20100251 Ver 3_Stormwater Info_20120919 (2)

STORMWATER MANAGEMENT
PERMIT MODIFICATION
for the addition of the
BRIGHTWATER SKILLED NURSING FACILITY (Lot 4R)
to the
BRIGHTWATER MEDICAL COMPLEX
DWQ Project # 10-0251v2
Harnett County, North Carolina
August 2012
Owner:
Harnett Forward Together Committee
Developer:
Harnett Health Investors, LLC � � � r �0f� ) .•k d° ti + � e
It
Prepared By: E a - SEAL e
0
6� Clayton, Sr., AE., Inc. '�`,, �� °CLR� �0�
0
Civil & Environmental Engineering �0p00 ®sees ®tm� ®� ®a
q•►7•�pl�
46 West Washington Street - Coats, North Carolina 27521
Phone: 910 - 897 -7070 -Fax: [phone]
Offices located in Coats and New Bern, North Carolina
License No C -2570 - www ctclayton.com
Protect Number 173001

■
ID-bas1 03
■
■
' Narrative...........
' APPENDICES
Appendix A
' Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
■
TABLE OF CONTENTS
........................................... ............................... 2
USGS Map
- Calculations
- NRCS County Soil Map
- Property Deed
- Purchase Agreement (Developer from Owner)
- Excerpts from ECS, Inc. Report on Seasonal High
Water Table
�� ;-
cot Z a -
Mv ,
g5 i
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Pagel of 2

' Brightwater Skilled Nursing Facility Addition to the
Brightwater Biotechnology and Medical Complex
' Stormwater Management Permit Modification Narrative
Harnett Health Investors, LLC plans to construct a skilled nursing facility on Lot 4R of the
' Brightwater Biotechnology and Medical Complex in Neils Creek Township, Harnett County.
The property has an area of 6.49 acres. It is located at the intersection of Crested his Drive and
Red Mulberry Way (private road). Stormwater Management Permit and Plan approval for the
' entire development was originally gained under DWQ Project # 10 -0251. This application
requests modification of that approval for inclusion of the proposed development of Lot 4R.
' The lot is currently undeveloped forest land. The land generally slopes from north to south.
There is an intermittent stream running across the southwest edge of the property. In addition,
there is a wetland area adjacent to the north and west of the stream as delineated by Enoch
' Engineers.
The proposed development will include an approximate 45,000 sf building, with paved parking
' on the southwest and northeast sides of the building. Stormwater runoff will be conveyed by an
underground piping network and swales to two wet detention basins to the southeast of the
building adjacent to the stream. The two basins share a common outlet structure with dewatering
' orifices on two sides and a common discharge pipe. The basin discharge pipe will discharge to
an area of low slope between the basins and the stream. Due to site constraints not allowing for
sufficient space for inclusion of a level spreader and vegetative filter, the basins are designed for
' 90% removal of total suspended solids. Due to the ECS, Inc. report indicating groundwater was
not encountered at a reasonable depth below the permanent pool, the design includes the
installation of a 12 -inch impervious clay liner. The design also includes a planting plan to be
installed on the vegetative bench of the basins.
The site construction sequence will utilize the basins as temporary sediment removal devices and
specific instructions as to the conversion to permanent detention basins are given on the plans.
Erosion and Sediment Control Plan approval was gained under LQS # HARNE- 2013 -012 on
September 7, 2012.
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Page 2 of 2

APPENDIX A
USGS MAP

APPENDIX B
CALCULA'T'IONS
CALCULATIONS FOR THE FOLLOWING ARE FOUND ON THE PLANS:
1. RUNOFF FOR 10 -YR AND 25 -YR SUB - DRAINAGE AREAS
2. SEDIMENT BASINS
3. CULVERTS
4. SWALES
5. OUTLET PROTECTION
' SIZING AND ROUTING CALCULATIONS FOR THE WET DETENTION BASINS
ARE FOUND IN THIS APPENDIX

(Vaannn, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Pond Drainage
Project:,
Area Summary
Harnett Health
Project #:
Overall impervious area:
173001
Date:
402
June 18, 2012
By:;
Pervious 8
WLF
West Pond (Pond #1)
Drainage Area:
66034
Overall impervious area:
38573
Pervious 6
402
Pervious 7
233
Pervious 8
442
Pervious 9
1368
Pervious 10
312
Pervious 11
312
Pervious 12
255
Pervious 13
454
Net impervious area:
34795
52.7%
East Pond (Pond #2)
Drainage Area:
95394
Overall impervious area:
68202
Pervious 1
1778
Pervious 2
640
Pervious 3
256
Pervious 4
1530
Pervious 5
1778
Pervious 14
4823
Pervious 15
2952
Net impervious area:
54445
57.1%

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VS!nnin, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Brightwater Skilled
oject: Nursing Facility
ect #: 173001
Date: 6/18/12
By:l WLF
WET DETENTION BASIN 1 (West)
Areas & Volumes
Description Elev. (ft) Depth (ft) Area (ft) Volume (ft)
Main Pond
Top of temporary pool: 161.0 3,398.8
0.5 1,611
Top of shelf: 160.5 3,046.6
Bottom of temporary pool: 160.0
Top of permanent pool: 160.0
Bottom of shelf: 159.5
Bottom of permanent pool: 155.0
Forebay
Top of temporary pool: 161.0
Slope break: 160.0
Top of permanent pool: 160.0
Bottom of permanent pool:
156.0
Bottom of shelf
2,086.9
Entire Pond
2,086.9
Top of temporary pool:
Temporary pool:
1,236.3
Bottom of temporary pool:
Top of permanent pool:
306.1
Permanent pool:
814.2
Bottom of shelf:
Portion of permanent pool volume in forebay =
Drainage area, DA:
66,034 ft'
Average Depth, da„ =
3.07 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area required =
0.5
2,086.9
2,086.9
0.5
1,236.3
4.5
306.1
814.2
1
525.8
0
525.8
4
33.7
432.4
Page 1 of 2
4,213.0
2,612.7
2,612.7
1,668.7
2,311.2
1,283
831
3,470
670
0
1,119
3,565
5,420
20.6%

Runoff Volume
Drainage area, A: 66,034 ft 2
1.516 ac 0.72 0.675
impervious area: 34,795 ft2 0.798783 0.0875
' Impervious ratio, IA = 0.5270 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
' = 0.05 +0.9x0.527
0.5243
' Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5243 x 1.516
2885.264844 ft 3
Page 2 of 2

1
1
1
1
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1
1
1
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1
(VEtanOn, Sr., P.E., Inc.
VIRONMENTAL ENGINEERING
WET DETENTION BASIN 2 (East)
Areas & Volumes
Brightwater Skilled
Project: lNursing Facility
"oject M 173001
Date: 6/18/12
By: 1 WLF
Description
Elev. (ft)
Depth (ft) Area (ft)
Volume (ft)
Main Pond
963.2
Top of temporary pool:
161.0
4,204.8
679.6
0.5
1,999
Top of shelf:
160.5
3,792.6
4
Bottom of permanent pool:
0.5
1,615
Bottom of temporary pool:
160.0
2,665.7
Entire Pond
Top of permanent pool:
160.0
2,665.7
5,168.0
Temporary pool:
0.5
1,074
Bottom of shelf:
159.5
1,631.2
Top of permanent pool:
3,345.3
4.5
4,710
Bottom of permanent pool:
155.0
462.3
2,213.6
Forebay
Top of temporary pool:
161.0
963.2
1
Slope break:
160.0
679.6
0
Top of permanent pool:
160.0
679.6
4
Bottom of permanent pool:
156.0
109.9
Bottom of shelf
582.4
Entire Pond
Top of temporary pool:
5,168.0
Temporary pool:
Bottom of temporary pool:
3,345.3
Top of permanent pool:
3,345.3
Permanent pool:
Bottom of shelf:
2,213.6
Portion of permanent pool volume in forebay =
Drainage area, DA:
95,394 ft2
Average Depth, day =
3.14 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area
required =
3,338.8
Page 1 of 2
821
0
1,579
4,435
7,364
21.4%

Runoff Volume
Drainage area, A: 95,394 ft'
2.19 ac 0.94 0.675
Impervious area: 54,445 ft 2 1.249885 0.0875
Impervious ratio, IA = 0.5710 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
= 0.05 +0.9x0.571
0.5639
Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5639 x 2.19
= 4482.83583 ft
Page 2 of 2

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I
Combined Detention Pond Overflow NC- Llln ton 25 -Year Duraton =60 min , Inten =2.86 in /hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Printed 7/25/2012
' HydroCAD® 9.10 s/n 03998 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: Combined Detention Pond Overflow
' Inflow Area = 3.706 ac, 0.00% Impervious, Inflow Depth = 1.34" for 25 -Year event
Inflow = 5.02 cfs @ 0.09 hrs, Volume= 0.415 of
' Outflow _ 4.84 cfs @ 1.00 hrs, Volume= 0.415 af, Atten= 4 %, Lag= 54.7 min
Primary 4.84 cfs @ 1.00 hrs, Volume= 0.415 of
' Routing by Stor -Ind method, Time Span= 0.00 -4.00 hrs, dt= 0.01 hrs
Peak Elev= 161.24'@ 1.00 hrs Surf.Area= 33,328 sf Storage= 5,028 cf
Plug -Flow detention time= 17.7 min calculated for 0.415 of (100% of inflow)
Center -of -Mass det. time= 17.7 min ( 50.2 - 32.5 )
Volume Invert Avail.Storage Storage Description
' #1 161.00' 60,229 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq -ft) (cubic -feet) (cubic -feet)
161.00 9,346 0 0
162.00 111,111 60,229 60,229
' Device Routing Invert Outlet Devices
#1 Primary 161.00' 15.0' long x ON breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max =4.84 cfs @ 1.00 hrs HW= 161.24' TW= 160.74' (TW follows 0.50' below HW)
t1= 13road - Crested Rectangular Weir (Weir Controls 4.84 cfs @ 1.37 fps)

I
' NOAA Atlas 14, Volume 2, Version 3
Location name: Lillington, North Carolina, US'
Coordinates: 35A245,-78.8138 1
Elevation: 157ft•
'source Google Maps
' POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnm, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
' PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)'
Duration
Average recurrence interval (years)
1
2
5 10
L 25
50 100 200
0�0
500
1000
5.15
6.05
7.00 7.76
8.63
9.26 9.86 10.4
11.1
11.6
5-min
11
(470-568) 11
(553-66,61
11 (6 40 -7.69) (7 07 -8 53)
(7 82 -9 46)
1 (8 38 -10 2) 11 (8 87 -10 81 11 (9 30-114)
11 (9 79 -12 1)
11 (10 2 -12 7 )
4.12
4.84
5.60 6.21
6.87
7.37 7.84 8.25
8.75
10-min
9.14
(3 76 -4 53)
1 (4 42 -5 33)
1 (5 12 -6 16) (5 65 -6 82)
(6 23 -7 54)
1 (6 67 -8 08) 1 (7 04 -8 59) 1 (7 37 -9 04)
11 (7 75 -9 59)
0 0 ) (8 03-1
3.43
4.06
4.72 5.24
5.81
6.23 6.60 6.94
7.34
7.65
15-min
(3 13 -3 78)
(3 71 -4 46)
(4 32 -5 20) (4 77 -5 75)
(5 26 -6 37)
(5 63 -6 82) (5 94 -7 23) (6 20 -7 60)
(6 50 -8 05)
(6 72 -8 39 )
2.35
2.80
3.36 3.79
4.30
4.69 5.06
30-min
5.40
5184
11
6.19
(2 14 -2 59) 1
(2 56 -3 08)
1 (3 07 -3 69) 1 (3 45 -4 17)
(3 90 -4 72)
11 (4 24 -5 14) 11 (4 54 -5 54) 1 (4 83 -5 92)
(5 17-640)
(544-679)
1.47
1.76
2.15 2.47
2.86
3.18 3.48 3.79
4.19
4.52
60-min
(1 34 -1 61) 1(161-193)
1(197-237) (2 25 -2 71)
1 (2 60 -3 14)
1 (2 87 -3 48) 1 (3 13 -3 82) (3 39 -4 15)
1 (3 71 -4 59)
1 (3 97 -4 96)
0.862
1.04
1.29 1.50
1.77
1.99 2.21 2.44
-350-01
2 hr
11 11
2.74
(0 780 -0 960)
(0 942 -1 16)
(1 17-144) Ul 35 -1 66)
11 (1 58 -1.96)
11 (1 78 -2 21) 11 (1196-2 45) (215-270)
(2 40 -3 04)
1 (2 60 -3 33)
0.609
0.735
0.916 1.07
1.28
F -1-45-7-1--63 1.82
F-2.09----IF-2.-31--
3 -hr
1 11
2.09
2.31
(0 552 -0 679)
(0 667 -0 819)11(0.830-102)
(0 968 -1 19)
(1 15-142)
1 (1 30 -1 61) 1 (1144-181) (160-2 02)
(1.81 -2 31)
1 (1 98 -2 56)
0.364
OA39
0.548 0.643
0.770
0.878 0.990 1.11
1.28
6-hr
(0 332 -0 403)
(0 400 -0 486)
(0 498 -0 606) (0 582 -0 710)
(0 693 -0 848)
(0 785 -0 966) (0 877-109)1 (0973-122)
1 (1 10-140)
1.42
1 (1 1-156)
0.213
-032-57
0.322---I--O-.38-0--IF
0.458
0.526 0.596 0.673
0.782
0.876
12-hr
(0 194-0.236)1(0
234 -0 285 )
(0 293 -0 358 0 343 -0 421
) ( )
( 0 411-0 506 )
( 0 468 -0 579) (0525-0656) (0586-0739)1(0670-0859)1(0740-0963)
0.126
0.152
0.193 0.226
0.270
0.307 0.344 0.383
0.438
0.482
24-hr
(0 116 -0 136) (0
141 -0 165)
(0 178 -0 210) (0 208 -0 245)
(0 248 -0 293)
(0 280 -0 332)11(0.314-0 373) (0 348 -0 416)
(0 396 -0 476)
(0 433 -0 524)
0.073
0.088
0.111 0.129
0.154
0.174 0.195 0.217
0.247
0.271
2-day
1(0068-0 079)11(0.082-0
095)
(0 103 -0 120) (0 119 -0 140)
(0 141 -0 167@0
159 -0 188) (0 178 -0 211) (0197-0235
(0 223 -0 268)
(0 243 -0 295)
F--O.0-52-'-IF-
.052
-00-6-2-T-0
-078 0.090
1 0.108 1
0.121 0.136 0.150
0.171
0.187
3-day
(0 048 -0 056) (0
058 -0 067)
(0 072 -0 084) (0 084 -0 097)
(0 099 -0116)
(0 111 -0 131)1(0.124_0 146) (0 137 -0 162)
(0 155 -0 185)
(0 169 -0 203)
0.041
0.049
0.062 0.071
0.084
0.095 0.106 0.117
0.133
0.146
4-day
(0 038 -0 044#0
046 -0 053)
(0 057 -0 066) (0 066 -0 076)
(0 078 -0 090)
(0 087 -0 102) (0097-0114 (0107-0126)1(0121-0143)1(0132-0157)
0.027
0.032
0.040 0.046
F-O-.05-4--JF
0.060 0.067 0.074
0.084
0.091
7-day
(0 025 -0 029) (0
030 -0 035)
(0 037 -0 043) (0 042 -0 049)
(0 050 -0 058)
(0 056 -0 065) (0 062 -0 072) (0 068 -0 080)
(0 076 -0 090)
(0 082 -0 098)
0.022
0.026
0.031 0.036
0.041
0.046 0.050 0; 55
0.062
0.067
10-day
(0 020 -0 023) (0
024 -0 028)1(0.029-0
033) (0 033 -0 038)
(0 038 -0 044)
(0 043 -0 049) (0 047 -0 054) (0 051 -0 059)
(0.057 -0 066)
(0 061 -0.071)
0-01-571F-765-Ti
0.021 0.023
0.027
0.029 0.032 0.035
0.039
0.042
20-day
(0.014 -0 016)11(0.016-0
018)
(0 019 -0 022) (0 022 -0 025)
(0 025 -0 028)
(0 027 -0 031) (0 030 -0 034) (0 032 -0 037)
0 036 -0 041)
(0 038 -0 045)
0.012
0.014
0.017 0.019
0.021
0.023 0.025 0.027
-0.0-2-9-7-6-.031--j
30-da y
(0 0 11 -0 013) (0
013 -0 0151
(0 016 -0 018) (0.017-0 020)
(0 020 -0 022)
(0 021 -0 025) (0 023 -0 027) (0 025 -D 029)
0 027 -0 031)
(0 029 -0 034)
0.010
0.012
0.014 0.015
0.017
0.018 0.020
45-day
0.021
0.023
0.024
J(0010-0011
) (
0 011 -0 013)
(0 013 -0 015 0 014 -0 016)
) (
(0 016 -0 018)
1(0017-0.020)1(0.019-00 21 0.020 -0 022)
) (
(0.021 -0 024 )
( 0 023 -0 026 )
0.009
0.011
0.012 0.013
0.015
0.016 0.017 0.018
0.020
0.021
60-day
(0.009 - 0.010) (0
010 -0 011)
(0.012 -0 013) (0 013 -0 014)
(0 014 -0 016)
(0 015-0 017) (0 016- 0.018) (0 017 -0 019)
(0 018 -0 021) 1(0019-0022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5% Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to To
PF graphical
http:// hdsc. nws. noaa- gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.4245 &lon =- 78.813 8 &data = intensity...

APPENDIX C
NRCS COUNTY SOILS MAP
HARNETT COUNTY

I
USDA
United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Harnett County,
North Carolina
Harnett Health Investors, LLC
August 8, 2012

Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
' the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
' special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
' various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
' planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils usda gov /sqi /) and certain
conservation and engineering applications: For more detailed information, contact
your local USDA Service Center (http:Hoffices sc.egov.usda.gov /locator /app?
agency =nres) or your NRCS State Soil Scientist (http://soils usda.gov /contact/
state—offices/).
Great differences in soil properties can occur within short distances. Some soils are
' seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
' underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
' The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
E

' for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720 -2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
' Independence Avenue, S.W., Washington, D.C. 20250 -9410 or call (800) 795 -3272
(voice) or (202) 720 -6382 (TDD). USDA is an equal opportunity provider and
employer.
3

Contents
' Preface ...................................................................................... ..............................2
SoilMap .................................................................................... ..............................5
Soil Map (Hamett Health Investors, LLC) ............................... ..............................6
' Legend .................................................................................... ..............................7
Map Unit Legend (Hamett Health Investors, LLC) ................. ..............................8
Map Unit Descriptions (Harnett Health Investors, LLC) .......... ..............................8
Harnett County, North Carolina .......................................... .............................10
Co— Coxville loam .......................................................... .............................10
ExA —Exum very fine sandy loam, 0 to 2 percent slopes ............................11
GoA— Goldsboro loamy sand, 0 to 2 percent slopes ..... .............................12
' NoB— Norfolk loamy sand, 2 to 6 percent slopes ........... .............................13
References............................................................................... .............................15
4

I Soil Ma
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

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I
Custom Soil Resource Report
Map Unit Legend (Harnett Health Investors,
LLC)
Harnett County, North Carolina (NC085)
Map Unit Symbol
Map Unit Name
Acres In AOI
Percent of AOI
Co
Coxville loam
15
251%
ExA
Exum very fine sandy loam, 0 to 2 percent
slopes
02
31%
GoA
Goldsboro loamy sand, 0 to 2 percent slopes
26
416%
NoB i Norfolk loamy sand, 2 to 6 percent slopes
Totals for Area of Interest
1 -9
6.1
302%
100.0%
Map Unit Descriptions (Harnett Health
Investors, LLC)
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
0

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

Custom Soil Resource Report
Barnett County, North Carolina
Co— Coxville loam
Map Unit Setting
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 210 to 265 days
Map Unit Composition
Coxville, drained, and similar soils: 85 percent
Coxville, undrained, and similar soils: 10 percent
Description of Coxville, Drained
Setting
Landform: Depressions, carolina bays
Landform position (two- dimensional): Summit
Down -slope shape: Concave
' Across -slope shape: Concave
Parent material: Clayey marine deposits
Properties and qualities
' Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class. Poorly drained
' Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.57 in /hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
' Frequency of ponding: None
Available water capacity. Moderate (about 7.6 inches)
Interpretive groups
' Land capability (nonirrigated): 3w
Typical profile
0 to 9 inches: Loam
' 9 to 11 inches: Loam
11 to 72 inches: Sandy clay
72 to 80 inches: Sandy clay loam
Description of Coxville, Undrained
Setting
Landform: Depressions, carolina bays
Landform position (two- dimensional): Summit
Down -slope shape: Concave
Across -slope shape: Concave
Parent material. Clayey marine deposits
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
1 10

Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.57 in /hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.6 inches)
Interpretive groups
Land capability ( nonirrigated): 4w
Typical profile
0 to 9 inches. Loam
9 to 11 inches: Loam
11 to 72 inches: Sandy clay
72 to 80 inches: Sandy clay loam
ExA —Exum very fine sandy loam, 0 to 2 percent slopes
Map Unit Setting
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 210 to 265 days
Map Unit Composition
Exum and similar soils: 90 percent
Minor components: 5 percent
Description of Exum
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Down -slope shape: Concave
Across -slope shape: Linear
Parent material. Loamy and silty marine deposits
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to
0.57 in /hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: High (about 10.8 inches)
Interpretive groups
Land capability (nonirrigated): 2w
Typical profile
0 to 8 inches: Very fine sandy loam
11

ICustom Soil Resource Report
' 8 to 12 inches: Silt loam
12 to 70 inches: Clay loam
' 70 to 100 inches: Loam
Minor Components
' Grantham, undrained
Percent of map unit. 5 percent
Landform: Broad interstream divides on depressions, broad interstream divides on
flats
' Down -slope shape: Concave
Across -slope shape: Concave, linear
' GoA— Goldsboro loamy sand, 0 to 2 percent slopes
Map Unit Setting
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
' Frost -free period: 210 to 265 days
Map Unit Composition
' Goldsboro and similar soils: 90 percent
Minor components: 5 percent
Description of Goldsboro
Setting
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (two - dimensional): Summit
' Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy marine deposits
' Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
' Drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in /hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.0 inches)
Interpretive groups
Land capability (nonin-igated): 2w
Typical profile
1 0 to 8 inches: Loamy sand
8 to 15 inches: Loamy sand
12

I
Custom Soil Resource Report
15 to 45 inches: Sandy clay loam
45 to 80 inches: Sandy clay loam
' Minor Components
Rains, undrained
Percent of map unit. 5 percent
Landform: Flats on marine terraces, carolina bays on marine terraces, broad
interstream divides on marine terraces
Landform position (two- dimensional): Summit
Down -s lope shape: Linear
Across -slope shape: Linear
NoB— Norfolk loamy sand, 2 to 6 percent slopes
Map Unit Setting
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Map Unit Composition
' Norfolk and similar soils: 85 percent
Minor components: 5 percent
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (two- dimensional): Summit, shoulder
' Landform position (three- dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
' Parent material: Loamy marine deposits
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in /hr)
' Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 7.6 inches)
Interpretive groups
Land capability (nonirrigated): 2e
' Typical profile
0 to 9 inches: Loamy sand
1 13

Custom Soil Resource Report
9 to 14 inches: Loamy sand
14 to 70 inches: Sandy clay loam
70 to 100 inches: Sandy clay loam
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two- dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Johnston, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
14

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487 -00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS /OBS -79/31
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http•/ /soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http: / /soils.usda gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http. / /soils.usda gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y -87 -1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http: / /soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http: / /www.giti.nres.usda gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 4I. http://soils usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http //soils usda gov/
15

Custom Soil Resource Report
' United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
16

I
APPENDIX D
PROPERTY DEED

THIS DEED, made this AD sN day of July, 2006, by and between MAUS FAMILY
HOLDINGS, LLC, a North Carolina Limited Liability Company, of 2609 Shandy Avenue,
Wilmington, N.C. 28409, NEILL M. SALMON, JR. and wife, MARIE SALMON, of P.O. Box 5,
Lillington, N.C. 27546, hereinafter called GRANTOR, and HARNETT FORWARD TOGETHER
COMMITTEE, a N.C. nonprofit corporation, P.O. Box 1270, Lillington, N.C. 27546, hereinafter
called GRANTEE.
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine or feminine as required by
context.
A WITNESSETH:
' That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple, all that certain lot or parcel of land situated in the Neills Creek Township,
Harnett County, North Carolina and more particularly described as follows:
SEE ATTACHED EXHIBIT "A"
1
irr�rrr'r�r
COUNTY TAX 1D#
HARNE7TCOUN
FOR rn�rr a OF oEM
�_ 11- ern - n11�`
Din
2006 V IMF :15 AM
BK M2 P61114% FEE: 310
KC 8EV Si�IP":�"11"�488.90
ls1R1�1V1 I T�6 N
Prepared by and mail to: Dwight W. Snow, P.O. Box 397, Dunn, NC 28335
eEXCISE TAX: $11,400.00
Parcel ID Nos. Portion of 11- 0650 0005
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED, made this AD sN day of July, 2006, by and between MAUS FAMILY
HOLDINGS, LLC, a North Carolina Limited Liability Company, of 2609 Shandy Avenue,
Wilmington, N.C. 28409, NEILL M. SALMON, JR. and wife, MARIE SALMON, of P.O. Box 5,
Lillington, N.C. 27546, hereinafter called GRANTOR, and HARNETT FORWARD TOGETHER
COMMITTEE, a N.C. nonprofit corporation, P.O. Box 1270, Lillington, N.C. 27546, hereinafter
called GRANTEE.
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine or feminine as required by
context.
A WITNESSETH:
' That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple, all that certain lot or parcel of land situated in the Neills Creek Township,
Harnett County, North Carolina and more particularly described as follows:
SEE ATTACHED EXHIBIT "A"
1

The property hereinabove described was acquired by Grantor by instrument in Book 1319,
Page 675, Harnett County Registry; see also Frances S. Atkins Estate File No. 86 E 257 and Neill M.
Salmon Estate File 3656, Harnett County Clerk of Superior Court Office.
A map showing a portion of the above described property is recorded in Map No. 98-567
Harnett County Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that 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.
Title to the property hereinabove described is subject to the following exceptions:
a. General utility easements of record.
b. Roadways and rights -of -way of record and those visible by inspection of the
premises.
C. Such facts as an environmental study on the subject property by an environmental
engineer would reveal.
d. Such facts that are revealed by that survey on the subject tract which is recorded as
Map No. 98 -567, Harnett County Registry.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or ifs corporation,
has caused this instrument to be signed in its name by its duly authorized officers and its seal to be
hereunto affixed by authority of its Board of Directors, the day and year first above written.
MAUS FAMILY HOLDINGS,
By: (SEAL)
WILLIAM C. MAUS, III
NORTH CAR A �C��./�I�
' COUNTY OF
I, 4 • 244 otary Public for said County and State, do hereby
' certify C. MALTS, III, manager ofMAUS FAMILY HOLDINGS, LLC, a limited liability
company, personally appeared before me this day and acknowledged the due execution of the foregoing
instrument on behalf of the company.
Witness my hand and official seal or this the day of July, 20
Notary optic
I-AldZ014a

NORTH CARO
COUNTY OF n
I, � Notary Public of aforesaid County and State, do hereby
certify that EILL . SALMON, JR. and wife, MARIE SALMON personally appeared before me
this day and acknowledged the due execution of the foregoing instrument for the purposes therein
expressed. �p�• "r,raar
•.•` VY B. r•..
v sMy otarial seal, this the � day of July, 2006.
Viz? n z
%2 :•A4&L IC /Icj Notary Public
My Co" C �`•••� /� _ Q 9
0
3

. Beginning at an existing iron stake in the northern right of way margin of U.S. Highway 401 which
said existing iron stake is the southernmost point of the Salmon and Maus tract as shown on that
survey recorded as Map No. 98 -567, Harnett County Registry; thence from said Beginning Point and
' running with the northern right of way margin of U.S. Highway 401, North 51 degrees 26 minutes 28
seconds West 1,841.68 feet through an existing concrete monument to a point; thence a new line
with the boundary of the Gerald Johnson property (Book 392, Page 198, Harnett County Registry)
' North 38 degrees 32 minutes 23 seconds East 417.89 feet to an existing iron pipe; thence North 51
degrees 14 minutes 35 seconds West 316.32 feet to a point in the southeastern right of way margin of
NCSR 1436 (Matthews Road) a 60 foot right of way; thence running with the southeastern right of
way margin of NCSR 1436, North 39 degrees 40 minutes 26 seconds East 490.62 feet to a point;
' thence North 36 degrees 59 minutes 05 seconds East 61.03 feet to a point; thence North 32 degrees
38 minutes 47 seconds East 83.77 feet to a new iron stake; thence a new line South 88 degrees 46
minutes 12 seconds East 1,676.00 feet to an existing square iron; thence South 88 degrees 54
minutes 31 seconds East 902.92 feet to an existing iron pipe; thence South 88 degrees 41 minutes 32
seconds East 903.53 feet to an existing axle; thence South 01 degree 02 minutes 06 seconds West
730.38 feet through an existing iron stake to an existing concrete monument; thence South 60
degrees 40 minutes 49 seconds West 1150.49 feet to an existing concrete monument; thence South
60 degrees 39 minutes 30 seconds West 447.47 feet to an existing iron stake; thence South 60
' degrees 48 minutes 32 seconds West 1195.43 feet through an existing iron stake to the POINT OF
BEGINNING containing 129.10 acres more or less.
The above described tract is a portion of that 138.55 acre tract as shown on that survey dated
'
12/14/98 by Mickey R. Bennett, PLS recorded as Map No. 98 -567 Harnett County Registry less that
8.04 acre tract designated as Tract 1 and the 60 foot wide right of way area for NCSR 1436
(Matthews Road) as shown on that survey dated 6/12/06 by Mickey R. Bennett, PLS recorded as
Map No. 2006 -514, Harnett County Registry.

i
�N�rTyxo?:*ip ! _..
C,0#751-c ARQ$
KIMBERLY S. HARGROVE
REGISTER OF DEEDS, HARNETT
305 W CORNELIUS HARNETT BLVD
SUITE 200
LILLINGTON, NC 27546
Nitl HeftAnRNMN# NNttfi# RNI NidNR #N#NttiR!! # #NdIRO ►! #tN #NR#f fNl ttfit!!! A# N�IRifRRtN#iNtRfidddNf #dN #RINdR
Filed For Registration: 0711212006 08:31:13 AM
Book: RE 2252 Page: 811 -815
Document No.: 2006012846
DEED 5 PGS $23.00
NC REAL ESTATE EXCISE TAX: $11,400.00
Recorder: ELMIRA MCLEAN
State of North Carolina, County of Harnett
KIMBERLY S. HARGROVE , REGISTER OF DEEDS
DO NOT DISCARD
*2006012845*
2008012845

I
APPENDIX E
Purchase Agreement between Harnett Health Investors, LLC and HFTC

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OAveftman is by ad 6etrM
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APPENDIX F
Excerpt from ECS, Inc. Report on Seasonal High Water Table

r
"Setting the Standard for Service"
Geotechnical - Construction Materials - Environmental - Facilities
Mr. Andrew Chester
Smith / Packett Med Com, LLC
4423 Pheasant Ridge Road SW, Suite 301
Roanoke, Virginia 24014
NC Registered Engineering Firm F -1073
SC Registered Engineering Firm 3239
July 2, 2012
' RE: Report of Subsurface Exploration and Geotechnical Engineering Services
Skilled Nursing Facility
Brightwater Campus
' Lillington, North Carolina
ECS Project Number 33:2020
Dear Mr. Chester:
As authorized, ECS has completed the subsurface exploration and geotechnical engineering
analysis for the above referenced project. This report presents the findings of our subsurface
' exploration and our evaluations, as well as recommendations, regarding geotechnical- related
design and construction considerations for the site.
' Thank you for the opportunity to work with you on this project. We would also at this time like to
express our interest in providing the field construction testing and observation services that will
be required during the construction phase of this project.
' Should you have any,questions or if we could be of further assistance, please do not hesitate to
contact us.
' Respectfully Submitted,
ECS CAROLINAS, LLP
Thomas B. Baird, P.E.
Senior Geotechnical Engineer
NC PE License No. 016244
I:1 PROJECTS%2020 - Skilled Nursing Facility Brightweter Campus%Report12020.doc
Principal Engineer
NC PE License No. 035138
726 Ramsey Street, Suite 3, Fayetteville, NC 28301 . T: 910 -401 -3288 - F: 910- 323 -0539 - www.ecslimited.com
ECS Carolinas, LLP - ECS Florida, LLC • ECS Midwest, LLC • ECS Mid - Atlantic, LLC . ECS Southeast, LLC - ECS Texas, LLP

■
1
REPORT OF SUBSURFACE EXPLORATION ARID
GEOTECHNICAL ENGINEERING SERVICES
SKILLED NURSING FACILITY
BRIGHTWATER CAMPUS
CRESTED IRIS DRIVE
LILLINGTON, NORTH CAROLINA
PREPARED FOR:
Mr. Andrew Chester
Smith ! Packett Med Com, LLC
4423 Pheasant Ridge Road SW, Suite 301
Roanoke, Virginia 24014
ECS PROJECT NUMBER 33:2020
July 2, 2012

I
TABLE OF CONTENTS
SECTION PAGE
' EXECUTIVE SUMMARY .................................................................................................. ..............................I
1.0 PROJECT OVERVIEW ............................................................................................. ..............................1
' 1.1 PROJECT DESCRIPTION AND SCOPE OF WORK .......................................................... ..............................1
1.2 PROPOSED CONSTRUCTION ...................................................................................... ..............................1
2.0 FIELD EXPLORATION ............................................................................................. ..............................3
' 2.1 SOIL TEST BORINGS ................................................................................................. ..............................3
2.2 IN -SITU INFILTRATION TESTS .................................................................................... ..............................3
' 3.0 LABORATORY TESTING ......................................................................................... ..............................4
3.1 LABORATORY TESTING PROGRAM ............................................................................. ..............................4
3.2 VISUAL CLASSIFICATION ........................................................................................... ..............................4
1 3.3 LABORATORY TESTING METHODS ............................................................................. ..............................4
3 31 Moisture Content Tests ................................................................................... ..............................4
3.3.2 Atierberg Limits ............................................................................................... ..............................4
3.3.3 Percent of Particles Finer Than the U.S. Standard No. 200 Mesh Sieve ........ ..............................5
' 3.3.4 Standard Proctor ............................................................................................. ..............................5
3.3.5 Califomia Bearing Ratio (CBR) ....................................................................... ..............................5
4.0 EXPLORATION RESULTS ....................................................................................... ..............................6
' 4.1 SITE CONDITIONS ..................................................................................................... ..............................6
4.2 SITE GEOLOGY AND SUBSURFACE CONDITIONS ......................................................... ..............................6
4.3 SOIL CONDITIONS ....................................... ............................... 6
' 4.4 GROUNDWATER ....................................................................................................... ..............................7
5.0 ANALYSIS AND RECOMMENDATIONS ................................................................. ..............................8
' 5.1 FOUNDATIONS .......................................................................................................... ..............................8
5.2 SETTLEMENT ............................................................................................................ ..............................9
5.3 FLOOR SLAB ............................................................................................................ ..............................9
5.4 SEISMIC SITE CLASSIFICATION ........................................................................ ............................... .9
' 5.5 SITE DRAINAGE ........................................................................................................ ..............................9
5.6 GROUNDWATER CONTROL ........................................................................................ ..............................9
5.7 EXCAVATION CONSIDERATIONS ................................................................................ .............................10
' 5.8 PAVEMENTS ............................................................................................................ .............................10
6.0 CONSTRUCTION CONSIDERATIONS ................................................................... .............................12
6.1 SITE PREPARATION AND CLEARING ........................................................................ ...............................
12
6.2 FILL PLACEMENT AND SOIL COMPACTION ............................................................. ............................... '. 13
7.0 GENERAL COMMENTS .......................................................................................... .............................14
APPENDICES:
Appendix A Figures
Appendix B Unified Soil Classification System, Reference Notes for Boring Logs, Boring Logs, In-
situ Infiltration Testing Report
Appendix C Laboratory Testing Summary
Appendix D General Conditions
Appendix E Procedures Regarding Field Logs, Laboratory Data Sheets, and Samples

Report of Subsurface Exploration and Geotechnical Engineering Services
' Skilled Nursing Facility BrighMi ter Campus
ECS Project Number 33:2020
July 2, 2012
(EXECUTIVE SUMMARY
' ECS Carolinas, LLP (ECS) has completed a report of subsurface exploration and geotechnical
engineering services for the Skilled Nursing Facility at the Brightwater Campus in Lillington,
North Carolina. The site planned for development is- an approximate 6.49 -acre tract of
' undeveloped land (portion of Lot No. 4) located north of Created Iris Drive. This summary
should not be considered apart from the entire text of the report with all the qualifications and
conditions mentioned herein.
' The project entails the construction of the new Skilled Nursing Facility at the Brightwater
Campus located in Lillington, North Carolina. The proposed facility will consist of a 47,947
' square foot single -story wood - framed building with a concrete slab -on -grade floor. Structural
loading information was not furnished. From our experience with similar structures, we have
assumed maximum column and wall loads should not exceed 75 kips and 3 kips per linear foot,
' respectively. The floor loads are expected to be about 125 pounds per square foot. Other
Improvements to the site include paved parking areas and service drives, and wet storm water
detention ponds.
A site- grading plan was not furnished for our review at the time this report was prepared.
Based on the existing site topography, we assume that earth cuts and fills will be on the order
of 4 to 5 feet to establish the building and pavement area design elevations.
The subsurface conditions at the site were explored by drilling thirteen (13) soil test borings.
Six borings (B -1 through B-6) were completed in the proposed building area, five (5) borings (B-
' 7 through 8-11) were completed in the pavement areas, and two borings (B -12 and B -13) were
completed in the storm water detention ponds. The borings located in 'the building area were
advanced to depths ranging from 13.67 to 27 feet below existing site grades. The borings
' completed in the pavement areas were advanced to depths ranging from 6.42 to 7.5 feet below
existing site grades. The borings completed in the storm water detention ponds were advanced
to depths ranging from 9.42 to 9.92 feet below existing site grades. One bulk sample of the
' soils anticipated to be used as pavement subgrade was obtained for laboratory testing. In
addition, two in -situ infiltration tests and seasonal high water table (SHWT) determinations (1 -1
through 1 -2) were completed at the proposed storm water detention ponds.
tBorings B -1, B-2, B -3, B-4, and B -5 initially penetrated a surficial layer of topsoil. The topsoil
was about 2 to 6 inches thick and consists of brown silty sand with fine roots and organic
matter. The topsoil thickness will likely differ at other locations.
' Coastal Plain sediments consisting sand, clay, and silt strata were encountered beneath the
surficial layer of topsoil. The sand strata consisted of silty sand (SM) and clayey sand (SC).
' The SPT N- values for the sand layers encountered ranged from 7 to 29 blows per foot (bpf)
denoting loose to medium dense relative densities. The clay and silt strata consisted of sandy
day (CL) and sandy silt (ML). The SPT N- values for clay and silt layers ranged from 7 to 57 bpf
' indicating firm to very hard consistencies.
Partially weathered rock (PWR), characterized by SPT blow counts greater than 50 blows per 6
' inches of penetration, was encountered beneath the Coastal Plain sediments in borings B -1
through B -6, B-8, 8 -10, B -12, and B -13 at depths ranging from about 3 to 13 feet below existing

' grades. The PWR was sampled as very hard sandy silt and very dense silty sand. Auger
refusal occurred below the PWR in boring B -2 at a depth of about 27 feet.
' Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave -in depths ranged from 3 -%z to 16 -% feet below the existing site grades. Based on
observed conditions, color and degree of saturation of soils, it is our opinion that the long term
groundwater level most likely exists at a depth of 15 feet or more below the existing site grades.
grades. ==won
Partially weather rock (PWR) will be encountered at the north end of the site (boring B -10) upon
' excavation for underground utilities. The excavation of PWR will require the use of heavy
construction equipment (front -end loader or tracked backhoe).
' After the subgrade has been prepared as recommended in Section 6 of this report, the
proposed building may be supported on conventional shallow footing foundations and a ground -
supported floor slab. An allowable design soil bearing pressure of 3,000 psf is recommended
for footings placed on properly evaluated and approved natural soils, and/or engineered fill. At
the west side of the proposed building (boring B -2), low SPT N -value sandy silt was
encountered from approximately 3 to 6 feet below existing site grades. It should be anticipated
that up to 6 feet of this material will require removal and replacement with properly compacted
structural fill.
' Based on the 2009 Edition of the International Building Code (IBC 2009), the weighted average
of N- values from standard penetration testing resulted in a seismic site class of "C ".

' Report of Subsurface Exploration and Geotechnical Engineering Services
Skilled Nursing Facility Brightwater Campus
ECS Project Number 89:2020
July 2, 2012
Partially weathered rock (PWR), characterized by SPT blow counts greater than 50 blows per 6
' inches of penetration, was encountered beneath the Coastal Plain sediments in borings B -1
through B-6, B -8, B -10, B -12, and B -13 at depths ranging from about 3 to 13 feet below existing
grades. The PWR was sampled as very hard sandy silt and very dense silty sand. Auger
refusal occurred below the PWR in boring B -2 at a depth of about 27 feet.
4.4 Groundwater
Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave -in depths ranged from 3'h to 16-'/ feet below the existing site grades. Based on
observed conditions, color and degree of saturation of soils, it is our opinion that the long term
groundwater level most likely exists at a depth of 15 feet or more below the existing site grades.
Seasonal variations in groundwater levels should be anticipated due to precipitation changes,
evaporation, surface water runoff, and other factors. Also, perched water conditions may exist
when absorbed surface water becomes trapped above fine grained cohesive soils.
Based upon the in -situ testing performed; the following seasonal high water table and infiltration
rates were obtained:
Location ID Death Soil Description
I -1 0 to 12" Gray silty SAND
12" to 30" Orange gravely SAND with clay
Seasonal High Water Table was estimated to be at 20 inches below the existing grade
elevation.
Infiltration Rate: 3.8 inches per hour
Test was conducted at 20 inches below the existing grade elevation.
Hand auger refusal at 30 inches below the existing grade elevation.
Groundwater is greater than 30 inches below the existing grade elevation.
Location ID Depth Soil Description
1 -2 0 to 14" Gray silty SAND
14" to 30" Orange gravely SAND with clay
Seasonal High Water Table was estimated to be at 22 inches below the existing grade
elevation.
Infiltration Rate: 4.1 inches per hour
Test was conducted at 20 inches below the existing grade elevation.
Hand auger refusal at 30 inches below the existing grade elevation.
Groundwater is greater than 30 inches below the existing grade elevation.

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I
Infiltration Testing Form
Skilled Nursing Facility - Brightwater Campus
Lillington, North Carolina
ECS Project No. 33:2020
June 15, 2012
Location Depth Soil Description
I -1 0 -12" Gray silty SAND
12 " -30n Orange gravely SAND with clay
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Infiltration Rate: 3.8 inches per hour
Test was conducted at 20 inches below existing grade elevation.
Hand auger refusal at 30 inches below existing grade elevation.
Groundwater > 30 inches below existing grade elevation.
Location Depth Soil Description
1 -2 0 -14" Gray silty SAND
14 " -30" Orange gravely SAND with clay
Seasonal High Water Table was estimated to be at 22 inches below the
existing grade elevation.
Infiltration Rate: 4.1 inches per hour
Test was conducted at 20 inches below existing grade elevation.
Hand auger refusal at 30 inches below existing grade elevation.
Groundwater > 30.0 inches below existing grade elevation.

STORMWATER MANAGEMENT
PERMIT MODIFICATION
for the addition of the
BRIGHTWATER SKILLED NURSING FACILITY (Lot 4R)
to the
BRIGHTWATER MEDICAL COMPLEX
DWQ Project # 10-0251v2
Harnett County, North Carolina
August 2012
Owner:
Harnett Forward Together Committee
Developer:
Harnett Health Investors, LLC � � � r �0f� ) .•k d° ti + � e
It
Prepared By: E a - SEAL e
0
6� Clayton, Sr., AE., Inc. '�`,, �� °CLR� �0�
0
Civil & Environmental Engineering �0p00 ®sees ®tm� ®� ®a
q•►7•�pl�
46 West Washington Street - Coats, North Carolina 27521
Phone: 910 - 897 -7070 -Fax: [phone]
Offices located in Coats and New Bern, North Carolina
License No C -2570 - www ctclayton.com
Protect Number 173001

■
ID-bas1 03
■
■
' Narrative...........
' APPENDICES
Appendix A
' Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
■
TABLE OF CONTENTS
........................................... ............................... 2
USGS Map
- Calculations
- NRCS County Soil Map
- Property Deed
- Purchase Agreement (Developer from Owner)
- Excerpts from ECS, Inc. Report on Seasonal High
Water Table
�� ;-
cot Z a -
Mv ,
g5 i
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Pagel of 2

' Brightwater Skilled Nursing Facility Addition to the
Brightwater Biotechnology and Medical Complex
' Stormwater Management Permit Modification Narrative
Harnett Health Investors, LLC plans to construct a skilled nursing facility on Lot 4R of the
' Brightwater Biotechnology and Medical Complex in Neils Creek Township, Harnett County.
The property has an area of 6.49 acres. It is located at the intersection of Crested his Drive and
Red Mulberry Way (private road). Stormwater Management Permit and Plan approval for the
' entire development was originally gained under DWQ Project # 10 -0251. This application
requests modification of that approval for inclusion of the proposed development of Lot 4R.
' The lot is currently undeveloped forest land. The land generally slopes from north to south.
There is an intermittent stream running across the southwest edge of the property. In addition,
there is a wetland area adjacent to the north and west of the stream as delineated by Enoch
' Engineers.
The proposed development will include an approximate 45,000 sf building, with paved parking
' on the southwest and northeast sides of the building. Stormwater runoff will be conveyed by an
underground piping network and swales to two wet detention basins to the southeast of the
building adjacent to the stream. The two basins share a common outlet structure with dewatering
' orifices on two sides and a common discharge pipe. The basin discharge pipe will discharge to
an area of low slope between the basins and the stream. Due to site constraints not allowing for
sufficient space for inclusion of a level spreader and vegetative filter, the basins are designed for
' 90% removal of total suspended solids. Due to the ECS, Inc. report indicating groundwater was
not encountered at a reasonable depth below the permanent pool, the design includes the
installation of a 12 -inch impervious clay liner. The design also includes a planting plan to be
installed on the vegetative bench of the basins.
The site construction sequence will utilize the basins as temporary sediment removal devices and
specific instructions as to the conversion to permanent detention basins are given on the plans.
Erosion and Sediment Control Plan approval was gained under LQS # HARNE- 2013 -012 on
September 7, 2012.
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Page 2 of 2

APPENDIX A
USGS MAP

APPENDIX B
CALCULA'T'IONS
CALCULATIONS FOR THE FOLLOWING ARE FOUND ON THE PLANS:
1. RUNOFF FOR 10 -YR AND 25 -YR SUB - DRAINAGE AREAS
2. SEDIMENT BASINS
3. CULVERTS
4. SWALES
5. OUTLET PROTECTION
' SIZING AND ROUTING CALCULATIONS FOR THE WET DETENTION BASINS
ARE FOUND IN THIS APPENDIX

(Vaannn, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Pond Drainage
Project:,
Area Summary
Harnett Health
Project #:
Overall impervious area:
173001
Date:
402
June 18, 2012
By:;
Pervious 8
WLF
West Pond (Pond #1)
Drainage Area:
66034
Overall impervious area:
38573
Pervious 6
402
Pervious 7
233
Pervious 8
442
Pervious 9
1368
Pervious 10
312
Pervious 11
312
Pervious 12
255
Pervious 13
454
Net impervious area:
34795
52.7%
East Pond (Pond #2)
Drainage Area:
95394
Overall impervious area:
68202
Pervious 1
1778
Pervious 2
640
Pervious 3
256
Pervious 4
1530
Pervious 5
1778
Pervious 14
4823
Pervious 15
2952
Net impervious area:
54445
57.1%

1
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(VS!nnin, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Brightwater Skilled
oject: Nursing Facility
ect #: 173001
Date: 6/18/12
By:l WLF
WET DETENTION BASIN 1 (West)
Areas & Volumes
Description Elev. (ft) Depth (ft) Area (ft) Volume (ft)
Main Pond
Top of temporary pool: 161.0 3,398.8
0.5 1,611
Top of shelf: 160.5 3,046.6
Bottom of temporary pool: 160.0
Top of permanent pool: 160.0
Bottom of shelf: 159.5
Bottom of permanent pool: 155.0
Forebay
Top of temporary pool: 161.0
Slope break: 160.0
Top of permanent pool: 160.0
Bottom of permanent pool:
156.0
Bottom of shelf
2,086.9
Entire Pond
2,086.9
Top of temporary pool:
Temporary pool:
1,236.3
Bottom of temporary pool:
Top of permanent pool:
306.1
Permanent pool:
814.2
Bottom of shelf:
Portion of permanent pool volume in forebay =
Drainage area, DA:
66,034 ft'
Average Depth, da„ =
3.07 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area required =
0.5
2,086.9
2,086.9
0.5
1,236.3
4.5
306.1
814.2
1
525.8
0
525.8
4
33.7
432.4
Page 1 of 2
4,213.0
2,612.7
2,612.7
1,668.7
2,311.2
1,283
831
3,470
670
0
1,119
3,565
5,420
20.6%

Runoff Volume
Drainage area, A: 66,034 ft 2
1.516 ac 0.72 0.675
impervious area: 34,795 ft2 0.798783 0.0875
' Impervious ratio, IA = 0.5270 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
' = 0.05 +0.9x0.527
0.5243
' Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5243 x 1.516
2885.264844 ft 3
Page 2 of 2

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(VEtanOn, Sr., P.E., Inc.
VIRONMENTAL ENGINEERING
WET DETENTION BASIN 2 (East)
Areas & Volumes
Brightwater Skilled
Project: lNursing Facility
"oject M 173001
Date: 6/18/12
By: 1 WLF
Description
Elev. (ft)
Depth (ft) Area (ft)
Volume (ft)
Main Pond
963.2
Top of temporary pool:
161.0
4,204.8
679.6
0.5
1,999
Top of shelf:
160.5
3,792.6
4
Bottom of permanent pool:
0.5
1,615
Bottom of temporary pool:
160.0
2,665.7
Entire Pond
Top of permanent pool:
160.0
2,665.7
5,168.0
Temporary pool:
0.5
1,074
Bottom of shelf:
159.5
1,631.2
Top of permanent pool:
3,345.3
4.5
4,710
Bottom of permanent pool:
155.0
462.3
2,213.6
Forebay
Top of temporary pool:
161.0
963.2
1
Slope break:
160.0
679.6
0
Top of permanent pool:
160.0
679.6
4
Bottom of permanent pool:
156.0
109.9
Bottom of shelf
582.4
Entire Pond
Top of temporary pool:
5,168.0
Temporary pool:
Bottom of temporary pool:
3,345.3
Top of permanent pool:
3,345.3
Permanent pool:
Bottom of shelf:
2,213.6
Portion of permanent pool volume in forebay =
Drainage area, DA:
95,394 ft2
Average Depth, day =
3.14 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area
required =
3,338.8
Page 1 of 2
821
0
1,579
4,435
7,364
21.4%

Runoff Volume
Drainage area, A: 95,394 ft'
2.19 ac 0.94 0.675
Impervious area: 54,445 ft 2 1.249885 0.0875
Impervious ratio, IA = 0.5710 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
= 0.05 +0.9x0.571
0.5639
Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5639 x 2.19
= 4482.83583 ft
Page 2 of 2

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Combined Detention Pond Overflow NC- Llln ton 25 -Year Duraton =60 min , Inten =2.86 in /hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Printed 7/25/2012
' HydroCAD® 9.10 s/n 03998 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: Combined Detention Pond Overflow
' Inflow Area = 3.706 ac, 0.00% Impervious, Inflow Depth = 1.34" for 25 -Year event
Inflow = 5.02 cfs @ 0.09 hrs, Volume= 0.415 of
' Outflow _ 4.84 cfs @ 1.00 hrs, Volume= 0.415 af, Atten= 4 %, Lag= 54.7 min
Primary 4.84 cfs @ 1.00 hrs, Volume= 0.415 of
' Routing by Stor -Ind method, Time Span= 0.00 -4.00 hrs, dt= 0.01 hrs
Peak Elev= 161.24'@ 1.00 hrs Surf.Area= 33,328 sf Storage= 5,028 cf
Plug -Flow detention time= 17.7 min calculated for 0.415 of (100% of inflow)
Center -of -Mass det. time= 17.7 min ( 50.2 - 32.5 )
Volume Invert Avail.Storage Storage Description
' #1 161.00' 60,229 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq -ft) (cubic -feet) (cubic -feet)
161.00 9,346 0 0
162.00 111,111 60,229 60,229
' Device Routing Invert Outlet Devices
#1 Primary 161.00' 15.0' long x ON breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max =4.84 cfs @ 1.00 hrs HW= 161.24' TW= 160.74' (TW follows 0.50' below HW)
t1= 13road - Crested Rectangular Weir (Weir Controls 4.84 cfs @ 1.37 fps)

I
' NOAA Atlas 14, Volume 2, Version 3
Location name: Lillington, North Carolina, US'
Coordinates: 35A245,-78.8138 1
Elevation: 157ft•
'source Google Maps
' POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnm, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
' PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)'
Duration
Average recurrence interval (years)
1
2
5 10
L 25
50 100 200
0�0
500
1000
5.15
6.05
7.00 7.76
8.63
9.26 9.86 10.4
11.1
11.6
5-min
11
(470-568) 11
(553-66,61
11 (6 40 -7.69) (7 07 -8 53)
(7 82 -9 46)
1 (8 38 -10 2) 11 (8 87 -10 81 11 (9 30-114)
11 (9 79 -12 1)
11 (10 2 -12 7 )
4.12
4.84
5.60 6.21
6.87
7.37 7.84 8.25
8.75
10-min
9.14
(3 76 -4 53)
1 (4 42 -5 33)
1 (5 12 -6 16) (5 65 -6 82)
(6 23 -7 54)
1 (6 67 -8 08) 1 (7 04 -8 59) 1 (7 37 -9 04)
11 (7 75 -9 59)
0 0 ) (8 03-1
3.43
4.06
4.72 5.24
5.81
6.23 6.60 6.94
7.34
7.65
15-min
(3 13 -3 78)
(3 71 -4 46)
(4 32 -5 20) (4 77 -5 75)
(5 26 -6 37)
(5 63 -6 82) (5 94 -7 23) (6 20 -7 60)
(6 50 -8 05)
(6 72 -8 39 )
2.35
2.80
3.36 3.79
4.30
4.69 5.06
30-min
5.40
5184
11
6.19
(2 14 -2 59) 1
(2 56 -3 08)
1 (3 07 -3 69) 1 (3 45 -4 17)
(3 90 -4 72)
11 (4 24 -5 14) 11 (4 54 -5 54) 1 (4 83 -5 92)
(5 17-640)
(544-679)
1.47
1.76
2.15 2.47
2.86
3.18 3.48 3.79
4.19
4.52
60-min
(1 34 -1 61) 1(161-193)
1(197-237) (2 25 -2 71)
1 (2 60 -3 14)
1 (2 87 -3 48) 1 (3 13 -3 82) (3 39 -4 15)
1 (3 71 -4 59)
1 (3 97 -4 96)
0.862
1.04
1.29 1.50
1.77
1.99 2.21 2.44
-350-01
2 hr
11 11
2.74
(0 780 -0 960)
(0 942 -1 16)
(1 17-144) Ul 35 -1 66)
11 (1 58 -1.96)
11 (1 78 -2 21) 11 (1196-2 45) (215-270)
(2 40 -3 04)
1 (2 60 -3 33)
0.609
0.735
0.916 1.07
1.28
F -1-45-7-1--63 1.82
F-2.09----IF-2.-31--
3 -hr
1 11
2.09
2.31
(0 552 -0 679)
(0 667 -0 819)11(0.830-102)
(0 968 -1 19)
(1 15-142)
1 (1 30 -1 61) 1 (1144-181) (160-2 02)
(1.81 -2 31)
1 (1 98 -2 56)
0.364
OA39
0.548 0.643
0.770
0.878 0.990 1.11
1.28
6-hr
(0 332 -0 403)
(0 400 -0 486)
(0 498 -0 606) (0 582 -0 710)
(0 693 -0 848)
(0 785 -0 966) (0 877-109)1 (0973-122)
1 (1 10-140)
1.42
1 (1 1-156)
0.213
-032-57
0.322---I--O-.38-0--IF
0.458
0.526 0.596 0.673
0.782
0.876
12-hr
(0 194-0.236)1(0
234 -0 285 )
(0 293 -0 358 0 343 -0 421
) ( )
( 0 411-0 506 )
( 0 468 -0 579) (0525-0656) (0586-0739)1(0670-0859)1(0740-0963)
0.126
0.152
0.193 0.226
0.270
0.307 0.344 0.383
0.438
0.482
24-hr
(0 116 -0 136) (0
141 -0 165)
(0 178 -0 210) (0 208 -0 245)
(0 248 -0 293)
(0 280 -0 332)11(0.314-0 373) (0 348 -0 416)
(0 396 -0 476)
(0 433 -0 524)
0.073
0.088
0.111 0.129
0.154
0.174 0.195 0.217
0.247
0.271
2-day
1(0068-0 079)11(0.082-0
095)
(0 103 -0 120) (0 119 -0 140)
(0 141 -0 167@0
159 -0 188) (0 178 -0 211) (0197-0235
(0 223 -0 268)
(0 243 -0 295)
F--O.0-52-'-IF-
.052
-00-6-2-T-0
-078 0.090
1 0.108 1
0.121 0.136 0.150
0.171
0.187
3-day
(0 048 -0 056) (0
058 -0 067)
(0 072 -0 084) (0 084 -0 097)
(0 099 -0116)
(0 111 -0 131)1(0.124_0 146) (0 137 -0 162)
(0 155 -0 185)
(0 169 -0 203)
0.041
0.049
0.062 0.071
0.084
0.095 0.106 0.117
0.133
0.146
4-day
(0 038 -0 044#0
046 -0 053)
(0 057 -0 066) (0 066 -0 076)
(0 078 -0 090)
(0 087 -0 102) (0097-0114 (0107-0126)1(0121-0143)1(0132-0157)
0.027
0.032
0.040 0.046
F-O-.05-4--JF
0.060 0.067 0.074
0.084
0.091
7-day
(0 025 -0 029) (0
030 -0 035)
(0 037 -0 043) (0 042 -0 049)
(0 050 -0 058)
(0 056 -0 065) (0 062 -0 072) (0 068 -0 080)
(0 076 -0 090)
(0 082 -0 098)
0.022
0.026
0.031 0.036
0.041
0.046 0.050 0; 55
0.062
0.067
10-day
(0 020 -0 023) (0
024 -0 028)1(0.029-0
033) (0 033 -0 038)
(0 038 -0 044)
(0 043 -0 049) (0 047 -0 054) (0 051 -0 059)
(0.057 -0 066)
(0 061 -0.071)
0-01-571F-765-Ti
0.021 0.023
0.027
0.029 0.032 0.035
0.039
0.042
20-day
(0.014 -0 016)11(0.016-0
018)
(0 019 -0 022) (0 022 -0 025)
(0 025 -0 028)
(0 027 -0 031) (0 030 -0 034) (0 032 -0 037)
0 036 -0 041)
(0 038 -0 045)
0.012
0.014
0.017 0.019
0.021
0.023 0.025 0.027
-0.0-2-9-7-6-.031--j
30-da y
(0 0 11 -0 013) (0
013 -0 0151
(0 016 -0 018) (0.017-0 020)
(0 020 -0 022)
(0 021 -0 025) (0 023 -0 027) (0 025 -D 029)
0 027 -0 031)
(0 029 -0 034)
0.010
0.012
0.014 0.015
0.017
0.018 0.020
45-day
0.021
0.023
0.024
J(0010-0011
) (
0 011 -0 013)
(0 013 -0 015 0 014 -0 016)
) (
(0 016 -0 018)
1(0017-0.020)1(0.019-00 21 0.020 -0 022)
) (
(0.021 -0 024 )
( 0 023 -0 026 )
0.009
0.011
0.012 0.013
0.015
0.016 0.017 0.018
0.020
0.021
60-day
(0.009 - 0.010) (0
010 -0 011)
(0.012 -0 013) (0 013 -0 014)
(0 014 -0 016)
(0 015-0 017) (0 016- 0.018) (0 017 -0 019)
(0 018 -0 021) 1(0019-0022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5% Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to To
PF graphical
http:// hdsc. nws. noaa- gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.4245 &lon =- 78.813 8 &data = intensity...

APPENDIX C
NRCS COUNTY SOILS MAP
HARNETT COUNTY

STORMWATER MANAGEMENT
PERMIT MODIFICATION
for the addition of the
BRIGHTWATER SKILLED NURSING FACILITY (Lot 4R)
to the
BRIGHTWATER MEDICAL COMPLEX
DWQ Project # 10-0251v2
Harnett County, North Carolina
August 2012
Owner:
Harnett Forward Together Committee
Developer:
Harnett Health Investors, LLC � � � r �0f� ) .•k d° ti + � e
It
Prepared By: E a - SEAL e
0
6� Clayton, Sr., AE., Inc. '�`,, �� °CLR� �0�
0
Civil & Environmental Engineering �0p00 ®sees ®tm� ®� ®a
q•►7•�pl�
46 West Washington Street - Coats, North Carolina 27521
Phone: 910 - 897 -7070 -Fax: [phone]
Offices located in Coats and New Bern, North Carolina
License No C -2570 - www ctclayton.com
Protect Number 173001

■
ID-bas1 03
■
■
' Narrative...........
' APPENDICES
Appendix A
' Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
■
TABLE OF CONTENTS
........................................... ............................... 2
USGS Map
- Calculations
- NRCS County Soil Map
- Property Deed
- Purchase Agreement (Developer from Owner)
- Excerpts from ECS, Inc. Report on Seasonal High
Water Table
�� ;-
cot Z a -
Mv ,
g5 i
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Pagel of 2

' Brightwater Skilled Nursing Facility Addition to the
Brightwater Biotechnology and Medical Complex
' Stormwater Management Permit Modification Narrative
Harnett Health Investors, LLC plans to construct a skilled nursing facility on Lot 4R of the
' Brightwater Biotechnology and Medical Complex in Neils Creek Township, Harnett County.
The property has an area of 6.49 acres. It is located at the intersection of Crested his Drive and
Red Mulberry Way (private road). Stormwater Management Permit and Plan approval for the
' entire development was originally gained under DWQ Project # 10 -0251. This application
requests modification of that approval for inclusion of the proposed development of Lot 4R.
' The lot is currently undeveloped forest land. The land generally slopes from north to south.
There is an intermittent stream running across the southwest edge of the property. In addition,
there is a wetland area adjacent to the north and west of the stream as delineated by Enoch
' Engineers.
The proposed development will include an approximate 45,000 sf building, with paved parking
' on the southwest and northeast sides of the building. Stormwater runoff will be conveyed by an
underground piping network and swales to two wet detention basins to the southeast of the
building adjacent to the stream. The two basins share a common outlet structure with dewatering
' orifices on two sides and a common discharge pipe. The basin discharge pipe will discharge to
an area of low slope between the basins and the stream. Due to site constraints not allowing for
sufficient space for inclusion of a level spreader and vegetative filter, the basins are designed for
' 90% removal of total suspended solids. Due to the ECS, Inc. report indicating groundwater was
not encountered at a reasonable depth below the permanent pool, the design includes the
installation of a 12 -inch impervious clay liner. The design also includes a planting plan to be
installed on the vegetative bench of the basins.
The site construction sequence will utilize the basins as temporary sediment removal devices and
specific instructions as to the conversion to permanent detention basins are given on the plans.
Erosion and Sediment Control Plan approval was gained under LQS # HARNE- 2013 -012 on
September 7, 2012.
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Page 2 of 2

APPENDIX A
USGS MAP

APPENDIX B
CALCULA'T'IONS
CALCULATIONS FOR THE FOLLOWING ARE FOUND ON THE PLANS:
1. RUNOFF FOR 10 -YR AND 25 -YR SUB - DRAINAGE AREAS
2. SEDIMENT BASINS
3. CULVERTS
4. SWALES
5. OUTLET PROTECTION
' SIZING AND ROUTING CALCULATIONS FOR THE WET DETENTION BASINS
ARE FOUND IN THIS APPENDIX

(Vaannn, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Pond Drainage
Project:,
Area Summary
Harnett Health
Project #:
Overall impervious area:
173001
Date:
402
June 18, 2012
By:;
Pervious 8
WLF
West Pond (Pond #1)
Drainage Area:
66034
Overall impervious area:
38573
Pervious 6
402
Pervious 7
233
Pervious 8
442
Pervious 9
1368
Pervious 10
312
Pervious 11
312
Pervious 12
255
Pervious 13
454
Net impervious area:
34795
52.7%
East Pond (Pond #2)
Drainage Area:
95394
Overall impervious area:
68202
Pervious 1
1778
Pervious 2
640
Pervious 3
256
Pervious 4
1530
Pervious 5
1778
Pervious 14
4823
Pervious 15
2952
Net impervious area:
54445
57.1%

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VS!nnin, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Brightwater Skilled
oject: Nursing Facility
ect #: 173001
Date: 6/18/12
By:l WLF
WET DETENTION BASIN 1 (West)
Areas & Volumes
Description Elev. (ft) Depth (ft) Area (ft) Volume (ft)
Main Pond
Top of temporary pool: 161.0 3,398.8
0.5 1,611
Top of shelf: 160.5 3,046.6
Bottom of temporary pool: 160.0
Top of permanent pool: 160.0
Bottom of shelf: 159.5
Bottom of permanent pool: 155.0
Forebay
Top of temporary pool: 161.0
Slope break: 160.0
Top of permanent pool: 160.0
Bottom of permanent pool:
156.0
Bottom of shelf
2,086.9
Entire Pond
2,086.9
Top of temporary pool:
Temporary pool:
1,236.3
Bottom of temporary pool:
Top of permanent pool:
306.1
Permanent pool:
814.2
Bottom of shelf:
Portion of permanent pool volume in forebay =
Drainage area, DA:
66,034 ft'
Average Depth, da„ =
3.07 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area required =
0.5
2,086.9
2,086.9
0.5
1,236.3
4.5
306.1
814.2
1
525.8
0
525.8
4
33.7
432.4
Page 1 of 2
4,213.0
2,612.7
2,612.7
1,668.7
2,311.2
1,283
831
3,470
670
0
1,119
3,565
5,420
20.6%

Runoff Volume
Drainage area, A: 66,034 ft 2
1.516 ac 0.72 0.675
impervious area: 34,795 ft2 0.798783 0.0875
' Impervious ratio, IA = 0.5270 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
' = 0.05 +0.9x0.527
0.5243
' Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5243 x 1.516
2885.264844 ft 3
Page 2 of 2

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VEtanOn, Sr., P.E., Inc.
VIRONMENTAL ENGINEERING
WET DETENTION BASIN 2 (East)
Areas & Volumes
Brightwater Skilled
Project: lNursing Facility
"oject M 173001
Date: 6/18/12
By: 1 WLF
Description
Elev. (ft)
Depth (ft) Area (ft)
Volume (ft)
Main Pond
963.2
Top of temporary pool:
161.0
4,204.8
679.6
0.5
1,999
Top of shelf:
160.5
3,792.6
4
Bottom of permanent pool:
0.5
1,615
Bottom of temporary pool:
160.0
2,665.7
Entire Pond
Top of permanent pool:
160.0
2,665.7
5,168.0
Temporary pool:
0.5
1,074
Bottom of shelf:
159.5
1,631.2
Top of permanent pool:
3,345.3
4.5
4,710
Bottom of permanent pool:
155.0
462.3
2,213.6
Forebay
Top of temporary pool:
161.0
963.2
1
Slope break:
160.0
679.6
0
Top of permanent pool:
160.0
679.6
4
Bottom of permanent pool:
156.0
109.9
Bottom of shelf
582.4
Entire Pond
Top of temporary pool:
5,168.0
Temporary pool:
Bottom of temporary pool:
3,345.3
Top of permanent pool:
3,345.3
Permanent pool:
Bottom of shelf:
2,213.6
Portion of permanent pool volume in forebay =
Drainage area, DA:
95,394 ft2
Average Depth, day =
3.14 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area
required =
3,338.8
Page 1 of 2
821
0
1,579
4,435
7,364
21.4%

Runoff Volume
Drainage area, A: 95,394 ft'
2.19 ac 0.94 0.675
Impervious area: 54,445 ft 2 1.249885 0.0875
Impervious ratio, IA = 0.5710 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
= 0.05 +0.9x0.571
0.5639
Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5639 x 2.19
= 4482.83583 ft
Page 2 of 2

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I
Combined Detention Pond Overflow NC- Llln ton 25 -Year Duraton =60 min , Inten =2.86 in /hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Printed 7/25/2012
' HydroCAD® 9.10 s/n 03998 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: Combined Detention Pond Overflow
' Inflow Area = 3.706 ac, 0.00% Impervious, Inflow Depth = 1.34" for 25 -Year event
Inflow = 5.02 cfs @ 0.09 hrs, Volume= 0.415 of
' Outflow _ 4.84 cfs @ 1.00 hrs, Volume= 0.415 af, Atten= 4 %, Lag= 54.7 min
Primary 4.84 cfs @ 1.00 hrs, Volume= 0.415 of
' Routing by Stor -Ind method, Time Span= 0.00 -4.00 hrs, dt= 0.01 hrs
Peak Elev= 161.24'@ 1.00 hrs Surf.Area= 33,328 sf Storage= 5,028 cf
Plug -Flow detention time= 17.7 min calculated for 0.415 of (100% of inflow)
Center -of -Mass det. time= 17.7 min ( 50.2 - 32.5 )
Volume Invert Avail.Storage Storage Description
' #1 161.00' 60,229 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq -ft) (cubic -feet) (cubic -feet)
161.00 9,346 0 0
162.00 111,111 60,229 60,229
' Device Routing Invert Outlet Devices
#1 Primary 161.00' 15.0' long x ON breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max =4.84 cfs @ 1.00 hrs HW= 161.24' TW= 160.74' (TW follows 0.50' below HW)
t1= 13road - Crested Rectangular Weir (Weir Controls 4.84 cfs @ 1.37 fps)

I
' NOAA Atlas 14, Volume 2, Version 3
Location name: Lillington, North Carolina, US'
Coordinates: 35A245,-78.8138 1
Elevation: 157ft•
'source Google Maps
' POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnm, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
' PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)'
Duration
Average recurrence interval (years)
1
2
5 10
L 25
50 100 200
0�0
500
1000
5.15
6.05
7.00 7.76
8.63
9.26 9.86 10.4
11.1
11.6
5-min
11
(470-568) 11
(553-66,61
11 (6 40 -7.69) (7 07 -8 53)
(7 82 -9 46)
1 (8 38 -10 2) 11 (8 87 -10 81 11 (9 30-114)
11 (9 79 -12 1)
11 (10 2 -12 7 )
4.12
4.84
5.60 6.21
6.87
7.37 7.84 8.25
8.75
10-min
9.14
(3 76 -4 53)
1 (4 42 -5 33)
1 (5 12 -6 16) (5 65 -6 82)
(6 23 -7 54)
1 (6 67 -8 08) 1 (7 04 -8 59) 1 (7 37 -9 04)
11 (7 75 -9 59)
0 0 ) (8 03-1
3.43
4.06
4.72 5.24
5.81
6.23 6.60 6.94
7.34
7.65
15-min
(3 13 -3 78)
(3 71 -4 46)
(4 32 -5 20) (4 77 -5 75)
(5 26 -6 37)
(5 63 -6 82) (5 94 -7 23) (6 20 -7 60)
(6 50 -8 05)
(6 72 -8 39 )
2.35
2.80
3.36 3.79
4.30
4.69 5.06
30-min
5.40
5184
11
6.19
(2 14 -2 59) 1
(2 56 -3 08)
1 (3 07 -3 69) 1 (3 45 -4 17)
(3 90 -4 72)
11 (4 24 -5 14) 11 (4 54 -5 54) 1 (4 83 -5 92)
(5 17-640)
(544-679)
1.47
1.76
2.15 2.47
2.86
3.18 3.48 3.79
4.19
4.52
60-min
(1 34 -1 61) 1(161-193)
1(197-237) (2 25 -2 71)
1 (2 60 -3 14)
1 (2 87 -3 48) 1 (3 13 -3 82) (3 39 -4 15)
1 (3 71 -4 59)
1 (3 97 -4 96)
0.862
1.04
1.29 1.50
1.77
1.99 2.21 2.44
-350-01
2 hr
11 11
2.74
(0 780 -0 960)
(0 942 -1 16)
(1 17-144) Ul 35 -1 66)
11 (1 58 -1.96)
11 (1 78 -2 21) 11 (1196-2 45) (215-270)
(2 40 -3 04)
1 (2 60 -3 33)
0.609
0.735
0.916 1.07
1.28
F -1-45-7-1--63 1.82
F-2.09----IF-2.-31--
3 -hr
1 11
2.09
2.31
(0 552 -0 679)
(0 667 -0 819)11(0.830-102)
(0 968 -1 19)
(1 15-142)
1 (1 30 -1 61) 1 (1144-181) (160-2 02)
(1.81 -2 31)
1 (1 98 -2 56)
0.364
OA39
0.548 0.643
0.770
0.878 0.990 1.11
1.28
6-hr
(0 332 -0 403)
(0 400 -0 486)
(0 498 -0 606) (0 582 -0 710)
(0 693 -0 848)
(0 785 -0 966) (0 877-109)1 (0973-122)
1 (1 10-140)
1.42
1 (1 1-156)
0.213
-032-57
0.322---I--O-.38-0--IF
0.458
0.526 0.596 0.673
0.782
0.876
12-hr
(0 194-0.236)1(0
234 -0 285 )
(0 293 -0 358 0 343 -0 421
) ( )
( 0 411-0 506 )
( 0 468 -0 579) (0525-0656) (0586-0739)1(0670-0859)1(0740-0963)
0.126
0.152
0.193 0.226
0.270
0.307 0.344 0.383
0.438
0.482
24-hr
(0 116 -0 136) (0
141 -0 165)
(0 178 -0 210) (0 208 -0 245)
(0 248 -0 293)
(0 280 -0 332)11(0.314-0 373) (0 348 -0 416)
(0 396 -0 476)
(0 433 -0 524)
0.073
0.088
0.111 0.129
0.154
0.174 0.195 0.217
0.247
0.271
2-day
1(0068-0 079)11(0.082-0
095)
(0 103 -0 120) (0 119 -0 140)
(0 141 -0 167@0
159 -0 188) (0 178 -0 211) (0197-0235
(0 223 -0 268)
(0 243 -0 295)
F--O.0-52-'-IF-
.052
-00-6-2-T-0
-078 0.090
1 0.108 1
0.121 0.136 0.150
0.171
0.187
3-day
(0 048 -0 056) (0
058 -0 067)
(0 072 -0 084) (0 084 -0 097)
(0 099 -0116)
(0 111 -0 131)1(0.124_0 146) (0 137 -0 162)
(0 155 -0 185)
(0 169 -0 203)
0.041
0.049
0.062 0.071
0.084
0.095 0.106 0.117
0.133
0.146
4-day
(0 038 -0 044#0
046 -0 053)
(0 057 -0 066) (0 066 -0 076)
(0 078 -0 090)
(0 087 -0 102) (0097-0114 (0107-0126)1(0121-0143)1(0132-0157)
0.027
0.032
0.040 0.046
F-O-.05-4--JF
0.060 0.067 0.074
0.084
0.091
7-day
(0 025 -0 029) (0
030 -0 035)
(0 037 -0 043) (0 042 -0 049)
(0 050 -0 058)
(0 056 -0 065) (0 062 -0 072) (0 068 -0 080)
(0 076 -0 090)
(0 082 -0 098)
0.022
0.026
0.031 0.036
0.041
0.046 0.050 0; 55
0.062
0.067
10-day
(0 020 -0 023) (0
024 -0 028)1(0.029-0
033) (0 033 -0 038)
(0 038 -0 044)
(0 043 -0 049) (0 047 -0 054) (0 051 -0 059)
(0.057 -0 066)
(0 061 -0.071)
0-01-571F-765-Ti
0.021 0.023
0.027
0.029 0.032 0.035
0.039
0.042
20-day
(0.014 -0 016)11(0.016-0
018)
(0 019 -0 022) (0 022 -0 025)
(0 025 -0 028)
(0 027 -0 031) (0 030 -0 034) (0 032 -0 037)
0 036 -0 041)
(0 038 -0 045)
0.012
0.014
0.017 0.019
0.021
0.023 0.025 0.027
-0.0-2-9-7-6-.031--j
30-da y
(0 0 11 -0 013) (0
013 -0 0151
(0 016 -0 018) (0.017-0 020)
(0 020 -0 022)
(0 021 -0 025) (0 023 -0 027) (0 025 -D 029)
0 027 -0 031)
(0 029 -0 034)
0.010
0.012
0.014 0.015
0.017
0.018 0.020
45-day
0.021
0.023
0.024
J(0010-0011
) (
0 011 -0 013)
(0 013 -0 015 0 014 -0 016)
) (
(0 016 -0 018)
1(0017-0.020)1(0.019-00 21 0.020 -0 022)
) (
(0.021 -0 024 )
( 0 023 -0 026 )
0.009
0.011
0.012 0.013
0.015
0.016 0.017 0.018
0.020
0.021
60-day
(0.009 - 0.010) (0
010 -0 011)
(0.012 -0 013) (0 013 -0 014)
(0 014 -0 016)
(0 015-0 017) (0 016- 0.018) (0 017 -0 019)
(0 018 -0 021) 1(0019-0022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5% Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to To
PF graphical
http:// hdsc. nws. noaa- gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.4245 &lon =- 78.813 8 &data = intensity...

APPENDIX C
NRCS COUNTY SOILS MAP
HARNETT COUNTY

STORMWATER MANAGEMENT
PERMIT MODIFICATION
for the addition of the
BRIGHTWATER SKILLED NURSING FACILITY (Lot 4R)
to the
BRIGHTWATER MEDICAL COMPLEX
DWQ Project # 10-0251v2
Harnett County, North Carolina
August 2012
Owner:
Harnett Forward Together Committee
Developer:
Harnett Health Investors, LLC � � � r �0f� ) .•k d° ti + � e
It
Prepared By: E a - SEAL e
0
6� Clayton, Sr., AE., Inc. '�`,, �� °CLR� �0�
0
Civil & Environmental Engineering �0p00 ®sees ®tm� ®� ®a
q•►7•�pl�
46 West Washington Street - Coats, North Carolina 27521
Phone: 910 - 897 -7070 -Fax: [phone]
Offices located in Coats and New Bern, North Carolina
License No C -2570 - www ctclayton.com
Protect Number 173001

■
ID-bas1 03
■
■
' Narrative...........
' APPENDICES
Appendix A
' Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
■
TABLE OF CONTENTS
........................................... ............................... 2
USGS Map
- Calculations
- NRCS County Soil Map
- Property Deed
- Purchase Agreement (Developer from Owner)
- Excerpts from ECS, Inc. Report on Seasonal High
Water Table
�� ;-
cot Z a -
Mv ,
g5 i
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Pagel of 2

' Brightwater Skilled Nursing Facility Addition to the
Brightwater Biotechnology and Medical Complex
' Stormwater Management Permit Modification Narrative
Harnett Health Investors, LLC plans to construct a skilled nursing facility on Lot 4R of the
' Brightwater Biotechnology and Medical Complex in Neils Creek Township, Harnett County.
The property has an area of 6.49 acres. It is located at the intersection of Crested his Drive and
Red Mulberry Way (private road). Stormwater Management Permit and Plan approval for the
' entire development was originally gained under DWQ Project # 10 -0251. This application
requests modification of that approval for inclusion of the proposed development of Lot 4R.
' The lot is currently undeveloped forest land. The land generally slopes from north to south.
There is an intermittent stream running across the southwest edge of the property. In addition,
there is a wetland area adjacent to the north and west of the stream as delineated by Enoch
' Engineers.
The proposed development will include an approximate 45,000 sf building, with paved parking
' on the southwest and northeast sides of the building. Stormwater runoff will be conveyed by an
underground piping network and swales to two wet detention basins to the southeast of the
building adjacent to the stream. The two basins share a common outlet structure with dewatering
' orifices on two sides and a common discharge pipe. The basin discharge pipe will discharge to
an area of low slope between the basins and the stream. Due to site constraints not allowing for
sufficient space for inclusion of a level spreader and vegetative filter, the basins are designed for
' 90% removal of total suspended solids. Due to the ECS, Inc. report indicating groundwater was
not encountered at a reasonable depth below the permanent pool, the design includes the
installation of a 12 -inch impervious clay liner. The design also includes a planting plan to be
installed on the vegetative bench of the basins.
The site construction sequence will utilize the basins as temporary sediment removal devices and
specific instructions as to the conversion to permanent detention basins are given on the plans.
Erosion and Sediment Control Plan approval was gained under LQS # HARNE- 2013 -012 on
September 7, 2012.
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Page 2 of 2

APPENDIX A
USGS MAP

APPENDIX B
CALCULA'T'IONS
CALCULATIONS FOR THE FOLLOWING ARE FOUND ON THE PLANS:
1. RUNOFF FOR 10 -YR AND 25 -YR SUB - DRAINAGE AREAS
2. SEDIMENT BASINS
3. CULVERTS
4. SWALES
5. OUTLET PROTECTION
' SIZING AND ROUTING CALCULATIONS FOR THE WET DETENTION BASINS
ARE FOUND IN THIS APPENDIX

(Vaannn, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Pond Drainage
Project:,
Area Summary
Harnett Health
Project #:
Overall impervious area:
173001
Date:
402
June 18, 2012
By:;
Pervious 8
WLF
West Pond (Pond #1)
Drainage Area:
66034
Overall impervious area:
38573
Pervious 6
402
Pervious 7
233
Pervious 8
442
Pervious 9
1368
Pervious 10
312
Pervious 11
312
Pervious 12
255
Pervious 13
454
Net impervious area:
34795
52.7%
East Pond (Pond #2)
Drainage Area:
95394
Overall impervious area:
68202
Pervious 1
1778
Pervious 2
640
Pervious 3
256
Pervious 4
1530
Pervious 5
1778
Pervious 14
4823
Pervious 15
2952
Net impervious area:
54445
57.1%

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VS!nnin, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Brightwater Skilled
oject: Nursing Facility
ect #: 173001
Date: 6/18/12
By:l WLF
WET DETENTION BASIN 1 (West)
Areas & Volumes
Description Elev. (ft) Depth (ft) Area (ft) Volume (ft)
Main Pond
Top of temporary pool: 161.0 3,398.8
0.5 1,611
Top of shelf: 160.5 3,046.6
Bottom of temporary pool: 160.0
Top of permanent pool: 160.0
Bottom of shelf: 159.5
Bottom of permanent pool: 155.0
Forebay
Top of temporary pool: 161.0
Slope break: 160.0
Top of permanent pool: 160.0
Bottom of permanent pool:
156.0
Bottom of shelf
2,086.9
Entire Pond
2,086.9
Top of temporary pool:
Temporary pool:
1,236.3
Bottom of temporary pool:
Top of permanent pool:
306.1
Permanent pool:
814.2
Bottom of shelf:
Portion of permanent pool volume in forebay =
Drainage area, DA:
66,034 ft'
Average Depth, da„ =
3.07 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area required =
0.5
2,086.9
2,086.9
0.5
1,236.3
4.5
306.1
814.2
1
525.8
0
525.8
4
33.7
432.4
Page 1 of 2
4,213.0
2,612.7
2,612.7
1,668.7
2,311.2
1,283
831
3,470
670
0
1,119
3,565
5,420
20.6%

Runoff Volume
Drainage area, A: 66,034 ft 2
1.516 ac 0.72 0.675
impervious area: 34,795 ft2 0.798783 0.0875
' Impervious ratio, IA = 0.5270 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
' = 0.05 +0.9x0.527
0.5243
' Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5243 x 1.516
2885.264844 ft 3
Page 2 of 2

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VEtanOn, Sr., P.E., Inc.
VIRONMENTAL ENGINEERING
WET DETENTION BASIN 2 (East)
Areas & Volumes
Brightwater Skilled
Project: lNursing Facility
"oject M 173001
Date: 6/18/12
By: 1 WLF
Description
Elev. (ft)
Depth (ft) Area (ft)
Volume (ft)
Main Pond
963.2
Top of temporary pool:
161.0
4,204.8
679.6
0.5
1,999
Top of shelf:
160.5
3,792.6
4
Bottom of permanent pool:
0.5
1,615
Bottom of temporary pool:
160.0
2,665.7
Entire Pond
Top of permanent pool:
160.0
2,665.7
5,168.0
Temporary pool:
0.5
1,074
Bottom of shelf:
159.5
1,631.2
Top of permanent pool:
3,345.3
4.5
4,710
Bottom of permanent pool:
155.0
462.3
2,213.6
Forebay
Top of temporary pool:
161.0
963.2
1
Slope break:
160.0
679.6
0
Top of permanent pool:
160.0
679.6
4
Bottom of permanent pool:
156.0
109.9
Bottom of shelf
582.4
Entire Pond
Top of temporary pool:
5,168.0
Temporary pool:
Bottom of temporary pool:
3,345.3
Top of permanent pool:
3,345.3
Permanent pool:
Bottom of shelf:
2,213.6
Portion of permanent pool volume in forebay =
Drainage area, DA:
95,394 ft2
Average Depth, day =
3.14 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area
required =
3,338.8
Page 1 of 2
821
0
1,579
4,435
7,364
21.4%

Runoff Volume
Drainage area, A: 95,394 ft'
2.19 ac 0.94 0.675
Impervious area: 54,445 ft 2 1.249885 0.0875
Impervious ratio, IA = 0.5710 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
= 0.05 +0.9x0.571
0.5639
Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5639 x 2.19
= 4482.83583 ft
Page 2 of 2

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I
Combined Detention Pond Overflow NC- Llln ton 25 -Year Duraton =60 min , Inten =2.86 in /hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Printed 7/25/2012
' HydroCAD® 9.10 s/n 03998 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: Combined Detention Pond Overflow
' Inflow Area = 3.706 ac, 0.00% Impervious, Inflow Depth = 1.34" for 25 -Year event
Inflow = 5.02 cfs @ 0.09 hrs, Volume= 0.415 of
' Outflow _ 4.84 cfs @ 1.00 hrs, Volume= 0.415 af, Atten= 4 %, Lag= 54.7 min
Primary 4.84 cfs @ 1.00 hrs, Volume= 0.415 of
' Routing by Stor -Ind method, Time Span= 0.00 -4.00 hrs, dt= 0.01 hrs
Peak Elev= 161.24'@ 1.00 hrs Surf.Area= 33,328 sf Storage= 5,028 cf
Plug -Flow detention time= 17.7 min calculated for 0.415 of (100% of inflow)
Center -of -Mass det. time= 17.7 min ( 50.2 - 32.5 )
Volume Invert Avail.Storage Storage Description
' #1 161.00' 60,229 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq -ft) (cubic -feet) (cubic -feet)
161.00 9,346 0 0
162.00 111,111 60,229 60,229
' Device Routing Invert Outlet Devices
#1 Primary 161.00' 15.0' long x ON breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max =4.84 cfs @ 1.00 hrs HW= 161.24' TW= 160.74' (TW follows 0.50' below HW)
t1= 13road - Crested Rectangular Weir (Weir Controls 4.84 cfs @ 1.37 fps)

I
' NOAA Atlas 14, Volume 2, Version 3
Location name: Lillington, North Carolina, US'
Coordinates: 35A245,-78.8138 1
Elevation: 157ft•
'source Google Maps
' POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnm, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
' PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)'
Duration
Average recurrence interval (years)
1
2
5 10
L 25
50 100 200
0�0
500
1000
5.15
6.05
7.00 7.76
8.63
9.26 9.86 10.4
11.1
11.6
5-min
11
(470-568) 11
(553-66,61
11 (6 40 -7.69) (7 07 -8 53)
(7 82 -9 46)
1 (8 38 -10 2) 11 (8 87 -10 81 11 (9 30-114)
11 (9 79 -12 1)
11 (10 2 -12 7 )
4.12
4.84
5.60 6.21
6.87
7.37 7.84 8.25
8.75
10-min
9.14
(3 76 -4 53)
1 (4 42 -5 33)
1 (5 12 -6 16) (5 65 -6 82)
(6 23 -7 54)
1 (6 67 -8 08) 1 (7 04 -8 59) 1 (7 37 -9 04)
11 (7 75 -9 59)
0 0 ) (8 03-1
3.43
4.06
4.72 5.24
5.81
6.23 6.60 6.94
7.34
7.65
15-min
(3 13 -3 78)
(3 71 -4 46)
(4 32 -5 20) (4 77 -5 75)
(5 26 -6 37)
(5 63 -6 82) (5 94 -7 23) (6 20 -7 60)
(6 50 -8 05)
(6 72 -8 39 )
2.35
2.80
3.36 3.79
4.30
4.69 5.06
30-min
5.40
5184
11
6.19
(2 14 -2 59) 1
(2 56 -3 08)
1 (3 07 -3 69) 1 (3 45 -4 17)
(3 90 -4 72)
11 (4 24 -5 14) 11 (4 54 -5 54) 1 (4 83 -5 92)
(5 17-640)
(544-679)
1.47
1.76
2.15 2.47
2.86
3.18 3.48 3.79
4.19
4.52
60-min
(1 34 -1 61) 1(161-193)
1(197-237) (2 25 -2 71)
1 (2 60 -3 14)
1 (2 87 -3 48) 1 (3 13 -3 82) (3 39 -4 15)
1 (3 71 -4 59)
1 (3 97 -4 96)
0.862
1.04
1.29 1.50
1.77
1.99 2.21 2.44
-350-01
2 hr
11 11
2.74
(0 780 -0 960)
(0 942 -1 16)
(1 17-144) Ul 35 -1 66)
11 (1 58 -1.96)
11 (1 78 -2 21) 11 (1196-2 45) (215-270)
(2 40 -3 04)
1 (2 60 -3 33)
0.609
0.735
0.916 1.07
1.28
F -1-45-7-1--63 1.82
F-2.09----IF-2.-31--
3 -hr
1 11
2.09
2.31
(0 552 -0 679)
(0 667 -0 819)11(0.830-102)
(0 968 -1 19)
(1 15-142)
1 (1 30 -1 61) 1 (1144-181) (160-2 02)
(1.81 -2 31)
1 (1 98 -2 56)
0.364
OA39
0.548 0.643
0.770
0.878 0.990 1.11
1.28
6-hr
(0 332 -0 403)
(0 400 -0 486)
(0 498 -0 606) (0 582 -0 710)
(0 693 -0 848)
(0 785 -0 966) (0 877-109)1 (0973-122)
1 (1 10-140)
1.42
1 (1 1-156)
0.213
-032-57
0.322---I--O-.38-0--IF
0.458
0.526 0.596 0.673
0.782
0.876
12-hr
(0 194-0.236)1(0
234 -0 285 )
(0 293 -0 358 0 343 -0 421
) ( )
( 0 411-0 506 )
( 0 468 -0 579) (0525-0656) (0586-0739)1(0670-0859)1(0740-0963)
0.126
0.152
0.193 0.226
0.270
0.307 0.344 0.383
0.438
0.482
24-hr
(0 116 -0 136) (0
141 -0 165)
(0 178 -0 210) (0 208 -0 245)
(0 248 -0 293)
(0 280 -0 332)11(0.314-0 373) (0 348 -0 416)
(0 396 -0 476)
(0 433 -0 524)
0.073
0.088
0.111 0.129
0.154
0.174 0.195 0.217
0.247
0.271
2-day
1(0068-0 079)11(0.082-0
095)
(0 103 -0 120) (0 119 -0 140)
(0 141 -0 167@0
159 -0 188) (0 178 -0 211) (0197-0235
(0 223 -0 268)
(0 243 -0 295)
F--O.0-52-'-IF-
.052
-00-6-2-T-0
-078 0.090
1 0.108 1
0.121 0.136 0.150
0.171
0.187
3-day
(0 048 -0 056) (0
058 -0 067)
(0 072 -0 084) (0 084 -0 097)
(0 099 -0116)
(0 111 -0 131)1(0.124_0 146) (0 137 -0 162)
(0 155 -0 185)
(0 169 -0 203)
0.041
0.049
0.062 0.071
0.084
0.095 0.106 0.117
0.133
0.146
4-day
(0 038 -0 044#0
046 -0 053)
(0 057 -0 066) (0 066 -0 076)
(0 078 -0 090)
(0 087 -0 102) (0097-0114 (0107-0126)1(0121-0143)1(0132-0157)
0.027
0.032
0.040 0.046
F-O-.05-4--JF
0.060 0.067 0.074
0.084
0.091
7-day
(0 025 -0 029) (0
030 -0 035)
(0 037 -0 043) (0 042 -0 049)
(0 050 -0 058)
(0 056 -0 065) (0 062 -0 072) (0 068 -0 080)
(0 076 -0 090)
(0 082 -0 098)
0.022
0.026
0.031 0.036
0.041
0.046 0.050 0; 55
0.062
0.067
10-day
(0 020 -0 023) (0
024 -0 028)1(0.029-0
033) (0 033 -0 038)
(0 038 -0 044)
(0 043 -0 049) (0 047 -0 054) (0 051 -0 059)
(0.057 -0 066)
(0 061 -0.071)
0-01-571F-765-Ti
0.021 0.023
0.027
0.029 0.032 0.035
0.039
0.042
20-day
(0.014 -0 016)11(0.016-0
018)
(0 019 -0 022) (0 022 -0 025)
(0 025 -0 028)
(0 027 -0 031) (0 030 -0 034) (0 032 -0 037)
0 036 -0 041)
(0 038 -0 045)
0.012
0.014
0.017 0.019
0.021
0.023 0.025 0.027
-0.0-2-9-7-6-.031--j
30-da y
(0 0 11 -0 013) (0
013 -0 0151
(0 016 -0 018) (0.017-0 020)
(0 020 -0 022)
(0 021 -0 025) (0 023 -0 027) (0 025 -D 029)
0 027 -0 031)
(0 029 -0 034)
0.010
0.012
0.014 0.015
0.017
0.018 0.020
45-day
0.021
0.023
0.024
J(0010-0011
) (
0 011 -0 013)
(0 013 -0 015 0 014 -0 016)
) (
(0 016 -0 018)
1(0017-0.020)1(0.019-00 21 0.020 -0 022)
) (
(0.021 -0 024 )
( 0 023 -0 026 )
0.009
0.011
0.012 0.013
0.015
0.016 0.017 0.018
0.020
0.021
60-day
(0.009 - 0.010) (0
010 -0 011)
(0.012 -0 013) (0 013 -0 014)
(0 014 -0 016)
(0 015-0 017) (0 016- 0.018) (0 017 -0 019)
(0 018 -0 021) 1(0019-0022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5% Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to To
PF graphical
http:// hdsc. nws. noaa- gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.4245 &lon =- 78.813 8 &data = intensity...

APPENDIX C
NRCS COUNTY SOILS MAP
HARNETT COUNTY

STORMWATER MANAGEMENT
PERMIT MODIFICATION
for the addition of the
BRIGHTWATER SKILLED NURSING FACILITY (Lot 4R)
to the
BRIGHTWATER MEDICAL COMPLEX
DWQ Project # 10-0251v2
Harnett County, North Carolina
August 2012
Owner:
Harnett Forward Together Committee
Developer:
Harnett Health Investors, LLC � � � r �0f� ) .•k d° ti + � e
It
Prepared By: E a - SEAL e
0
6� Clayton, Sr., AE., Inc. '�`,, �� °CLR� �0�
0
Civil & Environmental Engineering �0p00 ®sees ®tm� ®� ®a
q•►7•�pl�
46 West Washington Street - Coats, North Carolina 27521
Phone: 910 - 897 -7070 -Fax: [phone]
Offices located in Coats and New Bern, North Carolina
License No C -2570 - www ctclayton.com
Protect Number 173001

■
ID-bas1 03
■
■
' Narrative...........
' APPENDICES
Appendix A
' Appendix B
Appendix C
Appendix D
Appendix E
Appendix F
■
TABLE OF CONTENTS
........................................... ............................... 2
USGS Map
- Calculations
- NRCS County Soil Map
- Property Deed
- Purchase Agreement (Developer from Owner)
- Excerpts from ECS, Inc. Report on Seasonal High
Water Table
�� ;-
cot Z a -
Mv ,
g5 i
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Pagel of 2

' Brightwater Skilled Nursing Facility Addition to the
Brightwater Biotechnology and Medical Complex
' Stormwater Management Permit Modification Narrative
Harnett Health Investors, LLC plans to construct a skilled nursing facility on Lot 4R of the
' Brightwater Biotechnology and Medical Complex in Neils Creek Township, Harnett County.
The property has an area of 6.49 acres. It is located at the intersection of Crested his Drive and
Red Mulberry Way (private road). Stormwater Management Permit and Plan approval for the
' entire development was originally gained under DWQ Project # 10 -0251. This application
requests modification of that approval for inclusion of the proposed development of Lot 4R.
' The lot is currently undeveloped forest land. The land generally slopes from north to south.
There is an intermittent stream running across the southwest edge of the property. In addition,
there is a wetland area adjacent to the north and west of the stream as delineated by Enoch
' Engineers.
The proposed development will include an approximate 45,000 sf building, with paved parking
' on the southwest and northeast sides of the building. Stormwater runoff will be conveyed by an
underground piping network and swales to two wet detention basins to the southeast of the
building adjacent to the stream. The two basins share a common outlet structure with dewatering
' orifices on two sides and a common discharge pipe. The basin discharge pipe will discharge to
an area of low slope between the basins and the stream. Due to site constraints not allowing for
sufficient space for inclusion of a level spreader and vegetative filter, the basins are designed for
' 90% removal of total suspended solids. Due to the ECS, Inc. report indicating groundwater was
not encountered at a reasonable depth below the permanent pool, the design includes the
installation of a 12 -inch impervious clay liner. The design also includes a planting plan to be
installed on the vegetative bench of the basins.
The site construction sequence will utilize the basins as temporary sediment removal devices and
specific instructions as to the conversion to permanent detention basins are given on the plans.
Erosion and Sediment Control Plan approval was gained under LQS # HARNE- 2013 -012 on
September 7, 2012.
Brightwater Skilled Nursing Facility August 2012
Stormwater Management Permit Modification CTC # 173001
Page 2 of 2

APPENDIX A
USGS MAP

APPENDIX B
CALCULA'T'IONS
CALCULATIONS FOR THE FOLLOWING ARE FOUND ON THE PLANS:
1. RUNOFF FOR 10 -YR AND 25 -YR SUB - DRAINAGE AREAS
2. SEDIMENT BASINS
3. CULVERTS
4. SWALES
5. OUTLET PROTECTION
' SIZING AND ROUTING CALCULATIONS FOR THE WET DETENTION BASINS
ARE FOUND IN THIS APPENDIX

(Vaannn, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Pond Drainage
Project:,
Area Summary
Harnett Health
Project #:
Overall impervious area:
173001
Date:
402
June 18, 2012
By:;
Pervious 8
WLF
West Pond (Pond #1)
Drainage Area:
66034
Overall impervious area:
38573
Pervious 6
402
Pervious 7
233
Pervious 8
442
Pervious 9
1368
Pervious 10
312
Pervious 11
312
Pervious 12
255
Pervious 13
454
Net impervious area:
34795
52.7%
East Pond (Pond #2)
Drainage Area:
95394
Overall impervious area:
68202
Pervious 1
1778
Pervious 2
640
Pervious 3
256
Pervious 4
1530
Pervious 5
1778
Pervious 14
4823
Pervious 15
2952
Net impervious area:
54445
57.1%

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VS!nnin, Sr., P.E., Inc.
RONMENTAL ENGINEERING
Brightwater Skilled
oject: Nursing Facility
ect #: 173001
Date: 6/18/12
By:l WLF
WET DETENTION BASIN 1 (West)
Areas & Volumes
Description Elev. (ft) Depth (ft) Area (ft) Volume (ft)
Main Pond
Top of temporary pool: 161.0 3,398.8
0.5 1,611
Top of shelf: 160.5 3,046.6
Bottom of temporary pool: 160.0
Top of permanent pool: 160.0
Bottom of shelf: 159.5
Bottom of permanent pool: 155.0
Forebay
Top of temporary pool: 161.0
Slope break: 160.0
Top of permanent pool: 160.0
Bottom of permanent pool:
156.0
Bottom of shelf
2,086.9
Entire Pond
2,086.9
Top of temporary pool:
Temporary pool:
1,236.3
Bottom of temporary pool:
Top of permanent pool:
306.1
Permanent pool:
814.2
Bottom of shelf:
Portion of permanent pool volume in forebay =
Drainage area, DA:
66,034 ft'
Average Depth, da„ =
3.07 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area required =
0.5
2,086.9
2,086.9
0.5
1,236.3
4.5
306.1
814.2
1
525.8
0
525.8
4
33.7
432.4
Page 1 of 2
4,213.0
2,612.7
2,612.7
1,668.7
2,311.2
1,283
831
3,470
670
0
1,119
3,565
5,420
20.6%

Runoff Volume
Drainage area, A: 66,034 ft 2
1.516 ac 0.72 0.675
impervious area: 34,795 ft2 0.798783 0.0875
' Impervious ratio, IA = 0.5270 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
' = 0.05 +0.9x0.527
0.5243
' Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5243 x 1.516
2885.264844 ft 3
Page 2 of 2

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(VEtanOn, Sr., P.E., Inc.
VIRONMENTAL ENGINEERING
WET DETENTION BASIN 2 (East)
Areas & Volumes
Brightwater Skilled
Project: lNursing Facility
"oject M 173001
Date: 6/18/12
By: 1 WLF
Description
Elev. (ft)
Depth (ft) Area (ft)
Volume (ft)
Main Pond
963.2
Top of temporary pool:
161.0
4,204.8
679.6
0.5
1,999
Top of shelf:
160.5
3,792.6
4
Bottom of permanent pool:
0.5
1,615
Bottom of temporary pool:
160.0
2,665.7
Entire Pond
Top of permanent pool:
160.0
2,665.7
5,168.0
Temporary pool:
0.5
1,074
Bottom of shelf:
159.5
1,631.2
Top of permanent pool:
3,345.3
4.5
4,710
Bottom of permanent pool:
155.0
462.3
2,213.6
Forebay
Top of temporary pool:
161.0
963.2
1
Slope break:
160.0
679.6
0
Top of permanent pool:
160.0
679.6
4
Bottom of permanent pool:
156.0
109.9
Bottom of shelf
582.4
Entire Pond
Top of temporary pool:
5,168.0
Temporary pool:
Bottom of temporary pool:
3,345.3
Top of permanent pool:
3,345.3
Permanent pool:
Bottom of shelf:
2,213.6
Portion of permanent pool volume in forebay =
Drainage area, DA:
95,394 ft2
Average Depth, day =
3.14 ft
SA /DA from Table 10 -3:
3.50%
Permanent pool surface area
required =
3,338.8
Page 1 of 2
821
0
1,579
4,435
7,364
21.4%

Runoff Volume
Drainage area, A: 95,394 ft'
2.19 ac 0.94 0.675
Impervious area: 54,445 ft 2 1.249885 0.0875
Impervious ratio, IA = 0.5710 0.7625
Impervious fraction, Rv = 0.05 + 0.9 x la
= 0.05 +0.9x0.571
0.5639
Runoff depth, RD: 1.0 in
Volume of runoff to be
controlled, V= 3630 x RD x Rv x A
= 3630 x 1 x 0.5639 x 2.19
= 4482.83583 ft
Page 2 of 2

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I
Combined Detention Pond Overflow NC- Llln ton 25 -Year Duraton =60 min , Inten =2.86 in /hr
Prepared by C. T. Clayton, Sr., P.E., Inc. Printed 7/25/2012
' HydroCAD® 9.10 s/n 03998 © 2010 HydroCAD Software Solutions LLC Page 1
Summary for Pond 2P: Combined Detention Pond Overflow
' Inflow Area = 3.706 ac, 0.00% Impervious, Inflow Depth = 1.34" for 25 -Year event
Inflow = 5.02 cfs @ 0.09 hrs, Volume= 0.415 of
' Outflow _ 4.84 cfs @ 1.00 hrs, Volume= 0.415 af, Atten= 4 %, Lag= 54.7 min
Primary 4.84 cfs @ 1.00 hrs, Volume= 0.415 of
' Routing by Stor -Ind method, Time Span= 0.00 -4.00 hrs, dt= 0.01 hrs
Peak Elev= 161.24'@ 1.00 hrs Surf.Area= 33,328 sf Storage= 5,028 cf
Plug -Flow detention time= 17.7 min calculated for 0.415 of (100% of inflow)
Center -of -Mass det. time= 17.7 min ( 50.2 - 32.5 )
Volume Invert Avail.Storage Storage Description
' #1 161.00' 60,229 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq -ft) (cubic -feet) (cubic -feet)
161.00 9,346 0 0
162.00 111,111 60,229 60,229
' Device Routing Invert Outlet Devices
#1 Primary 161.00' 15.0' long x ON breadth Broad - Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
' Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max =4.84 cfs @ 1.00 hrs HW= 161.24' TW= 160.74' (TW follows 0.50' below HW)
t1= 13road - Crested Rectangular Weir (Weir Controls 4.84 cfs @ 1.37 fps)

I
' NOAA Atlas 14, Volume 2, Version 3
Location name: Lillington, North Carolina, US'
Coordinates: 35A245,-78.8138 1
Elevation: 157ft•
'source Google Maps
' POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnm, D Martin, B Lin, T Parzybok, M.Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
' PF tabular I PF graphical I Maps & aerials
PF tabular
PDS
-based point precipitation frequency estimates with 90% confidence intervals (in inches /hour)'
Duration
Average recurrence interval (years)
1
2
5 10
L 25
50 100 200
0�0
500
1000
5.15
6.05
7.00 7.76
8.63
9.26 9.86 10.4
11.1
11.6
5-min
11
(470-568) 11
(553-66,61
11 (6 40 -7.69) (7 07 -8 53)
(7 82 -9 46)
1 (8 38 -10 2) 11 (8 87 -10 81 11 (9 30-114)
11 (9 79 -12 1)
11 (10 2 -12 7 )
4.12
4.84
5.60 6.21
6.87
7.37 7.84 8.25
8.75
10-min
9.14
(3 76 -4 53)
1 (4 42 -5 33)
1 (5 12 -6 16) (5 65 -6 82)
(6 23 -7 54)
1 (6 67 -8 08) 1 (7 04 -8 59) 1 (7 37 -9 04)
11 (7 75 -9 59)
0 0 ) (8 03-1
3.43
4.06
4.72 5.24
5.81
6.23 6.60 6.94
7.34
7.65
15-min
(3 13 -3 78)
(3 71 -4 46)
(4 32 -5 20) (4 77 -5 75)
(5 26 -6 37)
(5 63 -6 82) (5 94 -7 23) (6 20 -7 60)
(6 50 -8 05)
(6 72 -8 39 )
2.35
2.80
3.36 3.79
4.30
4.69 5.06
30-min
5.40
5184
11
6.19
(2 14 -2 59) 1
(2 56 -3 08)
1 (3 07 -3 69) 1 (3 45 -4 17)
(3 90 -4 72)
11 (4 24 -5 14) 11 (4 54 -5 54) 1 (4 83 -5 92)
(5 17-640)
(544-679)
1.47
1.76
2.15 2.47
2.86
3.18 3.48 3.79
4.19
4.52
60-min
(1 34 -1 61) 1(161-193)
1(197-237) (2 25 -2 71)
1 (2 60 -3 14)
1 (2 87 -3 48) 1 (3 13 -3 82) (3 39 -4 15)
1 (3 71 -4 59)
1 (3 97 -4 96)
0.862
1.04
1.29 1.50
1.77
1.99 2.21 2.44
-350-01
2 hr
11 11
2.74
(0 780 -0 960)
(0 942 -1 16)
(1 17-144) Ul 35 -1 66)
11 (1 58 -1.96)
11 (1 78 -2 21) 11 (1196-2 45) (215-270)
(2 40 -3 04)
1 (2 60 -3 33)
0.609
0.735
0.916 1.07
1.28
F -1-45-7-1--63 1.82
F-2.09----IF-2.-31--
3 -hr
1 11
2.09
2.31
(0 552 -0 679)
(0 667 -0 819)11(0.830-102)
(0 968 -1 19)
(1 15-142)
1 (1 30 -1 61) 1 (1144-181) (160-2 02)
(1.81 -2 31)
1 (1 98 -2 56)
0.364
OA39
0.548 0.643
0.770
0.878 0.990 1.11
1.28
6-hr
(0 332 -0 403)
(0 400 -0 486)
(0 498 -0 606) (0 582 -0 710)
(0 693 -0 848)
(0 785 -0 966) (0 877-109)1 (0973-122)
1 (1 10-140)
1.42
1 (1 1-156)
0.213
-032-57
0.322---I--O-.38-0--IF
0.458
0.526 0.596 0.673
0.782
0.876
12-hr
(0 194-0.236)1(0
234 -0 285 )
(0 293 -0 358 0 343 -0 421
) ( )
( 0 411-0 506 )
( 0 468 -0 579) (0525-0656) (0586-0739)1(0670-0859)1(0740-0963)
0.126
0.152
0.193 0.226
0.270
0.307 0.344 0.383
0.438
0.482
24-hr
(0 116 -0 136) (0
141 -0 165)
(0 178 -0 210) (0 208 -0 245)
(0 248 -0 293)
(0 280 -0 332)11(0.314-0 373) (0 348 -0 416)
(0 396 -0 476)
(0 433 -0 524)
0.073
0.088
0.111 0.129
0.154
0.174 0.195 0.217
0.247
0.271
2-day
1(0068-0 079)11(0.082-0
095)
(0 103 -0 120) (0 119 -0 140)
(0 141 -0 167@0
159 -0 188) (0 178 -0 211) (0197-0235
(0 223 -0 268)
(0 243 -0 295)
F--O.0-52-'-IF-
.052
-00-6-2-T-0
-078 0.090
1 0.108 1
0.121 0.136 0.150
0.171
0.187
3-day
(0 048 -0 056) (0
058 -0 067)
(0 072 -0 084) (0 084 -0 097)
(0 099 -0116)
(0 111 -0 131)1(0.124_0 146) (0 137 -0 162)
(0 155 -0 185)
(0 169 -0 203)
0.041
0.049
0.062 0.071
0.084
0.095 0.106 0.117
0.133
0.146
4-day
(0 038 -0 044#0
046 -0 053)
(0 057 -0 066) (0 066 -0 076)
(0 078 -0 090)
(0 087 -0 102) (0097-0114 (0107-0126)1(0121-0143)1(0132-0157)
0.027
0.032
0.040 0.046
F-O-.05-4--JF
0.060 0.067 0.074
0.084
0.091
7-day
(0 025 -0 029) (0
030 -0 035)
(0 037 -0 043) (0 042 -0 049)
(0 050 -0 058)
(0 056 -0 065) (0 062 -0 072) (0 068 -0 080)
(0 076 -0 090)
(0 082 -0 098)
0.022
0.026
0.031 0.036
0.041
0.046 0.050 0; 55
0.062
0.067
10-day
(0 020 -0 023) (0
024 -0 028)1(0.029-0
033) (0 033 -0 038)
(0 038 -0 044)
(0 043 -0 049) (0 047 -0 054) (0 051 -0 059)
(0.057 -0 066)
(0 061 -0.071)
0-01-571F-765-Ti
0.021 0.023
0.027
0.029 0.032 0.035
0.039
0.042
20-day
(0.014 -0 016)11(0.016-0
018)
(0 019 -0 022) (0 022 -0 025)
(0 025 -0 028)
(0 027 -0 031) (0 030 -0 034) (0 032 -0 037)
0 036 -0 041)
(0 038 -0 045)
0.012
0.014
0.017 0.019
0.021
0.023 0.025 0.027
-0.0-2-9-7-6-.031--j
30-da y
(0 0 11 -0 013) (0
013 -0 0151
(0 016 -0 018) (0.017-0 020)
(0 020 -0 022)
(0 021 -0 025) (0 023 -0 027) (0 025 -D 029)
0 027 -0 031)
(0 029 -0 034)
0.010
0.012
0.014 0.015
0.017
0.018 0.020
45-day
0.021
0.023
0.024
J(0010-0011
) (
0 011 -0 013)
(0 013 -0 015 0 014 -0 016)
) (
(0 016 -0 018)
1(0017-0.020)1(0.019-00 21 0.020 -0 022)
) (
(0.021 -0 024 )
( 0 023 -0 026 )
0.009
0.011
0.012 0.013
0.015
0.016 0.017 0.018
0.020
0.021
60-day
(0.009 - 0.010) (0
010 -0 011)
(0.012 -0 013) (0 013 -0 014)
(0 014 -0 016)
(0 015-0 017) (0 016- 0.018) (0 017 -0 019)
(0 018 -0 021) 1(0019-0022)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (fora
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5% Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values
Please refer to NOAA Atlas 14 document for more information
Back to To
PF graphical
http:// hdsc. nws. noaa- gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.4245 &lon =- 78.813 8 &data = intensity...

APPENDIX C
NRCS COUNTY SOILS MAP
HARNETT COUNTY

25'
39:
39;
39;
600 0C
FEE
391
391
391
35*22'30"
10 D4 JV
Produced by the United States Geological Survey
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1 000-meter grid: Universal Transverse Mercator, Zone 17S
10 000-foot ticks: North Carolina Coordinate System of 1983
Imagery ....................................................... NAIP, July 2008
Roads ...............
............................... ©2006 -2010 Tele Atlas
Names ...............................................................
GNIS, 2008
Hydrography
.................National Hydrography Dataset, 2008
Contours ............................
National Elevation Dataset, 2008
UV PV QV .2v
SCALE 1:24 000
My 1 05 0 KILOMETERS 1 2
8* 41' 1000 500 0 METERS 1000 2000
154 MILS C. N 1* 16' 0.5 0
21 MILS MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
GRID AND 2010 MAGNETIC NORTH FEET
-UNA71ON AT CENTER OF SHEE-
U.S. National Grid CONTOUR INTERVAL 10 FEET
100.00D-m Square ID NORTH AMERICAN VERTICAL DATUM OF 1988
7 00
PV I av This map was produced to conform with version 0.5.10 of the
draft USGS Standards for 7.5-Minute Quadrangle Maps.
Grid Zone Designation A metadata file associated with this product is draft version 0.5.11
17S
r,mn.mur-.,
ADJOINING 7.5' QUADRANGLES
23
22
25'
21
20
19
18000-N
35'22'30"
10 "IJ
ROAD CLASSIFICATION
Interstate Route State Route
US Route Local Road
Ramp 4WD --------
if Interstate Route C3 US Route State Route
LILLINGTON, NC
2010
Fuquay-
Angier
cokesbury
Varina
Mainers
1.91ington
Coats
Anderson
Creek
BunnIevel
Erudn
ADJOINING 7.5' QUADRANGLES
23
22
25'
21
20
19
18000-N
35'22'30"
10 "IJ
ROAD CLASSIFICATION
Interstate Route State Route
US Route Local Road
Ramp 4WD --------
if Interstate Route C3 US Route State Route
LILLINGTON, NC
2010