SW1160801_HISTORICAL FILE_20160815

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SWff4<)9
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE I ,2elO0k/,r
YYYYMMDD

�ISAAlWSo
CIVIL ENGINEERING DESIGN & LAND SURVEYING C�
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
TO NCDEMLR
Stormwater Permitting Section
1612 Mail Service Center
Raleigh NC 27699-1612
WE ARE SENDING YOU El Attached
❑ Shop drawings ❑ Prints
❑ Copy of letter ❑ Disk
LETTER OF TRANSMITTAL
DATE: 8/2/2016 JOB NUMBER: 16055
ATTENTION: Mike Randall
RE: Bojangles 3575 Boylston Hwy
919-807-6374
❑ Under Separate cover via
❑ Plans
0 signatures
❑ Applications
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
1
8/2/2016
Original SW Permit Application
1
8/2/2016
Copy of SW Permit Application
2
8/2/2016
Civilplans dated 7-14-16 (12 sheets)
1
8/2/2016
Original O&M Agreement
1
8/2/2016
$505 Processing Fee to NCDEMLR
1
8/2/2016
Project Calculations
1
8/2/2016
USGS Map of Site
1
8/2/2016
Copy of Current Deed
1
8/2/2016
1401 Supplemental Form
THESE ARE TRANSMITTED as checked below
❑ For approval ❑ Approved and submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
Q As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
REMARKS
If you have any question please do not hesitate to call Bob Spalding 704-227-9424 or Brian Upton 704-227-9406.
Fze�ewed
Se``tOn
01V1-U Wjgd �131bM641ctt).iS
A-L11 yob 4rVV7 ?�h'3q
siozso �,rl
COPY TO SIGNED Bob Spalding

Energy, Mineral
and Land Resources
ENVIRONMENTAL OUALITV
August 12, 2016
Ms. Sharon Thurner
Rigsby Family Holdings, LLC
142 Airport Road, Ste C
Arden, North Carolina 28704
Subject: Stormwater Permit No. SW 1160801
Bojangles' Mill River, NC, Henderson County
Dear Ms. Thurner:
PAT MCCRORY
Qmrrnnr
DONALD R. VAN DER VAART
See, el v
TRACY DAVIS
The Division of Energy, Mineral, and Land Resources (DELMR), received a complete Stormwater
Management Permit Application for the subject project on August 5, 2016. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations
set forth in Title 15A Section NCAC 214.1000. We are forwarding Permit No. SW 1160801, dated August
11, 2016, for the construction, operation and maintenance of the subject project and the stormwater
system. This permit shall be effective from the date of issuance until August 11, 2024, or until rescinded
and shall be subject to the conditions and limitations as specified therein, and does not supersede any
other agency permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes. Per
NCGS 143-215(e) the petition must be filed with the OAH within thirty (30) days of receipt of this
permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee is required)
and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via
telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands are made
this permit shall be final and binding.
This project will be kept on file at the Asheville Regional Office. If you have any questions, or need
additional information concerning this matter, please contact Mike Randall at [phone]; or
[e-mail].
Sincerely,
for Tracy E. Davis, PE, CPM, Director
cc: SW1160801 File, Asheville Regional Office
cc: Brian Upton, The Isaacs Group
Bob Spalding, The Isaacs Group
Received
AUG 1 5 2016
Land Quality Section
Asheville
state of North Carolina I Environmental Qua l ily I Energy, Mineral and land Resonam
1612 Mail Service Center I Raleigh, North Carolina 27699-1612
919-807-6375

/ 41
=ISAACSo
CIVIL ENGINEERING DESIGN & LAND SURVEYING
8720 RED OAK BOULEVARD, STE. 420
CHARLOTTE, N.C. 28217
PHONE [phone] FAX [phone]
Bojangles
3591 Boylston Hwy
Mills River, North Carolina
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Wad Quality Section
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Bojangles
3591 Boylston Hwy
Mills River, NC
This project requirements are to meet water quality per the NCDENR Design Manual and Detention per NCDOT
requirements. The project entails the construction of a 3,886 S.F. Bojangles Restaurant. Total Site area is 1.28 a.c. and
proposed BUA is 0.83 acres. A Sandfilter BMP is designed to handle the first I" of rainfall. Due to stormwater entering
the NCDOT Storm system the WQ Sandfilter is also used as a detention basin to route post developed Flows for the 1, 10
and 25 year Flows to pre -developed Flows.
DETENTION SUMMARY
Computer Method Used*: _
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1 yr.
0.97
3.60
0.97
2100.58
10 yr.
3.49
7.29
3.45
2101.72
25 yr.
4.83
8.93
4.52
2102.08
100 yr.
7.18
11.60
10.10
2102.21
Revised: October 2010
Page I of 3

PRE -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pre -Developed Area
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
50
4.59
0.24
5.28
Shallow Conc. Un aved
279
2.50
1.82
TOTAL
N/A
N/A
N/A
Te Pre = 7.10
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acrtng owl Ann) x(CN)
1.11
Open Space
Bradson
B
61
52.9
0.02
Impervious
Bradson
B
98
1.5
0.15
Gravel
Bradson
B
85
10.0
CNp, 64
POST -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Post -developed Area on -site
Type of Flow
Travel Length (ft.)
Slope (%)
I Mannings (n)
Time (min.)
TOTAL
N/A
N/A
N/A
Tc P.,=S
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(AnvagerraW Art.) a (CN)
0.83
Im ervious
Bradson
B
98
70.7
0.32
Open Space
Bradson
B
61
17.0
CNpos,= 88
Sub -basin Name/Level: Post Bypass Area
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n) I
Time (min.)
TOTAL
N/A
N/A
N/A
I Tc =5.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acrtagero W Arta) a (CNI
0.13
Oven S ace
Bradson
B
61
61.00
CNros,= 61
Revised: October 2010
Page 2 of 3

STORAGE / DISCHARGE CALCULATIONS
Elevation
Underground *
Above Ground
Total Ace. Volume
Ace. Volume for all
Structures (cf)
Area (sq.
ft.)
Inc. Volume (cf)
Ace. Volume (cf)
( (Above and
U
2098.00 2098.00
0
320
0
0
0
2099.00
0
1517
919
919
919
2099.74
0
1942
1272
2191
2191
Stage Discharge
Cc= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation /
Stage
(ft)
Orifice 1
32 x10 ft.
2098 Inv.
320 Area
Co=
Orifice 2
6.5 In.
2099.8 Inv.
0.230 Area
Co= 0.60
Weir 3
0.417 Ft.
2100.6 Inv.
Cw= 3.1
Weir 4
Primary
Spillway
15.583 Ft.
2102.05 Inv.
Cw= 3.10
Outlet
Control Pipe
18 Din
35 Length
2095.75 Inv
Emergency
I Spillway
5_Ft.
2102.10 Inv.
Cw= 3.10
Total Q
(cfs)
2098.00
2099.00
0.02
0.02
2099.80
0.03
0.03
2100.00
0.03
0.10
0.13
2100.60
0.04
0.92
0.96
2101.00
0.04
1.23
0.33
1
1 1.59
2102.00
0.05
1.78
2.14
3.97
2102.05
0.05
1.80
2.26
4.11
2102.10
0.05
1.82
2.37
0.54
4.79
2102.50
0.06
2.00
3.39
14.58
3.92
23.94
2103.00
0.06
2.19
4.81
44.73
13.23
65.02
Revised: October2010
Page 3 of 3

w ]4'rN
3S 24Y N
3 Soil Map —Henderson County, North Carolina
M 3
rd �
357430 357440 35/450 3W460 357470 357480
.1.E_1. 1, .i I • .>�.
3W430 3W440 357450 357460 35470 357480 357490 3575M 357510 357520 3575M
3 3
ti
Map Sde: 1:748 if Pnnaed m A p0rtrat (8.5" x Il") sled. R
m N Mears o la zo ao so �
A O
0 35 70 140 21F
Map pojP4tXi: Web Marmtor Correr ooNdnates: WGS84 Edge ti: t17M Zane 17N WGS84
k u» Natural Resources Web Soil Survey 6/1812016
Conservation Service National Cooperative Soil Survey Page 1 of 3
3S 24' T N

Soil Map —Henderson County, North Carolina
Map Unit Legend
Henderson County, North Carolina (NC089)
Map Unit Symbol Map Unit Name Acres In AOI
Percent of AOI
BaB I Bradson gravelly loam, 2 to 7 (
percent slopes
1.91
99.9 % I
DeB Delanco (dillard) loam, 2 to 7
percent slopes
0.0 ;
I
0.1%
I
Totals for Area of Interest _ ^
_ 1.9
10l .0%,
Natural Resources Web Soil Survey 6/18/2016
�� Conservation Service National Cooperative Soil Survey Page 3 of 3

Soil Map —Henderson County, North Carolina
MAP LEGEND
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at 1:20,000.
Area of Interest
(AOI)
Spoil Area
O
Area of Interest (AOI)
Q
Stony Spot
Warning: Soil Map may not be valid at this scale.
Solis
�
Very Stony Spot
Enlargement of maps beyond the scale of mapping can cause
Soil Map unit Polygons
misunderstanding of the detail of mapping and accuracy of soil line
,y
Soil Map Unit Lines
Wet Spot
placement. The maps do not show the small areas of contrasting
Other
soils that could have been shown at a more detailed scale.
Soil Map Unit Points
.�
Special Line Features
Please rely on the bar scale on each map sheet for map
Special
Point Features
V
Bbwoul
Water Features
measurements.
ISource
Streams and Canals
of Map: Natural Resources Conservation Service
®
Borrow Pit
Transportation
Web Soil Survey URL: http://websoilsu"ey.nres.usda.gov
Clay Spot
t-r-r
Rails
Coordinate System: Web Mercator (EPSG:3857)
0
Closed Depression
,y
Interstate Highways
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Gravel Pit
ry
US Routes
distance and area. A projection that preserves area, such as the
„
Gravelly Spot
ti
Major Roads
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
®
Landfill
0�9
Local Roads
This product is generated from the USDA-NRCS certified data as of
A.
Lava Flow
Background
the version date(s) listed below.
,y
Marsh or swamp
.
Aerial Photography
Soil Survey Area: Henderson County, North Carolina
AR
Mine or Quarry
Survey Area Data: Version 15. Sep 15, 2015
®
Miscellaneous Water
Soil map units are labeled (as space allows) for map scales 1:50,000
®
Perennial Water
or larger.
Date(s) aerial images were photographed: Oct 15, 2011—Dec 9,
y
Rock Outcrop
2011
+
Saline Spot
The orihophoto or other base map on which the soil lines were
Sandy Spot
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
Severely Eroded Spot
of map unit boundaries may be evident.
Sinkhole
Slide or Slip
Sodic Spot
USDA Natural Resources Web Soil Survey 6/18/2016
T Conservation Service National Cooperative Soil Survey Page 2 of 3

Bojangles
3591 Boylston Hwy
Mills River, North Carolina
Water Quality Calculations

SAND FILTER CALCULATIONS
Bojangles - Mills River NC
Sand Filter BMP Calculations
Sand Filter Designed per NC Div. of Water Quality and Post -Construction Stormwater Regulations
Sand Filter designed for contributing drainage area
See DA Maps for Pre and Post -developed drainage area maps
BMP Drainage Information:
Drainage Facility No.:
1
Total Drainage Area, AD (Ac.) =
1.15 See Drainage Area Exhibit
Impervious Area (Ac.) =
D.83 Total Proposed Impervious Area On -Site
Percent Impervious Area, I,, =
72
SCS Curve Number, CN =
88
Time of Concentration, 4 =
NIA See Computer Output
Stage -Storage Information:
Top of Filter Media =
2098
Elevation
Surface Area (Rr)
a
Incremental Volume (g)
Cumulative
Volume (ft)
Forebay Surface
Area (fitz)
Forebay
Cumulative
Volume (ft)
2098.00
320
0
0
0
0
2099.00
1517
919
919
606
303
2099.74
1942
1,272
2,191
866
844
2100.00
2143
540
2,731
844
2101.00
2682
2,924
5,114
2102.00
3266
2,974
8,088
2103.00
3894
3,580
11,668
Compute Water Duality Volume (WO.,) - Schueler Method (First Flush = 1"
Runoff Coefficient, R. =
0.6996
= 0.05 + 0.009(1,)
Water Quality Volume, WO, (acre-feet) =
0.067042
= 1.OR,.Aol12
Water Qualitv Volume, WO, (ft3) =
2920.34
= (43,560)(1.0)R,Apl12
Water Quality Volume (adjusted), WOv (ft3) =
2190.25
0.75 WQv
Water Quality Storage Elevation =
2099.74
Compute Pretreatment System Requirements:
The sediment chamber storage area above the filter media must be sized to hold 20 percent of the water quality volume
Required Sediment Forebay Volume (ft3) =
584
Forebay Volume Provided @ WO Storage Elevation (113) =
844
28.91
Sand Filter Bed Surface Area:
Depth of sand filter bed, dr (it) =
1.5
= minimum depth of 1.5 ft (Per NCDENR Manual)
Coefficient of permeability for sand filter bed, k (ft/day) =
3.5
= 1.75 inch/hour
Time required to drain WO, through sand filter, if (day) =
1.66
= 40 hours
Average head, hr (ft) =
0.87
= WO, Storage Depth
Required Surface Area for Sand Filter Bed, A, (ff) =
318
= (WQ,)(dr)/(k)(Ir)(hi + dr) Dan:ys E4uafion
Provided Surface Area for Sand Filter Bed. A, (ft2)=
320
Stage -Discharge for Sand Filter Media:
Aq=(WO,)(di)Ij(k)(tr)(hi+di)] Darcy's Equation
(W Q,)/(4) = % = (7N)(k)(h, + dd/(dd
A, = provided surface area of filter bed (ft')
d,= filter bed depth (it)
k = coefficient of permeability of filter media (ft/day)
hr = average height of water above filter bed (ft)
Elevation
hi (it)
0, (cf/day)
oa (cfs)
10'Qo (cfs)
2.098.00
0.00
0
0.00
0.00
2,099.00
1.00
1,867
0.02
0.22
2,099.74
1.74
2,416
0.03
0.28
2,100.00
2.00
2,613
0.03
0.30
2,101.00
3.00
3,360
0.04
0.39
2,102.00
4.00
4,107
0.05
0.48
2.103.00
5.00
4,853
0.06
0.56
P:\Active Projects\Bojangles\Mills River Boylston Hwy 16055\Engineering\Calculations\16055-SAND FILTER -OPEN BASIN-latest.xls

Bojangles
3591 Boylston Hwy
Mills River, North Carolina
Detention Calculations

NOAA Atlas 14, Volume 1, Version 5 ff �...,�
Location name: *, Longitude:
Arizona US*530 NOW
Latitude: 35.1750°, Longitude:-111.9530°
Elevation: 6764 ft p
0' source: Google Maps "!�„,,u�
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perim, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Modena, Deborah Martin. Sandra
Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geoffrey
Bonnin, Daniel Brewer, U-Chuan Chen, Tye Parzybok, John Yarchoan
NOAA, 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)1
Average
recurrence Interval (years)
Duration
1
���0000�00
2
5
10
25
50
100
200
500
1000
2.71
3.50
4.74
5.76
7.24
8.45
9.70
112
13.4
15.
2
5-min
�in2
(2.34-3.17) 1
(3.02-4.08) 1
(4.07-5.51) 1
(4.92.6.68)
(6.11-8.35)
(7.09-9.77)
(8.09-11.3)
(9.16-13.0)
(10.7-15.6)
(11.9-17.9)
2.06
2.66
3.61
4.39
5.50
6.43
7.45
B.55
102
11.6
10anin
(1.78.2.41) 1
(2.30-3.11)
1 (3.10-4.19)
1 (3.74-5.09)
1 (4.66.6.36)
15.39-7.43) 1
(6.16-8.62) 1
(6,97-9.91) 1
(8.11-11.9)
(9.04-13.6)
1.70
220
2.98
3.62
4.55
5.72
6.16
7.07
8.40
9.55
15-min
(1.47-1.99) 1
(1.90-2.57)
1 (2.56.3.46)
1 (3.10-4.20)
1 (3.85-5.26) 1
(4.46.6.14)
1 (5.09.7.12)
1 (5.76.8.19)
1 (6.70-9.82)
1 (7.47-11.3)
1.15
1.48
2.01
2A4
3.06
3.58
4.15
4.76
5.66
6.43
30-min
(0.988.1.34) 1
(1.28-1.73)
1 (1.73-2.33)
1 (2.08-2.83)
1 (2.59-3.54) 1
(3.00-4.14)
1 (3.43-4.79)
1 (3.88-5.52)
1 (4.51-6.61)
1 (5.03-7.58)
0.710
0.919
1.24
1.51
1.90
221
2.56
2.94
3.50
3.98
60♦rlin
(0.612-0.830)
(0.791-1.07)
1 (1.07-1.44)
1 (1.29-1.75)
1 (1.60.2.19)
1 (1.86-2.56)
1 (2.12.2.97)
1 (2.40.3.41)
1 (2.79-4.D9)
(3.11-4.69)
0422
0.534
0.706
0.849
1.06
123
1.43
1.64
1.95
2.21
2-hr
(0.370-0.484)
(0.468-0.614)
(0.616-0.809)
(0.738-0.970)
(0.912.1.21)
(1.05-1.41)
(1.20.1.63)
(1,35-1.87)
(1.57-2.24)
(1.75-2.56)
0
3
3-hr
(0. 82-0362)
(0.356-0457)
(0456-0585)
(0. 39-0695)
(0.657-0854)
(O. 520986)
(0.8551.14)
(0.963-5.30)
(1.12.55)
(1 45377)
0.191
0236
0294
0.344
0.416
OA75
0.539
0.608
0.709
0.793
6•hr
(0.171-0.214)
(0.213-0.266)
(0.263.0.330)
(0.306-0.385)
(0.368-0.466)
(0.416M0.533)
(0.467.0.605)
(0.520-0.685)
(0.594-0.805)
(0.653.0.907)
0.122
0.151
0.185
0.213
0.251
0281
0.313
0.345
0.393
0.433
12-hr
(0.110.0.137)
(0.136-0.170)
(0.166.0.207)
(0.191.0.238)
(0.224.0.281)
(0.249-0314)
(0.274-0.350)
(0.299-0.387)
(0.336.0.444)
(0.366-0.493)
0.078
0.095
0.118
0.137
0.163
O.184
O.205
0.227
0257
0.280
Y4-hr
(0.069.0.083)
(0.086-0.104)
(0.107-0.130)
(0.124-0.151)
(0.147-0.180)
(0.165.0.202)
(0.183-0.225)
(0.202-0.250)
(0.226-0.283)
(0.244-0.310)
0.046
0.058
0.073
0.084
0.101
0.114
0.127
0.141
0.160
0.175
2-0ay
(0.D42-0.051)
(0.053-0.064)
(0.066.0.080)
(0.076-0.D93)
(0.091-0.111)
(0.102.0.125)
(0.114-0.140)
(0.125-0.156)
(0.140-0.177)
(0.152-0.195)
0.033
0.042
0.052
0.061
0.073
0. 883
0.093
0.103
0.118
0.129
3-0ay
(0.0340.037)(
0.038-0.046)
(0.D48.0.058)
(0.055.0.067)
(0.066.0.080)
(0.074.0.091)
(0.083-0.102)
(0.092-0.114)
(0.103-0.130)
(0.112.0.144)
0.027
0.034
0.042
0.049
0.059
0.067
0.076
0.084
0.097
0.106
4-0ay
(0.025.0.030)
(0.031.0.037)
(0.039-0.047)
(0.045-0.054)
(0.054-0.065)
(0.061.0.074)
(0.068-0.OB3)
(0.075-0.093)
(0.085.0.107)
10.092.0.118)
0.023
0.028
0.033
0.039
0.045
0.050
0.056
0.063
0.069
F7d a y0.018
7-0ay
(0.017-0.020)
(0.021.0.025)
(0.026-0.031)
(0.030-0.036)
(0.036-0.043)
(0.040.0.049)
(0.045-0.055)
(0.050.0.061)
(0.056-0.070)
(0.061.0.0771
0.015
0.018
0.023
0.026
0.031
0.034
0.038
0.042
0.047
0.051
10-0ay
(0.013-0.016)
(0.017-0.020)
(0.021.0.025)
(0.024.0,029)
(0.028-0,034)
(0.031-0.038)
(0.034-0.042)
(0.037-0.046)
(0.042.0.052)
(0.045-0.056)
0.010
0.012
0.015
0.017
0.020
0.022
0.023
0.025
0.028
0.029
20-0ay
(0.009-0.011)
(0.011-0.013)
(0.014.0.016)
(0.016-0.019)
(0.018-0.021)
(0.020-0.024)
(0.021-0.026)
(0.023.0.028)
(0.025-0.030)
(0.026-0.032)
0.008
0.010
0.012
0.014
0.016
()-ov
0.o19
0.020
0.022
0.023
30-0ay
(0.007-0.009)
(0.009.0.011)
(0.011.0.013)
(0.012-0.015)
(0.014-0.017)
(0.016-0.019)
(0.017-0.021)
(0.018-0.022)
(0.020-0.024)
(0.021-0.026)
0.006
0.008
0.010
0.011
0.013
0.014
0.015
0.016
0.018
0.019
45-0ay
(0.006.0.007)
(0.007-0.009)
(0.009-0.011)
(0.010-0.012)
(0.011-0.014)
(0.013.0.015)
(0.014-0.017)
(0.015-0.018)
(0.016-0.020)
(0.017.0.021)
0.006
0.007
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
60-0ay
(0.005.0.006)
(0.006-0.008)
(0.008.0.009)
(0.009-0.011)
(0.010-0.012)
(0.011.0.013)
(0.112-0.014)
(0.012-0.015)
(0.013.0.017)
(0.014-D.018)
1 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 (for a
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 PMP values.
Please refer to NOAA Alias 14 document for more information.
Back to Top

NOAA Atlas 14, Volume 2, Version 3
Location name: Hendersonville, North Carolina,
US• !�
Latitude: 35.3333°, Longitude:-82.4500° QQWN
Elevation: 2133 ft�'. 4e
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekla, and D. Riley
NOAA, 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)1
Average
recurrence Interval (years)
Duration
1
2
5
10
25
50
�����
100
200
500
1000
0A51
0.540
0.607
0.695
0.761
0.828
0.895
0982
1.05
5-min
(0.343.0.420)
(0.408-0.500)
(0.487-0.597)
(0.546-0.671)
(0.621-0.767)
(0.677-0.841)
(0.733-0.917)
(0.787-0.994)
(0.854.1.10)
(0.906.1.18)
0.606
0.722
0.864
0.970
1.11
1.21
1.32
tA2
1.55
1.66
10-min
(0.548-0.672)
(0.653-0.799)
(0.780-0.956) 1
(O.B73-1.07)
(0.990-1.22) 1
(1.08-1.34) 1
(1.17-1.46) 11
(1.25-1.58)
(1.35-1.73)
(1.43.1.86)
0.757
0.908
1.09
1.23
1.40
1.53
1.66
1.79
1.98
2.08
15-min
(0.684-0.839)
(0.820-1.00)
(0.987-1.21)
1 (1.10.1.36)
1 (1.25.1.55)
1
(1,47-1Zl)
1 (1.57-1.99)
(1.70.2.18)
(1.79.2.34)
1.04
125
1.55
1.78
2.08
2.31
2.55
2.79
3.11
3.37
30artin
(0.938-1,15)
1 (1.13-1.39)
1 (1.40-1.72)
1 (1.60-1.97)
1 (1.86-2.30)
1 (2.06-2.56) 1
(2.26-2.82)
1 (2.45.3.10)
(2.71-3.47)
(2.90-3.79)
1.29
1.57
1.99
2.32
2.77
3.13
3S1
3.91
4.46
4.92
60tnin
(1.17-1.44)
1 (1.42-1.74)
1 (1.80-2.20)
1 (2.08-2.56)
1 (2.48-3.06)
(2.79.3.46)
1 (3.11-3.89)
1 (3.44-4.34)
(3.88-4.98)
(4.23-5.53)
1.52
1.84
2.33
2.71
325
3.69
4.15
4.65
5.36
5.94
2hr
(1.37-1.68)
1 (1.66.2.04) 11
(2.10.2.56)
1 (2.43-2.99)
1 (2.90-3.58)
(3,27-4.07)
1 (3.65-4.59)
1 (4.06-5.15)
(4.62.5.97)
(5.07-6.65)
1.64
1.98
2A8
2.90
3.50
4.00
4.54
5.13
5.99
6.71
3a1r
(1.49-1.83)
(1.79.2.20)
(2.24-2.75)
(2.60-3.20)
1 (3.12-3.87)
1 (3.54-4.43)
(3.99-5.04)
(4.46-5.71)
(5.13-6.70)
(5.67-7.54)
2.15
2.57
3.17
3.69
4.43
5.08
5.77
6.54
7.67
8.64
6-hr
(1.97.2.37)
(2.35-2.83)
(2.89.3.48)
(3.35.4.04)
(3.99.4.86)
(4.54-5.58)
(5.11-6.36)
(5.72-7.22)
(6.60-8.52)
(7.33-9.66)
2.73
327
4.61
4.62
5.46
6.16
6.89
7.67
8.79
9.70
12-hr
(2.50-2.99)
1 (3.00.3.58)
(3.67-4.39)
11 (4.21-5.04)
ll.(4,95-5.97)
1 (5,56-6.74)
1 (6.17-T56)
1 (6.a2.8.45)
(7.71-9.73)
(8.43-10.8)
3.31
3.97
4.87
5.59
6.59
7.39
822
9.09
10.3
11.2
24-hr
(3.07-3.58)
1 (3.69.4.29)
(4.52-5.27)
1 (5.18.6.05)
1 (6.08-7.12)
1 (6.80-7.99)
1 (7.53.8.87)
1 (8.27-9.82)
(9.27-11.1)
(10.1-12.2)
3.94
4.70
5.72
6.54
7.66
8.56
9.49
10.4
11.7
12.a
2day
(3,69-4.21)
(4.40-5.03)
1 (5.35.6.13)
S-09-7.00)
(7.11-8.19)
1 (7.92-9.16)
1 (8.74.10.2)
11 (9.57-11.2)
(10.7-12.7)
(11.6-13.8)
4.2o
5.00
6.04
6.86
7.98
8.88
9.77
10.7
11.9
12.9
3-0ay
(3.95.4.48)
(4.70.5.34)
(5.67-6.45)
(6.42.7.32)
(7.44-8.51)
(8.24-9.46)
(9.04-10.4)
(9.85-11.4)
(10.9.12.8)
(11.8-13.9)
4.47
5.31
6.36
7.19
8.30
9.17
10.0
10.9
12.1
13.1
4-0ay
(4.20-4.75)
(5.00.5.65)
(5.98-6.77)
(6.75.7.65)
1 (7.77.8.83)
(8.58.9.76)
(9.34-10.7)
(10.1-11.7)
(11.2-13.0)
(12.0-14.1)
5.21
8.18
7.40
8.38
9.76
10.7
11.8
12.9
14.4
15.6
7Eay
(4.90-5.55)
(5.83.6.60)
(6.96-7.90)
(7.87-8.93)
(9.08.10.3)
(10.0-11.5)
(11.0-12.6)
1 (11.9.13.8)
(13.2-15.4)
(14.2-16.7)
5.88
7.06
8.36
9.40
10.8
11.9
13.1
142
15.7
16.9
10-0ay
(5.65-6.31)
(6.68-7.47)
(7.92.8.86)
1 (8.89.9.95)
(10.2.11.4)
(11.2-12.6)
1 (12.2-13.8)
1 (13.2-15.1)
(14.6-16.7)
(15.6-18.1)
e.06
9.47
11.0
122
13.7
14.8
16.0
17.1
18.5
19.5
20-day
(7.67-8.48)
(9.03.9.97)
(10.5.11.6)
(11.6.12.8)
(13.0.14.4)
(14.1.15.6)
115.1-16.8)
1 (16.1-18.0)
(17.3-19.5)
(18.2-20.7)
9.65
11.5
132
14.5
16.0
172
18.3
99.3
20.8
21.8
30day
(9.39-10.3)
(11.0-12.1)
(12.6-13.9)
(13.8-15.2)
(15.2-16.9)
(16.3.18.1)
(17.3-19.3)
(18.3.20.4)
(19.5-21.8)
(20.3.22.8)
12.5
14.6
16.5
17.8
19.4
20.6
21.6
22.6
23.7
24.4
45day
(12.0-13.1)
(14.0.15.3)
(15.7.17.2)
(17.0.18.6)
(18.5.20.3)
(19.6-21.6)
(20.6-22.7)
(21.5-23.7)
(22.5-24.9)
(23.2-25.7)
14.9
17.4
19.4
20.9
22.6
23.8
24.9
25.9
27.0
27.7
60<lay
( 14 3-15.6)
(16.6-18.2)
(18.6.20.3)
(20.0-21.9)
(21.6-23.7)
(22.8-25.0)
(23.8-26.1)
(24.7-27.1)
(25.7-28.3)
(26.4-29.2)
t Precipilation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at boar and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a gNen 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 maxtrnum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

4w
hu
A-PRE-DEV
A-PRE-0UT
POST -DE V-1 _ ® BMP OIf�LET .
B-POST-DEV GBMP BASIN D-POST-0UT
20
BB -BYPASS

Type•.... Master Network Su,. .ry Page 1.01
Name.... Watershed
-File .... W:\PONDPAK\16055\16055.PPW
MASTER DESIGN STORM SUMMARY
Default Network
Design Storm File, ID STORMS.RNQ
Hendersnville24
Total
Depth
Rainfall
Return Event
in
Type
RNF File
RNF
ID
------------
100
------
8.2200
----------------
Synthetic Curve
--------
DETENT
----------------
SCS
Type
II
25
6.5900
Synthetic Curve
DETENT
SCS
Type
II
10
5,5900
Synthetic Curve
DETENT
SCS
Type
II
1
3.3100
Synthetic Curve
DETENT
SCS
Type
II
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
cfs
ft ac-ft
-----------------
A-PRE-DEV
----
AREA
------
100
---------- --
.422
---------
11.9S00
--------
7.18
--------------------
A-PRE-DEV
AREA
25
.287
11.9500
4.83
A-PRE-DEV
AREA
10
.211
12.0000
3.49
A-PRE-DEV
AREA
1
.06S
12.0000
.97
*A -PRE -OUT
JCT
100
.422
11.9500
7.18
*A -PRE -OUT
JCT
25
.287
11.9500
4.83
*A -PRE -OUT
JCT
10
.211
12.0000
3.49
*A -PRE -OUT
JCT
1
.065
12.0000
.97
B-POST-DEV
AREA
100
.650
11.9000
10.92
B-POST-DEV
AREA
25
.498
11.9000
8.48
B-POST-DEV
AREA
10
.406
11.9000
6.97
B-POST-DEV
AREA
1
.201
11.9000
3.52
BB -BYPASS
AREA
100
.039
11.9500
.68
BB -BYPASS
AREA
25
.026
11.9500
.45
BB -BYPASS
AREA
10
.019
11.9500
.32
BB -BYPASS
AREA
1
.005
12.0000
.08
C-BMP BASIN
IN POND
100
.650
11.9000
10.92
C-BMP BASIN
IN POND
25
.498
11.9000
8.48
C-BMP BASIN
IN POND
10
.406
11.9000
6.97
S/N: C21B02AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type ..... Master Network Sui. ry
Name.... Watershed
File.... W:\PONDPAK\16055\16055.PPW
Page 1.02
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
ac-ft Trun
-----------------
C-BMP BASIN
IN
----
POND
------
1
---------- --
.201
C-BMP BASIN
OUT
POND
100
.647
C-BMP BASIN
OUT
POND
25
.495
C-BMP BASIN
OUT
POND
10
.402
C-BMP BASIN
OUT
POND
1
.198
'D-POST-OUT
JCT
100
.686
•D-POST-OUT
JCT
25
.521
'D-POST-OUT
JCT
10
.421
•D-POST-OUT
JCT
1
.203
Qpeak
Qpeak
hrs
cfs
--------
11.9000
-------
3.52
12.0000
10.10
12.0500
4.52
12.0500
3.23
12.1000
.93
12.0000
10.74
12.0500
4.82
12.0500
3.45
12.1000
.97
Max
Max WSEL Pond Storage
ft ac-ft
--------------------
2102.21
.203
2102.08
.192
2101.72
.166
2100.58
.094
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Design Storms Page 2.01
Name.... Hendersnville24
File.... W:\PONDPAK\RAINFALL\STORMS.RNQ
Title... Bojangles - Mills River NC
DESIGN STORMS SUMMARY
Design Storm File,ID = STORM5.RNQ Hendersnville24
Storm Tag Name = 100
Description: 100 YEAR
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm DETENT.RNF SCS Type II
Storm Frequency = 100 yr
Total Rainfall Depth= 8.2200 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm DETENT.RNF SCS Type II
Storm Frequency = 25 yr
Total Rainfall Depth= 6.5900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm DETENT.RNF SCS Type II
Storm Frequency = 10 yr
Total Rainfall Depth= 5.5900 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm DETENT.RNF SCS Type II
Storm Frequency = 1 yr
Total Rainfall Depth= 3.3100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Tc Calcs
Name.... A-PRE-DEV
Page 3.01
File.... W:\PONDPAK\16055\16055.PPW
Title... PRE -DEVELOPED AREA #1
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
PRE -DEVELOPED AREA #1
------------------------------------------------------------------------
Segment #1: Tc: TR-55 Sheet
Description: SHEET FLOW
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2400
50.00 ft
3.9700 in
045800 ft/ft
16 ft/sec
Segment #1 Time: 0880 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Description: SHALLOW CONCENTRATED
Hydraulic Length
Slope
Unpaved
Avg.Velocity
279.00 ft
025000 ft/ft
2.55 ft/sec
Segment #2 Time: .0304 hrs
-----------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1184 hrs
-------------------------
-------------------------
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Tc Calcs
Name.... A-PRE-DEV
Page 3.02
File.... W:\PONDPAK\16055\16055.PPW
Title... PRE -DEVELOPED AREA #1
-------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow ______________________________________________
Tc = (.007 * ((n * Lf)**O.8)) / ((P**.5) * (5f**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (36005ec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Runoff CN-Area
Name.... A-PRE-DEV
Page 4.01
File.... W:\PONDPAK\16055\16055.PPW
Title... PRE -DEVELOPED AREA
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
PRE -DEVELOPED AREA
--------------------------------------------------------------------------
Impervious
Area
Adjustment
Adjusted
Soil/Surface
Description
CN
acres
%C %UC
CN
--------------------------------
OPEN SPACE
BaB - TYPE B
----
61
---------
1.110
----- -----
------
61.00
IMPERVIOUS
BaB - TYPE B
98
.020
98.00
GRAVEL BaB
- TYPE B
85
.150
85.00
COMPOSITE
...........................................................................
...........................................................................
AREA & WEIGHTED CN --->
1.280
64.39 (64)
S/N: C21BO2A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Runoff CN-Area Page 4.02
Name.... B-POST-DEV
File.... W:\PONDPAK\16055\16055.PPW
Title... POST -DEVELOPED AREA (ON -SITE)
RUNOFF CURVE NUMBER DATA
..........................................................................
POST -DEVELOPED AREA (ON-SITE)
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
IMPERVIOUS AREA 98 .830 98.00
OPEN SPACE GOOD GROUP 8 SOIL 61 .320 61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.150 87.70 (88)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Runoff CN-Area
Name.... BB -BYPASS
File.... W:\PONDPAK\16055\16055.PPW
Title... BYPASS AREA
Page 4.03
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
BYPASS AREA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
OPEN SPACE GOOD GROUP B SOIL 61 .130 61.00
COMPOSITE AREA & WEIGHTED CN ---> 130 61.00 (61)
...........................................................................
...........................................................................
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type....
Time vs. Volume
Page
5.01
Name....
C-BMP BASIN
OUT
Tag: 25
Event:
25 yr
File....
W:\PONDPAK\16055\16055.PPW
Storm...
SCS Type II
Tag:
25
TIME vs. VOLUME
(ac-ft)
Time
I
Output Time increment
=
.0500 hrs
hrs
I Time
on left
represents time
for first
value in each
row.
---------
3.6500
1--------------------------------------------------------------
1 .000
.000 .000
.000
.000
3.9000
1 .000
.000 .000
.000
.000
4.1500
1 .000
.000 .000
.000
.000
4.4000
1 .000
.000 .000
.001
.001
4.6500
1 .001
.001 .001
.001
.001
4.9000
1 .001
.001 .001
.001
.001
5.1500
1 .001
.001 .002
.002
.002
5.4000
1 .002
.002 .002
.002
.002
5.6S00
1 .002
.003 .003
.003
.003
5.9000
1 .003
.003 .003
.004
.004
6.1500
1 .004
.004 .004
.004
.004
6.4000
1 .005
.005 .005
.005
.005
6.6500
1 .006
.006 .006
.006
.006
6.9000
1 .007
.007 .007
.007
.007
7.1500
1 .008
.008 .008
.008
.009
7.4000
.009
.009 .009
.009
.010
7.6500
1
.010
.010 .011
.011
.011
7.9000
1
.011
.012 .012
.012
.012
8.1500
1
.013
.013
.013
.014
.014
8.4000
1
.014
.015
.015
.015
.016
8.6500
1
.016
.017
.017
.017
.018
8.9000
1
.018
.019
.019
.020
.020
9.1500
1
.021
.021
.022
.022
.023
9.4000
1
.023
.024
.024
.025
.025
9.6500
1
.026
.026
.027
.028
.028
9.9000
1
.029
.029
.030
.031
.032
10.1500
1
.032
.033
.034
.035
.036
10.4000
1
.036
.037
.038
.039
.040
10.6500
1
.041
.043
.044
.045
.046
10.9000
1
.047
.049
.050
.052
.053
11.1500
1
.055
.057
.059
.060
.062
11.4000
1
.064
.066
.068
.070
.073
11.6500
1
.078
.085
.094
.107
.123
11.9000
1
.146
.168
.185
.192
.190
12.1500
1
.182
.173
.165
.157
.150
12.4000
1
.143
.137
.132
.127
.122
12.6500
1
.118
.114
.110
.107
.104
12.9000
1
.101
.099
.097
.095
.093
13.1500
1
.091
.089
.087
.086
.085
13.4000
1
.083
.082
.081
.080
.079
13.6500
1
.078
.077
.076
.076
.075
13.9000
1
.074
.074
.073
.073
.072
14,1500
1
.072
.071
.071
.071
.070
14.4000
1
.070
.070
.070
.069
.069
14.6500
1
.069
.069
.068
.068
.068
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type%... Time vs. Volume
Name.... C-BMP BASIN OUT Tag: 25
File.... W:\PONDPAK\16055\16055.PPW
Storm... SCS Type II Tag: 25
TIME vs
Time
hrs
14.9000
15.1500
15.4000
15.6500
15,9000
16.1500
16.4000
16.6500
16.9000
17.1500
17.4000
17.6500
17.9000
18.1500
18.4000
18.6500
18.9000
19.1500
19.4000
19.6500
19.9000
20.1500
20.4000
20.6500
20.9000
21.1500
21.4000
21.6500
21.9000
22.1500
22.4000
22.6500
22.9000
23.1500
23.4000
23.6500
23.9000
24.1500
24.4000
24.6500
24.9000
25.1500
25.4000
25.6500
25.9000
26.1500
Page 5.02
Event: 25 yr
VOLUME (ac-ft)
Output Time increment = .0500 hrs
Time on left represents time for first value in each row
.068
.068
.068
.067
.067
.067
.067
.067
.067
.067
.067
.066
.066
.066
.066
.066
.066
.066
.066
.066
.065
.065
.065
.065
.065
.065
.065
.065
.065
.065
.065
.065
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.064
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.063
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.062
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.061
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.060
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
OS9
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.OS9
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.059
.058
.058
.058
.OS7
.057
.OS7
.057
.056
.056
.056
.056
.055
.055
.055
.055
.055
.054
.054
.054
.054
.OS4
.054
.053
.053
.053
.053
.053
.053
.053
.052
.052
.052
.052
.052
.052
.052
.051
.051
.051
.051
.051
.051
.051
.OSO
.050
.050
S/N: C21802A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Time vs. Volume
Name.... C-BMP BASIN OUT Tag: 25
File.... W:\PONDPAK\16055\16055.PPW
Storm... SCS Type II Tag: 25
Time
hrs
26.4000
26.6500 I
26.9000
27.1500
27.4000
27.6500
27.9000 I
28.1500
28.4000
28.6500
28.9000
29.1500
29.4000
29.6500
29.9000
30.1500
30.4000 I
30.6500
30.9000
31.1500 I
31.4000
31.6500 I
31.9000
32.1500
32.4000
32.6500
32.9000
33.1500
33.4000
33.6500
33.9000
34.1500
34.4000 I
34.6500
34.9000
35.1500
35.4000
35.6500 I
35.9000 I
36.1500
36.4000 I
36.6500
36.9000
37.1500
37.4000
37.6500 I
Time on left
----------
050
.050
.049
.048
.048
.047
.047
.046
.046
.045
.044
.044
.043
.043
.042
.042
.041
.041
.040
.040
.039
.038
.038
.037
.037
.036
.036
.035
.035
.034
.034
.033
.033
.032
.032
.031
.031
.030
.030
.029
.029
.028
.028
.028
.027
.027
TIME vs. VOLUME (ac-ft)
Output Time
increment =
represents time for first
-------------------------
.050
.050
.049
.049
.049
.049
.048
.048
.048
.048
.047
.047
.047
.046
.046
.046
.045
.045
.045
.045
.044
.044
.044
.044
.043
.043
.043
.043
.042
.042
.042
.042
.041
.041
.041
.040
.040
.040
.039
.039
.039
.039
.038
.038
.038
.038
.037
.037
.037
.037
.036
.036
.036
.036
.035
.035
.035
.035
.034
.034
.034
.034
.033
.033
.033
.033
.032
.032
.032
.032
.031
.031
.031
.031
.030
.030
.030
.030
.029
.029
.029
.029
.028
.028
.028
.028
.027
.027
.027
.027
.027
.026
Page 5.03
Event: 25 yr
0500 hrs
value in each row
.050
.050
.049
.049
.049
.048
.048
.048
.047
.047
.047
.047
.046
.046
.046
.046
.045
.045
.045
.045
.044
.044
.044
.043
.043
.043
.042
.042
.042
.042
.041
.041
.041
.041
.040
.040
.040
.040
.039
.039
.039
.039
.038
.038
.038
.038
.037
.037
.037
.036
.036
.036
.036
.035
.035
.035
.035
.034
.034
.034
.034
.033
.033
.033
.033
.032
.032
.032
.032
.031
.031
.031
.031
.030
.030
.030
.030
.030
.029
.029
.029
.029
.028
.028
.028
.028
.027
.027
.027
.027
.026
.026
S/N: C21BO2A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Time vs. Volume Page 5.04
Name.... C-BMP BASIN OUT Tag: 25 Event: 25 yr
File.... W:\PONDPAK\16055\16055.PPW
Storm... SCS Type II Tag: 25
TIME vs. VOLUME (ac-ft)
Time Output Time increment = .0500 hrs
hrs Time on left represents time for first value in each row.
--------- I-------------------------------------------------
37.9000
.026
.026
.026
.026
38.1SO0 I
.026
.026
.026
.025
38.4000
.025
.025
.025
.025
38.6500
.025
.025
.025
.025
38.9000
.024
.024
.024
.024
39.1500
.024
.024
.024
.024
39.4000
.024
.023
.023
.023
39.6500
.023
.023
.023
.023
39.9000
.023
.023
.023
.022
40.1500
.022
.022
.022
.022
40.4000 I
.022
.022
.022
.022
40.6S00
.021
.021
.021
.021
40.9000
.021
.021
.021
.021
41.1500 I
.021
.021
.020
.020
41.4000
.020
.020
.020
.020
41.6500 I
.020
.020
.020
.020
41.9000
.019
.019
.019
.019
42.1500
.019
.019
.019
.019
42.4000
.019
.019
.019
.018
42.6S00
.018
.018
.018
.018
42.9000
.018
.018
.018
.018
43.1500
.018
.018
.017
.017
43.4000
.017
.017
.017
.017
43.6500 I
.017
.017
.017
.017
43.9000
.017
.017
.016
.016
44.1500 I
.016
.016
.016
.016
44.4000
.016
.016
.016
.016
44.6500 I
.016
.016
.016
.015
44.9000
.015
.015
.015
.015
45.1S00 I
.015
.015
.015
.015
45.4000
.015
.015
.015
.015
45.6500 I
.014
.014
.014
.014
45.9000
.014
.014
.014
.014
46.1500
.014
.014
.014
.014
46.4000
.014
.014
.014
.014
46.6500
.013
.013
.013
.013
46.9000
.013
.013
.013
.013
47.1500
.013
.013
.013
.013
47.4000
.013
.013
.013
.012
47.6500
.012
.012
.012
.012
47.9000
.012
.012
.012
.012
48.1500 I
.012
.012
.012
.012
48.4000 I
.012
.012
.012
.012
48.6500
.011
.011
.011
.011
48.9000
.011
.011
.011
.011
49.1500 I
.011
.011
.011
.011
.026
.025
.025
.025
.024
.024
.023
.023
.022
.022
.022
.021
.021
.020
.020
.020
.019
.019
.018
.018
.018
.017
.017
.017
.016
.016
.016
.015
.015
.015
.015
.014
.014
.014
.013
.013
.013
.013
.012
.012
.012
.012
.012
.011
.011
.011
5/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type'.... Time vs. Volume
Name.... C-BMP BASIN OUT Tag: 25
,File.... W:\PONDPAK\16055\16055.PPW
Storm... SCS Type II Tag: 25
Time I
hrs I Time on left
49.4000
49.6500
49.9000
50.1500
50.4000
50.6500
50.9000
51.1500
51.4000
51.6500
51.9000
52.1500
52.4000
52.6500
52.9000
53.1500
53.4000
53.6500
53.9000
54.1500
54.4000
54.6500
54.9000_
55.1500
55.4000
55.6500
55.9000
56.1500
56.4000
56.6500
56.9000
57.1500
57.4000
57.6500
57.9000
58.1500
58.4000
58.6500
58.9000
59.1500
59.4000
59.6500
59,9000
60.1500
60.4000
60.6500
.011
.011
.010
.010
.010
.010
.010
.009
.009
.009
.009
.009
.009
.008
.008
.008
.008
.008
.008
.007
.007
.007
..007
.007
.007
.007
.006
.006
.006
.006
.006
.006
.006
.006
.006
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.004
TIME vs. VOLUME (ac-ft)
Page 5.05
Event: 25 yr
Output Time
increment =
.0500 hrs
represents time
for first
value in
each row.
---------------------------------------------
.011
.011
.011
.011
.011
.011
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.010
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.009
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.008
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.007
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.006
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.005
.004
.004
.004
.004
.004
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c)
Compute Time: 12:27:46 Date: 07/18/2016

Type.....
Time vs. Volume
Page
5.06
Name....
C-BMP BASIN
OUT
Tag: 25
Event:
2S yr
,File....
W:\PONDPAK\16055\16055.PPW
Storm...
SCS Type II
Tag:
25
TIME vs. VOLUME
(ac-ft)
Time
Output Time increment
=
.0500 hrs
hrs
Time
on left
represents time
for first
value in each
row.
---------
60.9000
I--------------------------------------------------------------
I .004
.004 .004
.004
.004
61.1500
I .004
.004 .004
.004
.004
61.4000
I .004
.004 .004
.004
.004
61.6500
I .004
.004 .004
.004
.004
61.9000
I .004
.004 .004
.004
.004
62.1500
I .004
.004 .004
.004
.004
62.4000
I .004
.004 .004
.004
.004
62.6SOO
I .004
.004 .004
.004
.004
62.9000
I .004
.004 .004
.004
.004
63.1500
I .004
.004 .004
.004
.004
63.4000
I .004
.004 .004
.004
.004
63.6500
.004
.004 .004
.003
.003
63.9000
I
.003
.003 .003
.003
.003
64.1500
.003
.003 .003
.003
.003
64.4000
I
.003
.003
.003
.003
.003
64.6500
I
.003
.003
.003
.003
.003
64.9000
I
.003
.003
.003
.003
.003
S/N: C21BO2AO6A82 '
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type..... Vol: Elev-Volume
Name.... C-BMP BASIN ALT1
Page 6.01
File.... W:\PONDPAK\16055\16055.PPW
Title... DETENTION BASIN
USER DEFINED VOLUME RATING TABLE
Elevation
(ft)
2098 00
2099.00
2099.74
2100.00
2101.00
2102.00
2103.00
Volume
(ac-ft)
000
.021
.050
.063
.117
.186
.268
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46
Date: 07/18/2016

Type..... Outlet Input Data
Name.... BMP OUTLET
Page 7.01
File.... W:\PONDPAK\16OS5\16055.PPW
Title... BASIN OUTLET STRUCTURE
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 2098.00 ft
Increment = .50 ft
Max. Elev.= 2103.00 ft
tii#####Y#itt#*situ tiitiititi#tittR##tititt#i
OUTLET CONNECTIVITY
itiittiiititi#tttti####t#t#t###;iiittiiiit;t;i
> Forward Flow Only (Upstream to DnStream)
<_-- Reverse Flow Only (DnStream to Upstream)
< ---> Forward and Reverse Both Allowed
Structure
User Defined Table
Orifice -Circular
Weir -Rectangular
Weir -Rectangular
Weir -Rectangular
TW SETUP, DS Channel
No.
Outfall
El,
ft
E2,
ft
----
1
-------
---> TW
---------
.000
---------
2103.000
2
---> TW
2099.800
2103.000
3
---> TW
2100.600
2103.000
4
---> TW
2102.050
2103.000
5
---> TW
2102.100
2103.000
S/N: C21B02AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

TypA.... Outlet Input Data
Name.... BMP OUTLET
Page 7.02
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
OUTLET STRUCTURE INPUT DATA
Structure ID = 1
Structure Type = User Defined Table
------------------------------------
ELEV-FLOW RATING TABLE
Elev, ft Flow, cfs
2098.00
.00
2099.00
.02
2099.74
.03
2100.00
.03
2101.00
.04
2102.00
.05
2103.00
.06
Structure ID = 2
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 2099.80 ft
Diameter = .5833 ft
Orifice Coeff. _ .600
Structure ID = 3
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 2100.60 ft
Weir Length = .42 ft
Weir Coeff. = 3.100000
Weir TW effects
(Use adjustment equation)
S/N: C21B02AO6A82
PondPack Ver. 7.5 (786c)
Compute Time: 12:27:46 Date: 07/18/2016

Typa.... Outlet Input Data
Name.... BMP OUTLET
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
OUTLET STRUCTURE INPUT DATA
Structure ID
= 4
Structure Type
= Weir -Rectangular
------------------------------------
# of Openings
= 1
Crest Elev.
= 2102.05 ft
Weir Length
= 15.58 ft
Weir Coeff.
= 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = 5
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 2102.10 ft
Weir Length = 5.00 ft
Weir Coeff. = 3.100000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES.'..
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S/N: C21B02AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46
Page 7.03
Date: 07/18/2016

Type;.... Individual Outlet l es
Name.... BMP OUTLET
Page 7.04
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
RATING TABLE FOR ONE OUTLET TYPE
Structure
ID
= 1 (User
Defined Table)
--------------------------------------
Upstream
ID
= (Pond
Water Surface)
DNstream
ID
= TW (Pond
Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
2098.00
-------
.00
2098.50
.01
2099.00
.02
2099.50
.03
2099.80
.03
2100.00
.03
2100.50
.04
2100.60
.04
2101.00
.04
2101.50
.OS
2102.00
.OS
2102.05
.05
2102.10
.05
2102.50
.06
2103.00
.06
Tail Water
--------------
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
--------------------------
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
Interpolated from input table
5/N: C21BO2A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Individual Outlet ies
Name.... BMP OUTLET
Page 7.05
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 2 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
2098.00
.00
2098.50
.00
2099.00
.00
2099.50
.00
2099.80
.00
2100.00
.10
2100.50
.82
2100.60
.92
2101.00
1.23
2101.50
1.53
2102.00
1.78
2102.05
1.80
2102.10
1.82
2102.50
2.00
2103.00
2.19
Tail Water Notes
TW Elev Converge
ft +/-ft Computation Messages
Free
Outfall
HW
&
TW
below
invert
Free
Outfall
HW
&
TW
below
invert
Free
Outfall
HW
&
TW
below
invert
Free
Outfall
HW
&
TW
below
invert
Free
Outfall
Upstream
HW &
DNstream TW < Inv.E1
Free
Outfall
CRIT.DEPTH
CONTROL Vh= .OS4ft Dcr=
Free
Outfall
H
=.41
Free
Outfall
H
=.51
Free
Outfall
H
=.91
Free
Outfall
H
=1.41
Free
Outfall
H
=1.91
Free
Outfall
H
=1.96
Free
Outfall
H
=2.01
Free
Outfall
H
=2.41
Free
Outfall
H
=2.91
146ft CRIT.DEPTH
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Individual Outlet ✓es
Name.... BMP OUTLET
Page 7.06
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 3 (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
Cfs
--------
2098.00
-------
.00
2098.50
.00
2099.00
.00
2099.50
.00
2099.80
.00
2100.00
.00
2100.50
.00
2100.60
.00
2101.00
.33
2101.50
1.10
2102.00
2.14
2102.05
2.26
2102.10
2.37
2102.50
3.39
2103.00
4.81
Tail Water
--------------
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Computation Messages
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
HW & TW below Inv.El.=2100.600
H=.00; Htw=.00; Qfree=.00;
H=.40; Htw=.00; Qfree=.33;
H=.90; Htw=.00; Qfree=1.10;
H=1.40; Htw=.00; Qfree=2.14;
H=1.45; Htw=.00; Qfree=2.26;
H=1.50; Htw=.00; Qfree=2.37;
H=1.90; Htw=.00; Qfree=3.39;
H=2.40; Htw=.00; Qfree=4.81;
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Individual Outlet aes
Name.... BMP OUTLET
Page 7.07
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 4 (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
WS Elev.
Q
ft
cfs
--------
2098.00
-------
.00
2098.50
.00
2099.00
.00
2099.50
.00
2099.80
.00
2100.00
.00
2100.50
.00
2100.60
.00
2101.00
.00
2101.50
.00
2102.00
.00
2102.05
.00
2102.10
.54
2102.50
14.58
2103.00
44.73
Tail Water Notes
TW Elev Converge
ft +/-ft Computation Messages
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.OS0
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.OSO
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
HW
&
TW
below
Inv.El.=2102.050
Free
Outfall
H=.00;
Htw=.00; Qfree=.00;
Free
Outfall
H=.OS;
Htw=.00; Qfree=.54;
Free
Outfall
H=.45;
Htw=.00; Qfree=14.58;
Free
Outfall
H=.95;
Htw=.00; Qfree=44.73;
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Individual Outlet aes
Name.... BMP OUTLET
Page 7.08
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 5 (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
WS Elev. Q
ft cfs
2098.00
2098.50
2099.00
2099.50
2099.80
2100.00
2100.50
2100.60
2101.00
2101.50
2102.00
2102.05
2102.10
2102.50
2103.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
3.92
13.23
Tail Water
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
HW & TW below Inv.El.=2102.100
H=.00; Htw=.00; Qfree=.00;
H=.40; Htw=.00; Qfree=3.92;
H=.90; Htw=.00; Qfree=13.23;
S/N: C21B02A06A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Type.... Composite Rating Curve
,Name.... BMP OUTLET
File.... W:\PONDPAK\16055\16055.PPW
Title... BASIN OUTLET STRUCTURE
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
2098.00
.00
2098.50
.01
2099.00
.02
2099.50
.03
2099.80
.03
2100.00
.13
2100.50
.86
2100.60
.95
2101.00
1.59
2101.50
2.67
2102.00
3.97
2102.05
4.11
2102.10
4.79
2102.50
23.94
2103.00
65.02
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1 +2
Free Outfall 1 +2
Free Outfall 1 +2 +3
Free Outfall 1 +2 +3
Free Outfall 1 +2 +3
Free Outfall 1 +2 +3
Free Outfall 1 +2 +3 +4
Free Outfall 1 +2 +3 +4 +5
Free Outfall 1 +2 +3 +4 +5
Free Outfall 1 +2 +3 +4 +5
Page 7.09
S/N: C21BO2AO6A82
PondPack Ver. 7.5 (786c) Compute Time: 12:27:46 Date: 07/18/2016

Bojangles
3591 Boylston Hwy
Mills River, North Carolina
Skimmer Basin Calculations

THE ISAACS GROUP
Bojangles - Mills River NC
SEDIMENT CONTROL
Skimmer Basin p1
DRAINAGE AREA TO BASIN=
DISTURBED AREA TO BASIN=
REQUIRED BASIN VOLUME=
VOLUME PROVIDED=
C=
Q10=
SPILLWAY WIDTH=
h=
SEDIMENT BASIN STORAGE CALCULATION:
Elevation
Above Ground
Area (sq.ft.)
Inc. Volume
(cf)
Ace. Volume
(cf)
2098.00
0.0
0.0
0.0
2099.00
1708.0
854.0
854.0
2100.00
2624.0
2166.0
3020.0
2100.60
3200.0
1747.2
4767.2
2101.00
3595.0
1359.0
6126.2
2102.00
4624.0
4109.5
10235.7
2103.00
1 5708.0
5166.0
15401.7
SEDIMENT TRAPPING EFFICIENCY
75%Trap efficiency per Barfield and Clar equation:
Surface area required at design flow (acres) = (325)
Surface area required at design flow (acres) =
Surface area provided at design flow (acres) =
1.24 AC.
1.24 AC.
2232 CF (DRAINAGE AC. (DISTURBED) x 1,800)
4767.2 CF (SEE BELOW)
0.8 (WEIGHTED RUNOFF COEFFICIENT)
6.97 CFS (C x 7.03 x DRAINAGE AREA)
5 FT
0.60 FT
<1.0', THEREFORE O.K.
peak inflow rate (cfs)
0.052 AC.
2266.5 SF
3200 SF
P:Wctive Projects\Bojangles\Mills River Boylston Hwy 16055\Engineering\Calculations\16055-SKIMMER BASIN.xIs

Calculate Skimmer Size
Basin Volume in Cubic Feet
to Drain*
NC assume 3 days to drain
2,232. Cu.Ft
3 Days
Skimmer Size 1.5 Inch
Orifice Radius 0.5 Inch[es]
Orifice Diameter 1.0 Inch[es]
Estimate Volume of Basin Length width
Top of water surface in feet 0 Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet 0 0 1 Feet
Depth in feet 0, Feet

THE ISAACS GROUP
Bojangles - Mills River NC
SEDIMENT CONTROL
Skimmer Basin #2
DRAINAGE AREA TO BASIN=
DISTURBED AREA TO BASIN=
REQUIRED BASIN VOLUME=
VOLUME PROVIDED=
C=
Q10=
SPILLWAY WIDTH=
h=
SEDIMENT BASIN STORAGE CALCULATION:
Elevation
Above Ground
Area (sq.ft.)
Inc. Volume
(cf)
Acc. Volume
(cf)
2098.00
0.0
0.0
0.0
2099.00
1645.0
822.5
822.5
2100.00
2144.0
1894.5
2717.0
2100.60
2463.0
1382.1
4099.1
2101.00
2685.0
1029.6
5128.7
2102.00
3271.0
2978.0
8106.7
2103.00
1 3901.0
3586.0
11692.7
SEDIMENT TRAPPING EFFICIENCY
75 % Trap efficiency per Barfield and Clar equation:
Surface area required at design flow (acres) = (325)
Surface area required at design flow (acres) =
Surface area provided at design flow (acres) =
1.22 AC.
1.22 AC.
2196 CF (DRAINAGE AC. (DISTURBED) x 1,800)
4099.1 CF (SEE BELOW)
0.8 (WEIGHTED RUNOFF COEFFICIENT)
6.86 CFS (C x 7.03 x DRAINAGE AREA)
5 FT
0.59 FT
<1.0'. THEREFORE O.K.
peak inflow rate (cfs)
0.0512 AC.
2229.9 SF
2463 SF
PAActive Projects\Bojangles\Mills River Boylston Hwy 16055\Engineering\Calculations\16055-SKIMMER BASIN2.x1s

a
Calculate Skimmer Size
Basin Volume in Cubic Feet
Days to Drain*
NC assume 3 days to drain
21196Cu.Ft
3 Days
Skimmer Size WInch
Orifice RadiusInch[eOrifice DiameterInch[es]
Estimate Volume of Basin Length width
Top of water surface in feet 0 Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet 0 0 Feet
Depth in feet 01 Feet

Bojangles
3591 Boylston Hwy
Mills River, North Carolina
Storm Drainage Calculations

Bojangles - 3591 Boylston Hwy - Mills River NC
I. STORM DRAINAGE CALCULATIONS
Refer Storm Drainage Area Exhibit Map
Rational Method used for pipe sizing.
A minimum time of concentration of 5 minutes has been assumed in
determining a rainfall intensity of 7.24 for the 25 year storm events
AREA B1
A= 0.33 acres
1= 7.24 in/hour
C= 0.95
Q = (C)(1)(A) _
Q (total)=
Capacity of CB B1/CB A3
AREA A5
A= 0.35 acres
1= 7.24 in/hour
C= 0.95
Q = (C)(1)(A)
Q (total)=
Capacity of CB A4/CB A3
AREA ROOF
A= 0.09 acres
1= 7.24 in/hour
C= 0.95
Q = (C)(1)(A) _
Q (total)=
Capacity of 8" Roof Drains
AREA A4
A= 0.26 acres
1= 7.24 in/hour
C= 0.95
Q = (C)(1)(A) _
Q (total)=
Capacity of CS B2/FES 81
AREA A3
A= 0.16 acres
1= 7.24 in/hour
C= 0.95
0 = (C)(I)(A) _
Q (total)=
Capacity of 18" pipe @ Headwall
Q (total)=
Capacity of OSA2/JBA1
0 (total)=
Capacity of EX 24" CMP Pipe Boylston Hwy
2.3 cfs
2.3 cfs
15 " RCP @ 0.60% = 5.4 cfs > 2.3 cis
2.4 cfs
2.4 cfs
15 " RCP @ 0.60% = 5.4 cfs > 2.4 cfs
.6 cfs
.6 cfs
8 " RCP @ 1.00% = 1.3 cfs > .6 cfs
1.8 cfs
4.2 cfs
15 " RCP @ 0.60% = 5.4 cfs > 4.2 cfs
1.1 cfs
7.6 cfs
18 " RCP @ 0.60% = 8.8 cfs > 7.6 CIS
10.7 cfs (See 100 yr Storm Pondpak Results)
18 " RCP @ 0.90%, = 10.8 cfs > 10.7 cfs
15.8 cfs
24 " CMP @ 1.67% = 15.8 cfs > 15.8 cfs
Q (total)= 15.8 cfs
Capacity of Proposed 18" RCP Driveway Culvert 18 " RCP @ 2.50% = 18.0 cfs > 15.8 cfs
PAActive Projects\Bojangles\Mills River Boylston Hwy 16055\Engineering\Calcuiations\16055-STORM.xls

CONCRETE ANCHOR BOUA—Y CALCULATION
Riser Height =
7.5
ft
Riser Interior Dimension =
4.0
ft SQARE
Riser Wall Thickness =
6.0
in
Cross Sectional Area of Riser =
25.0
sf
Area of Conc. =
8.0
sf
Vol. of riser =
188
cf
Wt. of H2O displaced =
11700
Ibs
Conc. pad thickness =
24
in
Conc. pad width/length =
8.0
ft
Vol. of conc. pad =
128
cf
Wt. of H2O displaced =
7987
Ibs
Total Wt. of H2O displaced =
19687
Unit wt. of concrete (pcf) = 150
Wt. of conc. pad (lb.) = 19200
Wt. of conc. box (lb.) = 9000
Total Wt. of conc. (lb.) = 28200
Factor of safety = wt. Conc. Pad + Riser
wt. Of H2O displaced
F.S.= 1.43
P:1Active Projects\Bojangles\Mills River Boylston Hwy 16055\Engineering\Calculations\16055-Riser Bouancy.xls

Geotechnical Engineering Report
Bojangles Restaurant- James Goode Property
Mills River, Henderson County, North Carolina
Recelved
AUG 15 2016
Land QS ality Section
Neville
July 1, 2016
Terracon Project No. 86165078
RECEIVED
AUG 05 L06
bENR-LAND QUALITY
SrORMWATER PERIMIi'TING
Prepared for:
Rigsby Family Holdings
Arden, North Carolina
Prepared by:
Terracon Consultants, Inc.
Greenville, South Carolina

h
l
July 1, 2016
Rigsby Family Holdings
142 Airport Road
Suite C
Arden. North Carolina 28704
Attn: Mr. Jeff Rigsby
Re: Geotechnical Engineering Report
Bojangles Restaurant- James Goode Property
3591 Boylston Highway
Mills River, Henderson County, North Carolina
Terracon Project No. 86165078
Dear Mr. Rigsby:
Irerracon
Terracon Consultants, Inc. (Terracon) has completed geotechnical engineering services for the
above referenced project. These services were performed in general accordance with our
proposal number P86167120 dated April 29, 2016. This geotechnical engineering report
presents the results of the subsurface exploration and provides geotechnical recommendations
concerning earthwork and the design and construction of foundations, floor slabs, and
pavements for the proposed project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report, or if we may be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
h'en Liu .
Staff Geotechnical Engineer
��
George K. Flores, P.E.
Senior Engineer
Enclosures
cc: 1 — Client (PDF)
1 — File
Nitin Dudani, P.E.
Senior Geotechnical Engineer
Terracon Consultants, Inc. 12 Pointe Circle, Greenville, South Carolina 29615
P [864] 292 2901 F ]864] 292 6361 terracon.com

TABLE OF CONTENTS
Page
EXECUTIVESUMMARY.............................................................................................................i
1.0
INTRODUCTION......................................................................................................................1
2.0
PROJECT INFORMATION......................................................................................................1
2.1 Project Description.......................................................................................................1
2.2 Site Location and Description......................................................................................2
3.0
SUBSURFACE CONDITIONS.................................................................................................2
3.1 Site Geology.................................................................................................................2
3.2 Typical Subsurface Profile............................................................................................3
3.3 Groundwater.................................................................................................................3
4.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION...........................................4
4.1 Geotechnical Considerations.......................................................................................4
4.2 Earthwork......................................................................................................................4
4.2.1 Site Preparation........................................................................................5
4.2.2 Material Types..........................................................................................5
4.2.3 Compaction Requirements.......................................................................6
4.2.4 Grading and Drainage..............................................................................6
4.2.5 Construction Considerations.....................................................................7
4.3 Foundations..................................................................................................................7
4.3.1 Design Recommendations........................................................................8
4.3.2 Construction Considerations.....................................................................8
4.4 Seismic Considerations................................................................................................9
4.5 Floor Slab....................................................................................................................10
4.5.1 Design Recommendations......................................................................10
4.5.2 Construction Considerations...................................................................10
4.6 Pavements..................................................................................................................11
4.6.1 Subgrade Preparation.............................................................................11
4.6.2 Design Considerations............................................................................11
4.6.3 Estimates of Minimum Pavement Thickness...........................................12
4.6.4 Pavement Drainage................................................................................13
4.6.5 Pavement Maintenance..........................................................................13
5.0
GENERAL COMMENTS........................................................................................................13
Appendix A— Field Exploration
Exhibit A-1 Site Location Plan
Exhibit A-2 Boring Location Plan
Exhibit A-3 Field Exploration Description
Exhibits A-4 to A-12 SPT Boring Logs
Appendix B — Supporting Documents
Exhibit B-1 General Notes
Exhibit B-2 Unified Soil Classification Systems

Geotechnical Engineering Report lt�rr�con
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
EXECUTIVE SUMMARY
This report presents the results of our geotechnical engineering services performed for the
proposed Bojangles restaurant to be located 3591 Boylston Highway in Mills River, Henderson
County, North Carolina. Our geotechnical engineering scope of work included the advancement
of nine (9) soil test borings to depths between 7 '/2 to 25 feet below existing site grades. This report
specifically addresses the recommendations for the proposed building and pavement areas.
Based on the information obtained from our subsurface exploration, the following geotechnical
considerations were identified:
o The borings encountered approximately 2'/z to 10 feet of undocumented fill. Below the fill,
borings encountered loose to medium dense silty sand/sandy silt to boring termination
depths ich ranged from 7'/2 to 25 feet below ground surface. Records are not available to
determine if the fill was placed in a controlled manner during grading.
o The proposed building addition may be supported on shallow foundation bearing on the
native residual soils, engineered fill extending to residual soils, or existing fill provided it is
assessed during construction and the risks associated with the fill as discussed herein are
acceptable to the owner. The shallow foundations may be designed with an allowable
bearing pressure of 2,500 pounds per square foot (psf).
o Groundwater was observed at depths of 6 to 22 feet in some borings for the short duration
that the borings were allowed to remain open. We do not anticipate groundwater will affect
construction activities based on our current understanding of the proposed development.
o Borings encountered high fines content and natural moisture in the upper materials and the
site is susceptible to disturbance during construction or in wet conditions. The subgrade
should be graded to provide positive drainage and it should be protected by keeping it dry
and preventing heavy vehicles in the footprint of the proposed construction
o In accordance with 2012 International Building Code (IBC), seismic site classification for
this site is D.
o The native soils typically appear suitable for use as general engineered fill; however, further
testing should be performed during construction to assess specific conditions at that time.
Close monitoring of the construction operations discussed herein will be critical in achieving the
design subgrade support. We therefore recommend that Terracon be retained to monitor this
portion of the work.
This summary should be used in conjunction with the entire report for design purposes. It
should be recognized that details were not included or fully developed in this section, and the
Responsive ■ Resourceful ■ Reliable

Geotechnical Engineering Report 1%rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
report must be read in its entirety for a comprehensive understanding of the items contained
herein. The section titled GENERAL COMMENTS should be read for an understanding of the
report limitations.
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GEOTECHNICAL ENGINEERING REPORT
BOJANGLES RESTAURANT- JAMES GOODE PROPERTY
3591 BOYLSTON HIGHWAY
MILLS RIVER, NORTH CAROLINA
Terracon Project No. 86165078
July 1, 2016
1.0 INTRODUCTION
This report presents the results of our geotechnical engineering services performed for the
proposed Bojangles restaurant to be located 3591 Boylston Highway in Mills River, Henderson
County, North Carolina. Our geotechnical engineering scope of work included the advancement
of nine (9) soil test borings to depths between 7 '/z and 25 feet below existing site grades. The
purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
■ subsurface soil conditions
■ earthwork
■ pavement design and construction
■ seismic considerations
2.0 PROJECT INFORMATION
2.1 Project Description
® groundwater conditions
■ foundation design and construction
■ floor slab design and construction
ITEM
DESCRIPTION
Refer to the Site Location Plan and Boring Location Plan
Site layout
(Exhibits A-1 and A-2 in Appendix A)
The proposed Bojangles restaurant will be a single -story building
Proposed Construction
approximately 3,886 square feet in the plan area. Asphalt parking
for 50 vehicles and associated driveways are also planned.
Building construction,
The structure will be constructed of wood framed walls with twin
Assumed
reinforced masonry towers near the front entrance and a concrete
slab -on -grade.
Finished floor elevation
Not provided.
Maximum Wall Loads — less than 3 kips / linear foot
Maximum loads, assumed
Maximum Uniform Floor Slab Load — less than 100 psf
Grading in building and
We presume that the site will require minimal grading, on the order
parking area
of less than 2 feet of cut and fill.
Cut and fill slopes
None noted.
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Geotechnical Engineering Report l��rr�con
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
ITEM I DESCRIPTION
Design equivalent 18 kips single axle loads (ESAL's):
Traffic loading, assumed On -site Car Parking = <10,000
On -site Truck and Drive Areas = <30,000
2.2 Site Location and Description
ITEM
DESCRIPTION
Location
The site is located 3591 Boylston Highway in Mills River, Henderson
County, North Carolina.
Existing Improvements
The site is currently developed as an Auto Store with associated
parking lot and drives.
Current Ground Cover
Gravel, and manicured grass.
Existing topography
Relatively flat.
3.0 SUBSURFACE CONDITIONS
3.1 Site Geology
The project site is located within the Blue ridge Physiographic Province of North Carolina, an
area underlain by ancient igneous and metamorphic rocks. Residual soils in this area are the
product of in -place chemical weathering of rock. The typical residual soil profile consists of
clayey soils near the surface where soil weathering is more advanced, underlain by sandy silts
and silty sands that generally become harder with depth to the top of parent bedrock.
The boundary between soil and rock is not sharply defined due to variations in weathering and
the presence of soft rock. The transition zone is locally termed as "partially weathered rock."
Partially weathered rock is defined for engineering purposes as residual material that can be
drilled with soil boring methods, but exhibits standard penetration test (SPT) N-values
exceeding 100 blows per foot (bpf). Partially weathered rock occurs at irregular depths due to
variations in degree of weathering and variations in the material composition of the rock.
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Geotechnical Engineering Report l�erracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
3.2 Typical Subsurface Profile
Based on the results of the SPT borings, subsurface conditions on the project site can be
generalized as follows:
Description
Approximate Depth to Bottom
of Stratum (feet)
Material Encountered
SPT N value
Stratum 1
3 to 10
Fill —stiff, sandy silt, and
6 to 14
medium stiff, fat clay
Residual — very stiff , sandy silt,
Stratum 2
7'/z to 25
and loose to medium dense
6 to 21
silty!
Specific conditions encountered at each boring location are indicated on the individual boring logs.
Stratification boundaries on the boring logs represent the approximate location of changes in soil
types; in -situ, the transition between materials may be gradual. Details for each of the borings can
be found on the boring logs included in Appendix A of this report.
3.3 Groundwater
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. Groundwater was observed between 6 and 22 feet in some borings while drilling,
and for the short duration (4 hours or less) that the borings were allowed to remain open. Due to
the low permeability of the soils encountered in the borings, a relatively long time may be
necessary for a groundwater level to develop and stabilize in a borehole in these materials. Longer
observations in piezometers or observation wells sealed from the influence of surface water are
often required to define groundwater levels in materials of this type.
Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff
and other factors not evident at the time the borings were performed. In addition, perched water
could develop in sand seams and layers overlying lower permeability clay soils following periods
of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at
other times in the life of the structure may be higher or lower than the levels indicated on the
boring logs. The possibility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 s Terracon Project No. 86165078
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Borings for the proposed Bojangles' Building encountered undocumented fill material to depths of
3 to 10 feet below existing grade. Residual soils were encountered below the fill until the boring
termination depths.
Support of pavements, footings and floor slabs on or above the undocumented fill soils is
discussed in this report. However, even with the recommended construction testing services,
there is an inherent risk for the owner that compressible fill or unsuitable material within or
buried by the undocumented fill will not be discovered. This risk of unforeseen conditions
cannot be eliminated without completely removing the existing fill, but can be reduced by
performing additional testing and evaluation. Simple testing such as closely spaced hand auger
borings in the foundation excavations can be performed to further assess the undocumented fill.
However, there are several geotechnical recommendations which must be performed during the
construction of the building. These include the following:
o Perform proofrolling in the building footprint in accordance with section 4.2 of this report.
o Based on our visual observation of the soil samples we believe that the onsite soils will
be suitable for use as engineered fill; however, further testing is recommended prior to
use.
o Due to the presence of fines in conjunction with high natural moisture in the upper
materials, the site is susceptible to disturbance during construction or in wet conditions.
Subgrade should be protected by keeping it dry and preventing heavy vehicles in the
footprint of the proposed construction.
Geotechnical engineering recommendations for foundation systems and other earth connected
phases of the project are outlined below. The recommendations contained in this report are
based upon the results of data presented herein, engineering analyses, and our current
understanding of the proposed project.
EWE*- i17,"7
The following presents recommendations for site and subgrade preparation, excavation, and
placement of engineered fills on the project. The recommendations presented for design and
construction of earth supported elements including foundations, slabs and pavements are
contingent upon following the recommendations outlined in this section.
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
Earthwork on the project should be observed and evaluated by Terracon. The evaluation of
earthwork should include observation and testing during placement of engineered fill, subgrade
preparation, foundation bearing soils, and other geotechnical conditions exposed during the
construction of the project.
4.2.1 Site Preparation
We anticipate construction will start by demolishing the existing building and stripping the grass.
This activity should be performed with minimal disturbance to the subgrade soils.
The near surface sandy silts encountered in the borings will be sensitive to disturbance from
construction activity and water seepage. If precipitation occurs prior to or during construction,
the near -surface silty soils could increase in moisture content and become more susceptible to
disturbance. Construction activity should be monitored, and should be curtailed if the
construction activity is causing subgrade disturbance.
Proofrolling should be performed with heavy rubber tired construction equipment such as a fully
loaded tandem -axle dump truck. A geotechnical engineer or his representative should observe
proofrolling to help locate unstable subgrade materials. Proofrolling should be performed after a
suitable period of dry weather to avoid degrading an otherwise acceptable subgrade and to
reduce the amount of undercutting/ remedial work required. Unstable materials located should
be stabilized as directed by the engineer based on conditions observed during construction.
Undercut and replacement and densification in place are typical remediation methods.
4.2.2 Material Types
Engineered fill should meet the following material property requirements:
Fill Type'
1 USCS Classification
Acceptable Location for Placement
Imported sandy
ML, CL or SM
silts/clays and silty
(LL<45)
All locations and elevations
sands
Granular soils
SC, SW, SP, GW, GP
All locations and elevations
1. Controlled, compacted fill should consist of approved materials that are free of organic matter and
debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A
sample of each material type should be submitted to the geotechnical engineer for evaluation.
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
4.2.3 Compaction Requirements
Recommended compaction and moisture content criteria for engineered fill materials are as
follows:
Material Type and Location
Per the Standard Proctor Test (ASTM D 698)
Minimum
Compaction
Requirement (%)
Range of Moisture Contents for
Compaction
Minimum
Maximum
Acceptable soil or approved imported fill
soils
Beneath foundations and slabs
95
-2%
+3%
Beneath pavements
95
-2%
+3%
12 inches directly below pavements
98
-2%
+3%
Per the Modified Proctor Test (ASTM D 1557)
Aggregate base (beneath slabs)
95
-3%
+3%
Aggregate base (beneath pavements)
98
-3%
+3%
Engineered fill materials should be placed in horizontal, loose lifts not exceeding 9 inches in
thickness and should be thoroughly compacted. Where light compaction equipment is used, as
is customary within a few feet of retaining walls and in utility trenches, the lift thickness may
need to be reduced to achieve the desired degree of compaction. Soils removed which will be
used as engineered fill should be protected to aid in preventing an increase in moisture content
due to rain.
4.2.4 Grading and Drainage
Effective drainage should be provided during construction and maintained throughout the life of
the development to reduce moisture gains in the subgrade materials. Surface water drainage
should be controlled to prevent undermining of fill slopes and structures during and after
construction.
Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the
proposed structures are recommended. This can be accomplished through the use of splash -
blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the
downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity -
drains collected water. Splash -blocks should also be considered below hose bibs and water
spigots.
It is recommended that all exposed earth slopes be seeded to provide protection against
erosion as soon as possible after completion. Seeded slopes should be protected until the
vegetation is established.
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Geotechnical Engineering Report l�err�con
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
4.2.5 Construction Considerations
Although the exposed subgrade is anticipated to be relatively stable upon initial exposure, unstable
subgrade conditions could develop during general construction operations, particularly if the soils
are exposed to weather, wetted and/or subjected to repetitive construction traffic. The use of light
construction equipment would aid in reducing subgrade disturbance. Should unstable subgrade
conditions develop, stabilization measures will need to be employed.
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavements. Construction traffic over the
completed subgrade should be avoided to the extent practical. If the subgrade should become
frozen, desiccated, saturated, or disturbed, the affected material should be removed or these
materials should be scarified, moisture conditioned, and recompacted prior to floor slab and
pavement construction.
Temporary excavations will probably be required during grading operations. The grading
contractor, by his contract, is usually responsible for designing and constructing stable,
temporary excavations and should shore, slope or bench the sides of the excavations as
required, to maintain stability of both the excavation sides and bottom. All excavations should
comply with applicable local, state and federal safety regulations, including the current OSHA
Excavation and Trench Safety Standards.
The geotechnical engineer should be retained during the construction phase of the project to
observe earthwork and to perform necessary tests and observations during subgrade
preparation; proof -rolling; placement and compaction of controlled compacted fills; backfilling of
excavations into the completed subgrade, and just prior to construction of building floor slabs.
4.3 Foundations
In our opinion, the proposed building can be supported by a shallow foundation system bearing
on residual soils, engineered fill extending to residual soils, or existing fill if it is assessed during
construction and the risks associated with the fill as discussed herein are acceptable to the
owner. Design recommendations for shallow foundations for the proposed structures are
presented in the following paragraphs.
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
4.3.1 Design Recommendations
DESCRIPTION
Column
Wall
Net allowable bearing pressure
2,500 psf
I 2,500 psf
Minimum dimensions
24 inches
16 inches
Minimum embedment below finished grade for
18 inches
18 inches
frost protection'
Approximate total settlement 3
<1 inch
<1 inch
<3/< inch between
Estimated differential settlement'
<'/< inch over 40 feet
columns
Ultimate coefficient of sliding friction
I 0.35
1. The recommended net allowable bearing pressure is the pressure in excess of the minimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be undercut and replaced with engineered fill.
2. And to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter
footings and footings beneath unheated areas.
3. The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment depth of the footings, the thickness of compacted fill,
and the quality of the earthwork operations.
The allowable foundation bearing pressures apply to dead loads plus design live load
conditions. The design bearing pressure may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete below
grade may be neglected in dead load computations. Interior footings should bear a minimum of
12 inches below finished grade. Finished grade is the lowest adjacent grade for perimeter
footings and floor level for interior footings.
Foundations and masonry walls should be reinforced as necessary to reduce the potential for
distress caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed and evaluated by the geotechnical engineer. If the
soil conditions encountered differ from those presented in this report, supplemental
recommendations will be required.
4.3.2 Construction Considerations
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance.
Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the
affected soil should be removed prior to placing concrete. We recommend using a lean concrete
mud -mat over the bearing soils if the excavations must remain open for an extended period of
time.
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Geotechnical Engineering Report Merriman
Restaurant- James Goode Property a Mills River, North Carolina
July 1, 2016 a Terracon Project No. 86165078
If unsuitable bearing soils are encountered in footing excavations, the excavations should be
extended deeper to suitable soils and the footings could bear directly on these soils at the lower
level or on lean concrete backfill placed in the excavations. The footings could also bear on
properly compacted backfill extending down to the suitable soils. Overexcavation for
compacted backfill placement below footings should extend laterally beyond all edges of the
footings at least 8 inches per foot of overexcavation depth below footing base elevation. The
overexcavation should then be backfilled up to the footing base elevation with well -graded
granular material placed in lifts of 9 inches or less in loose thickness and compacted to at least
95 percent of the material's maximum dry density (ASTM D 698). The overexcavation and
backfill procedure is illustrated in the following figures for lean concrete or granular backfill.
DesigDesign
nFwbnq Level
LEAN
Recommantleo : CONCRETE
Excavation Level a
O
Design I
,aWD t.
Fooling Level — _
COMPACTED
STRUCTURAL
Recommended FILL
Ercuvngon Level
Lean Concrete Backfill Overexcavation I Backfill
NOTE: Excavations in sketches shown "nice] for convenience. Excavations should be sloped as necessary for safety.
4.4 Seismic Considerations
Code Used Site Classification
2012 International Building Code (IBC) t D 2
1. In general accordance with the 2012 International Building Code, Table 1613.3.2.
2. The 2012 International Building Code (IBC) requires a site soil profile determination extending a
depth of 100 feet for seismic site classification. The current scope requested does not include the
required 100 foot soil profile determination. Borings for the building extended to a maximum depth
of approximately 25 feet and this seismic site class definition considers that medium dense silty
sands continues below the maximum depth of the subsurface exploration. Deeper exploration could
be performed to confirm the conditions below the current depth of exploration. Alternatively, a
geophysical exploration could be utilized in order to attempt to justify a higher seismic site class.
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
4.5 Floor Slab
4.5.1 Design Recommendations
DESCRIPTION I VALUE
Minimum 18 inches of approved on -site or imported soils placed
Floor slab support and compacted in accordance with section 4.2 Earthwork of this
Aggregate base course/capillary 4-inch compacted layer of free draining, granular subbase
break Z material
1. Floor slabs should be structurally independent of any building footings or walls to reduce the
possibility of floor slab cracking caused by differential movements between the slab and
foundation. Narrower, turned -down slab -on -grade foundations may be utilized at the approval of
the structural engineer. The slabs should be appropriately reinforced to support the proposed
loads.
2. We recommend subgrades be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated or saturated (wetted) prior to construction
of floor slabs, the affected material should be removed or the materials scarified, moisture
conditioned and recompacted. Upon completion of grading operations in the building areas, care
should be taken to maintain the recommended subgrade moisture content and density prior to
construction of the building floor slabs.
A subgrade prepared and tested as recommended in this report should provide adequate
support for lightly loaded floor slabs. Where appropriate, saw -cut control joints should be placed
in the slab to help control the location and extent of cracking. For additional recommendations
refer to the ACI Design Manual.
The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade
that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings,
or when the slab will support equipment sensitive to moisture. When conditions warrant the use
of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360
for procedures and cautions regarding the use and placement of a vapor retarder/barrier.
4.5.2 Construction Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, the subgrade may be disturbed due to utility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of base rock and concrete and corrective action may be required.
We recommend the area underlying the floor slab be rough graded and then thoroughly
proofrolled with a loaded tandem axle dump truck prior to final grading and placement of base
rock. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier
and to areas where backfilled trenches are located. Areas where unsuitable conditions are
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Geotechnical Engineering Report l�erracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
located should be repaired by removing and replacing the affected material with properly
compacted fill. All floor slab subgrade areas should be moisture conditioned and properly
compacted to the recommendations in this report immediately prior to placement of the base rock
and concrete.
4.6 Pavements
4.6.1 Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
However, as construction proceeds, excavations are made into these areas, rainfall and surface
water saturates some areas, heavy traffic from concrete trucks and other delivery vehicles
disturbs the subgrade and many surface irregularities are filled in with loose soils to improve
trafficability temporarily. As a result, the pavement subgrades, prepared early in the project
should be carefully evaluated as the time for pavement construction approaches.
We recommend the moisture content and density of the top 12 inches of the subgrade be
evaluated and the pavement subgrades be proofrolled within two days prior to commencement of
actual paving operations. Areas not in compliance with the required ranges of moisture or density
should be moisture conditioned and recompacted. Particular attention should be paid to high
traffic areas that were rutted and disturbed earlier and to areas where backfilled trenches are
located. Areas where unsuitable conditions are located should be repaired by removing and
replacing the materials with properly compacted fills. If a significant precipitation event occurs
after the evaluation or if the surface becomes disturbed, the subgrade should be reviewed by
qualified personnel immediately prior to paving. The subgrade should be in its finished form at the
time of the final review.
4.6.2 Design Considerations
Traffic patterns and anticipated loading conditions were not available at the time that this report
was prepared. However, we anticipate that traffic loads will be produced primarily by automobile
traffic and occasional delivery and trash removal trucks. The thickness of pavements subjected to
heavy truck traffic should be determined using expected traffic volumes, vehicle types, and vehicle
loads and should be in accordance with local, city or county ordinances.
Pavement thickness can be determined using AASHTO, Asphalt Institute and/or other methods if
specific wheel loads, axle configurations, frequencies, and desired pavement life are provided.
Pavement performance is affected by its environmental conditions. The civil engineer should
consider the following recommendations in the design and layout of pavements:
o Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2%;
o The subgrade and the pavement surface should have a minimum '/ inch per foot slope to
promote effective surface drainage;
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Geotechnical Engineering Report lrerr�con
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
■ Pavement drainage should be installed in surrounding areas anticipated for frequent wetting;
■ Joint sealant should be installed immediately;
■ To reduce moisture migration to subgrade soils, all landscaped areas in or adjacent to
pavements should be sealed;
■ Compacted, low permeability backfill should be placed against the exterior side of curb and
gutter; and,
■ Curb, gutter and/or sidewalk should be placed directly on low permeability subgrade soils
rather than on unbound granular base course materials.
4.6.3 Estimates of Minimum Pavement Thickness
As a minimum, we recommend the following typical pavement section be considered.
Typical Pavement Section Thickness (inches)
Asphalt
Asphalt
Graded
Portland
Concrete
Concrete
Aggregate
Total
Traffic Area
Alternative
Cement
Surface
Binder
Base
Thickness
Concrete
i
Course
Course
(GAB)
Light Duty
PCC
--
5
4
9
(Car Parking)
AC
2
--
6
8
Heavy Duty
PCC
--
--
6
4
10
(Truck/ Bus
Parking and
AC
1'/�
1 /z '
8
11
Driveways)
Trash Container
Pad and Delivery
PCC
--
--
6'/2
4
10'/2
Pad 2
1. 4,000 psi at 28 days with proper entrained air. PCC pavements are recommended for trash
container pads and in any other areas subjected to heavy wheel loads and/or turning traffic.
2. The trash container pad should be large enough to support the container and the tipping axle of
the collection truck.
The aggregate base course (ABC) should be compacted to a minimum of 98 percent of the
material's modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base
course thickness exceeds 6 inches, the material should be placed and compacted in two or
more lifts of equal thickness.
Asphalt concrete aggregates and base course materials should conform to the applicable North
Carolina Department of Transportation (NCDOT) "Standard Specifications for Roads and
Structures", Sections for Aggregate Base Course material, Hot Mix Asphalt Base Course, and
Surface Course.
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Geotechnical Engineering Report l��rraeon
Bojangles Restaurant- James Goode Property o Mills River, North Carolina
July 1, 2016 o Terracon Project No. 86165078
We recommend a portland cement concrete (PCC) pavement be utilized in entrance and exit
sections, dumpster pads, or other areas where extensive wheel maneuvering are expected.
Adequate reinforcement and number of longitudinal and transverse control joints should be
placed in the rigid pavement in accordance with ACI requirements. The joints should be sealed
as soon as possible (in accordance with sealant manufacturer's instructions) to minimize
infiltration of water into the soil.
4.6.4 Pavement Drainage
Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond
on or adjacent to the pavements could saturate the subgrade and contribute to premature
pavement deterioration. In addition, the pavement subgrade should be graded to provide positive
drainage within the granular base section.
We recommend drainage be included at the bottom of the Aggregate Base Course (ABC) layer
at the storm structures to aid in removing water that may enter this layer. Drainage could consist
of small diameter weep holes installed around the perimeter of the storm structures. The weep
holes should be installed at the elevation of the ABC and soil interface. The weep holes should
be covered with No. 57 stone which is encompassed in Mirafi 140 NL or approved equivalent
which will aid in reducing the amount of fines entering the storm system.
4.6.5 Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses
and, as such, periodic maintenance should be anticipated. Preventive maintenance should be
planned and provided for through an on -going pavement management program to slow the rate of
pavement deterioration, and to preserve the pavement investment. Preventive maintenance
consists of both localized maintenance (e.g., crack and joint sealing and patching) and global
maintenance (e.g., surface sealing). Prior to implementing any maintenance, additional
engineering observation is recommended to determine the type and extent of preventive
maintenance. Even with periodic maintenance, some movements and related cracking may still
occur and repairs may be required.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
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Geotechnical Engineering Report l��rracon
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive a Resourceful u Reliable 14

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DIAGRAM IS FOR GENERAL LOCATION
ONLY, AND IS NOT INTENDED FOR
CONSTRUCTION PURPOSES
Protect Nanager.
Project No.
ND
86165078
Drawn oy
Sot
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CNecFse Oy
File Name:
ND
ApprSveebp.
Dale
ND
6/30/16
lrerracon
BORING LOCATION PLAN
Exhibit
Bojangles in Mills River
Ccmulting Engineers&Scientists
3591 Boylston Highway
A-2
72
Mills River, North Carolina
PH (a6<1393-2W1 FA%.(a5<)MB 61

Geotechnical Engineering Report l�err�con
Bojangles Restaurant- James Goode Property ■ Mills River, North Carolina
July 1, 2016 ■ Terracon Project No. 86165078
Field Exploration Description
The subsurface exploration consisted of drilling and sampling 7 SPT borings (B-1 through B-9)
at the site to depths ranging from about 7 '/2 to 25 feet below existing grade. All borings were
located in the field by a Terracon engineer based on the proposed structure locations provided
by Client. The borings were laid out in the field using GPS coordinates obtained by overlaying
the site map on Google Earth TM software. The boring depths were measured from the existing
ground surface at the time of our field activities. The locations of the borings should be
considered accurate only to the degree implied by the means and methods used to define them.
The borings were drilled using a truck -mounted rotary drill rig using continuous flight hollow -stem
augers to advance the boreholes. Samples of the soil encountered in the borings were obtained
using the split -barrel sampling procedures. In the split -barrel sampling procedure, the number of
blows required to advance a standard 2-inch O.D. split -barrel sampler the last 12 inches of the
typical total 18-inch penetration by means of a 140-pound conventional safety hammer with a free
fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to
estimate the in -situ relative density of cohesionless soils and consistency of cohesive soils.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method. This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would be
obtained using the cathead and rope method. The effect of the automatic hammer's efficiency
has been considered in the interpretation and analysis of the subsurface information for this
report.
The samples were tagged for identification, sealed to reduce moisture loss, and taken to our
laboratory for further visual examination and classification. Information provided on the boring logs
attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling
intervals, and groundwater conditions. The borings were backfilled with auger cuttings prior to the
drill crew leaving the site.
A field log of each boring was prepared by the drill crew. These logs included visual classifications
of the materials encountered during drilling as well as the driller's interpretation of the subsurface
conditions between samples. Final boring logs included with this report represent the engineers
interpretation of the field logs and include modifications based on laboratory observation and tests
of the sample.
Responsive ■ Resourceful ■ Reliable Exhibit A-3

BORING LOG NO. B-1
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
o
LOCATION See ExhibitA-2
JZ
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to J
ter
=
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W
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to
aF
to
fin in
a
d
caw
ar
3
O
to
3 O
Q
N
LL
O
DEPTH
FILL - SANDY SILT (MU, with roots, dark brown, stiff
125
4-4-5
14
N=9
RESIDUAL - SANDY SILT IMLI, light brown to gray, very stiff
_
9-8-8
29
50
5
N=16
SILTY SAND (5M), fine grained, light gray, loose
2-3-3
25
N=6
8.5
SILTY SAND (SM), with gravel, orangish brown, loose to medium dense
_
3-4-3
N=7
1
—
3-6-8
1.'15.0
15
N=14
Auger Refusal at 15 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3 for description of field procedures.
Notes:
21/4' Hollow Stem Auger
See Appendix B fix description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Beings backfilled with soft cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
1 rerracon
72 Ponta Or
Boring Started: 6/29/2016
spring Completed: 6/29/2016
While drilling
Drill Rig: Geoprobe 7822 DT
Driller B, Burnett
Greenylle, SC
Project No.: 86165078
Exhibit: AA

BORING LOG NO. B-2
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
00
LOCATION See PJCrlblt Ara
? o
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LL
'~
N N
WF
IGF
2
Q
W
FJ
WZ
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Qsa
Q
LL�
30
3 O
m
DEPTH
FILL - SANDY SILT (MLI, with roots, dark brown to light brown, stiff
6-5-5
N=10
175
4-4-5
N=9
5
—
X
6-5-5
N=10
FILL - FAT CLAY WITH SAND (CHI, light gray, medium stiff
1100
—
224
1
X
N=6
RESIDUAL - SILTY SAND (SMI, fine to medium grained, light brown to gray, medium dense
3-4-7
N=11
15
—
tes
SILTY SAND ISM), fine grained, yellowish brown, medium dense
_
11-8-11
20 o
2
N=19
No Recovery
—
889
25.0
25
N=17
Boring Terminated at 25 Feet
Stratification lines are approximate. In -situ, the transition may be gradual Hammer Type: Automatic
Advancement Method
See Exhibit A-3 for description of field procedures.
Notes'.
2 1/4" Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilletl with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
lrerracon
72 Pointe Cir
Boring Started: 61292016
Boring Completed: 61292016
At completion ofdrilling
Drill Rig: Geoprobe 7822 DT
Dnllec B. dome"
Greenville, SC
Project No.: 86165078
Exl ibit: A-5

BORING LOG NO. B-3
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
O
LOCATION See Exhibit A-2
Z
a
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e
o
U
-
O
JQ
F
W
WZ
0
3 to
LL
U
DEPTH
O
N
FILL - SANDY SILT (MIL), with roots, brown to gray, stiff
5-5-5
25
N=10
6-5-7
21
N=12
5
—
6-6-8
20
N=14
8,5
RESIDUAL - SILTY SAND (Still, fine grained, light brown to light gray, loose
_
2-4-3
log
1
N=7
SILTY SAND ISMI, fine to medium grained, orangish brown, loose
—
3-3-3
15,0 r
15
N=6
SILTY SAND ISM), fine grained, grayish brown, medium dense
9-10-11
20.0
20
N=21
SILTY SAND (Still fine grained, yellowish brown, medium dense
11-8-8
25,0
25
N=16
Boring Terminated at 25 Feet
Stratification lines are approximate, In -situ, the transition may he gradual. Hammer Type: Automatic
Adyanoement Method.
See Exhibit A-3 for description of field procedures.
Notes
2 1/4" Hollow Stem Auger
See Appendix B for descripton of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method.
Borings backfilled with soil cuttings upon completion.
abbreNations.
WATER LEVEL OBSERVATIONS
1 rerracon
Boring Started: 6/29/2016
Boring Completed. 6/29/2016
While drilling
Drill Rig: Geoprobe 7822 DT
Driller B. Burnett
�2 Rdnte Cir
Greentille, Z
Project No: 66165078
SPhlbll: A$

BORING LOG NO. B-4
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
0
O
LOCATION See Exhlblt A-2
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FJ
WZ
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R'%
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❑N
QW
30
o
am
3
¢
W,
LL
U
DEPTH
U
m
FILL - SANDY SILT f MLI, with roots, dark brown to light brown, stiff
4-5-7
N=12
5-7-7
50
5
N=14
RESIDUAL - SILTY SAND ISM), fine grained, orangish brown, loose
7-4-3
z5
N=7
Boring Terminated at 7.5 Feet
Stratification lines are approximate .In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Extlblt A-3 for description of field procedures.
Notes.
2 1l4- Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Borings backfilled with soil cuttings upon completion.
abbrsWations.
WATER LEVEL OBSERVATIONS
1 rerracon
72 Pointe Cir
Boring Started: 6292016
Boxing Completed: 612912016
No free water observed
Drill Rig: Geoprobe 7822 DT
Dnllec B. Bumen
GreenNlle, SC
Project No.: 86165078
Exhibit: A

BORING LOG NO. B-5
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
o
LOCATION See Ehibit A-2
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yy
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U
LL
2
Jr=
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W
wlw-
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,Yr
W z
az
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30
3
a
W
U
DEPTH
O
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FILL - SANDY SILT (MU, with roots, dark brown to light brown, stiff
130
4-7-6
12
N=13
RESIDUAL - SILTY SAND (SM), fine grained, light brown to gray, loose to medium dense
4-4-4
13
N=8
5
—
4-7-6
22
`..
75
N=13
Boring Terminated at 7.5 Feet
Stratification lines areapprodmate.In-situ, thetransition maybegradual. Hammer Type: Automatic
Advancoment Method
Sae FJQribit A-3 for description of field procedures.
Notes:
2 114" Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfille i with soil cuttings upon completion,
abbredations.
WATER LEVEL OBSERVATIONS
l��rracon
72 Pointe Or
Boring Staded: 6/29/2016
Boring Completed: 6/29I2016
No tree wafer observed
Drill Rig: Geoprobe 7822 DT
Dnllec B. Bumett
Greendlle, SC
Project No.: 86165078
E#ribit: A-8

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BORING LOG NO. B-6
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
a
O
LOCATION See Exhibit A-2
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30
Q
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DEP
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FILL - SANDY SILT WILL with roots, dark brown, stiff
6-7-5
N=12
30
RESIDUAL - SILTY SAND ISM1, fine grained, light brown to reddish orange, loose
3-4-6
N=10
5
—
—
344
''.'.
7.5
N_6
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Adyancemenl Method:
See Exhibit A-3 for description of field procedures.
Notes'.
2 1/4' Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backfilled with soil cuttings upon completion.
abbrehdations.
WATER LEVEL OBSERVATIONS
1 rerracon
Boring Started: 6/29/2016
Boring Completed: 6/29/2016
No free water observed
Drill Rig: Geoprobe 7822 DT
Dnllec B. Burnett
72 Peirce Cir
GreenHlle, SC
Project No.: 86165078
Exhibit A-9

BORING LOG NO. B-7
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
o
LOCATION See Exhibit A-2
m
w 0
W
O
W I
)a
F
W N
K r
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M
h
Q
W�
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J
F J
O W
W Z
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am
<
LL
CL
3z
3 O
W
U
DEPTH
FILL - SANDY SILT IML), with roots, dark brown, stiff
130
5-5-7
17
N=12
RESIDUAL - SILTY SAND ISM), fine grained, light brown to reddish orange, loose
_
4-4-6
20
N=10
5
—
3-4-5
7
Boring Terminated at 7.5 Feet
Stratification lines are approdmale.In-sit, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See ExhibltA-3 for description of field procedures.
Notes'.
2 1W Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method:
Borings backflled with soil cuttings upon completion.
abalwations.
WATER LEVEL OBSERVATIONS
l��rracon
Boring Started: fil2912016
Boring Competed: 6/29/2016
No free water observed
Drill Rig: Geoprobe 7822 DT
Driller B. Burnell
72 Pointe Or
Cxeenalle, SC
Project No.: 86165078
Exhibit A-10

BORING LOG NO. B-8
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
LOCATION See Exhibit A-2
a
o
O
O
wW
O
it
F
2
2
F
JQ
R'i
dd
J
J
'y
WZ
QW
a
wW
30
o
ol
a
LL
U
DEPTH
O
h
FILL -SANDY SILT (Ill with roots, dark brown, stiff
110
4-4-5
N=g
RESIDUAL - SILTY SAND (SM), fine grained, light gray to brownish gray, medium dense to loose
—
988
N=16
5
—
2-3-4
7.5
N_7
Boring Terminated at 7.5 Feet
Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic
Advancement Method:
See Exnibit A3 for description of field procedures.
Notes:
2 1/4" Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for explanation of symbols and
Abandonment Method
Borings backfilled with soil cuttings upon completion.
abbreviations.
WATER LEVEL OBSERVATIONS
1 iarracon
Boring Stoned: 6/29/2016
Boxing Completed. 6/29/2016
No free water observed
Drill Rig: Geoprobe 7822 DT
Driller B. Burnett
Or
Lnte
Greenville, SC
Protect No.: 86165078
Exhibit: A-11

BORING LOG NO. B-9
Page 1 of 1
PROJECT: Bojangles in Mills River
CLIENT: Rigsby Family Holdings, LLC
Arden, NC
SITE: 3591 Boylston Highway
Mills River, North Carolina
0
o
LOCATION See Erhibit A-2
wo
a
e
u
i
a
to
to
r?
� r
wz
a
qa
to
ww
a
w
z
o
am
3
1
1�
O
DEPTH
0
n
FILL - SANDY SILT (MIL), with roots, light brown, stiff
5-7-7
20
N=14
3.0
RESIDUAL - SILTY SAND (Stiff, fine to medium grained, light brown to gray, loose
_
6-4-5
24
N=9
5
—
4-5-4
22
T5
N=9
Boring Terminated at 7.5 Feet
Stratification tines are approximate. In -situ, the transition maybe gradual. Hammer Type: Automatic
Advancement Method:
See Exhibit A-3for description of field procedures.
Notes.
2114- Hollow Stem Auger
See Appendix B for description of laboratory
procedures and additional data (if any).
See Appendix C for evianation of symbols and
Abandonment Method:
Borings backfilled with and cvWngs upon completion.
abbreaalions.
WATER LEVEL OBSERVATIONS
1 rerracon
Boring Started: 6/2912016
Boring Completed: 6/29/2016
No free water observed
Drill Rig: Geoprobe 7822 DT
Dnllec B. Burned
72 Pointe Cir
CxeenNlle, SC
Project No.: 86165078
Exhibit: A-12

GENERAL NOTES
• DESCRIPTION OF SYMBOLS AND ABBREVIATIONSnX
DESCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined
on the basis of their in -place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic
maps of the area.
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) Percent of Maier Component Particle Size
of other constituents Dry Weight of Sample
Trace < 15 Boulders Over 12 in. (300 mm)
With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier > 30 Gravel 3 in, to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm
Silt or Clay Passing #200 sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Termfsl Percent of Term Plasticity Index
of other constituents DryWeiaht Non -plastic 0
Trace < 5 Low 1 - 10
With 5-12 Medium 11 - 30
Modifier > 12 High > 30
1 rerracon Exhibit B-1
Water Initially
(HP) Hand Penetrometer
Encountered
Auger Split Spoon
� Water Level After a
Specified Period of Time
(T) Torvane
' �
J
W
Water Level After
� a Specified Period of Time
(A
H
(b/f) Standard Penetration
0
N
Test (blows per foot)
Z
Shelby Tube Macro Core
W
W
Q_J
�
Water levels indicated on the soil boring
logs are the levels measured in the
�
J
(pID) Photo -Ionization Detector
W
borehole at the times indicated.
W
�
Q
Groundwater level variations will occur
U.(
OVA Organic Vapor Analyzer
) Yz
Ring Sampler Rock Core
�
over time. In low permeability soils,
accurate determination of groundwater
V /
levels is not possible with short term
water level observations.
Grab Sample No Recovery
RELATIVE DENSITY OF COARSE -GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(More than 50 % retained on No. 200 sieve.)
(50 % or more passing the No. 200 sieve.)
Density determined by Standard Penetration Resistance
Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts.
visual -manual procedures or standard penetration resistance
N
Descriptive Term
Standard Penetration or
Ring Sampler
Descriptive Term
Unconfined Compressive
Standard Penetration or
Ring Sampler
�
(Density)
N-Value
Blows/Ft.
(Consistency)
Strength, Du, tsf
N-Value
Blows/Ft.
QI
Blows/Ft.
BlowslFt.
W
F
Very Loose
0-3
0-6
Very Soft
less than 0.25
0-1
< 3
~
Loose
4-9
7-16
Soft
0.25 to 0.50
2-4
3-4
Z
W
Medium Dense
10 - 29
19 - 58
Medium -Stiff
0.50 to 1.00
4-8

4
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Group
Symbol
Group Name
Gravels:
Clean Gravels:
Cu >_ 4 and 1 5 Cc 5 3 e
GW
Well -graded gravel r
More than 50% of
Less than 5% fines c
Cu < 4 and/or 1 > Cc > 3 s
GP
Poorly graded gravel P
Coarse Grained Soils:
More than 50%
coarse
fraction retained on
No. 4 sieve
Gravels with Fines:
More than 12% fines
Fines classify as ML or MH
GM
Silty gravel r,G. H
Fines classify as CL or CH
y
GC
Clayey ravel F.G,H
Y Y 9
retained
on No. 200 sieve
Sands:
50% or more of coarse
Clean Sands:
Less than 5% fines °
Cu >: 6 and 1 5 Cc 5 3 e
SW
Well -graded sand'
Cu < 6 and/or 1 > Cc > 3 e
SP
Poorly graded sand'
fraction passes
Sands with Fines:
Fines classify as ML or MH
SM
Silty sand G"'
No. 4 sieve
More than 12% fines °
Fines Classify as CL or CH
SC
Clayey sand GH'
Silts and Clays:
Inorganic:
PI > 7 and plots on or above "A" line'
CL
Lean clay K,LM
PI <4 or plots below "A" line'
ML
Silt KLM
Fine -Grained Soils:
50% the
Liquid limit less than 50
Organic:
Liquid limit - oven dried
<0.75
OL
Organic clay K•LM N
Liquid limit - not dried
Organic silt KLMO
or more passes
No. 200 sieve
Silts and Clays:
Inorganic:
PI plots on or above "A" line
CH
Fat clay K,LM
PI plots below "A" line
MH
Elastic Silt K,L,M
Liquid limit 50 or more
Organic:
Liquid limit - oven dried
< .
075
OH
Organic clay K.LM`v
Liquid limit -not dried
Organic silt K,LM,o
Highly organic soils:
Primarily organic matter, dark in color, and organic odor
PT
Peat
A Based on the material passing the 3-in. (75-mm) sieve
H If fines are organic, add "with organic fines" to group name.
e If field sample contained cobbles or boulders, or both, add "with cobbles
If soil contains >- 15% gravel, add "with gravel" to group name.
or boulders, or both" to group name.
' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
c Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded
K If soil contains 15 to 29% plus No. 200, add "with sand" or "with
gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly
gravel," whichever is predominant.
graded gravel with silt, GP -GC poorly graded gravel with clay.
L If soil contains >- 30% plus No. 200 predominantly sand, add "sandy"
° Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
to group name.
sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
M If soil contains >- 30% plus No. 200, predominantly gravel, add
"gravelly' to group name.
(D )'
e Cu = D6dD,o Cc = '0
D10 x D60
N PI 2 4 and plots on or above "A" line.
° PI < 4 or plots below "A" line.
P PI plots on or above "A" line.
F If soil contains >- 15% sand, add "with sand" to group name.
° PI plots below "A" line.
G If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
50
a
W 40
O
Z
} 30
U
a 20
J
a
10
o
LIQUID LIMIT ILL)
1 rerracon Exhibit B-2
For classification of fine-grained
��
I
soils and fine-grained fraction
of coarse -grained soils
Equation of"A" - line
Horizontal at PI=4 to LL=25.5.
— then PI=0.73 (LL-20)
0
I
•P�
+J ,f�
-
Equation of "U" -lino
Vertical at LL=16 to PI=7,
�oK
�+
then PI=0.9 (LL-6)
_G to
jMH
or OH
� � Imo—
__
i L -ML MLorOL
i �—I

See last page of
Deed for various
pins and REID's.
*Qs
840761
PAGE 304 (3)
This document presented and filed:
05103t2016 02:41:18 PM
WILLIAM LEE KING, Henderson COUNTY, NC
Transfer Tax: $0.00
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax -0-
Parcel Identification No.
Mail after recording to Robert L. Hogan, PO Box 1688, Hendersonville, NC 28793
This instrument was prepared by: Robert L. Hogan
Brief description for the Index: Various Tracts
Title Not Certified
THIS DEED made this day of 6 ?: ( , 2016, by and between:
GRANTOR GRANTEE
James A. Goode, Unmarried James Goode Revocable Trust
5674 Old Haywood Road Under Agreement Dated February 6, 2013
Mills River, NC 28759 James Goode, Trustee
5674 Old Haywood Road
Mills River, NC 28759
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors, and assigns, and shall include singular, plural, masculine, feminine or neither as
required by context.
WITNESSETH, that Grantor, for a valuable consideration paid by Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto
Grantee in fee simple, all that certain lots or parcels of land situated in Henderson County,
North Carolina, and more particularly described as follows:
See attached Exhibit A
THIS PROPERTY DOES DOES NOT x INCLUDE GRANTOR'S PRINCIPAL
RESIDENCE.(N.C.G.S. 105-317.2)
This property was acquired by Grantor by instrument recorded in Deed Book , Page

Book 1661
Page 305
TO HAVE AND TO HOLD the Aforesaid Property and all privileges and appurtenances thereto
belonging to Grantee in fee simple.
And Grantor covenants with Grantee, that Grantor is seized of the Property 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 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 is subject to the following exceptions:
Ad valorem taxes for the current year and subsequent years, easements, rights of way and
restrictions of record.
IN WITNESSETH WHEREOF, Grantor has hereunto set his hand and seal, the day and year
first above written.
(SEAL)
James A. Goode
STATE OF NORTH CAROLINA
COUNTY OF Henderson
I certify that the following person personally appeared before me this day, each
acknowledging to me that he voluntarily signed the foregoing document for the purpose stated
therein and in the capacity indicated: James A. Goode, Grantor.
Date: o �/LZd/ /�_ 1 C✓fZ �y -
Robert L. Hog -Notary Public
My Commission Expires: 08/19/2018

Book 1661
Page 306
EXHIBIT A
Goode/Goode Revocable Trust
BEING all real property located in Henderson County North Carolina including but not
limited to the following:
1. Being that identical property as described in Deed Book 804 at Page 31, Henderson
County North Carolina Registry. 0106870 0800989
2. Being that identical property as described in Deed Book 970 at Page 27, Henderson
County North Carolina Registry. PIN 9631694965, Parcel 0800989.
9960037 & 9960038
3. Being that identical property as described in Deed Book 1 123 at Page 166, Henderson
County North Carolina Registry. PIN 9631697733, Parcel 9960038.
4. Being that identical property as described in Deed Book 1 145 at Page 170, Henderson
County North Carolina Registry. PIN 9631697963, Parcel 9972987. 9972987
5. Being that identical property as described in Deed Book 1577 at Page 690, Henderson
County North Carolina Registry. Parcel 1002946; 1004800; 1004627
1002946,1004800,
& 1004627

intl
inL
] ! REID ;Card -' Owner Nam-
Deed Ref
Doc. Tvoe Deed Date Physical Address ! PJ Sta[us i Property Desc. -- --�
PIN
] ! 0800152; P !GOODE, JAMES A
1000735-007371GWD
1 4/11/1989 10 NO ADDRESS ASSIGNED MR! ACTIVE JEFFERESS RD
19631 00 69 4841
-1.0800882; P iGOODE, JAMES
1000735-007911�
GWD
1 4/11/1989 k 3591 BOYLSTON HWY 1MRIACTIVEI.NC191 ON _
k96320060418(
] 10800989; 1 of 1!GOODE, JAMES A
1000970-000271
GWD
i 11/6/1998!3609 BOYLSTON HWY ;MRIACTNE"I NC191 ON
96310069496E
] 108011901. P iGOODE, JAMESA
j000736-000831GWD
1 4/13/19891 ONO ADDRESS ASSIGNED IMRI ACTIVE{NC191 ON ^_j9632
0060520`_
] �10029461 P jGOODE, JAMESA
:001577-006901SWD
16/13/2014 i 12 PENLAND RD i MRIIACTNEjGREENE PROP OMSLD-5484
i9632 607153
] 199600371 P' IGOODE, JAMES A
1001123-00166
PLAT
112/23/200210 NO ADDRESS ASSIGNED IMRj ACTIVE;:*04 GREENE PROPERTY
19631 00 69 7621
] �99600381 P GOODE, JAMES A
1001123-001661
PLAT
�12/23/2002!0 NO ADDRESS ASSIGNED ;M—R7N IACTE:,t05 GREENE PROP
19631 00 69 773-
_-1 _
❑ 1 99716431 P IGOODE, JAMES A
J
1001119-00446
1 GWD
{
! 11/20/200210 NO ADDRESS. ASSIGNED IMR(�OLD HAYWOOD RD
i9632 00 69 462(
�] 19972987i P GOODE, JAMES A
1001145-00170
1 PLAT
6/30/2003 10 NO ADDRESS ASSIGNED 1MWACTIVE 1R09 GREENE PROP
9631 00 69 7963
❑ 11004 P GOODE, JAMESA
001577-0069 WD
1 6/13/2014 1140 VANCE HILL DR ! MMRIAC�T_IVE j,TR3.l0A NC280 ON BMSLD-6004
! 00 : 5(
i 10048001 1 of 1 GOODE, JAMESA
loon 77-00690
1SWD
_.9632
16/13/2014 140 EMMA SHARP RD MRjACTIVE 1TR6.87A GREENE PROP BMSLD-6004 19632 00 60 945Z
❑ 19948548I 1 of 11000DE, JAMES TRUSTEE (1001661-003071GWD
1 5/3/2016 �5674 OLD HAYWOOD RD jMR'ACTI NC 191 ON
19632 00 69 5821