHILLS DWQ BASIN INFORMATION TABLE REVISED 12-7-11
'
BASIN INFORMATION
BMP #1
BMP #2
BMP #4
BMP#5"
REMAINING
AREA
(UNTREATED):
GRAND
TOTAL (SF):
RECEIVING STREAM NAME:
Mill Creek
Mill Creek
Mill Creek
Mill Creek
Mill Creek
STREAM CLASS:
WSIII; HQW:@
WSIII; HOW.@
WSIII; HQW:@
WSIII; HQW:@
WSIII; HQW:
STREAM INDEX NUMBER:
18-23-11- 1
18-23-11- 1
18-23-11- 1
18-23-11- 1
18-23-11- 1
TOTAL DRAINAGE AREA (SF):
304,062
268,338
108,576
93,648
771,924
1,546,548
ON -SITE DRAINAGE AREA (SF):
304,062
256,325
108,576
89,225
771,924
1,530,112
OFF -SITE DRAINAGE AREA (SF):
0
0
0
4423
0
12,013
EXISTING IMPERV. AREA (SF):
0
0
0
0
0
0
PROP. IMPERV. TOTAL (SF):
169,221
96,019
51,339
42,913
0
359,492
% IMPERVIOUS AREA (total):
55.65%
35.78%
47.30%
45.82%
0.00%
23.24%
IMPERVIOUS SURFACE AREA
BUILDINGS/LOTS (SF):
27,217
47,080
0
0
0
74,297
STREETS SF :
30,291
0
18,398
41,458
0
90,147
PARKING (SF):
46,157
34,182
0
0
0
80,339
SIDEWALKS (SF):
13,029
7,652
0
1455
0
22,136
OTHER SF :
7,830
7,105
0
0
0
14,935
FUTURE (SF):
44,697
0
32,941
0
0
77,638
OFF -SITE SF
0
0
0
0
0
0
EXISTING BUA SF
0
0
0
0
0
0
TOTAL SF
169,221
96,019
51,339
42,913
0
359,492
Note: BMP #3 is no longer a BMP. Its drainage area is now being treated by BMP #2.
"See additional table for breakdown
BASIN INFORMATION _
BMP#5
RECEIVING STREAM NAME:
Mill Creek
STREAM CLASS:
WSIII; HQW:
STREAM INDEX NUMBER:
18-23-11- 1
TOTAL DRAINAGE AREA (SF):
93,648
ON -SITE DRAINAGE AREA (SF):
89,225
ON -SITE IMPERVIOUS AREA (SF):
9,587
ADDITIONAL D.O.T. IMPERVIOUS AREA SF :
33,326
EXISTING IMPERV. AREA (SF):
0
PROP. IMPERV. TOTAL (SF):
42,913
IMPERVIOUS AREA total :
45.82%

LANDSCAPE ARCH rrECIU RE
LAND PLANNING
Enclosed
Under Separate Cover❑
CD -graphic images❑
Specifications[]
Cost Estimates[]
Drawings®
Samples'❑
Reports❑
Catalogue Cuts❑
Proposal[]
Other[:]
As requested❑
For your use❑
For review®
For your information X
If enclosures are not as noted,
Please notify the author
immediately.
30 Parker Lane, Suite 3
P. O. Box 3083
Pinehurst, NC 28374
Telephone [phone]
FAX [phone]
�-, , �,
>�'
OCT 2 6 2011
®WQ
TRANSMITTAL
To: NCDENR-Division of Water Quality
Cc: Mike Lawycr
Date:
10-25-11
From:
The Iiayter Firm
Job Name &
Tyler's Ridge
Copies
Date Description
2 sets of applications, plans, calculations for review

rJVV I\JJ 10 1 ih1UL 14 I
tntion for the Indcx:
FOR REGISTRATION REGISTER OF DEEDS
Jutiv D. Martin
Moore Dovnty, RC
Septaber 15, 2011 08:06:46 AM
Book 3918 Page 141-142
FEE: $22.00
INSTRUMENT 4 2011011619
111gVE1,1112011011619
LOTI, RECOMBINATION SURVEY, TYL ER'S RIDGE?
No Sot
This iiiMnnncal ,it, prrpared by:.Ntichael G. Goren On for Gorcntlo S Campbell, 111,1,C
NO TITLE SEARCh1 C.'OMPLI?TED BY PREPARER
NORTH CAROLINA GENERAL, WARRANTY DEED
1 Ill UL:CU moue lots mn ❑ay o1 .leple'mner, Lill I
GRANTOR
Tyler's Ridge Business Park, LLC
a NC limited liabilih company
(erroneously shown as
tcicr Ridge Business Park, L,LC in
Deed Book 3910, Page 21
\400rc County Registry,
but later corrected, see below)
c/o 6535 Seven Lakes Village
West land. NC 27376
all(] nctweco.
GRANTEE
Tyler's Ridge Phase I, L.LC
a NC limited liability company
c/o 6535 Seven Lakes Village
V ust End. NC 27376
W1INESSFTH, that the Grantor. for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has bargained and sold, and b\ these presents does grant, bargain,
sell and conve' unto the Grantee in fee simple. all ihat certain lot, tract, or parcel of land situated in
McNeill Township, Moore County, North Carolina, more particularly descrihed as follows:
Being all of Lot 1, as shown and delineated un that certain plat entitled,
"Recurnhinatiun Survey, Tyler's Ridge. Southern Pines, McNeill'Twp, Moore Counh,
NC" dated August 2011, by Benny L. Brown, Professional Survevor, and recorded
September 7, 2011 in Plat Cabinet 15, Slide 441, Moore County Registrn', and to which
recordation, reference is herehy made for a more particular description of said Lot.
Grantor acquired the above described prupert,i by instrument recorded in Book 3910,
Page 215, as later corrected in Book 3914, Page 109, Moore County Registn'.
Property is not a priman residence of grantor.
Property transfer represents a contribution of James 13. O'Malley, the sole member of
Grantor, to the Grantee, of which .fames 13. O'Malley is also the sole member.

10 HAVE AND TO HOLD the aforesaid lot, tract, or, parcel of land. and all privileges and
appurtenances thereto belonging to the said Grantee in fee simple; subject, however. to the
exceptions. reservations and conditions herein above referred to.
r And the Grantor covenants with the Grantee, that Grantor is seized of said premises in fee simple
and has the right to convey in fee simple; that the title is marketable and free and clear of all
encumbrances; and that Grantor will warrant and defend the title against the lawful claims of all
Persons whomsoever except for the exceptions hereinafter stated.
1. Moore County Ad Valorem Taxes for 2011 and subsequent years.
2. Easements and Rights -of -Way of record, if any.
3. Restrictive Covenants of Record.
IN WITNESS WHERF..O17, the said Grantor has hereunto set its hand and seal, through its authorized
Member/Manager the day and year first above written.
Tyler's Ridge Business Park, LLC
--(SF:A1.)
,James Bi O'Malley, Member/Nana r
._
STATE OR NORTH CAROLINA
MOORE COUNTY
I certify that the following person(s) personally appeared before me this day, and each
acknowledging to me that he or she signed the foregoing document: ,James B. O'Malley,
Member/Manager of Tyler's Ridge Business Part., LLC, a North Carolina limited liability
company-, being so authorized.
Date: September 8, 2011
MICHAEL G GOREtfFLO
NOTARY PUpIJC
MOORE CWNTY, NC
(OFFICIAL-. SLAL)
MN commission expires: January 14, 2015.
Michael G. Gorenflo. Notary Public

ouV"\ v10-
FOR REGISTRATION REGISTER OF DEEDS
Judy D. Martin
it.... county. NO
September 15, 2011 02:53:32 PM
Book 3918 Page 351-353
FEE: $25.00
INSTRUMENT 1261911652
1NVIVEN1 12011011652
Bricldescription for the Index:
FOUR LOTS, RECOMBINATION SURVEY, TYLER'S RIDGE.
No
phis imlrunwril was prepared by: Michael C. Gorenno for Corenno & Campbell, PLI.0
NO TI n,E SEARCH COMPLETED BY PREPARER
NORTH CAROLINA GENERAL WARRANTY DEED
1-11.l VI.V II maoC 1111% 1%in may of JDpLemocr, LuI I,
GRANTOR
'T•vler's Ridge BusinuNs Park, LLC
a NC limited liability company
(erroneously shown as
Tyler Ridge Business Park, LL,C in
Iced Book 3910, Page 215,
Moore County Registry,
but later corrected, see below)
c/n 6535 Seven Lakes Village
West Lind. NC: 27376
GRANTEE
Tyler's Ridge Phase 11, LLC
a NC limited liability company
c/o 6535 Seven Lakes Village
West land, NC 27376
WITNESSF"I 11, that the Grantor, for a valuable, consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has bargained and sold, and by these presents does grant, bargain,
sell and convey unto the Grantee in fee simple, all those certain lots, tracts, orparcels of land situated
in McNeill Township, Moore County, North Carolina, more pailiculaily described as follows:
SEE ATTACHED "PARIBIT A"
FULLY INCORPORATED HEREIN BY REFERENCE.
Property is nut a primary residence of grantor.
Property transfer represents a contribution of ,Tames B. O'Malley, the sale member of
Grantor, to the Grantee, of which ,lames B. O'Malley is also the sole member.
'ro HAVE AND TO HOLD the aforesaid lots, tracts, or parcels of land, and all privileges and
appurtenances thereto belonging to the said Grantee in Ice simple; subject, however, to the
exceptions, reservations and conditions herein above referred to.

� •'l l9 L.iJL
And the Grantor covenants with the Grantee, that Grantor is seined ol- said premises in fee simple
and has the right to convey in fee simple; that the title is marketable and free and clear of all
encumbrances; and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions hereinafter stated.
I. Moore County Ad Valorem Taxes for 2011 and subsequent years.
2. Easements and Rights -of -Way or record, if any.
3. Restrictive Covenants of Record.
IN WITNESS WHEREOF, the said Grantor has hereunto set its hand and seal, through its authorized
Member/Manager the clay and year first above written.
Tyler's Ridge Business Park, LLC
BY: 3_!J C��h
(SEAL,)
J1 u B. ' Tlallcy, Menrher/Manager
STATI, OF WISCONSIN
COUNTY OF 1i;lwc,t �y
1 certify that the following Person(s) personally appeared before me this day, and each
acknowledging to me that he or she signed the foregoing document: James 13. O'Malley,
Mernher/Manager of Tyler's Ridge Business Park, LLC, a North Carolina limited liability
company, being so authorized.
Date: ✓Iiij�jm lC�l . 11 /
Notary Public
(Print Notary Name here)
J _xly coitritr3Sj, expires: _
O�A�Y
U :z
c
pU6�\ �

BOOK3918 - PAGE353
EXHIBIT A
FIRST LOT
Being all of Lot 2 as shown and delineated on that certain plat entitled, "Recombination
Survey,Tyler's Ridge,Southern Pines, McNeill Twp, Moore County, NC" dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in Plat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
FOR CLARIFICATION, THE NORTHWESTERN PROPERTY LINE OF LOT 2 IS A
COMMON LINE. WITH THE NORTHEASTERN PROPERTY LINE, OF "OMALLEY
COURT" (ALL OFOMALLEY COURT BEING A PORTION OF"LOT V AS SHOWN ON
SAID PLAT), AND THE COMMON LINE INCLUDES THE CALLS 1,15, C24, I,14, C23,
AND 236.97' OF THE LINE SHOWN AS N 41043'16" E 270.02'.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.
SECOND i,CT
Being all of Lot 3 as shown and delineated on that certain plat entitled, "Recombination
Survey,Tyler's Ridge, Southern Pines, McNeill Twp, Moore County, NC"' dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in Plat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
Grantor acquired the above described property by instrument rmorded in Boole 3910, Page
215, us later corrected in Book 3914, Page 109, Moore County Registry.
THIRD 1,01,
Being all of Lot 4 as shown and delineated on that certain plat entitled, "Recombination
Survey,Tyler's Ridge, Southern Pines, McNeill Twp, Moore County, NC" dated August2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in Plat Cabinet
IS, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
Grantor acquired the ahme described property by instrument recorded in [toot: 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.
l�OURTli LOT
Being all of Lot 5 as shown and delineated on that certain plat entitled, "Recombination
Survey, Tyler's Ridgc, Southern Pines, McNeill Twp, Moore Countv, NO' dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in flat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.

GVur\JD to - rkor- 141
FOR REGISTRATION REGISTER OF DEEDS
Judy D. Martin
Moor• Oounly, NC
September 15, 2011 08:06:46 RM
Book 3918 Page 141-142
FEE: $22.00
INSTRUMENT # 1011011619
Brief description for the Index: No Stomps
LOT 1, RECOMBINATION SURVEY, TYLER'S RIDGE,
This instrument was prepared by: Michael G. Goren On for Gorentlo & Campbell, PLLC
NO TITLE SEARCH COMPLFTED BY PREPAR1dR
NORTH CAROLINA GENERAL WARRANTY DEED
HIS DbLD made this Nth ctav of Ne tember, 2011
GRANTOR
Tyler's Ridge Business Park, LLC
a NC limited liability company
(erroneously shown as
Tyler Ridge Business I'ark, LLC in
Dced Book 3910, Page 215,
\goorc County Registry,
but later corrected, see below)
c/o 6535 Seven lakes Village
West End. NC: 27376
and between.
GRANTEE
Tyler's Ridge Phase 1, LLC
a NC. limited liability company
c/o 6535 Seven Lakes Village
West End, NC 27376
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has bargained and sold; and by these presents does grant, bargain,
sell and conve' unto the Grantee in Icc simple, all dial certain lot, tract, or parcel of land situated in
lMcNeill'Township, Moore Count;v, North Carolina, more particularly described as follows:
Being all of Lot 1, as shown and delineated on that certain plat entitled,
"Recornbinatiun survey,,ryler's Ridgc. Southern fines, McNeill TTvp, Moore County,
NC" dated August 2011, by Benny L. Brown, Professional Surveyor, and recorded
September 7, 2011 in Plat Cabinet 15, Slide 441, Moore Count)- Registry, and to which
recordation, reference is hereby made for a more particular description of said Lot.
Grantor acquired the above described property by instrument recorded in Book 3910,
]'age 215, as later corrected in Book 3914, Page 109, Moore Count), Registry.
Properh is not a primary residence of grantor.
Property transfer represents a contribution of.lames B. O'Malley, the sole member of
Grantor, to the Grantee, of which James 11. O'Malley is also the sole member.
/vb

TO HAVE AND TO HOLD the aforesaid lot, tract, or parcel of land. and all privileges and
appurtenances thereto belonging to the said Grantee in fee simple; subject, however. to the
exceptions, reservations and conditions herein above referred to.
And the Grantor covenants with the Grantee, that Grantor is seized of said premises in fee simple
and has the right to convey in fee simple; that the title is marketable and free and clear of all
encumbrances; and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions hereinafter stated.
1. Moore County Ad Valorem Taxes for 2011 and subsequent rears.
2. Easements and Rights -of -Way of record, if any.
3. Restrictive Covenants of Record.
IN WI'I'NIiSS WHEREOF, the said Grantorhas hereunto set its hand andseal, through its authorized
Member/Manager the clay and year first above written.
Tyler's Ridge Business Park, LLC
(SEAL)
James 13f O'Malley, Member/Tana r
STATE: OF NORTH CAROLINA
MOORE COUNTY
I cenifv that the following person(s) personally appeared before me this day, and each
acknowledging to me that he or she signed the foregoing document: James B. O'Malley,
Member/Manager of Tyler's Ridge Business Park, LLC, a North Carolina limited liability
company, being so authorized.
Datc: September 8, 2011
MI=GGOREIFLO Michael G. Gorenllo. Nolary Public
(OFFICIAL, SEAL)
My commission expires: January 14, 2015.

O V V I\JJ I n- 1'NV LJJ 1
FOR REGISTRATION REGISTER OF DEEDS
Judy D. Martln
Moor• County, NO \ 1 ,j
September 15, 2011 02:53:32 PM \[
Book 3910 Page 351-353
FEE: 57s.ao
INSTRUMENT 12011011652
Ilil!�IIII��IIIIII�IIII' 1�11111191�I1111�11111111
INSTRUMENT 1NINE
Brief description for the Index: No Stamps
FOUR LOTS, RECOMBINATION SURVEY, TYLF,R'S RIDGE
I his instrunicni ",us prcpared by: Michael G. Gorenito for Gorenno & Camphell, PI.I.0
NO TT11,E SEARCH COMPLETED 13Y PREPARER
NORTH CAROLINA GENERAL WARRANTY DEED
rug ucnv nmac mts ium any of
GRANTOR
Tyler's Ridge Business Park, LLC
a NC limited liability company
(erroneously shown as
Tyler Ridge Business Park, LLC in
I )ced Book 3910, Page 215,
Moore County Registry,
but later corrected, see below)
c/o 6535 Seven lakes Village
West End, NC 27376
LU11, ov tna DCAWCen,
GRANTEE,
'Tyler's Ridge Phase II, LLC
a NC limited liability company
c/o 6535 Seven Lakes Village
West End, NC 27376
WTI'NESSETII, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has bargained and sold, and by these presents does grant, bargain,
sell and convey unto the Grantee in fee simple, all those certain lots, tracts, or parcels of land situated
in McNeill Township. Moore County, North Carolina, more particularly described as follows:
SEE ATTACHED "EXHIBIT A"
FULLY INCORPORATED HEREIN BY REFBRI?NCE
Property is not a primary residence or grantor.
Property transfer represents a contribution of ,James B. O'Malley, the sole member or
Grantor, to the Grantee, of which James If. O'Malley is also the sole member.
r0 HAVE AND TO HOLD the aforesaid lots, tracts, or parcels of land, and all privileges and
appurtenances thereto belonging to the said Grantee in fee simple; subject, however, to the
exceptions, reservations and conditions herein above. rJetred to.

And the Grantor covenants with the Grantee, that Grantor is seized of said premises in fee simple
and has the right to convey in fee simple; that the title is marketable and free and clear of all
encumbrances; and that Grantor will warrant and defend the title against the lawful claims of all
persons whomsoever except for the exceptions hereinafter stated.
L Moore County Ad Valorem Taxes for 201land subsequent years.
2. Easements and Rights -of -Way of record, if any.
3. Restrictive Covenants of Record.
IN WITNESS WHEREOF, the said Grantorhas hereunto set its hand and seal, through its authorized
Member/Manager the clay and year first above written.
Tyler's Ridge Business Park, L.LC
BY- /r
(SEAL)
J. es B. Malley, Member/Manager
STATE OF WISCONSIN
COUNTY OF
I certify that the following person(s) personally ;appeared before me this day, and each
acknowledging to me that he or she signed the foregoing document: James B. O'Malley,
MCF111her/Manager of Tyler's Ridge Business Park, LLC, a North Carolina limited liability
company, being so authorized.
Data.: —�Z402�Mit-r /5�.1�i/
J. \ty'ciaitriM
z: p�
C)
sjgpU15vN
,L)
expires:___�'%6z( Y�Jo;S
Notary Public
(Print Notary Name here)

BOOK3918 - PAGE353
EXHIBIT A
FIRST LOT
Being' all of Lot 2 as shown and delineated on that certain plat entitled, "Recombination
Survey, Tyler's Ridge, Southern Pines, McNeill Twp, Moore County, NC" dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in Plat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
FOR CLARIFICATION, THE NORTHWESTERN PROPERTY LINE OF LOT 2 IS A
COMMON LINT; WITH T1IF, NORTHEASTERN PROPERTY LINE OF "OMALLEY
COURT" (ALL OFOMALLEY COURT BEING A PORTION OF"LOT 6" AS SHOWN ON
SAID PLAT), AND THE COMMON LINE INCLUDES THE CALLS 1,15, C24, I,14, C23,
AND 236.97' OF THE. LINE SHOWN AS N 41043'16" E 270.02'.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.
SECOND L,O'I
Being all of Lot 3 as shown and delineated on that certain plat entitled, "Recombination
Survey, Tyler's Ridge, Southern fines, McNeill Twp, Moore County, NC" dated August 201 I,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in Plat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more, particular description of said Lot.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.
THIRD I..OT
Being all of Lot 4 as shown and delineated on that certain plat entitled, "Recombination
Survey, Tyler's Ridge, Southern Pines, McNeill Twp, Moore County, NC" dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in flat Cabinet
15, Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.
FOURTH LOT
Being all of Lot 5 as shown and delineated on that certain plat entitled, "Recombination
Survey, Tyler's Ridge, Southern Pines, McNeill Twp, Moore County, NC" dated August 2011,
by Benny L. Brown, Professional Surveyor, and recorded September 7, 2011 in flat Cabinet
15,Slide 441, Moore County Registry, and to which recordation, reference is hereby made for
a more particular description of said Lot.
Grantor acquired the above described property by instrument recorded in Book 3910, Page
215, as later corrected in Book 3914, Page 109, Moore County Registry.

Permit Number:
(to be provided by Dli
yNNy�� o2pp W A iFy0
lo*
h
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name TYLER'S RIDGE AT SANDHILLS
Contact name BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
Phone number
Date
Drainage area number
919-644-1277
Drainage area
299,516 ft'
Impervious area
166,146 ft2
Percent impervious
55.5% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
7,060 it3/sec
Post -development 1-yr, 24-hr peak Flow
0.000 ft3/sec
Pre/Post 1-yr, 24-hr peak control
-7.060 ft'/sec
Storage Volume: Non -SA Waters
Minimum volume required
13,709.0 ft'
Volume provided
20,426.0It3 OK
Storage Volume: SA Waters
1.5' runoff volume
R'
Pre -development 1-yr. 24-hr runoff
It
Post -development 1-yr, 24-hr runoff
ft'
Minimum volume required
0 fi
Volume provided
It'
Cell Dimensions
Fording depth of water
12 inches
OK
Pending depth of water
1.00 It
Surface area of the top of the bioretention cell
17,584.0 ft'
OK
Length:
285 ft
OK
Width:
60 It
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 inthr
OK
Planting media soil.
Soil permeability
2.00 in/hr
OK
Soil composition
• Sand (by volume)
85%
OK
• Fines (by volume)
10%
OK
• Organic (by volume)
5%
OK
Total. 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401.Bioretention-Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 1 of 2

Bagin Eleyatdons
Permit Number:
(to be provided by DWQ)
Temporary pool elevation
416.00 fmsl
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
n (Y or N)
Is this a cell with trees/shrubs?
y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer)
415 first
Depth of mulch
4 inches OK
Bottom of the planting media soil
412 final
Planting media depth
3 ft
Depth of washed sand below planting media soil
0.33 it
Are underdrains being installed?
n (Y or N)
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
0 it
the bottom of the cell to account for underdrains
Bottom of the cell required
411.67 trust
SHWT elevation
405 first
Distance from bottom to SHWT
6.67 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS
n (Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
415 ft
Planting Plan
Number of tree species
3
Number of shrub species
3
Number of herbaceous groundcover species
3 OK
Additional Information
Does volume in excess of the design volume bypass the
biorelention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the biorelention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(81nches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
ft
(Y or N)
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
NIA ft/sec
Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N)
OK
N (Y or N) OK
Y (Y or N) OK
OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 2

T
NCDENR
Permit Number:
(to be Provided by DWQ)
O?pF WAr, gI?
N Y
j f
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out. printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
TYLER'S RIDGE AT SANDHILLS
BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
11, DESIGN INFORMATION
Site Characteristics
Drainage area
167,565 ft'
Impervious area
66,169 ft' '
Percent impervious
39.5% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
3.460 ft'/sec
Post -development 1-yr, 24-hr peak flow
0.000 113/sec
Pre/Post 1-yr, 24-hr peak control
-3.460 f 3/sec
Storage Volume: Non -SA Waters
Minimum volume required
5,661.0 ft3
Volume provided
1Q284.0 ft'
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft1
Post -development 1-yr, 24-hr runoff
W
Minimum volume required
0 ft 3
Volume provided
It
Cell Dimensions
Forcing depth of water
12 inches
OK
Painting depth of water
1.00 ft
Surface area of the top of the bioretention cell
12,236.0 ft'
OK
Length.
185 ft
OK
Width:
60 It
OK
-or- Radius
it
Media and Soils Summary
Drawdown time, bonded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 in/hr
OK
Planting media soil.
Soil permeability
2.00 inlhr
OK
Soil composition
Sand (by volume)
85%
OK
Fines (by volume)
10%
OK
Organic (by volume)
5%
OK
Total:
100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-Bioretenfion-Rev.8
June 25. 2010 Parts I and 11, Design Summary, Page 1 of 2

Permit
Basin Elevations
(to be provided by DWO)
Temporary pool elevation
421.00 fmsl
Type of bioretention cell (answer 'Y' to only one of the two
following questions).
Is this a grassed cell?
n (Y or N)
Is this a cell with trees/shrubs?
y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer)
420 fmsl
Depth of mulch
4 inches OK
Bottom of the planting media soil
416 fmsl
Planting media depth
4 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being installed?
n (Y or N)
How many clean out pipes are being installed?
N/A OK
What factor of safety is used for sizing the underdrains? (See
N/A Insufficient factor of safety.
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
0 it
the bottom of the cell to account for underdrains
Bottom of the cell required
415.67 imsl
SHWT elevation
405 fmsl
Distance from bottom to SHWT
10.67 it OK
Internal Water Storage Zone (IWS)
Does the design include IWS
n
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
420 ft
Planting Plan
Number of tree species
3
Number of shrub species
3
Number of herbaceous groundcover species
3
OK
Additional Information
Does volume in excess of the design volume bypass the
N
(Y or N)
Excess volume must bypass cell,
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
(Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if
Y
(Y or N)
OK
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
NIA ft/sec:
Insufficient inlet velocity unless energy dissipating devices are
being used.
Is the area surrounding the cell likely to undergo development in
N
(Y or N)
OK
the future?
Are the slopes draining to the bioretention cell greater than 20%?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed swate
OK
Forebay
X
Other
Form SW401-eioretentian-Rev.8
June 25, 2010 Parts I and 11, Design Summary, Page 2 of 2

AMi
NCDENR
Permit Number.
Ito be provided by DWQ)
Ocf NAr§
N �
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TYLER'S RIDGE AT SANDHILLS
Contact name BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
Phone number 919-S44-1277
Date October 6, 2011
Drainage area number 3
Drainage area
109,089 ft,
Impervious area
40,687 ft2
Percent impervious
37.3% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
3.460 ft'/sec
Post -development 1-yr, 24-hr peak flow
0,000 ft'/sec
Pre/Post 1-yr, 24-hr peak control
-3,460 ft'/sec
Storage Volume: Non -SA Waters
Minimum volume required
3,506.0 ff1
Volume provided
3.600.0 It
OK
Storage Volume: SA Waters
1.5' runoff volume
112
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 W
Volume provided
it
Cell Dimensions
Fording depth of water
12 inches
OK
Ponding depth of water
1,00 ft
Surface area of the top of the bioretention cell
3,587.0 ft'
OK
Length:
79 ft
OK
Width:
46 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, corded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 m
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 in/hr
OK
Planting media soil:
Soil permeability
2.00 inihr
OK
Soil composition
• Sand (by volume)
85%
OK
• Fines (by volume)
10%
OK
%Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-eioretention-Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer 'Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
Other
438.00 fmsl
n (Y or N)
y (Y or N)
437 fmsl
4 inches
433 fmsl
4 It
0.33 It
OK media depth
OK
n (Y or N)
N/A OK
NIA
Oft
432.67 fmsl
405 first
27.67 It
Insufficient factor of safety.
P73
n (Y or N)
Wa fmsl
#VALUEIft #VALUE!
3
3
3 OK
N (Y or N) Excess volume must bypass cell.
N (Y or N) Excess volume must pass through filter.
It
(Y or N)
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
N/A ftlsec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
OK
Form SW401-Bioretention-Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 2

®TA
NCDENR
Permit Number:
(to be provided by DWQ)
OF WATEq
O? OG
N r
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
TYLER'S RIDGE AT SANDHILLS
Contact name
BENJAMIN LENNON-MICHEAL A. NEAL & ASSOCIATES
Phone number
919-644-1277
Date
October 6, 2011
Drainage area number
4
Ill. DESIGN INFORMATION
Site Characteristics
Drainage area
112,910 ftr
Impervious area
50,777 ft'
Percent impervious
45.0% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yi, 24-hr peak flow
3.460 fl3/sec -
Post -development 1-yr, 24-hr peak flow
0.000 ft'/sec
Pre/Post 1-yr, 24-hr peak control
-3.460 ft'/sec -
StorageVolume: Non-SAWalers
Minimum volume required
4,279.0 ft'
Volume provided
4,743.0 h' OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
W
Post -development 1-yr, 24-hr runoff
ftr
Minimum volume required
0 1,3
Volume provided
If
Cell Dimensions
Ponding depth of water
Fording depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total.
In -situ soil..
Soil permeability
Planting media soil:
Soil permeability
Soil composition
• Sand (by volume)
• Fines (by volume)
• Organic (by volume)
Phosphorus Index (P-Index) of media
Form SW401-Biaretention-Rev.8
June 25, 2010
12 inches
OK
1.00 ft
5,1850ft'
OK
86If
OK
58 ft
OK
it
6 hr OK
18 hr OK
24 or
2.50 in/hr OK
2.00 in/hr OK
85% OK
10% OK
5% OK
Total: 100%
20 (unitless) OK
Parts I and II. Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Basin Eleyations
Temporary pool elevation
Type of bloretention cell (answer 'Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bloretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 It of grass)
Grassed swale
Forebay
Other
431.00 fmsl
n (Y or N)
y (Y or N)
430 fmsl
4 inches
426 fmsl
4ft
0.33 ft
n (Y or N)
NIA
NIA
0 It
425.67 fmsl
405 fmsl
20.67 It
OK media depth
OK
OK
Insufficient factor of safety.
OK
n (Y or N)
nla fmsl
#VALUE! ft #VALUE!
3
3
3 OK
N (Y or N) Excess volume must bypass cell.
N (Y or N) Excess volume must pass through filter.
It
(Y or N)
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
NIA fVsec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
n (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretenbon-Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 2

RI' RAP APRON (ENERGY DISSIPATER)
CALCULATIONS
NOTE: CALCULATIONS ARE INCLUDED FOR EACI-I FLARED -END SECTION
OUTLI 1'. SOME OUT11I-11'S DISCHARGEL TO A FOREBAY, WI-IERE'ITIE ENTIRE
FORFBAY IS ARMORED. A RIP RAP APRON HAS BEEN SI/_,ED REGARDLESS.

Design of Riprap Outlet Protection
(Source: "Bank and channel liming procedures grew York Department of
Transportation, Division of Design and Construction. 1971.)
Project Name:
Tyler's,Ridge,at Sandhills
Culvert/Outlet I.D.
FES-18
Site Location (City/Town)
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity Vo at advert or paved channel outlet.
Step 2) For pipe culverts D is diameter.
For pipe arch, arch and box culverts. and paved channel outlets.
Dn=A, where A. = cross -sectional area of flour at oullet.
For multiple culverts, use D. = 1.25 x D. of single culced.
Velocil fl/s
.47
Openin t e
Pi e Culvert
Single or multiple openings?
Single
Outlet pipe diameter, De (ft)
1.25
data from Ilydraflow report
NOTE f: If opening type is anything other than "Pipe Culvert", Do A.(Cross-sectional area of
flow at oullet).
NOTE 2', If nmlaple openings, 0, 125 x Da of siuille culvert.
Step 3) For apron grades of 1(n ii or- steeper; use recommendations
For next higher zone. (Zones I through 6).
Zone
Will apron have >1=10%etude? II No
NU I E: r-or apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
5
Stone Type
. 'Class.A :
Min. Dissipator Apron Thickness 1 1 91,
Determine Width (W) of Apron*:
for minimum tailwater conditions W = Do + La
(Tw < d5o.piv. ):
for maximum tailwater conditions W = Do+ 0.41-a
IT. > d5gNpe )
tailwater T., = 0.52 ft (min)
W=1.25+5
W = . 6.25
'from figure 8.06a R 8.06b of the NCDENR Erosion and Sediment Control Manual
Fioure 8.06d
Figure 8.06d
NA
*&A
Conclusion
Rip Rap Apron =
FES-18
Length (ft) =
7
Width f =
6
Stone =
Class B
Thickness =
181,
eIDo

Design of Riprap Outlet Protection
(Source: `Bank and channel luting procedures", New York Department of
Transportation. Division of Design and Conshtiction, 1971.)
Project Name:
Tyler's_ Ridge at Sandhills
Culvert/Outlet I.D.
FES-6
Site Location (City/Town)
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute How velocity %v at culvert or paved channel outlet.
Step 2) For pipe culverts De is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
➢a=Ao whete A. = cross -sectional area of floty at outlet.
For multiple cuk eos, rise De= L25 x De of single culvert.
velocil ft/s
4.47
O enin t e
Pipe Culvert
Sin le or multiple openings?
Single
Outlet pipe diameter, Do (f)
1.25
data from r ydraflow report
NOTE 1'. If opening type is anything other than "Pipe Culvert D,rN (Cross -sectional nrea of
flow at outlet).
N01 E 2: If multiple openings, De 1.25 x Do of single culvmt.
Step 3) For apron grades of 10'96 or steeper, use iecorluneudario is
For next higher zone. (Zones 1 thr ough 6).
Will apron have >/=10 % grade? No
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
- `...5 +' ``• . ''. ' :�".
Stone Type
•Class A
Min. Dissipator Apron Thickness9
Determine Width (W) of Apron":
for minimum tailwater conditions
(Tw < dea.vipe ): W = Do + L,
for maximum tailwater conditions W = Do + 0ALs
(Tw > (45n,pipe ):
tailwater T„ = 0.85 ft (max)
W=1.25+0.45
W = 3.25
'from figure 8.e6a A 8.061) of the NCDENR Erosion end sedirnerrt Control Manual
Fioure 8.06d
Figure 8.06d
Conclusion
Rip Rap Apron =
FES-6
Length (ft) =
7
Width (ft) =
4
Stone =
Class B
Thickness =
18"
8D,

Design of Riprap Outlet Protection
(Source: "Bank and channel linurg piocedilies". New York Depatttnent of
Transportation. Division of Design and Construction. 1971.)
Project Name:
Tyler's Ridge at Sandhills
Culvert/Outlet I.D.
-FES-4
Site Location (City/Town)
Southern Pines
Dale
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step t) Compute ffote velocity VP al culvert or pa-.C(I clrauuel outlet.
Step 2) For pipe culverts D. is diameter.
For pipe arch, arch and box culverts. and pived channel outlets,
DP=A. tvhete X = moss -sectional area of flow at outlet.
For multiple culverts, rise D = 1.25 x DP of single culvert.
Velocit ft/s
.5
O enin t pe
Pipe Culved
Sin le or multiple openin s?
Single
Outlet pipe diameter, D (f)
1.25
'data from Hydratlow report
NOTE I: If opening type is anything other than "Pipe Culvert', D.-A. (Gross sectional area of
flow at outlet).
NOl'E 2: If mritiple openings, Do 1.25 x D, of single (;ulvart.
Step 3) For apron grades of 10". or stceper. use iecununendatiovs
For next higher zone. (tones I tkough 6).
Zone
Will apron have >/=10%grade?
I No _
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
6�`
Apron length (ft)
Stone Type
' ClassA.
Min. Dissipator Apron Thickness 9"
Determine Width (W) of Apron`:
for minimum tailwater conditions W = Do+ L,
(Tw G d50.P.P. ):
for maximum tailwater conditions W = DP + 0 4L,
(Tw > d5o,Phro ):
tailwatei Tw = 0.54 It (min)
W=1.25+5
W = 6.25
'from figure sure 8 8.061, of the NCDENR Erosion and Sediment Contort Manuat
Figure 8.06c
Figure 8.06d
Figure 8.06d
6&ANA
ConclusiIFES-4
Rip Rap Apron =Length
(ft) =Width
ft)=Stone
=Thickness
=
313.

Design of Riprap Outlet Protection
(Source: '-Bank and chaturel lining procedures New York Dep;utment of
Transponatiom, Division of Desigu and Construction, 1971.)
Project Name:
Tyler s Ridge'at Sandhills
Culvert/Outlet I.U.
.-FES, 3
Site Location (Cit lTown)
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute Roth velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts De is diameter.
For pipe arch, alch and box culverts, and paved channel outlets,
Dp=Ae where A. =cross -sectional area of flow at outlet.
For multiple culverts, use De = 1.25 x De of single culvert.
Velocit ft/s)
.1
Opening type
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, De (ft)
1.5
'data from Hydrated, report
NOTE 1: If opening type Is anything other their Pipe CulverI', Do A,(Cross-seclunal area of
flow at Orio ,
NOTE 2: II mulliplo apeninga, O,= 1.25 x D, of single culvert_
Step 3) For apron grades of 10ii or sleeper, use recommendations
For next higher zone. (Zones l through 6).
Will apron have >/=10%grade? No
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Min. Dissipater Aron Thicknessi 9"
Determine Width (W) of Apron":
for minimum tailwater conditions W = pe + L,
(Tw � dso,pine ):
for maximum tailwater conditions W = De + 0.4L„
(Tw > d5o,plpe ).
tailwater Tw= 1.14 ft (rnax)
W=1.5+0.46
W _ 3.9r
gram figure 8.06a & 8.061, of the NCDENR Erosion and sediment Control Manual
Conclusion
Rip Rap Apron =
FES-3
Length (ft) =
8
Width (ft) =
6
Stone =
Class B
Thickness =
181,
M.

Design of Riprap Outlet Protection
(Source: "Bank and channel Imung procedures'. New Yod: Depanment of
Transportation. Division of Design and Construction, 1971.)
Project Name:
Tyler's Ridge.atSandhills
Culvert/Outlet I.D.
FES-14
Site Location Cit (Town
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute ffoi; velocity V. at advert or paved channel outlet.
Step 2) For pipe culverts D is diameter.
For pipe arch, arch and box culverts. and paved channel outlets.
Dp =A. where. A. =cross -sectional area of flow at oullet.
For multiple culverts, use D.= 1.25 x Do of single cuheu.
Velocit ills
3.98
Opening type
Pipe Culvert
_
Sin le or multiple openings?
Single
Outlet pipe diameter, De (ft)
1.25
use Iron Hydranow report
NOTE t: If opening type is anything other than -Pipe Culvert Da k(Cross-sectional area of
flow at oullet).
NOTE 2: If multlple openings, Do 1.25 x Da of single aJvert.
Step 3) For apmu grades of 100,0 or steeper, use recommendations
For nest higher zone. (Zones 1 ihrough 8).
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
-'.5
Stone Type
•. Class A
Mi n.Dissipator Apron Thickness 9"1
Determine Width (W) of Apron-:
for minimum tailwater conditions
w <d W=Do+La
(T50,pipa )�
for maximum tailwater conditions
wT' dsopina )� W = De + 0ALa
( ,
tailwater Tw = 0.63 ft (max)
W= 1.25+0.45
W= 325
'from figure 8.06a A 8.061, of the NCDENR Emsioa and Sediment Control Manual
Fiqure 8.06d
Figure 8 06d
Conclusion
Rip Rap Apron =
FES-dB
Length (ft) =
7
Width (ft) =
4
Stone =
Class
Thickness =
18.,
£IDS

Design of Riprap Outlet Protection
(Source: 'Bank and channel Imatg procedures' New York Department of
Transportation, Division of Design and Constriction, 197 L)
Project Narne:
Tyler's Ridge at Sandhills
Culvert/Outlet I.D.
FES-7,
Site Location Cit (Town
Southern Pines
Date
December 2011
Estimation of Stone Size and Difnensions For Culvert Aprons
Step 1) Compute fiotr velocitY Va at culvert orpaved chalmel outlet_
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and Uos. culverts, and paved channel outlets,
Dp=Ap where A. = cross -sectional area of flow at ouder.
For multiple culverts, use D,,= f.25 s Dp o£sutgle culvert.
Velocity (ft/s)
6.83
O ening type
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, Do (ft)
2
data from Hydraflow report
NOTE 1'. If opening type is anything other than "Pipe CUIVOn", De FN (Cross -sectional area of
flow at outlet).
NOTE 2: It multiple openings, Da 125 x Da of single culvert.
Step 3) For apron grades of 1076 or steeper, use recouune.ndations
For next higher zone- (Zones 1 through 6).
(Will apron have >/=10%orade? I No I
NU I E: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
12
Min. Dissipater Apron Thickness - is- -
Determine Width (W) of Apron`:
for minimum tailwater conditions W = Do+ L,
(Tw � d5ppip ):
for maximum tailwater conditions W = Do+ 0ALu
ITw> dso,pipe ):
tailwater I. = 1.44 ft (max)
W=2.0+0.402
W = 1 "'.6.8 ...
'from figure 9 06a a 8.06b of the NCDENR Ensiou nod Sediment Control Manual
Conclusion
Rip Rap Apron =
FES-7
Length (ft) =
15
Width (ft) =
7
Stone =
Class 1
Thickness =
181,
2, Do

Design of Riprap Outlet Protection
(Source: "Bank and chaunel lining procedures", New York Department of
Transportation, Division of Design and Construction, 1971.)
Project Name:
Tyler s Ridge.at Sandhills
Culvert/Outlet I.D.
FES-8 ,
Site Location (City/Town)
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity %o at culvert or pave(I channel outlet.
Step 3) For pipe culverts D° is dune ter.
For pipe arch, arch and box culverts, and paved channel outlets,
D°= A. where A. = cross'sectional area of flow at outlet.
For multiple culverts, use D°= 1-35 x D. of single culvert.
Velocit (ft/s)
.3
Opening type
Pipe Culvert
_
Sin le or multi le o enin s?
Single
Outlet pipe diameter, D° (ft)
1.5
'data from Nydrafiow report
NOTE 1: If opening type is anything other Than "Pipo Culveit", De k(Doss-sectional area of
flow at outlet).
NOIL 2: If multiple openings, D,= 1.25 x D„ of single CalVen
Step 3) For apron grades of 1046 or steeper, use recommendations
For next higher Zone. (Zones 1 tirrough 6).
Zone
1
(Will apron have>/=10%grade?
No
1
NU I t: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Min. Dissipator A ron Thickness -9"
Determine Width (W) of Apron`:
for minimum tailwater conditions W _ D° + La
(Tw < 050,ip° )
for maximum tailwater conditions W = D„ + OAL,,
(Tw > d5opipe ):
tailwater T,,, = 1.27 ft (max)
W=1.5+0.46
W = 3.9'
'from figure Butte & 8.06b of the NCDENR Erosion and Sediment Control Manual
Figure 8.06c
4MANA
Conclusion
Rip Rap Apron =
FES-8
Length (ft) =
10
Width (ft) =
5
Stone =
Class B
Thickness =
I8"
3Do

Design of Riprap Outlet Protection
(Source: "Bank an([ clmnnel lining procedures". New York Department of
Transportation. Division of Design and Conslmction, 1971.)
Project Name:
Tiders Ridge'at'Sandhills
Culvert/Outlet I.D.
IFES`-10�
Site Location (City/Town
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity V. at Calvert of paved cltpnnel outlet.
Step 2) For pipe culverts Dp is diameter.
For pipe arch, such and box culverts. and paved channel outlets.
D.=Ao where A. = cross -sectional area of flow at Outlet -
For multiple culverts, use D. = 1.25 x Do of single culvert.
locity
Opening type ----�
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, Do (ft)
1.25
'data from Hydraflow report
NOTE 1: If opening type is anything other than "Pipe Culvat", De A,(Cross-sectional area of
now at outlet).
NOTE 2: If multiple openings, Do 1.25 x Da of single culvert.
Step 3) For apron grades of IO% or steeper, use reconunendatious
For next higher zone. (Zones I drrough 6).
Zone
I 1
W ill apron have >/=10% grade?
No
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
'5 `-
IStone Type - _- -
Class A
Min. Dissipater Apron Thicknessi 9
Determine Width (W) of Apron*:
for minimum tailwater conditions W = Do + La
IT. < d5rpipe )
for maximum tailwater conditions W = Do+ 0.41La
(Tw> d5eppe )
tailwater fe, = 0.31 ft (tnin)
W=1.25+5
w — .-. - m,.' 6:25' ,. .
'from figure 8,06a & 8.06b of the NCDENR Erosion and Scdinienf Control Manual
Fipure 8.06c
Fipore 8.06d
Figure 8.06d
Conclusion
Rip Rap Apron =
FES-10
Length (ft) =
8
Width ft) =
7
Stone =
Class B
Thickness =
181,
3Do

Design of Riprap Outlet Protection
(Source: "Bank and channel lining procedures", iQeta York Department of
Transponation. Division of Design and Construction. 1971)
Project Name:
Tyler's Ridge afSandhills
Culvert/Outlet I.D.
,FES-5
Site Location (City/Town
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute How velocity V'p at culvert 01 paved channel outlet.
Step 2) For pipe culverts D is diameter,
For pipe arch, ntzh and box culverts, and paved channel outlets,
Do= Ap where A. = cross -sectional area of flow at outlet.
For multiple culverts, use D = 125 x Do of single culvert.
Velocit ft/s
4.09
Openin type
Pi e Culvert
Sin le or multi le openin s?
Single
Outlet pipe diameter, Do (ft)
1.25
'data born Plydraflow report
NOTE 1: It opening type is anything other than 'Pipe Culvert", Do A,(Cross-sectional area of
flow at outlet).
NOTE 2: If mulliple openings, Da 1.25 x D, of single culvert.
Step 3) For apron grades of 10% or steeper, use ieconunendarious
For next higher zone. (Zones I through 6).
�WIIlapron have>/=10%grade? No
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
5.'
Stone Type
Class A
Min. Dissipater Apron Thickness I-9 -
Determine Width (W) of Apron":
for minimum tailwater conditions W = Dp + Lp
(Tw < d5o,pipe ):
for maximum tailwater conditions W = Div + 0 4Lp
(Tw > d...pmp ):
tailwater l„= 0.65 ft (max)
W=1.25+ 0.45
9rour figure 8.(leo R a,061) of Iho NCDENR Erosion runt Sediment Control Mmmal
Figure 8.06d
Figure 8.06d
Conclusion
Rip Rap Apron -
FES-5
Length (ft) =
7
Width (ft) =
4
Stone =
Class 8
Thickness =
181,
3Da

Design of Riprap Outlet Protection
(Source: "Flank and chainiel lining procedures", New York Department of
Trauspouation. Division of Design and Constmction. 197 L)
Project Name:
Tyler's Ridge.at Sandhills
Culvert/Outlet l.D.":FES-15`'.
Site Location (City/Town)
Southern Pines
Date
December 2011
tstlmabon of Stone Size and Dimensions For Culvert Aprons
Velocity (Ns
0 enin t e
Sin le or multi
Outlet pipe die,
'data from Hydraf(
NOTE 1: If openin
Step 1) Compute flow velocity,%o at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For ppe itch, mc_h and Lm: culverts, and paved channel outL"-
De = A. where A. = cross -sectional area of flow a1 outlet.
For mrdtiple culverts, use Do = 12= x D, of single culceci.
NOTE 2: If multiple openings, De 1.25 x D, of single, culvert.
Step 3) Fein apron grade, of 10°5 er steeper, use leconnnendations
For next higher zone. (Zones l through 6).
iWill apron have>1=10e/ grade? No
NOTE: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
.5 .
Stone Ty pe
'Class
Min. Dissipater Apron Thickness " "-9i°
Determine Width (W) of Apron*:
for minimum tailwater conditions W _ De + L,
(Tw < d5gp1pe )
for maximum tailwater conditions W = De + 0.4Le
(Tw � d5ouipe )',
tailwater T. 0,65 ft(max)
W=1.25+0.45
W =T..'3:25 i,, ,, .
'from figure 8.06a 8 8.06b of the NCDENR Erosion and Sediment Con(ml Manual
Figure 8.06d
Figure 8.06d
Conclusion
Rip Rap Apron -
FES-15
Length (it) =
7
Width ft =
4
Slone =
Class B
Thickness =
181,
3D.

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Process Oescriptian:
The Field Revision process is for plan Changes that are made to A project after the permits have been city Departments & Divisions
issued. Once the Pernik is issued, Project management If miller, to the field inspector assigned to the Co otlin,den Divis ru
addles,. Air .nodfllcnions should be presented to the assigned bade field inspectors. The field Development Servlces
inspector now.... ues when the changes are sufficient enough that they will require another plan Customer' Service Center
review. When multiple undo, are involved in a change request, the building inspector will coordinate
meetings until resohnimi. Development Services Division
The fiord ... ... ecru is lydmrizcd to make binding code decisions. In the event that die inspector is
Documents & Publications
uncmumawth a with the scope of work, the project change should be referred to the field supervisors.
Development Fee Schedule
Supervisors will work through the issues to resolution or infer the project to be resubmitted for a new
review. Re submitted plans ate recruited to have a field revision form (Comm rust eo) or
Wrveloprnenl. Services
( esr ldentlal 1;7J), atnr he(] for Mond; W routlng n instruction.is Field evon in (,ornn ¢ cfit t.=. I
Glossary
it "
(residential are completed by the client and signed by the field inspector supervisor.
_
Revisions on permitted projects will not be accepted without a field revision form (cmrunerclai t✓ 1
m (residential p ) signed by the field supervisor.
See the City of Raleigh Development Services Glossary for any unfamiliar tennis,
Are there any pi et equisites to this process?
the project must helve penults Issued
A field inspector most require the plan review when significant project changes are made
How do I tart the process?
A discussion nwst be held with the flnid Inspector to determine it the changes can be bundled in the
field. the ih¢pectm will make the decision and if changes can not be handled in the field, they will
sign a field revision form (commercial c� ) or (residential ) stating why the changes are being
sent back for review and which trades will need to review these changes. The client will then bring
the Inu, to the Development Services Customer Service Center for plan review routing.
What do I need to submit to the City?
SUBMITTAL PACKAGE
far One I I I set of the approved, punched and starnped plans approved by the City
of Raleigh or a paper COPY of the scanned originals with signatures and
approvals. At this time, electronic copies will not be accepted.
(4) complete sets of dw changes, or five (5) if Involving Wake County
h Dept.
Field Revision Form (commercial6 ) or (residential p) signed by the
inspector trial states why the project is being sent bock into review and
trades need to be reviewed.
Copies of the detailed letter staling what Changes have been made torn
riginal submittal, the original transaction number, the contact persmis
Contacts
DMC[Commit 5e"j"s
Ctctonrm Selvlce Control
Steve Lupton
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Ficld Revisions -The Official Cily oi'Raleigh Portal
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Iname, phone number B fax Merle, A copy of this letter must be attached to
each set of changes.
What additional documents may be needed?
Truss drawings, if applicable
• hydraulic calculations, if applicable
Where do 1 submit my application?
Office: City of Raleigh
Dro,"menU City Manager- DevWoprnend Scrvlcas Division
Loetial, Customer Service Center
Address: One Exchange Plaza, Suite 400, Raleigh, NC'27601
Adjacent to: 219 Fayetteville Street
Phone d: [phone]
hours: 8:00 a.m. to 4:00 p.m.
What are the keys to success?
Make sure that all the required information listed on the field revision form (commercial o) or
Q esidential = ) has been provided.
What lees are involved and when do I any their?
The field revision review fee is applled by lire Into, per tittle, par review cycle. The cashier will
notify the project contact person of the total anmunl Of the review fee after all the teviews have
bean approvod. Refer to the Develoument Pee Fcloornla 'I for foes See link to the right
Hnw long will this process take?
• -I'he project will be put into review once it is deter minad that all iegound information has been
provided
The average review cycle for this type of project is five (5) business days per review cycle
Last Modified: October 29, 2010
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Design of Riprap Outlet Protection
(Source: "Bank and draft tie Iinurg procedures", MNx Yotl: Department of
Trauspm7ation. Division of Design and Construction, 1971.)
Project Name:
Tyler's Ridgeat Sandhills
Culvert/Outlet I.U.
-..FES-16
Site Location (City/Town)
Southern Pines
Date
December 2011
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute floc velocity N at advert or paced channel outlet.
Step 2) For pipe culverts D. is diameter
For pipe arch, arch and box culverts, and paced channel outlets.
Do =Ao whete A. = cross-scoicn:d ifea. of flow at outlet.
For multiple culverts, use Dp= 1.25 x D of single cuhretr
Velocit (ills)
O enin t pe
Pipe Culvert
Sin le or multiple o enin s?
Single
Outlet pipe diameter, Do (ft)
1.25
'data front Hydraflow report
NOTE t: If opening type is anything other than "Pipe Culveh", De A,(Cross-sectional area of
flow at oullep,
NOTE 2: It multiple openings, Do 1.25 x D, of single culvert.
Step 3) Fr.1r apron grades of 109,6 or steeper, use iecouuieudations
For next higher zone. (Zones 1 Iluougli 6).
Zone —�
1
Will apron have >1=10% grade?
No
NO I E: For apron slopes equal to or
greater than 10%, use next higher Zone in
Figure 8.06d to determine apron length.
Apron length (ft)
Stone Type
"Class'A
Min. Dissipater Apron Thickness ..9
Determine Width (W) of Apron':
for minimum tailwater conditions yy = Do + La
(Tw < dw,ipe )
for maximum tailwater conditions W = Do + 0.41_,
(Tw > dso.pipe )'
tailwater 1, 0.31 ft (min)
W=1.25+5
'frail) figure 8.06a R 8.061, of the NCOENR Erosion mm Sod aeat Confrof Manuel
Figure 8.06c
Figure 8.06d
Figure 8.06d
Conclusion
Rip Rap Apron =
FES-16
Length (ft) =
8
Width ft =
7
Slone =
Class B
Thickness =
181,
3Do

5
7
T-^,'`�1 1• f I 11�1 I I I I t-- �� i I� I-1 I I
1 i_LL �T L
1�
I I
. 1 1 1ui 1_�L'
�=lam Z.wl 1_Y
t
;1 I . 1 1 1. I. I"T.'.�"-i
A 1 i ,� i � � � ram;-1'}: ." ; ; ; '-[-; �' ��- i�� . �c •
0 5'
i
Figure 8.06c
� I
I I I I
10, IF 20'
DIAMFTFR (Ft.)
71
LENGTH OF APRON!
w
z,
p
APRON MATERIAL
TO PROTECT
TO PP. E'JE7 SCOU=
N
CULVERT
HOLE USE L2 AL:k A't:
L2
LI
I
STONE FILLING (FINEI CI_.A
3}CDC
4;!D•,
2
STC81JE FILLING tLIGHT) CL. E
3X Do
6 x D
3
STONE FILLING (MEDIUrc11 CL i
A X De
3 x D
4
STONE FILLING (•.HEA•,"') CL, i
4 X D,
3
S
:TONE FILLING fHF_,U'0 CL.2
SX Do
10x0,
0
STONE FILLING (HE,4'•.^/I CL_ 2
6 X Do
10 x D
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS. STILLING
BASIN OR LARGER SIZE STONE).
Fli gru I (" 8.0 f d
i
'3fid[k=3 owes pipe dia. (wai) '
,NOTE For aprons opes eqyal to or greater than 10% use next higher Zone to
.determine Apron'Length.

CCU of Raleigh Development Fee Schedule
Project Revision Fee (per permit)
Revision to a construction project, which occurs after review and issuance of permits,
including any change in building plans, street address or nature of construction .... ........ $111
Zoning (per location)
Dish Antenna, Parking Lot Landscaping Swimming Pool or Other .................................. $76
Re -Inspection Fee/Extra Inspections
Perinspection (trade) ......................................................................................................... $65
Perinspection (right-of-way) ................................._......................................... .......................................... $65
Examination Fees -Journeyman Certificates (per certificate) $35
Re -Review Fees
When, in the processing of a permit, it becomes necessary to review the plans for a project on more than
two (2) occasions for items previously identified or when the plan documents are poorly conceived and
prepared, a re -review fee for each review beyond two (2) as follows:
a1pule-family Dwellings (One-half the total permit fees for the project including building,
electrical, plumbing, and mechanical)
Commercial - new buildings (per trade per hour - $864 minimum) .................. $111 per trade
Other than new buildings (per trade per hour - $540 minimum) ... .... ................ ...$84 per trade
Tree Conservation Permit Awj&aegn &Checklist
One permit per parcel for tree removal, pruning, and other tree disturbing activities....... $108
Tree conservation area up to and including 0.2 acres ............ ............... ............-............ $217
'I ree conservation area above 0.2 acres is $919 of Tree Conservation Area up to but not to ex-
ceed 10% of the gross acreage of the tract (15% for Rural Residential Zoning Districts) or
$5,403, whichever is less.......................................................................................... $919
tree buffer protection is either $217 or $46 per acre or fraction thereof of the tree disturbed activ-
ity area, whichever is greater with a maximum fee of$2,702................................... $217
Facility Fees *New Fees Effective July 4, 2011
A facility fee is charged based on the "impact" of the development as determined by the land
use of a project. These fee revenues provide proportionate funds needed to improve thor-
oughfares and acquire open space to serve the affected area.
There are two general categories of facility fees: Thoroughfare Fees and Open Space Fee
Thoroughfare Fees
T of roug are lees Tor non-resiclential developmentare based on gross floor area, number
11

Figure 8.06d: Length of Apron
LENGTH OF APRON
w
$
APRON MATERIAL
TO PROTECT
TO PREVENT SCOUR
GULv_RT
HOLE USE L2 aLY; is
L2
Lt
1
STONE FILLING (FINE) CL. A.
3 X D,
d x D,
2
STONE FILLING (LIGHT) CL. B
3 X D�
5 x D,
3
STONE FILLING (Po)EDIUM) CL. t
4 X D
4
STOPIE FI LLI NG (HEAVY) CL. 1
a X Do
? x D,
5
STONE FILLING (HEAVY) CL. 2
s X Do
10 :a D,
6
STONE FILLIPIG (HEAVY) CL. 2
6 X D,
tU x D,
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONEY.
Figme 8.06c1
Width =.3 times pipe <Ea. imut.)

NCDOT Riprap Size Chart
Required Stone Sizes (inches)
NCDOT
Class
Minimum
(D.;,,)
Median
(Deo)
Maximum
(Dmaz)
minimum
Dissipator Apron
Thickness
A
2
4
6
9
B
5
8
12
18
1
5
10
17
18
2
9
14
23
24 (27 preferred)

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 21-1.1000 and S.L. 2006-246, the Stormwater Management Regulations,
deed restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed
restrictions and protective covenants are necessary to ensure that the development maintains a "built -upon"
area consisLent with the design criteria used to size the stormwater control facility.
rytw ye PG..,.,�c.=, Gte � 'Tyfeur��ye P1••aR1=,Lcc
acknowledge, affirm and agree by my signature below, that I will
cause the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number as issued by the Division of Water Quality under the
Stormwater Management Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is varies square feet. This allotted amount includes
any built -upon area constructed within the lot property boundaries, and that portion of the right-of-way
between the front lot line and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does not
include raised, open wood decking, or the water surface of swimming pools.
OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA
1,2,3,4,&5 338,897sf
This allotted amount includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
8. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures.
Form DR13C-3 Rev.2 05Nov2009 Page 1 of 2

r High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
\ y 1ca.s� f��9 V>",,X, L.LC yl� Q1B�a PI.,...a� -1 L..cc._
Rinnnfura nntp-
a Notary Public in the
State of Ili � sc m-aA,_ County of
do hereby certify that 8 • a'mjISY - personally appeared
before me this the ! 4 day of pc'%b a 20 I f , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
My Commission expires
it} CAROL J. s}
MUELLER
Form DRPC.-3 Rcv.2 05Nov2009 Page 2 of 2

Permit Number: _
-- (10 be prorided by DWO)
Drainage Area Number: i
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will betaken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
— _...-----......-----
Potentialproblems:
How 1 will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and Hater until it is
established. Provide lime and a
one-time fertilizer ap2lication.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-13ioretention O&M-Rev.3
Page 1 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Plow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
_
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
PH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
( Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is dama
Re air or re dace the dro inlet.
_
The receiving water
Erosion or other signs oContact
Idle
the NC Division of Water
damage have occurredQuality
401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4

Permit Nutnher.
(to be provided by DWO)
acknowledge and agree by my signature below that I am responsible for the
perl'ormance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:TYLERS RIDGE AT SANDHILLS
BMP drainage area nurnher:
Print name: 4 ier `S
Phon
Sign;
Date
Z
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold and a resident of the subdivision has been named the president.
1.11 i oy ilk Z I w� �: L� a Notary Public for the State of
. County of ` t t l LO t, ,-L ( u do hereby certify that r
5T
To Y�l.; � � L I �A personally appeared before me this
day of OCLi0 �i.1' 7�i1 // L, and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal.
%OTAq�
R WISG
SEAL
My commission expires��/ �hl tI
3(� i, I L� � V-, ut, f, VIJ
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

Permit Number:
(to he provided by DWO)
Drainag-e Area Number: Z
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will'be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
--- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
_
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
I
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable)
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
utrf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M -Rev, Page I of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
revent future erosion problems.
_
Weeds are. present.
Remove the weeds, preferably by
hand. _
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
_
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic time shall be applied as
pFl has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention 0&M-Rev.3 Page 2 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-13ioretention O&M-Rev.3 Page 3 of 4

Permit Number:
be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project nanze:TYLERS RIDGE AT SANDIAILLS
BAIP drainage area
Print name
1... L.L C.
I. me: ---3 C�e s si-I . - i - vuw�.t — t c.—L-1 n
Address: S Z.00 l�� 1 C o� �., P. "s, ee .t�ti (J+ 53iZs
Phon
Signs
Dale
Note: The legally responsible party should not be a homeowners association unless more than 50". of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
� Ill S C �1l S i tt County of (t � �,t.31 a-.( do hereby certify that
r-)I 0 0't-k j-Il F�personally appeared before me thisl'
f�
day of Ci(, f-10 Y r- U I , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

Permit Number:
(lobe provitled3 byDN,O)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or Swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable),
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
a licable).
Form SW401-Bioretention O&M-Rev.3 Page I of 4

1 BMP element:
Potentialproblems:
How I will remediate theproblem:
_
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
i
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
_
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased m
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
free stakes/wires are present
Remove tree stake/wires (which
six months after planthi
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioretention O&M-Rev3 Page 3 of 4

Permit Number:
(m be provided by DWO)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Pr(ject name:,rY1.GRS RIDGE AT SANDHILLS
BMP drainage area number:') //��
Print name: IfM 211AX)Ie L
Title:
o 53%21/1
P
D
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
t-try; t „ . County of U I IuL,A, , ,G r.( , do hereby certify that SF
personally appeared before me this aff
day oC and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
01111111000,
ZIM
�oTngy9Z
Puet�G_
,�.
OFGO``,
Of q
SEAL.
My commission expires ' ( ` O I
Form SW401-Hioretention I&M-Rev. 2 Page 4 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number. H
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell..
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
Flow 1 will remediate theproblem:
The entire BMP
'Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or Swale
applicable .
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
Swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page I ol'4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
have formed.
flow to the pretreatment area.
Restabilize the area after grading.
-gullies
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
_
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
_replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
1 It Is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after laut n9___
can kill the tree if not removed). _
_
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away,
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches. __
I Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
PH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev3 page 2 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
(if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW40 I -Bioretention O&M-Rev.3 Page 3 of 4

Pertnit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:TYLERS RIDGE AT SANDHILLS
l3MP drainage area
Print name: ZL
Title: ---UC.s
Address: 5,700 O,0 Lov ox w1 >ZEc (a reev 21n� e� Lei 5312 i
Phone: — leZJ/ola
Signature: A, at
Note: The legally responsible party should not be a homeowners. association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
L _— j I-C LCAI t 11n wA e VgX I,u a Notary Public for the State of
County of kci)-\; , IX t do hereby certify that
I.a t ti1 s � l ; 5 �.a �� (`�_ personally appeared before me this
day of Oc fi� �,}C V jt) I II I , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
�pTARY\'sy
Pug�,�G
�O OF111110
�gG`�p
SEAL
My commission expires
L,11/ ,L( , i -f,�V L,t, I Lk—t��L -LO <_)
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

Phone:
Fax:
4. Local jurisdiction for building permits:
Point of Contact:
IV. PROJECT INFORMATION
Phone #:
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater will be treated with bioretention basins.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the
4. Total Property Area: 34.43 acres
River basin.
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0.92 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project
Area':33.51 acres
Total project area shall be calculated to exclude thefollowing: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Nornmal High Water (NU) line or Mean High Water
(MHW) line, and coastal roetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal Wetlands laidmard of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Fetal Impervious Area / Total Project Area) X 100 = 23.75
9. I -low many drainage areas does the project have?5 (For high density, count 1 for each proposed engineered
stormzater BMP. For lout density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Form SWU-101 Version 07Jun2010 Page 3 of 7

TYLERS RIDGE AT SANDHILLS DWO BASIN INFORMATION TABLE REVISED 12-7-11
BASIN INFORMATION
BMP #1
BMP #2 _
BMP #4
BMP#5**
REMAINING
AREA
(UNTREATED):
GRAND
TOTAL (SF):
RECEIVING STREAM NAME:
Mill Creek
Mill Creek
Mill Creek
Mill Creek
Mill Creek
STREAM CLASS:
WSIII; HQW:@
WSIII; HQW:@
WSIII; HQW:@
WSIII; HQW:@
WSIII; HQW:
STREAM INDEX NUMBER:
18-23-11- 1
18-23-11- 1
18-23-11- 1
18-23-11- 1
18-23-11- 1
TOTAL DRAINAGE AREA (SF):
304,062
268,338
108,576
93,648
771,924
1,546,548
ON -SITE DRAINAGE AREA (SF):
304,062
256,325
108,576
89,225
771,924
1,530,112
OFF -SITE DRAINAGE AREA (SF):
0
0
0
44231
0
12,013
EXISTING IMPERV. AREA (SF):
0
0
0
0
0
0
PROP. IMPERV. TOTAL (SF):
169,221
96,019
51,339
42,913
0
359,492
% IMPERVIOUS AREA (total):
55.65%
35.78%
47.30%
45.82%
0.00%
23.24%
IMPERVIOUS SURFACE AREA
BUILDINGS/LOTS (SF):
27,217
47,080
0
0
0
74,297
STREETS SF :
30,291
- 0
18,398
41,458
0
90,147
PARKING (SF):
46,157
34,182
0
0
0
80,339
SIDEWALKS (SF):
1 13,0291
7,6521
01
1455
0
22,136
OTHER (SF):
7,830
7,105
0
0
0
14,935
FUTURE SF :
44,697
0
32,941
0
0
77,638
OFF -SITE SF
0
0
0
01
0
0
EXISTING BUA SF
0
0
0
01
0
0
TOTAL (SF)
169,221
96,019
51,339
42,9131
0
359,492
Note: BMP #3 is no longer a BMP. Its drainage area is now being treated by BMP #2.
**See additional table for breakdown
BASIN INFORMATION
BMP#5
RECEIVING STREAM NAME:
Mill Creek
STREAM CLASS:
WSIII; HQW:
STREAM INDEX NUMBER:
18-23-11- 1
TOTAL DRAINAGE AREA (SF):
93,648
ON -SITE DRAINAGE AREA (SF):
89,225
ON -SITE IMPERVIOUS AREA (SF):
9,587
ADDITIONAL D.O.T. IMPERVIOUS AREA (SF):
33,326
EXISTING IMPERV. AREA (SF):
0
PROP. IMPERV. TOTAL (SF):
42,913
IMPERVIOUS AREA total):
45.82%

Permit
(to be provided by DWQ)
OFWATF�9 ?
NCDENR ��`
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
919-644-1277
February 1, 2012
1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
304,062 h'
Impervious area
169,221 ft'
Percent impervious
55.7% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
7.060 ft'/sec
Post -development 1-yr, 24-hr peak flow
0.000 ft'/sec
Pre/Post 1-yr, 24-hr peak control
-7.060 ft3/sec
Storage Volume: Non -SA Waters
Minimum volume required
13,959.0 ft3
Volume provided
20,426.0 ft'
OK
Storage Volume: SAWaters
1.5' runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft 3
Post -development 1-yr, 24-hr runoff
ft'
Minimum volume required
0 ft3
Volume provided
ft 3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 it
Surface area of the top of the bioretention cell
17,584.0 ft'
OK
Length:
2851t
OK
Width:
60 It
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil.
Soil permeability
2.50 in/hr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-Biarelenlion-Rev.8
June 25, 2010 Pans I and II. Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
416.00 fmsl
Type of bioretention cell (answer 'Y" to only one of the two
following questions):
Is this a grassed cell? n
(Y or N)
Is this a cell with trees/shrubs? y
(Y or N) OK media depth
Planting elevation (lop of the mulch or grass sod layer)
415 fmsl
Depth of mulch
4 inches OK
Bottom of the planting media soil
412 fmsl
Planting media depth
3 ft
Depth of washed sand below planting media soil
0.33 it
Are underdrains being installed? n
(Y or N)
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
0 It
the bottom of the cell to account for underdrains
Bottom of the cell required
411.67 fmsl
SHWT elevation
405 fmsl
Distance from bottom to SHWT
6.67 ft OK
Internal Water Storage Zone (IWS)
Does the design include IWS
n (Y or N)
Elevation of the lop of the upturned elbow
fmsl
Separation of IWS and Surface
415 ft
Planting Plan
Number of tree species
3
Number of shrub species
3
Number of herbaceous groundcover species
3 OK
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the biorelention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an'X' in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 If of grass)
Grassed swale
Forebay
Other
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter
ft
(Y or N)
Y (Yor N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
N/A ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Yor N) OK
Y (Y or N) OK
OK
Form SW401-Bioretention-Rev.a
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 2

RA
WDENR
Permit Number:
(to be provided by DWQ)
OF wATFF
OT
it y
O -t
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
rroleci name
Contact name
Phone number
Date
Drainage area number
TYLER'S RIDGE AT SANDHILLS
BENJAMIN LENNON-MICHEAL A. NEAL 8 ASSOCIATES
February 1, 2012
2
II. DESIGN INFORMATION .
Site Characteristics
Drainage area
268,338 ftr
Impervious area
96,019 ft'
Percent impervious
35.8% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
3.460 ft3/sec
Post -development 1-yr, 24-hr peak flow
0.000 ft3/sec
Pre/Post 1-yr, 24-hr peak control
-3.460 ft'/sec
Storage Volume: Non -SA Waters
Minimum volume required
8,320.0 ft'
Volume provided
10,284.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
If
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
12,236.0 ftz
OK
Length:
185 It
OK
Width:
60 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 in/hr
OK
Planting media soil.
Soil permeability
2.00 in/hr
OK
Soil composition
• Sand (by volume)
85%
OK
• Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Pans I and II. Design Summary. Page 1 of 2

Permit Number:
(to be provided by Di
Basin Elevations
Temporary pool elevation
421.00 first
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
n (Y or N)
Is this a cell with trees/shrubs?
y (Y or N) OK media depth
Planting elevation (top of the mulch or grass sod layer)
420 first
Depth of mulch
4 inches OK
Bottom of the planting media soil
416 first
Planting media depth
4 ft
Depth of washed sand below planting media soil
0.33 It
Are underdrains being installed?
n (Y or N)
How many clean out pipes are being installed?
N/A OK
What factor of safety is used for sizing the underdrains? (See
N/A Insufficient factor of safety.
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
0 fit
the bottom of the cell to account for underdrains
Bottom of the cell required
415.67 fmsl
SHWT elevation
405 fmsl
Distance from bottom to SHWT
10.67 It OK
Internal Water Storage Zone (IWS)
Does the design include IWS
n
(Y or N)
Elevation of the top of the upturned elbow
first
Separation of IWS and Surface
420 it
Planting Plan
Number of tree species
3
Number of shrub species
3
Number of herbaceous groundcover species
3
OK
Additional Information
Does volume in excess of the design volume bypass the
N
(Y or N)
Excess volume must bypass cell.
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
(Y or N)
Is the BMP located at least 30 feet from surface waters (50 feet if
Y
(Y or N)
OK
SA waters)?
Is the BMP located at least 100 feel from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 ft of grass)
Grassed Swale
Forebay
Other
N/A ft/sec Insufficient inlet velocity unless energy dissipating devices are
being used.
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401-Bioretenlion-Rev.S
June 25, 2010 Parts I and II. Design Summary, Page 2 of 2

Permit Number'
(to be provided by DWQ)
FWA
o�Op WArF4
NCDENR
��
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required
Items Checklist (Part ill) must be printed, filled out and submitted along with all of the required information.
I PROJECTINFORMATION;
Project name TYLER'S RIDGE AT SANDHILLS
Contact name BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
Phone number
Date
Drainage area number
II: DESIGN INFORMATION
Site Characteristics
919644-1277
February 1, 2012
Drainage area
246,145 ft'
Impervious area
65,339 ft'
Percent impervious
26.5% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
3.460 ft'/sec
Post -development 1-yr, 24-hr peak Flow
0.000 ft3/sec
Pre/Post 1-yr, 24-hr peak control
-3.460 ft3/sec
Storage Volume: Non -SA Waters
Minimum volume required
5,926.0 ft'
Volume provided
6,002.0 ft'
OK
Storage Volume: SA Waters
1.5" runoff volume
ft3
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 It
Surface area of the top of the bioretention cell
6,000,0 ft'
OK
Length:
86 It
OK
Width:
58 h
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 in/hr
OK
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
• Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
• Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Parts I and 11. Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer °Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3,6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the lop of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:19
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 21
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
431.00 fmsl
in (Y or N)
y (Y or N)
430 fmsl
4 inches
426 fmsl
4 ft
0.33 It
n (Y or N)
N/A
N/A
0 It
425.67 fmsl
405first
20.67 ft
OK media depth
Co77
OK
Insufficient factor of safety.
No
n (Y or N)
n/a fmsl
#VALUE!ft #VALUE!
3
3
3 OK
N (Y or N) Excess volume must bypass cell.
N (Y or N) Excess volume must pass through filter.
It
(Y or N)
Y (YorN)
OK
Y or N)
OK
Y or N)
OK
Y (YorN)
OK
N/A ft/sec
Insufficient inlet velocity unless energy dissipating devices are
being used.
N (YorN)
OK
n (YorN) OK
Y (YorN) OK
X
OK
Form SW401 -Bioretention- Rev .8
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 2

Permit
(to be provided by DWQ)
��� WATFgOG
h
KDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part /I/) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name TYLER'S RIDGE AT SANDHILLS
Contact name BENJAMIN LENNON -MICHEAL A. NEAL & ASSOCIATES
Phone number 919-644-1277
Date February 1, 2012
Drainage area number 5
II. DESIGN INFORMATION
Site Characteristics
Drainage area
93,648 ft'
Impervious area
42,913 ff2
Percent impervious
45.8%
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
Y (Y or N)
1-yr, 24-hr runoff depth
3.09 in
1-yr, 24-hr intensity
0.129 in/hr
Pre -development 1-yr, 24-hr peak flow
2.470 ft'Isec
Post -development 1-yr, 24-hr peak flow
0.000 ft'/sec
Pre/Post 1-yr, 24-hr peak control
-2.470 ft'/sec
Storage Volume: Non -SA Waters
Minimum volume required
3,609.0 ff'
Volume provided
3.650.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
ft'
Pre -development 1-yr, 24-hr runoff
It
Post -development 1-yr, 24-hr runoff
fl'
Minimum volume required
0 ft'
Volume provided
ft'
Cell Dimensions
Pending depth of water
12 inches
OK
Pending depth of water
1.00 ft
Surface area of the top of the bioretention cell
3,650.0 ft'
OK
Length:
32 ff
OK
Width:
28 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
2.50 inthr
OK
Planting media soil:
Soil permeability
- 2.00 in/hr
OK
Soil composition
%Sand (by volume)
85%
OK -
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total: 100%
Phosphorus Index (P-Index) of media
20 (unitless)
OK
Form SW401-Bioretention-Rev.8
June 25, 2010
Pans I and IL Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X' in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 It of grass)
Grassed Swale
Forebay
Other
403.00 fmsl
n (Y or N)
y (YorN)
403 fmsl
4 inches
399 fmsl
4 (1
0.33 it
n (YorN)
N/A
NIA
Oh
398.67 fmsl
395 fmsl
3.67 If
OK media depth
OK
OK
Insufficient factor of safety.
OK
n
(Y or N)
n/a fmsl
#VALUE! ff
#VALUE!
3
3
3
OK
N
(Y or N)
Excess volume must bypass cell.
N
(Y or N)
Excess volume must pass through filter.
ft
(Y or N)
Y
(YorN)
OK
Y
(YorN)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
NIA fVsec
Insufficient inlet velocity unless energy dissipating devices are
being used.
N
(Y or N)
OK
n (Y or N) OK
Y (Y or N) OK
FA
OK
Form SW401-Bioretention-Rev.B
June 25, 2010
Parts I and II. Design Summary, Page 2 of 2

BIORETENTION BASINWORKSHEET
Volume of Runoff Required to be Controlled
Simple Method (Ref. NC BMP Manual, pg3-3; July 2007)
Project: TYLER'S RIDGE
Basin ID BIO-BASIN k1 - DRAINAGE AREA 1
Date 11/2/11
Total Catchment area 6.980 acres 304,062 sq. ft.
Total impervious area 3.885 acres 169,221 sq. ft.
Desgin Storm 1 inch
Rv = 0.05+(0.9*IA)
Where
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)
IA = Impervious fraction (Impervious portion of drainage aera (ac)/drainage area (ac)
Rv = 0.05+(0.9*IA) 0.55
Volume = 3630*R,)*Rv*A 13,959 CF
In -Situ Soils Permeability (in/hr.)
Reference "Soil Survey of Orange County, NC" USDA
If permeability is less than 0.06 in/hr, consider using sub -drainage system.
Reference "stormwater Best Management Practices" NCDRNR 1999
Basin Surface Area Calculation:
Ponding Depth: 12 in
Basin Area = DesignVol (W)/Ponding Depth (ft)
Basin Area 1 13,959 ft2

BIORETENTION BASINWORKSHEET
Volume of Runoff Required to be Controlled
Simple Method (Ref. NC BMP Manual, pg3-3; July 2007)
Project: TYLER'S RIDGE
Basin ID BIO-BASIN N2 - DRAINAGE AREA 2
Date V1112
Total Catchment area 6.160 acres 268,338 sq. ft.
Total impervious area 2.204 acres 96,019 sq. ft.
Desgin Storm 1 inch
Rv = 0.05+(0.9*IA)
Where
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)
IA = Impervious fraction (Impervious portion of drainage sera (ac)/drainage area (ac)
Rv = 0.05+(0.9*IA) 0.37
Volume = 3630*R1)*Rv, A 8,320 CF
In -Situ Soils Permeability (in/hr.)
Reference "Soil Survey of Orange County, NC" USDA
If permeability is less than 0.06 in/hr, consider using sub -drainage system.
Reference "stormwater Best Management Practices' NCDENR 1999
Basin Surface Area Calculation:
Ponding Depth: 12 in
Basin Area = DesignVol (fP)/Ponding Depth (ft)
Basin Area = 8,320 ftZ

�,As;� # 3
FMf', it ,s .41cw DXY E4svj
AN TNC Ci c:NM�ivr 1'4" ,s

BIORETENTION BASINWORKSHEET
Volume of Runoff Required to be Controlled
Simple Method (Ref. NC BMP Manual, pg3-3; July 2007)
Project: TYLER'S RIDGE
Basin ID BIO-BASIN #4 - DRAINAGE AREA 4
Date 11/2/11
Total Catchment area
Total impervious area
Desgin Storm
Rv =
5.651 acres
1.500 acres
1 inch
0.05+(0.9*IA)
246,145 sq. ft.
65,339 sq. ft.
Where
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)
IA = Impervious fraction (Impervious portion of drainage aera (ac)/drainage area (ac)
Rv = 0.05+(0.9*lA) 0.29
Volume = 3630*Rt)*Rv*A 5,926 CF
In -Situ Soils Permeability (in/hr.)
Reference "Soil Survey of Orange County, NC" USDA
If permeability is less than 0.06 in/hr, consider using sub -drainage system.
Reference "stormwater Best Management Practices" NCDENR 1999
Basin Surface Area Calculation:
Ponding Depth: 12 in
Basin Area = DesignVol (ft3)/Ponding Depth (ft)
Basin Area 1 5,926 ft2

BIORETENTION BASINWORKSHEET
Volume of Runoff Required to be Controlled
Simple Method (Ref. NC BMP Manual, pg3-3; July 2007)
Project: TYLER'S RIDGE
Basin ID BIO-BASIN #5 - DRAINAGE AREA 5
Date 2/1/12
Total Catchment area
Total impervious area
Desgin Storm
Rv =
2.150 acres
0.985 acres
1 inch
0.05+(0.9*IA)
93,648 sq. ft.
42,913 sq. ft.
Where
Rv = Runoff coefficient (storm runoff (in)/storm rainfall (in)
IA = Impervious fraction (Impervious portion of drainage aera (ac)/drainage area (ac)
Rv = 0.05+(0.9*IA) 0.46
Volume = 3630*Rt)*Rv*A 3,609 CF
In -Situ Soils Permeability (in/hr.)
Reference "Soil Survey of Orange County, NC" USDA
If permeability is less than 0.06 in/hr, consider using sub -drainage system.
Reference "stormwater Best Management Practices" NCDENR 1999
Basin Surface Area Calculation:
Ponding Depth: 12 in
Basin Area = DesignVol (ft 3)/Ponding Depth (ft)
Basin Area = 3,609 ftZ

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400, 266 Old Coats Road
Lillington, NC 27546-0400
Phone [phone] / Fax [phone]
www.halowensoil.com
2 February 2012
Mr. Lou Sadler
Hayter Firm
Post Office Box 3083
_..............
Pinehurst, NC 28374
Reference: Soil Scientist Investigation
Tyler's Ridge at Sandhills
Dear Mr. Sadler,
A site investigation has been conducted for the above referenced property, located on the
western side of NC Highway 22, Moore County, North Carolina. The purpose of this
investigation was to provide a general characterization of the soils in the areas proposed for
stormwater management devices, including a determination of the depth to evidence of a
seasonal high water table. In -situ hydraulic conductivity testing was also conducted. All soil
determinations were made in accordance with the "North Carolina Stormwater Best Management
Practice Manual" and Administrative Code Section: 15A NCAC 2H .1000. The materials at the
site were described in accordance with the USDA Field Book for Describing and Sampling Soils.
This report represents my professional opinion as a Licensed Soil Scientist.
SOIL PROFILE DESCRIPTIONS
Soil profile descriptions were collected at the six locations indicated in Figure 1 and are
attached to this report. Hand powered soil auger borings were utilized to make observations.
Soil morphological characteristics indicating a seasonal high water table (SHWT) were not
observed in any of the soil profile descriptions within ten feet of the ground surface nor within
two feet of the proposed basin bottoms (Table 1). In soil borings 3 and 4, where the basin
bottom is proposed 13 feet below surface, the borings were extended to 16 feet below surface
with no evidence of a SHWT. The soils in all six boring locations were observed to be sandy
textured throughout, with loamy sand layers greatly predominating and occasional sandy loam
layers observed_. Based .on information provided, in the, Moore County Soil Survey, all soil layers
are anticipated to permeate water at a rate greater than two inches per hour. In -situ testing was
conducted in the soil layers at the proposed basin depth and is described in the following section
"Hydraulic Conductivity Testing".
Soil Science Investigations 4 Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
Table 1. Seasonal Highh Water Table SH depths.
Soil
Boring #
Ground Surface
Elevation fmsl
Proposed Basin
Depth fmsl
SHWT Depth
Fmsl
Notes
1
416
415
< 406
2
412.5
415
< 402.5
3
433
420
< 417
4
432
420
< 416. + .
5
406
402
< 396
6
432
430
<422 ;
HYDRAULIC CONDUCTIVITY TESTING
Hydraulic conductivity testing was conducted using a Compact Constant Head
Permeameter (CCHP), specifically an Amoozemeter, by using the shallow well pump -in
technique as detailed in the user's manual. Hydraulic conductivity results can vary, even within
similar soils, depending on the temperature and composition of the water used, climatic
conditions, proximity of the test layer to the water table, and other factors. Therefore, the results
from one boring may not be indicative of the entire area.
Hydraulic conductivity tests were performed within the soil layers located at the depth of
the bottom of the proposed basins. A constant head of water was established within a 3 cm
radius bore hole, and readings were made of the rate of water flow from the meter until it
appeared that steady state had been reached. The Glover Solution was used to calculate the
hydraulic conductivity, where Ksat = A * Q; A = {sinh-t (Wr) - [(r/H)' + I]12 + r/H)/(2IIHZ), Q
is the steady-state rate of water flow from the CCHP into the bore hole; H is the depth of water in
the bore hole; and r is the radius of the bore hole. Table 2 summarizes the result of the hydraulic
conductivity investigation. For detailed information about each test, please refer to the Ksat field
datasheets that are attached.
Table 2. ummary of H draulic Conductivity Data
Ksat ID
Depth of
Auger Hole
H
r
A
Ksat
in
cm
cm
cm
cm3/da
cm/day
in/hr
1
34.8
88.5
16.5
3
0.000919
408240
375.17
6.15
2
11.6
29.5
16.5
3
0.000919
483840
444.65
7.29
3
154.9
393.5
16.5
3
10.000919
982800
903.19
14.82
4
153.0
388.5
24.0
3
0.000523
415800
217.46
1 3.57
5
12.4
31.0
15.5
3
0.001007
1088640
1096.26
17.98
1
6
15.9
40.5
1 19.0
3
0.000745
665280
495.63
8.13
Soil Science Investigations 0 Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
In conclusion it appears that each of the proposed basin sites are very well suited for the
proposed activity. 1 appreciate the opportunity to provide this service and trust that you will feel
free to call on me again in the future. If you have any questions or need additional information,
please contact me at your convenience. .
Sincerely,
Hal Owen
Licensed Soil Scientist
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

F- re I. Stte Ma
� LEGEND
Tylees Ridge
at
Smdhills
rowan rur,
NOM Cwiiu
L-3
SOIL BORING
MAP

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME:Tyler's Ridge at Sandhills PROPOSED FACILITY:
LOCATION OF SITE: NC Hwy_22—... _.COUNTY: Moore
EVALUATED BY: Hal Owen- NC Licensed Soil Scientist DATE EVALUATED: 25-26 Jan 2012
EVALUATION METHOD: Auger Boring E, Pit ❑
r
PROFILE: 1
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY (IN/HR
NOTES
0-5
IOYR 5/3
LS
2 M GR
VFR
5-26
IOYR 7/6
LS
2 M GR
VFR
26.59
7.5YR 618
SL
I M SBK
VFR
5"8
7.5YR 6/9
7.5YR 8/6 OD
LS
I M SBK
VFR
68-78
7.5YR 5/8
SL
2 M SBK
VFR
78-99
7.5YRW
75YR 6/8171)
7.5YR 8/4 no
LS
G
99-120
variegated
all above and
7.5YR 8/2
LS
G .
AWT
SHWT
>120 inch"
SLWT
SLOPE
DRAINAGE
SOILSERIES
VEGETATION
COMMENTS:
PROFILE: 2
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY INMR
NOTES
0-4
10YR 4/2
LS
2 M GR
VFR
4-44
I OYR 7/6
LS
2 M GR
VFR
44-60
IOYR 814
LS
2 M GR
VFR
60.78
1 OYR 8/4
IOYR 6/8 H P
IOYR 0 D F
LS
I M GR
VFR
78.120
I OYR 8/4
IOYR 618 c2P
IOYR 813 c2F
LS
G
VFR
AWT
SHWT
>120 inches
SLWT
SLOPE -
DRANAGE
-
SOIL SERIES
VEGETATION
COMMENTS:
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

a
HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME:Tyler's Ridge at Sandhills PROPOSED FACILITY:
.-.........LOCATION OF SITE NC HML22 __-_. COUNTY: Moore
EVALUATED BY: Hal Owen. NC Licensed Soil Scientist DATE EVALUATED: 25.26 Jan 2012
EVALUATION METHOD: Auger Boring ®, Pit ❑
PROFILE: 3
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCF.
PERMEABIL
ITY (IN/HR
NOTES
0.2
I OYR RN
LS
2MGR
VFR
eroded
2-24
IOYR 7/8
LS_,..
2MGR
VFR
24-50
IOYR 6/6
I OYR 7/4 D D
LS
I F GR
VFR
50-68
7.5YR 5/8
10YR 714 nP
SL
1 F SBK
VFR
68-138
7.5YR 518
7.SYR6/6c2D
LS
IMGR
VFR
138-192
7.5YR 6B
7.5YR 6/6 c2D
LS
G
AWT
SHWT
>192 inches
SLWT
SLOPE
DRAINAGE
'.
SOIL SERIES
VEGETATION..
COMMENTS:
PROFILE: 4
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
PERMEABIL
(MHP.) ITY HR
NOTES
0.7
1 OYR 4R
LS
2 M GR
VFR
7-24
IOYR6/8
LS
2MGR
VFR
24.39
7.5YR 518
Sl,
1 M SBK
VFR
38fi4
IOYR 618
LS
1 M GR
VFR
64.77
IOYR 6/8
IOYR 7/3 c2P
7.5YR 5/8 nF
7.5YR
LS
M GR
VFR
77-135
IOYR 713
7-SYR 518 nP
IOYR 618 c2P
LS
IMGR
VFR
135-162
7.5YR 5/8
7.5YR 7/4 DP
SL
I M SBK
VFR
.... _. ..
-192 162B
__.
7.5YR 6. ._- ._ _ .-._
._.....__.........._._
LS _..
G
AWT
SHWT
>I92 inches
SLWT
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
Soil Science Investigations 4 Wetland Delineations, Permitting, and Consulting

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Tyler's Ridge at Sandhills PROPOSED FACILITY:
LOCATION OF SITE: NC-Hwv_22 —.._.COUNTY: Moore
EVALUATED BY: Hal Owen, NC Licensed Soil Scientist DATE EVALUATED: 25-26 Jan 2012
EVALUATION METHOD: Auger Boring ®, Pit ❑'
i
DRCbRII.R. S
HORIZON
DEPTH
IN
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY IN/HR
NOTES
0-6
I OYR 4/3
LS
2 M GR
VFR
6-60
IOYR 5/6......
...... ..
LS
..... 2 M GR.,_
VFR
60-120
I OYR 514
.1 OYR 5/8 B P
LS
G
AWT
SHWT
>120 inches
SLWT
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
PROFILE: 6
HORIZON
DEPTH
(IN)
MATRIX
MOTTLES
TEXTURE
STRUCTURE
CONSIS-
TENCE
PERMEABIL
ITY (IN/HR
NOTES
0-6
I OYR 6/3
LS
2 M GR
VFR
6-28
10YR 8/6
LS
I M GR
VFR
2946
7.5YR 5/8
SL
I M SBK
VFR
4666
7.5YR 7/8
LS
I F SBK
VFR
66-120
7.5YR 7/8
7sYR 8/3 c2P
LS
G
AWT
SHWT
>120inches
SLWT
SLOPE
DRAINAGE
SOIL SERIES
VEGETATION
COMMENTS:
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

TEXTURE
S
-Sand
LS
- Loamy Sand
SL
- Sandy Loam
L
- Loam
SCL
- Sandy Clay Loam
CL
- Clay Loam
SiL
- Silt Loam
Si
- Silt
SiCL- Silt Clay Loam
SC
- Sandy Clay
C
- Clay
SiC
- Silty Clay
O
- Organic
HAL OWEN & ASSOCIATES, INC.
MOIST CONSISTENCE
L Loose
VFR-= Very Friable
FR Friable
FI1 " - Firm
VFI - Very Firm
EFI - Extremely Firm
AWT — Apparent Water Table
SHWT — Seasonal High Water Table
SLWT — Seasonal Low Water Table
MOTTLES
f — few 1 - fine F - Faint
c — common 2 - medium D -Distinct
m — many 3 - coarse P - Prominent
STRUCTURE
0 - structureless
VF
-very fine
I - weak
F
- fine
2 - moderate
M
- medium
3 - strong
C
- coarse
VC - very coarse
G
- Single Grain
M
- Massive
CR
- Crumb
GR
- Granular
SBK
- Subangular Blocky
ABK
- Angular Blocky
PL
- Platy
PR
- Prismatic
Soil Science Investigations 0 Wetland Delineations, Permitting, and Consulting

6 JSA
Wd
Lnvd
y
H1
1-
Ksat DATA SHEET
Measurement #: 3
Project: Ty lew S 91 �e
Ksat ID: =i
Date: D5 Tam 301'a investigator: &1 S O.WccirIb
Weather-- Condition: li%a5i[`� �Jttnn.e Temp:_
Water — Source: Moore G,. Tg Temp: G5 °
Soil Horizon: Layer Depth and Thickness: Slope: / o
Cawad Head td t to Td+w
1 t 3 4 A
Rdertnea Laud
1 0
H1
L
calculate constant -head tube setting: cm
Hole Depth
Q p C
U 0 J
Distance between reference level +
and top of hole [—I2cm on flat sites]
a 1
Distance from bottom of hole
to reference level (D)
Desired depth of water (H)
1in•O
[> 15cm]
Constant -head tube setting (H1) _
7 3.5
Start Saturation: ,=SS
Measured (Actual)
water level in hole: Ito 9 a' S
Hole radius (r): crn
Ksat =AXQ
Use Table 2 to determine A = 000 1 cm-2
Q from other side = _409Q y.p .... cm3/day
Ksat = 315 , 1 '13 cm/day
c�A_

Project: �_yles-s
Ksat ID: * t
H Clock
Reservoir Change
Change
Flow Q Q
Time
Reading in time
in water
Volume
level
(cm X C.F.) (1440 min1day)
ulo5
cm h : min
cm min
cm
Cm cm3/1nin cm3/day
3; to
39.0 I
3'0 ._.
__..._ .
3 1►—
35.6 1
3. o : .
3.o
3;lro
ao,.3 1
3 :1 1
11.4 1
�. 9
3:18
Iy,S
3;I`j
la.•� I
a.s
3.,013
yo:8
3:aa
3'1,1 I
3.1
3;25
35.a I
a.7 a83,5 ;r83.5q o8avo
3;a�
31.8 I
3 •a
1(�.5 3,71
;? I
.8
�2;a9
a3r� 1
� rs
C.F. = to obtain flow volume, multiply change in water level by the appropriate Conversion Factor. 1-ON - 20 cm' l2.O
Average of last few measurements: , •2 17

Ksat DATA SHEET
Measurement #: 2
Location:
Project: Tv I ers WJ t?
Ksat ID: # — 2
Date: as San Q01`.) Investigator: Ky-l`s NetacO"
Weather -- Condition: Temp:
Water— Source: *4r.a8 CoTemp:
Soil Horizon: Layer Depth and Thickness: Slope. �] %b
d. H1 (-50 a 100 a 150)
Fdaace Low$
ID
L
calculate constant -head tube setting: cm
Hole Depth.S
Distance between reference level +
I,
and top of hole [-12cm on flat sites]
Distance from bottom: of hole =
0 , 5
to reference level (D) .
Desired depth of water'(H)
[ > 15cm]
Constant -head tube setting (HI).
Start Saturation: I% S -]
Measured (Actual)
water level in hole: I(o • 5
Hole radius (r): 3 c-M
Ksat = A X Q
Use Table 2 to determine A = 0, 0001 19 cm Z
Q fromotherside-=--N.8.3Byo ..... cm3/day
Ksat = y9 N, 6 q1. cm/day
k

aq,S
H
cm
Clock
Time
h : min
Reservoir
Reading
cm
Change
in time
min
Project: T.I
Ksat ID:
Change Flow
in water Volume
level (cm X C.F.)
cm Cm
rs �L
Q Q
(1440 minlday)
Cm3/min cm3/day
a.�o
J,(?
is
II
1 1?'-1
I
5 3 1.
a•.la
�3.s
I
s:a:
/&S
:13
9,1
�_ S
I(,,.5
a•I6
yp;.3.
a; l �
35•g
�
y, s
W'r:
19. s
a a s
31.1
I
4.7
Ito, 5
X-a:-1
3)-0.
a•.a8
a -Ls
I
3•S
a=a9
;?q.a
�_
3.3
a - 3o
ao•1
I
3- 5
2=31
1�.5
I
3•'�
m
lo• 8
I
3.' 331-
3 O y $3846
=35
�1,'4
C.F. -10 obtain now volume, mu n ay change in wa'
Average of last few measurements:

Project: 'r, Icars �.
Ksat ID: 3
Ksat DATA SHEET
Measurement !I: 5 Date: P& U-0r, 901 a Investigator: i S W c-o M6
Location: # 3 go r'Iri.q ( %q S;A # `a)
Weather -- Condition: Pam al> aak. Temp: WS*
Water— Source: Temp:
Soil Horizon: Layer Depth and Thickness: Slope:
Hdaaba�a,a�
d.HI H50 a 100 a 15M
calculate constant -head tube setting: cm
Hole Depth
393.5
Distance between reference level +
and top of hole [--12cm on flat sites]
Distance from bottom of hole _
—
11,5
/3.,1
to reference level (D)
Desired depth of water (H)
i?,b
[> 15cm]
Constant -head tube setting (HI). _
o-I.
Start Saturation: i,), 3g
Measured (Actual)
water level in hole: �' s
Hole radius (r): 3 c r^
Ksat=AXQ
Use Table 2 to determine A = o.00091 Q cm-2 IS
Q--from oaother side =- --� E Too cm3/day
Ksat = qD'5 .1 A-13;. cm/day
I `i .$ i n/k_

H Clock Reservoir Change
Time Reading in time
CM h : min cm min
b1 ,5 1:11 19•$
f�
Project: gg,
Ksat ID:�3 �—
Change Flow Q Q
in water Volume
level (= X C.F.) (1440 min/day)
em cm3. cm'/min cm3/day
1;ry
�1.5 I �1.tn
I: ay 35.S
i I-, P5
09.F I_
►,��
� S.S 1
G . S
1_ Q9
j2.5 �_
to •S
�ga.s (013.5 9 ?VOa
C.F. = to obtain flow volume, multiply change in water level by the appropriate Conversion Factor. I -ON - 2U cm'N
Average of last few measurements:
Comments:

WNa
I eM
A
H1
i
Project: 1 ��?r's (�lrika2
KsatID: # +1
Ksat DATA SHEET
Measurement #: Co Date: A a OI a Investigator: 1<r 1 S onv
Location:
Weather -- Condition: Temp:
Water— Source: Temp:
Soil Horizon: Layer Depth and Thickness: Slope:
COM Heed Tubes
1 2 3 s
rl�
v
Rwv
`
M
Irl
Re1pCKeLeV1
A" hok
d.x, 1.50 a,md,so1
d
D
C.m
Wa Level
N
I
i
calculate constant -head tube setting: cm
Hole Depth
��Cg _S
Distance between reference level +
�1
and top of hole [-12cm on flat sites]
Distance from bottom of hole
to reference level (D)
Desired depth of water (H)
[ > 15cm]
y
Constant -head tube setting (H1)
Start Saturation: =1=
Measured (Actual)
water level in hole: C911.l7
Hole radius (r): ^ c-m
Ksat=AXQ
Use Table 2 to determine A = 000 5 013 cm-'
_ _Q...from other side-=--cm3/day
Ksat = 917. yG3 y cm/day
3, Sr, 7 4/h (-•

Project: --T�
Ksat ID:# i
H Clock Reservoir Change Change Flow Q Q
Time Reading in time in water Volume
level (cm X C.F.) (1440 midday)
cm
h : min
cm
' min
cm cm Cm3/min cm3/day
5
s :la
aS
P.
ce-
�ta';o
5; a3
35.E
s?X.-,S 4 5 ?oO
C.F. = to obtain now volume, multiply change in water level by the appropriate Conversion Factor. 1-0N = 20 = -0N =105 an
Average of last few measurements:
Comments:

Woo
Level
y
Nl
t
Project: Ie
Ksat IDS
Ksat DATA SHEET
Measurement#: I Date: ;1s Son cola Investigator: )'<ris IU2WcoM
Location: 'da s n 4 S
Weather-- Condition J,
Cl _ Temp: L O�
Water— Source: FiAwn Cc. MY. Temp: 69 ., _r
Soil Horizon: Layer Depth and Thickness: Slope:
Rd.. Levd
calculate constant -head tube setting: cm
Hole Depth
31 0
Distance between reference level
+
and top of hole [-12cm on flat sites]
077 .
Distance from bottom of hole _
58
to reference level (D)
Desired depth of water (H)
[ > 15cm]
i
Constant -head tube setting (H1) =
1+
Start Saturation: 1 %32
Measured (Actual)
water level in hole: 15.5
Hole radius (r): 3cm
Ksat=AXQ
Use Table 2 to determine A =0, 00100"1 •
Q .from.other .side 108.86_`IT)...... cm3/day,
Ksat = I. %, ;?.* 5 cm/day
1-7•98 1A%hr

Project: Mlles
Ksat ID: 2 5 —�
H
_
cm
Clock
Time
h : min
1I:51:go
Reservoir
Reading
cm
31.0
Change Change
in time in water
level:
min cm
_
Flow
Volume
(cm x C.F.)
cm3
Q Q
(1440midday)
cm/min cm/day
II •.5a :40 23.3
� � .7
11:54:yo
7.9
I
11;55,4o
0.0
I 3
:,t••57;jo.
37,0
I: s:to
9.3
� �•R
Imo—
. a. S
� 6 •g
-7 .a
7 5(,
'sl�p 109 864o
Average of last few measurements:
Cnmments- .JQ( ;?V LC �2 bpQinn n4 rC'Qolr

1.
Wd.
Lwd
y
T
Ml
1
Project: �� Gr'S P"" d je-
Ksat ID: :tV- Cv
Ksat DATA SHEET
Measurement #: "I Date: �)LG SOln ana- Investigator: K r %S New ca., 6
Location: ' rin,j -;ii& Ce2qSin >
Weather -- Condition: S W rn Temp:
Water— Source: M not'G Temp: (pS
Soil Horizon: SL,. Layer Depth and Thilickness: Slope:
Co ao H.W%tft OL TWm
1 i 3 lam, n
Q. Nl I.M.100 a 1501
R.f.. Lmd
D
L t
1
calculate constant -head tube setting: cm
Hole Depth
j `Q, 557
Distance between reference level +
1 b
and top of hole [-12cm on flat sites]
Distance from bottom of hole
_
to reference level (D)
Desired depth of water (H)
iiD'h
(> 15cm]
Constant -head tube setting (HI)
Start Saturation: T y5
Measured (Actual)
water level in hole: (9 .O j o.
Hole radius (r): 3 c m
Ksat=AXQ
Use Table 2 to determine A = 0, Dtap7 y5 cm 2
Q from other side =- -to & cm�/day
Ksat = %i 9 5- CO3 36 cm/day
8.1.3 "A/ht-

p.
H Clock Reservoir Change
Time Reading in time
cm h :min cm.;'- min
-5 3-.se 34.8
Project: �S I�
Ksat ID:
Change Flow Q Q
in water
Volume
level
(cm XC.F.)
CM
cm
,1...._(1440 mi vday)
cm;/min cm3/day
a R .(V 50q
y' 7�
I&.0
oZ
9.a '
N83
y:oy
a�.3
a
9.I
q-
Is.s
a
g.g ...
y(oD
19
y:15
D-9
a
%Z?
Nt19 3a>"I
Iq.o tl:a1 a3.9 g.8_ 60(05 a�A
4:25
C.F. -to obtain flow volume, multiply change in water level by the appropriate Conversion Factor. 1 ON = 20 cm 2-0N - 105 cm
Average of last few measurements: