SW1210602_Design Calculations_20210630

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
SUPPORTING CALCULATIONS
FOR
Suncap
Post Construction Stormwater Management — Supporting Documentation
TOWN OF MILLS RIVER
HENDERSON COUNTY, NORTH CAROLINA
PREPARED BY:
WGLA Engineering, PLLC
CONSULTING ENGINEERS
724 5t" Avenue West
Hendersonville, NC 28739
P-1342
June 2021

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Town of Mills River
Henderson County, North Carolina
Table of Contents
Narrative and Project Description
Location Map and Site Plans
NOAA Rainfall Data
Geotechnical Report
Stormwater Collection System
Bioretention Cell Supplement
Level Spreader Design Calculations

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Narrative and Project Description

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Town of Mills River
Henderson County, North Carolina
Erosion Control Narrative and Project Description:
Site Location: This site is located in Henderson County and is bounded by Ferncliff Park
Drive (S.R. 2418) to the south, vacant wooded parcel to the north and west and a newly
constructed gravel road by NCDOT to the east. The site is accessed from NC 280 by
Ferncliff Park Drive.
Project Description: Suncap is a project involving the construction of a new distribution
facility in the Ferncliff Industrial Park. Stormwater from the parking, drive isles, loading
areas and building will be collected and directed to five bio-retention cells located
around the perimeter of the site.
Site Description: The site is located north of Ferncliff Park Drive (S.R. 2418), west of GF
Linamar facility and east and south of vacant wooded parcels. Streams and wetlands on
and in the vicinity of the site have been verified by the Corps of Engineers. No impacts
to streams or wetlands are planned on this parcel as part of the construction of the
distribution facility site.
The bioretention cells will be located along the perimeter the site to collect and treat
stormwater runoff. Soils information has been collected for these areas, and the
proposed cell will be more than 2' above the seasonal high water table. No borings on
the entire site encountered groundwater, and the bore levels were far below the
proposed facility or any of the bioretention cells. A copy of the geotechnical report is
included in this package.
The bioretention cells will be sized to accommodate all the impervious area of this site.
Three feet of soil media will be provided in the basins, and the basins will be covered
with mulch. The basins will also be constructed with forebays to reduce inlet velocity
and to collect any trash or sediment from the impervious area. Liners are being provided
for bioretention cells A, B and C, due to the proximity to retaining walls, steep slopes or
other features. The liner is required to prevent infiltration of water to areas that could
cause damage or failures.
LEED: The Owner has elected to meet LEED requirements for this project related to
stormwater management. Follow is a summary of the strategies used to meet the
stormwater requirements:
SSc6.1 Stormwater Design — Quantity Control
The Suncap site is greater than 50% impervious (53%) for this development.
Calculations have been provided showing the post -development runoff rates and
quantities for the 90' percentile storm events (1.25 inches). The quantity is controlled
with the BMPs described above.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
The routing of storm events through the SCM was performed using Hydroflow to
generate hydrographs and to calculate runoff rates.
SSc6.2 Stormwater Design — Quality Control
Removal of total suspended solids for the GF Linamar site is accomplished through the
use of stormwater BMPs used. Five proposed bioretention cells have been provided to
treat runoff from parking, buildings, loading and drive areas. Calculations for the water
quality volumes required and provided in the bioretention cells have been provided with
this report.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Location Map and Site Plans

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
41
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WGLA ENGINEERING, PLLC
724 5th AVENUE Suncap Skyland Quad Map
HENDERSONVILLE, NC 28739 Town of Mills River
[phone] Henderson County Job #: 20176
WGLA.COM North Carolina Date: 6/22/21
NC LICENSE P-1342 Scale: 1" = 2000'

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
1310—RETENTION
CELL "B"
1310—RETENTION
CELL "A"
I
I
I
I
I
V
I
1310—RETENTION
CELL "E"
DRAINAGE
AREAS
DRAINAGE
TO BIO-CELL
DRAINAGE
TO BIO-CELL
DRAINAGE
TO BIO-CELL
DRAINAGE TO BIO-CELL
DRAINAGE TO BIO-CELL
"B"
"C»
11 D"
„E„
1310—RETENTION
CELL "C"
1310—RETENTION
CELL "D"
RNCLIFF PARK DRIVE
(PUBLIC 60' R/W)
Preliminary
WGLA ENGINEERING, PLLC
Stormwater
WGLA
724 5th AVENUE
Suncap
Management Plan
HENDERSONVILLE, NC 28739
Town of Mills River
Sheet 1 of 1
[phone]
Henderson County
Job #: 20176
Engineering WGLA.COM
North Carolina
Date: 6/22/21
NC LICENSE P-1342
Scale: 1' = 300'

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
NOAA Rainfall Data

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
NOAA Atlas 14, Volume 2, Version 3 ASHEVILLE
WSO AP
Station ID: 31-0300
Location name: Fletcher, North Carolina, USA*
Latitude: 35.4358*, Longitude:-82.5392°
Elevation:
Elevation (station metadata): 2140 ft** 9 M"
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, 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
Duration
Average
recurrence interval (years)
1
����������
2
5
10
25
50
100
200
500
1000
0.365
0.435
0.521
0.587
0.673
0.738
0.804
0.870
0.955
1.02
5-min
(0.329-0.406)
(0.393-0.483)
(0.470-0.579)
(0.527-0.651)
(0.600-0.745)
(0.655-0.816)
(0.710-0.891)
(0.763-0.966)
(0.827-1.07)
(0.878-1.15)
0.584
0.695
0.835
0.939
1.07
1.18
1.28
1.38
1.51
1.61
1 0-min
(0.526-0.649)
(0.628-0.772)
(0.752-0.928)
1 (0.843-1.04)
1 (0.956-1.19)
11 (1.04-1.30)
11 (1.13-1.42)
1 (1.21-1.53) 11
(1.31-1.69)
11 (1.38-1.81)
0.729
0.874
1.06
1.19
1.36
1.49
1.62
1.74
1.90
2.02
1 5-min
(0.657-0.811)
(0.789-0.971)
(0.951-1.17)
1 (1.07-1.32)
1 (1.21-1.50)
11 (1.32-1.65)
11 (1.43-1.79)
1 (1.53-1.93)
(1.65-2.13)
(1.74-2.28)
1.00
1.21
1.50
1.72
2.01
2.24
2.47
2.71
3.03
3.28
30-min
(0.901-1.11)
(1.09-1.34) 11
(1.35-1.67)
1 (1.80-2.23)
11 (1.99-2.48)
11 (2.18-2.74)
1 (2.37-3.01)
(2.62-3.38)
(2.81-3.69)
1.25
1.51
1.92
2.24
2.68
3.04
3.41
3.80
4.34
4.79
60-min
(1.12-1.39) 11
(1.37-1.68)
(1.73-2.14)
1 (2.39-2.97)
11 (2.69-3.36)
11 (3.01-3.78)
1 (3.33-4.22)
(3.76-4.85)
(4.10-5.38)
1.46
1.77 7
7 2.24
2.60
3.13
7 3.55
F 3.99
F 4.47
5.13
5.67
2-hr
(1.31-1.62) 11
(1.59-1.96)
(2.00-2.47)
1 (2.33-2.88)
1 (2.77-3.47)
11 (3.13-3.93)
11 (3.49-4.43)
1 (3.88-4.96)
(4.39-5.73)
(4.81-6.37)
1.56
1.88
2.36
F 3.33
7 3.80
F 4.31
F 4.86
5.65
6.30
3-hr
(1.41-1.75) 11
(1.70-2.10) 11
(2.12-2.62)
1 (2.95-3.70)
11 (3.35-4.23)
11 (3.76-4.79)
1 (4.19-5.41)
(4.80-6.34)
(5.29-7.11)
1.95
2.32
2.86
3.32
3.99
4.56
5.18
5.85
6.82
7.64
6-hr
(1.78-2.14) 11
(2.11-2.55) 11
(2.60-3.14)
1 (3.01-3.65)
1 (3.59-4.38)
11 (4.07-5.00)
11 (4.57-5.69)
1 (5.11-6.44)
(5.86-7.56)
(6.48-8.52)
2.46
2.93
3.59
4.12
4.87
5.47
6.09
6.74
7.65
8.36
12-hr
(2 26-2.68) 11
(2.69-3.20) 11
(3.30-3.92)
1 (4.44-5.31)
11 (4.97-5.97)
11 (5.50-6.66)
1 (6.05-7.40)
(6.78-8.45)
(7.34-9.31)
2.91
3.49
4.29
4.94
5.82
6.54
7.28
8.05
9.12
9.97
24-hr
(269-3.15) 11
(3.24-3.79) 11
(3.97-4.66)
1 (4.56-5.34)
1 (5.36-6.30)
11 (6.00-7.07)
11 (6.65-7.86)
1 (7.31-8.70)
(8.21-9.87)
11 (8.90-10.8)
3.46
4.13
5.03
5.75
6.74
7.54
8.36
9.20
10.4
11.3
2-da
(3.22-3.73) 11
(3.84-4.45) 11
(4.67-5.42)
1 (6.23-7.25)
11 (6.94-8.11)
11 (7.67-9.00)
1 (8.40-9.93)
(9.39-11.2)
(10.2-12.2)
3.69
4.39
5.32
6.04
7.03
7.82
8.62
9.44
10.6
11.4
3-da
(3.44-3.96) 11
(4.10-4.72) 11
(4.95-5.71)
1 (5.62-6.48)
1 (6.52-7.54)
11 (7.22-8.39)
11 (7.93-9.27)
1 (8.65-10.2)
(9.60-11.4)
(10.3-12.4)
3.92
4.67
5.60
6.34
7.33
8.10
8.89
9.68
10.7
11.6
4-da
(3.66-4.19)
(4.35-5.00)
(5.22-5.99)
(5.90-6.78)
(6.80-7.84)
(7.50-8.67)
11 (8.20-9.53)
1 (8.90-10.4)
(9.81-11.6)
(10.5-12.5)
4.57
5.42
6.50
7.36
8.52
9.44
10.4
11.3
12.6
13.7
7-da
(4.27-4.89)
(5.07-5.82)
(6.07-6.97)
(6.86-7.88)
(7.92-9.11)
(8.75-10.1)
11 (9.59-11.1)
1 (10.4-12.1)
(11.5-13.6)
(12.4-14.7)
5.23
6.19
7.34
8.25
9.49
10.5
11.4
12.4
13.8
14.8
10tlay
(4.93-5.56)
(5.83-6.58)
(6.92-7.81)
(7.77-8.77)
(8.90-10.1)
(9.79-11.1)
11 (10.7-12.2)
1 (11.6-13.2)
(12.7-14.7)
11 (13.6-15.9)
7.11
8.36
9.71
10.8
12.1
13.2
14.2
15.1
16.4
17.4
20tlay
(6.72-7.51)
(7.91-8.84)
(9.18-10.3)
(10.2-11.4)
(11.4-12.8)
(12.4-13.9)
11 (13.3-15.0)
1 (14.2-16.0)
(15.3-17.4)
(16.1-18.5)
8.72
10.2
11.7
12.8
14.2
15.3
16.2
17.2
18.3
19.1
30tlay
(8.28-9.20)
(9.72-10.8)
(11.1-12.3)
(12.2-13.5)
(13.5-15.0)
(14.4-16.1)
11 (15.3-17.1)
1 (16.2-18.1)
(17.2-19.4)
(17.9-20.3)
11.1
13.0
14.6
15.8
17.3
18.3
19.2
20.1
21.1
21.8
45tlay
(10.6-11.6)
(12.3-13.6)
(13.9-15.3)
(15.0-16.6)
(16.4-18.1)
(17.4-19.2)
11 (18.2-20.2)
1 (19.0-21.1)
(20.0-22.2)
(20.6-23.0)
13.3
15.5
17.3
18.6
20.2
21.3
22.3
23.2
24.2
24.9
60tlay
(12.7-14.0)
(14.8-16.3)
(16.5-18.2)
(17.819.6)
(19.2-21.3)
(20.2-22.4)
(21.2-23.5)
(22.0-24.4)
(22.9-25.6)
(23.5-26.3)
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 Atlas 14 document for more information.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
NOAA Atlas 14, Volume 2, Version 3
Location name: Fletcher, North Carolina, USA*
�'It
Latitude: 35.4358*, Longitude:-82.5392*
Elevation: 2147.72 ft *
*source: ESRI Maps 'w,�w,
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, 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/hourp
Average recurrence interval (years)
1
2
5
10
25
501
100
200
500
1 000
4.38
5.22
6.25
7.04
8.08
8.86
9.65
10.4
11.5
12.3
5-min
(3.95-4.87)
1 (4.72-5.80) 11
(5.64-6.95) 11
(6.32-7.81)
1 (7.20-8.94)
1 (7.86-9.79) 11
(8.52-10.7)
1 (9.16-11.6)
1 (9.92-12.8) 11
(10.5-13.8)
3.50
4.17
5.01
5.63
6.43
7.06
7.67
8.27
9.07
9.68
10-min
(3.16-3.89)
(3.77-4.63)
(4.51-5.57)
(5.06-6.24)
(5.74-7.12)
(6.26-7.80)
(6.77-8.50)
(7.25-9.19)
(7.85-10.1)
(8.30-10.9)
2.92
3.50
4.22
4.75
5.44
5.96
6.46
6.96
7.61
8.10
15-min
(2.63-3.24)
(3.16-3.88)
(3.80-4.70)
(4.27-5.26)
(4.85-6.02)
(5.28-6.58)
(5.70-7.16)
(6.10-7.73)
(6.59-8.50)
(6.94-9.10)
2.00
2.41
3.00
3.44
4.03
4.48 7
7 4.95
5.42
6.05
6.56
30-min
(1.80-2.22)
1 (2.18-2.68) 11
(2.70-3.34) 11
(3.09-3.81)
1 (3.59-4.46)
1 (3.98-4.96) 11
(4.37-5.48)
1 (4.75-6.02)
1 (5.24-6.77) 11
(5.62-7.37)
1.25
1.51
1.92
2.24
2.68
3.04
3.41
3.80
4.34
4.79
60-min
(1.12-1.39)
1 (1.37-1.68) 11
(1.73-2.14) 11
(2.01-2.48)
1 (2.39-2.97)
1 (2.69-3.36) 11
(3.01-3.78)
(3.33-4.22)
(3.76-4.85)
(4.10-5.38)
0.729
0.885
1.12
1.30
1.56
1.77
2.00
2.23
2.56
2.83
2-hr
(0.655-0.809)
(0.796-0.980)
(1.00-1.24) 11
(1.16-1.44)
1 (1.39-1.73)
1 (1.56-1.97) 11
(1.75-2.22)
(1.94-2.48)
(2.20-2.86)
(2.40-3.18)
0.520
0.626
0.786
0.916
1.11
1.26
1.43
1.62
1.88
2.10
3-hr
(0.469-0.581)
(0.564-0.698)
(0.706-0.873)
(0.820-1.02)
(0.982-1.23)
1 (1.11-1.41) 11
(1.25-1.60)
1 (1.40-1.80)
1 (1.60-2.11) 11
(1.76-2.37)
0.325
0.387
0.477
0.554
0.666
0.761
0.864
0.976
1.14
1.27
6-hr
(0.297-0.358)
(0.353-0.425)
(0.435-0.524)
(0.503-0.609)
(0.600-0.732)
(0.680-0.835)
(0.764-0.951)
(0.853-1.08)
(0.978-1.26) 11
(1.08-1.42)
0.204
0.243
0.298
0.342
0.404
0.454
0.506
0.560
0.635
0.694
12-hr
(0.188-0.223)
(0.223-0.265)
(0.274-0.325)
(0.314-0.373)
(0.368-0.440)
(0.412-0.496)
(0.457-0.553)
(0.502-0.614)
(0.563-0.702)
(0.609-0.773)
0.121
0.145
0.179
0.206
0.243
0.273
0.303
0.335
0.380
0.415
24-hr
(0.112-0.131)
(0.135-0.158)
(0.166-0.194)
(0.190-0.223)
(0.223-0.262)
(0.250-0.295)
(0.277-0.328)
(0.305-0.362)
(0.342-0.411)
(0.371-0.450)
0.072
0.086
0.105
0.120
0.140
0.157
0.174
0.192
0.216
0.235
2{iay
(0.067-0.078)
(0.080-0.093)
(0.097-0.113)
(0.111-0.129)
(0.130-0.151)
(0.145-0.169)
(0.160-0.188)
(0.175-0.207)
(0.196-0.234)
(0.212-0.255)
0.051
0.061
0.074
0.084
0.098
0.109
0.120
0.131
0.147
0.159
3{iay
(0.048-0.055)
(0.057-0.066)
(0.069-0.079)
(0.078-0.090)
(0.091-0.105)
(0.100-0.117)
(0.110-0.129)
(0.120-0.141)
(0.133-0.158)
(0.144-0.172)
0.041
0.049
0.058
0.066
0.076
0.084
0.093
0.101
0.112
0.121
4{iay
(0.038-0.044)
(0.045-0.052)
(0.054-0.062)
(0.061-0.071)
(0.071-0.082)
(0.078-0.090)
(0.085-0.099)
(0.093-0.108)
(0.102-0.120)
(0.110-0.130)
0.027
0.032
0.039
0.044
0.051
0.056
0.062
0.067
0.075
0.081
7{iay
(0.025-0.029)
(0.030-0.035)
(0.036-0.041)
(0.041-0.047)
(0.047-0.054)
(0.052-0.060)
(0.057-0.066)
(0.062-0.072)
(0.069-0.081)
(0.074-0.088)
0.022
0.026
0.031
0.034
0.040
0.044
0.048
0.052
0.057
0.062
10-da
(0.021-0.023)
(0.024-0.027)
(0.029-0.033)
(0.032-0.037)
(0.037-0.042)
(0.041-0.046)
(0.044-0.051)
(0.048-0.055)
(0.053-0.061)
(0.057-0.066)
0.015
0.017
0.020
0.022
0.025
0.027
0.030
0.032
0.034
0.036
20-da
(0.014-0.016)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.027)
(0.026-0.029)
(0.028-0.031)
(0.030-0.033)
(0.032-0.036)
(0.034-0.038)
0.012
0.014
0.016
0.018
0.020
0.021
0.023
0.024
0.025
0.027
30-da
(0.011-0.013)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.022-0.025)
(0.024-0.027)
(0.025-0.028)
0.010
0.012
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.020
45-da
(0.010-0.011)
(0.011-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.018-0.021)
(0.019-0.021)
0.009
0.011
0.012
0.013
0.014
0.015
0.015
0.016
0.017
0.017
60-da
(0.009 0.010)
(0.010 0.011)
(0.011 0.013)
(0.012-0.014)
(0.013-0.015)
(0.014-0.016)
(0.015-0.016)
(0.015-0.01-1)
(0.016-0.018)
(0.016-0.018)
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 Atlas 14 document for more information.
Back to Top

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Geotechnical Report

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
N ❑ VA
March 12, 2021
SUNCAP PROPERTYGRouP
6101 Carnegie Boulevard, Suite 180
Charlotte, North Carolina 28209
Attention: Mr. Van Boyett
Development Associate
Subject: Seasonal High Water Table Determination
FernclifF Property
Fletcher, North Carolina
NOVA Project Number 10705-2021005
Dear Mr. Boyett:
We have completed the requested Seasonal High Groundwater Table (SHWT) Determinations for the
above referenced project. For this determination we have teamed with Three Oaks Engineering.
The field investigation for this study was completed on March 7, 2021 and consisted of five (5) hand
auger borings for SHWT determinations within four (4) stormwater control measures (SCMs). The
SHWT borings were advanced to a target depth of approximately five (5) feet below the existing grades;
however, some borings were advanced deeper. Readings SHWT-1 and SHWT-4 did not reach the
proposed target depth (5') due to auger refusal (rock) at 59" and 51" below ground surface,
respectively.
The attached report, prepared by Three Oaks Engineering, contains the results of the field exploration.
To summarize, soil characteristics indicative of a SHWT (Hayesville Soil Series) were not observed in
any of the five (5) borings performed within the four (4) SCMs during the investigation. The attached
report should be reviewed for additional details and information regarding testing procedures,
locations, and results.
We appreciate the opportunity to continue to be of service on this project. Please contact us if you
have any questions or if we may be of further assistance.
Sincerely,
NOVA Engineering and Environmental, Inc.
k"--- A—�
Kyle Russell avid E. Perialva, P.E.
Staff Professional Senior Project Manager
PROFESSIONAL I PRACTICAL I PROVEN
417 Minuet Lane, Suite D, Charlotte, North Carolina 28217
NOVA North Carolina License No: C-2807
t. 980.321.4100 / f. 980.321.4099 / usanova.com

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
SEASONAL HIGH WATER TABLE DETERMINATION
Ferncliff
Henderson County, North Carolina
Three Oaks Job 921-741
Prepared For:
NOVA
417 Minuet Lane, Suite D
Charlotte, NC 28217
Prepared By:
324 Blackwell Street, Suite 1200
Durham, NC 27701
[phone]
March 11, 2021
solk
M4
LA
Evan T. Morgan,��

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
INTRODUCTION
NOVA is investigating the construction of four (4) stormwater control measures (SCMs) within the
Ferncliff project site located at the end of Ferncliff Park Drive in Fletcher, Henderson County, NC.
The SCMs are being considered to collect and treat runoff from impervious surfaces. As part of the
application process, a soils investigation detailing soil type and depth to the seasonal high water table
(SHWT) at five (5) locations is required. Three Oaks Engineering (Three Oaks) has been retained to
perform the soil investigation.
INVESTIGATION METHODOLOGY
The Web Soil Survey was referenced prior to the field investigation to get an overview of the
possible soil series located at the SCM location. The Hayesville soil series is mapped at the proposed
SCM locations (Figure 1). Information for these series is listed in Table 1.
Table 1. Map Unit Symbol, Soil Series and Taxonomic Classification
Map Unit Symbol Soil Series Taxonomic Class
H C
Hayesville
Fine, kaolinitic, mesic Typic Kanhapludults
H E
The field investigation was performed on March 7, 2021, by Evan T. Morgan, LSS utilizing a hand -
turned auger. The boring locations were staked with a target depth of 5-feet. The site was wooded.
Observations of the landscape (slope, drainage patterns, etc.) as well as soil properties (depth,
texture, structure, color, seasonal wetness, restrictive horizons, etc.) were recorded. Soil profiles were
described per the USDA-NRCS, Field Book for Describing and Sampling Soils, version 3.0. Soil
color was determined with a Munsell Soil Color Chart.
RESULTS
A soil series determination was made by comparing the soil boring profile description to the NRCS
Official Series Description (OSD) and the results listed in Table 2.
A SHWT was not observed at any of the boring locations. The target depth was not achieved at
boring SHWT-1 (59") and SHWT-4 (51") due to auger refusal from subsurface rock. All soil borings
were representative of the Hayesville soil series. Full soil profile descriptions and a key to profile
abbreviations are attached. The NRCS OSD for the Hayesville soil series is appended.
Table 2. Soil Series Determination and SHWT Depth
Soil Boring
Soil Series Determination
SHWT
in. below surface)
SHWT-1
Hayesville
>59
SHWT-2
Hayesville
>90
SHWT-3
Hayesville
>98
SHWT-4
Hayesville
>51
SHWT-5
Hayesville
>92
Ferncliff SHWT March 11, 2021
Three Oaks Job #21-741 1

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
CONCLUSIONS
The findings presented herein represent Three Oaks' professional opinion based on our soil
investigation. A SHWT was not observed at any of the borings. The target depth of 5-feet was not
achieved at SHWT-1 and SHWT-4 due to shallower auger refusal.
Due to the inherent variability of soils to change over short distances, the soil profile description
presented in this report may not be representative of the entire soil system of the SCM footprint. This
report is provided to assist in the application for the SCMs by providing the soil information. The
permitting agency must issue the final permit. Any concurrence with the findings in this report would
be made at that time.
Ferncliff SHWT March 11, 2021
Three Oaks Job #21-741 2

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
SHWT Determination
Ferncliff
Henderson County, North Carolina
Date: March 2021
Scale: 0 80 160 Feet
I I I
,lob No.: 21-741
Drawn By:
ETM
Checked By:
MGW
Figure

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
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DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
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DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Key to Abbreviations for Soil Profile Descriptions

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
HORIZON AND LAYER DESIGNATIONS
Use capital letters to identify master horizons; e.g., A, B.
Use suffixes (lowercase letters) to denote additional horizon
characteristics or features; e.g., Ap, 6tA. (For more detailed criteria
see the "Soil Taxonomy" section [p. 4-1]; for complete definitions,
see Keys to Soil Taxonomy [Soil Survey Staff, 2010].) Label a
horizon (assign horizon designation) only after all morphology is
recorded,
MASTER AND TRANSITIONAL HORIZONS AND LAYERS' —
Identify the master horizons of the soil profile.
Horizon
Criteria
(expanded details listed in "Soil Taxonomy" section)
O
Organic sail materials (not limnic).
A
Mineral; organic matter (humus) accumulation, loss
of Fe, AI, clay.
AB
or AE
Dominantly A horizon characteristics but also
or AC
Contains some B, E, or C horizon attributes.
A/B
or A/E
Discrete, intermingled bodies ofA and B, E, or C
or A/C
material; majority is A material.
E
Mineral; some loss of Fe, Al, clay, or organic matter.
EA
Dominantly E horizon characteristics but also
or EB
Contains some A, B, or C horizon attributes.
or EC
E/A
Discrete, intermingled bodies of E and A or B horizon
or E/B
material; majority of horizon is E material.
E and Bt
Thin, heavier textured lamellae (Bt) within a
B and E
dominantly E horizon (or thin E within dominantly B
horizon).
BA
or BE
Dominantly B characteristics but contains A, E, or C
or BC
horizon attributes.
B/A
or B/E
Discrete, intermingled bodies of B and A, E, or C
Or B/C
material; majority of horizon is B material.
Subsurface accumulation of clay, Fe, Al, Si, humus,
B
CaCO, CaSO,; or loss of CaCO,; or accumulation of
sesquioxides; or subsurface soil structure.
CB
Dominantly C horizon characteristics but also
or CA
Contains attributes of the B or A horizon.
C/B
Discrete, intermingled bodies of C and B or A
or C/A
material; majority of horizon is C material.
C
Little or no pedogenic alteration, unconsolidated
earthy material, soft bedrock.
L
Limnic soil materials.
A layer of liquid water (W) or permanently frozen
W
water (Wf) within or beneath the soil (excludes
water/ice above soil,
M
Root -limiting subsoil layers of human -manufactured
materials.
R
Bedrock, strongly cemented to indurated.
HORIZON SUFFIXES —Historically referred to as "Horizon
Subscripts,' "Subordinate Distinctions,- "Horizon -Designation_
Suffix" in NASIS, and as "Suffix Symbols" in soil taxonomy 1.
(Historical designations and conversions are shown in the "Soil
Taxonomy" section.)
Horizon
suffix
Criteria I
(expanded details listed in "Soil Taxonomy" section)
is
Highly decomposed organic matter (used only with O)
a
) (proposed) Accumulation of anhydrite (CaSO
b
Buried genetic horizon (not used with C horizons)
c
Concretions or nodules
co
Coprogenous earth (used only with Q
d
Densic layer (physically root restrictive)
di
I Diatomaceous earth (used only with L)
is
decomposed organic matter (used only
with
with O)
f
Permanently frozen soil or ice (permafrost);
continuous subsurface ice; not seasonal ice
ff
Permanently frozen soil ("Dry" permafrost); no
continuous ice; not seasonal ice
g
Strong gley
in
Illuvial organic matter accumulation
Slightly decomposed organic matter (used only with O)
j
larosite accumulation
jj
Evidence of cryoturbation
k
Pedogenic CaCO, accumulation (<50%by vol.)
kk
Major pedogenic CaCO, accumulation (>50%by vol.)
m
Continuous cementation(pedogenic)
me
Marl (used only with L)
in
Pedogenic, exchangeable sodium accumulation
o
Residual sesquioxide accumulation (pedogenic)
p
Plow layer or other artificial disturbance
q
Secondary (pedogenic) silica accumulation
Weathered or soft bedrock
Illuvial sesquioxide and organic matter accumulation
se
Presence of sulfides (in mineral or organic horizons)
ss
Slickensides
t
Illuvial accumulation of silicate clay
u
Presence of human -manufactured materials (artifacts)
v
Plinthite
Weak color or structure within B (used only with B)
x
Fragipan characteristics
y
Accumulation of gypsum
yy
Dominance ofgypsum(o>50%by vol.)
z
Pedogenic accumulation of salt more soluble than
gypsum
SOIL TEXTURE
Soil texture is the numerical proportion (weight percentage)
of the sand, silt, and clay separates in the fine -earth fraction
(52 mm). Sall texture is field estimated by hand or lab meai.
by hydrometer or pipette and placed within the textural triangle to
obtain Texture Class.
Rerord the Texture Class; e.g., bam; or Subclass; e.g., fine
sandy loam; or choose a Term in Lieu of Texture; e.g., gravel. If
appropriate, use a Texture Class Modifier; e.g „gravelly loam,
NOTE. Soil Texture includes only the fine -earth fraction (52 mhi
"Whole -mil Particle -Size Distribution" incl utlas the fine -earth
Fraction (52 mm, wt %) and manse fragments (>2 mm). (NOTE:
For fragments >76 mm in diameter, visually estimate the volume
percent, which is then converted to a weight basis using the
estimated particle density [pit] and bulk density [BJ.)
TEXTURE CLASS —
Texture Class or
Subclass
Code
Conv.
NASIS
Coarse Sand
s
COS
Sand
s
S
Fine Sand
fs
FS
Very Fine Sand
vfs
VFS
Loamy Coarse Sand
Icos
LOOS
Loamy Sand
Is
LS
Loamy Fine Sand
Ifs
LFS
Loamy Very Fine Sand
Ivfs
LVFS
Coarse Sandy Loam
coal
COST
Sandy Loam
sl
SL
Fine Sandy Loam
fsl
FSL
Very Fine Sandy Loam
vfsl
VFSL
Loam
I
L
Silt Loam
all
SIL
Silt
si
SI
Sandy Clay Loam
scl
I SCL
Clay Loam
cl
CL
Silty Clay Loam
slcl
SICL
Sandy Clay
sc
SC
Silty Clay
sic
SIC
Clay
c
C
(Soil) Textural Triangle:
Flne Earth Textu'e Classes (
r Tn day �N
d s
6p A
silty
i ay day
J �dav o
/ dayloam silty
day loan
ra :anay day loam
�u loam W
silt loam
saa„asaaev loam
n
0 0 0 0 0 0 0 0 0 0
�— Sand Separate, %o —
TEXTURE MODIFIERS —Conventions for using "Rock Fragment
Texture Modifiers" and for using textural adjectives that convey the
'-A volume' ranges for Rock Fragment - Quantity and Size.
Frag•
Rock Fragment Modifier Usage
Content
Vol. a/o
<15
No texture class modifier (noun only; e, g., loam).
15 to <35
Use fragment -size adjective with texture class;
e.g., gravelly loam.
35 to <60
Use "very' with fragment -size adjective with
texture class; e.g., very gravelly loam.
60 to <90
Use "extremely" with fragment -size adjective with
texture class; e.g., extremely gravelly loam.
>_90
No adjective or modifier. If <10% fine earth, use
the appropriate fragment -size class name for the
dominant size class; e.g., gravel. Use Terms Used
in Lieu of Texture (see table on P. 2-43).

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
CONSISTENCE
Consistence is the degree and kind of cohesion and adhesion that
soil exhibits and/or the resistance of soil to deformation or rupture
under an applied stress. Soil -water state strongly influences
consistence. Field evaluations of consistence include: Rupture
Resistance (Blocks, Peds, and Clods; or Surface Crusts and
Plates), Manner of Failure (Brittleness, Fluidity, Smeariness),
Stickiness, Plasticity, and Penetration Resistance. Historically,
consistence applied to dry, moist, or wet soil as observed in the
field. Wet consistence evaluated stickiness and plasticity. Rupture
Resistance now applies to dry soils and to soils in a water state
from moist through wet. Stickiness and Plasticity of soil are
independent evaluations.
RUPTURE RESISTANCE —A measure of the strength of soil to
withstand an applied stress. Separate estimates of Rupture
Resistance are made for Blocks/Peds/Clods and for Surface
Crusts and Plates of soil. Block -shaped specimens should be
approximately 2.8 cm across. If 2.8-cm cubes (e.g., = 2.5-3.1 cm,
or I inch) are not obtainable, use the following equation and the
table below to calculate the stress at failure: [(2.8 cm/cube length
Chl X estimated stress (N) at failure)]; e.g., for a 5.6-cm cube
[(2.8/5.6)2 X 20 NJ = 5 N - Soft Class. Plate -shaped specimens
(surface crusts or platy structure) should be approximately
1.0-1.5 cm long by 0.5 cm thick (or the thickness of occurrence, if
<0.5 cm thick).
RUPTURE RESISTANCE FOR:
Blocks, Peds, and Clods —Estimate the class by the force required
to rupture (break) a soil unit. Select the column for the appropriate
soil water state (dry vs. moist) and/or the Cementation column, if
applicable.
Dry'
Moist
Cementation
Specimen
class
Code
class
Code=
class
Code =
Fails Under
Loose
L
Loose
L
[Not Applicable]
[Intact specimen
d(lo)
m(lo)
not obtainable]
Soft
S
Very
VFR
Non-
NC
Very slight force
Friable
cemented
between fingers.
d(so)
m(vfr)
<8 N
Slightly
SH
Friable
FR
Extremely
EW
Hard
Weakly
Slight force
Cemented
between fingers.
8 to <20 N
d(sh)
m(fr)
Mod.
MH
Firm
FI
Very
vW
Hard
Weakly
Moderate force
Cemented
between fingers.
20 to <40 N
d(h)
m(f)
Hard
HA
Very
VFI
Weakly
W
Strong force
Firm
Cemented
between fingers.
d(vh)
m(vfi)
c(w)
40 to <80 N
Very
VH
Extr.
EF
Moderately
M
Moderate force
Hard
Firm
Cemented
between hands.
d(vh)
m(efi)
80 to <160 N
Extr.
EH
Slightly
SR
Strongly
ST
Foot pressure by
Hard
Rigid
Cemented
full body weight.
d(eh)
m(efi)
c(s)
160 to <600 N
Rigid
R
Rigid
R
Very
vs
Strongly
Blow of <3I but
Cemented
not body weight.
800 N to <3 I
d(eh)
m(efi)
Very
VR
Very
VR
Indurated
I
Blow of >:3 ]
Rigid
Rigid
(3 I = 2 kg
weightdropped
d(eh)
m(efi)
c(I)
Is cm)
STICKINESS —The capacity of soil to adhere to other objects.
Stickiness is estimated at the moisture content that displays the
greatest adherence when pressed between thumb and forefinger.
Stickiness
Code
Criteria: work moistened soil
Conv.
NASIS
Class
between thumb and forefinger
Nonsticky
(w) so
SO
Little or no soil adheres to fingers
after release of pressure.
Slightly
Soil adheres to both fingers after
Sticky
(w) ss
SS
release of pressure. Soil stretches
little on separation of fingers.
Moderately
Soil adheres to both fingers after
Sticky
(w) s
MS
release of pressure. Soil stretches
some on separation of fingers.
Soil adheres firmly to both fingers
Very Sticky
(w) vs
VS
after release of pressure. Soil
stretches greatly upon separation
of fingers.
' Historically, the Moderately Sticky class was simply called Sticky.
PLASTICITY The degree to which "puddled" or reworked soil
can be permanently deformed without rupturing. The evaluation is
made by forming a roll (wire) of soil at a water content where the
maximum plasticity is expressed.
Plasticity
Code
Criteria: make a roll of soil
Class
Cori
NASIS
4 cm long
Will not form a roll 6 mm in
Nonplastic
(w) po
PO
diameter, or if a roll is formed, it
can't support itself if held on end.
Slightly
(w) ps
SP
6 mm diameter roll supports itself;
Plastic
4 mm diameter roll does not.
Moderately
(w) p
MP
4 mm diameter roll supports itself;
Plastics
2 mm diameter roll does not.
Very
(w} vp
VP
2 mm diameter roll supports its
Plastic
weight.
• • •
__N NF Nil Nil
2 mm 4 mm 6 mm 4 cm
SOIL COLOR
DECISION FLOWCHART FOR DESCRIBING
SOIL COLORS —Use
the following chart to decide how and with
which data elements the
color patterns of a soil or soil feature should
be described.
Matrix Color
list in sequence,
dominant first
Color
>Yes
Is the coloamatrix
or
colMixed/
Intermingled
No
i.e., discrete, mixed,
or transitional horizons,
such as BIA
Other
Colors
Mottle
onmatrix colors)
No
color associated with
<1s
lithochromic color;
coat/stain, film,
e.g., 10YR 811
nnranrrannn nr
gibbsite; gray shales
Yes
� Is the feature --
formed by oxidation
and reduction
processes?
Yes
Redoximorphic Feature
(RMF)
Concentration, depletion, or
reduced matrix color
Non-
redoximorphic
Feature
No
Concentration or Ped
and Void Surface
Feature; e.g.,
carbonate mass,
clay film, and organic
NOTE., Reduced matrix color is described as a matrix color and in
the associated "(Soil Color) - Location or Condition Described Table."
(SOIL) MATRIX COLOR —Record the Color(s), Moisture State,
and Location or Condition.
(Soil) Matrix Color - (Soil) Color —Identify the soil matrix
color(s) with Munsell* notation (Hue, Value, Chrome); e.g.,
10YR 3/2. For neutral colors, chroma is zero but not shown;
e.g., N 4/. For other gley colors, use appropriate notation (see
Munsell(A) gley pages; e.g., 5GY6/1). For narrative descriptions
(soil survey reports, Official Soil Series Descriptions), both the
verbal name and the Munsell* notation are given; e.g., dark
brown, 10YR 3/3.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Reference:
Schoeneberger, P.J., D.A. Wysocki, E.C. Benham, and Soil Survey Staff. 2012. Field book for
describing and sampling soils, Version 3.0. Natural Resources Conservation Service,
National Soil Survey Center, Lincoln, NE.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
LOCATION HAYESVILLE NC+GA SC TN VA
Established Series
Rev. RM-AG-DHK
04/2001
HAYESVILLE SERIES
The Hayesville series consists of very deep, well drained soils on gently sloping to very steep ridges and side
slopes of the Southern Appalachian Mountains. They most commonly formed in residuum weathered from
igneous and high-grade metamorphic rocks such as granite, granodiorite, mica gneiss and schist; but in some
places formed from thickly -bedded metagraywacke and metasandstone. On steeper slopes the upper part of some
pedons may have some colluvial influence. Mean annual air temperature is 55 degrees F., and average annual
precipitation is about 56 inches near the type location. Slopes range from 2 to 60 percent.
TAXONOMIC CLASS: Fine, kaolinitic, mesic Typic Kanhapludults
TYPICAL PEDON: Hayesville loam --wooded. (Colors are for moist conditions unless otherwise stated.)
Al- 0 to 1 inch; brown (IOYR 4/3) loam; moderate fine and medium granular structure; very friable; many fine
and medium roots; moderately acid; abrupt smooth boundary. (1 to 5 inches thick)
A2--1 to 5 inches; brown (IOYR 513) loam; weak medium granular structure; very friable; many fine and
medium roots; moderately acid; abrupt smooth boundary. (0 to 7 inches thick)
BA--5 to 9 inches; yellowish red (5YR 518) clay loam; weak medium subangular blocky structure; friable;
common medium and fine roots; few fine flakes of mica; strongly acid; clear smooth boundary. (0 to 6 inches
thick)
Btl--9 to 26 inches; red (2.5YR 4/6) clay; moderate medium and coarse subangular blocky structure; friable to
firm; common distinct clay films on faces of peds; few to common soft fragments of rock; few fine flakes of
mica; strongly acid; gradual smooth boundary.
Bt2--26 to 38 inches; red (2.5YR 5/6) clay loam; weak medium subangular blocky structure; friable; few faint
clay films on faces of peds; common coarse fragments of rock; soft and hard; few partially weathered feldspar
and dark minerals; few flakes of mica; strongly acid; gradual irregular boundary. (Combined thickness of the Bt
horizon is 11 to 45 inches)
BC--38 to 48 inches; yellowish red (5YR 5/6) and red (2.5YR 4/6) sandy clay loam; massive; friable; many
grayish and whitish streaks of soft gneiss; gray and white colors increase in abundance with depth; common
flakes of mica; few hard fragments of gneiss; strongly acid. (6 to 29 inches thick)
C--48 to 60 inches; strong brown (7.5YR 5/8) saprolite that is fine sandy loam; massive (rock structure); very
friable; common fine flakes of mica; strongly acid.
TYPE LOCATION: Clay County, North Carolina; 2.5 miles southeast of Hayesville, on Swain Road in road
cut on north side of road.
RANGE IN CHARACTERISTICS: Solum thickness is 30 to 60 inches. Depth to bedrock is greater than 60
inches and ranges to more than 10 feet. Content of rock fragments ranges from 0 to 40 percent by volume in the
A and E horizons and 0 to 15 percent in the B and C horizons. Rock fragments are commonly pebbles, cobbles,
or stones, but may include charmers or flagstones. Reaction is extremely acid to moderately acid unless limed.
Limed soils are typically slightly acid to neutral in the upper part. Flakes of mica range from none to common in

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
the A and B horizons above a depth of 40 inches, and from none to many in the B and C horizons below 40
inches.
The A or Ap horizon has hue of 5YR to 1 OYR, value of 3 to 6, and chroma of 2 to 6. Where the value is less
than 3, it is less than 7 inches thick. The A horizon is loam, fine sandy loam, sandy loam, or very fine sandy
loam in the fine -earth fraction, or eroded pedons are sandy clay loam or clay loam.
The E horizon, where present, has hue of 7.5YR or IOYR, value of 4 to 6, and chroma of 3 to 8. It is loam, fine
sandy loam, sandy loam, or very fine sandy loam in the fine -earth fraction.
The BA horizon, where present, has hue of 2.5YR to 1 OYR, value of 4 to 6, and chroma of 4 to 8. Texture is
loam, clay loam, or sandy clay loam.
The Bt horizon has hue of 1 OR to 5YR, value of 4 or 5, and chroma of 6 or 8. Mottles, if they occur, are in
shades of red, yellow, or brown. Texture is clay or clay loam.
The BC or CB horizon, where present, has hue of 1 OR to 7.5YR, value of 4 to 6, and chroma of 6 or 8. Mottles,
if they occur, are in shades of red, yellow, or brown. Texture is sandy clay loam, clay loam, or loam.
The C horizon is saprolite that is sandy clay loam, loam, sandy loam, or fine sandy loam. It is variable in color.
COMPETING SERIES: This is the only other known series in this family. Bradson, Brevard, Braddock,
Clifton, Evard, Fannin, and Nantahala (tentative) soils are in closely related families. Bradson and Braddock
soils have water worn coarse fragments. In addition, the Braddock soils have mixed mineralogy. Brevard, Evard,
and Fannin soils have less than 35 percent clay in the control section. Nantahala (tentative) and Clifton soils
have mixed mineralogy.
Note: Competing series have not been updated since most of these will also require reclassification using the 7th
Edition of Keys to Soil Taxonomy (1996).
GEOGRAPHIC SETTING: The Hayesville soils are on gently sloping to very steep ridges and side slopes in
the intermountain plateaus, low rolling hills, and valleys of the southern Appalachian Mountains. Slopes range
from 2 to 60 percent. Elevation ranges from 1400 to 4000 feet. The soils most commonly formed in residuum
from igneous and high-grade metamorphic rocks such as granite, granodiorite, mica gneiss and schist; but in
some places formed from thickly -bedded metagraywacke and metasandstone. There may be some colluvial
influence on steep slopes. Mean annual air temperature is ranges from 46 to 57 degrees F., and average annual
precipitation ranges from about 40 to 60 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the similar Braddock, Clifton, Evard, and
Fannin soils these include the Brevard, Cullasaja, Saunook, Tate, Tuckasegee, and Tusquitee soils. All except
Braddock and Clifton soils have less than 35 percent clay in the control section. Braddock soils are on high
terraces. Clifton, Evard, and Fannin soils are on ridges and side slopes. Brevard, Cullasaja, Saunook, Tate,
Tuckasegee, and Tusquitee soils are on colluvial fans and toe slopes.
DRAINAGE AND PERMEABILITY: Well drained; moderate permeability in the subsoil and moderately
rapid permeability in the underlying material; medium internal drainage. Runoff class low on gentle slopes,
medium on strong and moderately steep slopes, and high on steeper slopes. Runoff is much lower where forest
litter has little or no disturbance.
USE AND VEGETATION: About one-half of the acres of this soil is in cultivation. Common trees in wooded
areas are yellow- poplar, eastern white pine, northern red oak, pitch pine, shortleaf pine and Virginia pine. The
understory includes flowering dogwood, rhododendron, mountain laurel and sourwood. Cleared areas are used
for cultivated crops such as corn, small grain, pasture, hayland, burley tobacco, vegetable crops and Christmas
trees.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
DISTRIBUTION AND EXTENT: Mountain areas of North Carolina, Virginia, South Carolina, Georgia, and
Tennessee. The series is of large extent.
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Morgantown, West Virginia
SERIES ESTABLISHED: Clay County, North Carolina; 1935.
REMARKS: The classification of the Hayesville series was changed in April 1989 to clayey, kaolinitic, mesic
Typic Kanhapludults. This is change is based on lab data from South Carolina, North Carolina, and Virginia that
indicates presence of a kandic horizon. The May 1995 revision added thickly -bedded metagraywacke and
metasandstone as allowable parent materials for Hayesville soils. Laboratory data from North Carolina State
University provided support for Hayesville soils being formed from these materials in Cherokee County, NC.
The 12/97 revision changes the particle size class from clayey to fine per the 7th Edition of Keys to Soil
Taxonomy (1996).
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon: The zone from 0 to 5 inches (Al and A2 horizons).
Kandic horizon: The zone from 5 to 48 inches (BA, Bt, and BC horizons).
Argillic horizon: The zone from 5 to 48 inches (BA, Bt, and BC horizons).
MLRA: 130 SIR(s): NC0013, NCO151 (STONY)
ADDITIONAL DATA: A Southern Cooperative Series Bulletin No. 157, April 1971, "Soils of the Hayesville,
Cecil, and Pacolet series in the Southern Appalachian and Piedmont Regions of the United States."
Characterization data is available from the National Soil Survey Laboratory, Lincoln, NE; pedon numbers S60-
NC-043-001 and -002; S60-NC-089-002; S78-NC-021-001; S88-NC-115-001; S91-NC-021-001, -001A, and
-012.
Revised: 9/95-RM-AG; 1/98-DHK
National Cooperative Soil Survey
U.S.A.

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Stormwater Collection System

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Project:
Suncap
wgla #:
20176
Date:
5/10/2021
Location:
Town of Mills River, North Carolina
Design Storm:
25 yr
I =
8.08
Tc (min) =
5.00
Grass c =
0.30
Impervious c =
0.90
Wooded c =
0.20
NOAA Atlas 14, Volume 2, Version 3
Minimum Pipe Dia = 15
Structure #
Drainage
Area (ac.)
Grass
Area (ac.)
Misc Imp
Area (ac.)
Wooded
Area (ac.)
Weighted
c
Q (cfs)
Top/Throa
t Elev
Inv In
Elev
Inv Out
Elev
Type
1
0.61
0.18
0.16
0.27
0.41
2.04
2147.45
2140.20
2140.20
OTCB
2
0.66
0.44
0.00
0.22
0.27
1.42
2133.00
2128.00
2128.00
OCS
3
0.00
0.00
0.00
0.00
0.00
0.00
2133.93
2117.00
2117.00
JB
4
1.08
0.39
0.29
0.40
0.42
3.70
2119.00
2115.00
2115.00
OTCB
5
1.78
1.69
0.09
0.00
0.33
4.75
2117.00
2106.40
2106.40
OCS
6
0.00
0.00
0.00
0.00
0.00
0.00
2089.00
2083.00
2083.00
JB
7
0.00
0.00
0.00
0.00
0.00
0.00
2085.00
2081.00
2081.00
JB
8
0.00
0.00
0.00
0.00
0.00
0.00
2110.00
2104.00
2104.00
JB
9
2.27
2.24
0.00
0.03
0.30
5.48
2098.00
2093.00
2093.00
OCS
10
1.75
1.75
0.00
0.00
0.30
4.24
2127.00
2122.00
2122.00
OCS
11
1.33
1.33
0.00
0.00
0.30
3.22
2117.00
2110.50
2110.50
OCS
13
2.39
0.03
2.36
0.00
0.89
17.23
2121.73
2116.73
2116.73
Cl
14
0.12
0.00
0.12
0.00
0.90
0.87
2121.17
2116.17
2116.17
Cl
15
1.55
0.00
1.55
0.00
0.90
11.27
2122.33
2117.33
2117.33
Cl
16
1.63
0.00
1.63
0.00
0.90
11.85
2122.33
2117.33
2117.33
Cl
17
1.44
0.04
1.40
0.00
0.88
10.28
2122.83
2117.83
2117.83
Cl
18
0.10
0.00
0.10
0.00
0.90
0.73
2124.28
2119.28
2119.28
Cl
19
0.25
0.05
0.20
0.00
0.78
1.58
2129.89
2124.89
2124.89
Cl
20
3.59
0.12
3.47
0.00
0.88
25.52
2129.08
2122.88
2122.88
Cl
21
0.89
0.16
0.73
0.00
0.79
5.70
2126.74
2121.74
2121.74
Cl
22
1.79
0.00
1.79
0.00
0.90
13.02
2127.82
2120.82
2120.82
Cl
23
0.15
0.02
0.13
0.00
0.82
0.99
2145.44
2141.44
2141.44
Cl
24
0.17
0.02
0.15
0.00
0.83
1.14
2142.52
2138.52
2138.52
Cl
25
0.17
0.02
0.15
0.00
0.83
1.14
2139.60
2135.60
2135.60
Cl
26
0.16
0.01
0.15
0.00
0.86
1.12
2145.89
2141.89
2141.89
Cl
27
0.18
0.02
0.16
0.00
0.83
1.21
2142.97
2138.97
2138.97
Cl
28
0.18
0.02
0.16
0.00
0.83
1.21
2140.05
2134.79
2134.79
Cl
29
0.17
0.02
0.15
0.00
0.83
1.14
2137.13
2133.13
2133.13
Cl
30
0.17
0.02
0.15
0.00
0.83
1.14
2134.21
2130.21
2130.21
Cl
31
0.17
0.02
0.15
0.00
0.83
1.14
2131.29
2127.95
2127.95
Cl
32
0.22
0.03
0.19
0.00
0.82
1.45
2131.30
2128.28
2128.28
Cl
33
0.23
0.06
0.17
0.00
0.74
1.38
2131.14
2127.88
2127.88
Cl
34
0.04
0.01
0.03
0.00
0.75
0.24
2148.27
2144.27
2144.27
Cl
35
0.16
0.01
0.15
0.00
0.86
1.12
2145.35
2141.35
2141.35
Cl
36
0.10
0.04
0.06
0.00
0.66
0.53
2146.20
2142.20
2142.20
Cl
37
0.15
0.04
0.11
0.00
0.74
0.90
2142.24
2138.24
2138.24
Cl
38
0.17
0.02
0.15
0.00
0.83
1.14
2142.43
2137.96
2137.96
Cl
39
0.17
0.02
0.15
0.00
0.83
1.14
2139.51
2135.51
2135.51
Cl
40
0.15
0.01
0.14
0.00
0.86
1.04
2136.08
2132.08
2132.08
Cl
41
0.17
0.02
0.15
0.00
0.83
1.14
2136.59
2131.80
2131.80
Cl
42
0.17
0.02
0.15
0.00
0.83
1.14
2133.67
2129.67
2129.67
Cl

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
43
0.17
0.02
0.15
0.00
0.83
1.14
2130.75
2127.19
2127.19
CI
44
0.22
0.07
0.15
0.00
0.71
1.26
2130.60
2127.12
2127.12
CI
45
0.32
0.12
0.20
0.00
0.68
1.75
2130.14
2126.84
2126.84
CI
46
0.14
0.02
0.12
0.00
0.81
0.92
2132.32
2126.56
2126.56
CI
47
0.51
0.18
0.33
0.00
0.69
2.84
2130.10
2126.29
2126.29
CI
48
0.43
0.10
0.18
0.15
0.52
1.79
2149.53
2145.53
2145.53
CI
49
0.38
0.15
0.19
0.04
0.59
1.81
2138.00
2134.00
2134.00
CI
50
0.26
0.03
0.23
0.00
0.83
1.75
2139.65
2134.65
2134.65
CI
51
0.21
0.02
0.19
0.00
0.84
1.43
2136.41
2132.41
2132.41
CI
52
0.10
0.01
0.09
0.00
0.84
0.68
2137.13
2132.13
2132.13
CI
53
0.30
0.09
0.21
0.00
0.72
1.75
2120.93
2116.93
2116.93
CI
54
0.04
0.00
0.04
0.00
0.90
0.29
2121.35
2116.35
2116.35
CI
0.00
0.00
IN 1
1.84
0.74
0.22
0.88
0.32
4.82
2137.00
2137.00
FES
0.00
0.00
OUT 1
0.00
0.00
2080.90
2080.90
LS
OUT 2
0.00
0.00
2097.00
2097.00
FES
OUT 3
0.00
0.00
2108.90
2108.90
LS
OUT 4
0.00
0.00
2097.00
2097.00
FES
OUT 5
0.00
0.00
2097.00
2097.00
FES
OUT 6
0.00
0.00
2097.00
2097.00
FES
OUT 7
0.00
0.00
2097.00
2097.00
FES
OUT 8
0.00
0.00
2097.00
2097.00
FES
OUT 9
0.00
0.00
2117.00
2117.00
FES
OUT 10
0.00
0.00
2117.00
2117.00
FES
OUT 11A
0.00
0.00
2126.00
2126.00
FES
OUT 11 B
0.00
0.00
2126.00
2126.00
FES
OUT 12
0.00
0.00
2132.00
2132.00
FES
OUT 13
0.00
0.00
2116.00
2116.00
FES
OUT 14
0.00
0.00
2116.00
2116.00
FES

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
c
�,
U)
Eco �
W
Z) U)
to
E
Cu
L
o U)
�'
Throat Elev
(Upstream
Inlet)
Inv Elev
(Upstream
Inlet)
Inv Elev
(Dnstream
Inlet)
Inlet Depth
(Upstream
Inlet)
Slope
(%)
Material
Manning's
n
Branch
Q (cfs)
Total Q
(cfs)
Dia.
Theo.
(in)
76-
Q
o -E-I
Qpipe
(cfs)
Vpipe
(fps)
A
1
to
2
120
2147.45
2140.20
2128.00
7.25
10.17%
HDPE
0.011
2.04
2.04
5.9
24
85.48
27.21
B
2
to
3
272
2133.00
2128.00
2117.00
5.00
4.04%
HDPE
0.011
1.42
7.06
11.2
24
53.91
17.16
C
IN 1
to
3
399
N/A
2137.00
2117.00
N/A
5.01%
HDPE
0.011
4.82
4.82
9.4
18
27.87
15.77
D
3
to
5
349
2133.93
2117.00
2106.40
16.93
3.04%
HDPE
0.011
0.00
11.88
14.4
24
46.72
14.87
E
4
to
5
86
2119.00
2115.00
2106.40
4.00
10.00%
HDPE
0.011
3.70
3.70
7.4
15
24.21
19.73
F
6
to
7
79
2089.00
2083.00
2081.00
6.00
2.53%
HDPE
0.011
0.00
56.98
26.9
30
77.34
15.75
G
7
to
OUT 1
10
2085.00
2081.00
2080.90
4.00
1.00%
HDPE
0.011
0.00
56.98
32.0
36
79.04
11.18
H
8
to
OUT 2
98
2110.00
2104.00
2097.00
6.00
7.14%
HDPE
0.011
0.00
50.49
21.1
30
129.90
26.46
I
9
to
6
76
2098.00
2093.00
2083.00
5.00
13.16%
HDPE
0.011
5.48
56.98
19.7
24
97.24
30.95
J
10
to
8
53
2127.00
2122.00
2104.00
5.00
33.96%
HDPE
0.011
4.24
50.49
15.8
30
283.26
57.70
K1
11
to
OUT 3
220
2117.00
2110.50
2108.90
6.50
0.73%
HDPE
0.011
3.22
37.91
29.1
30
41.45
8.44
L
13
to
OUT 4
58
2121.73
2116.73
2097.00
5.00
34.02%
HDPE
0.011
17.23
17.23
10.5
15
44.65
36.38
M
14
to
OUT 5
58
2121.17
2116.17
2097.00
5.00
33.05%
HDPE
0.011
0.87
0.87
3.5
15
44.01
35.86
N
15
to
OUT 6
59
2122.33
2117.33
2097.00
5.00
34.46%
HDPE
0.011
11.27
11.27
9.0
15
44.93
36.62
O
16
to
OUT 7
58
2122.33
2117.33
2097.00
5.00
35.05%
HDPE
0.011
11.85
11.85
9.1
15
45.32
36.93
P
17
to
OUT 8
58
2122.83
2117.83
2097.00
5.00
35.91%
HDPE
0.011
10.28
10.28
8.6
15
45.87
37.38
Q
18
to
OUT 9
24
2124.28
2119.28
2117.00
5.00
9.50%
HDPE
0.011
0.73
0.73
4.1
15
23.59
19.23
R
19
to
20
159
2129.89
2124.89
2122.88
5.00
1.26%
HDPE
0.011
1.58
1.58
8.0
15
8.61
7.01
S
20
to
21
228
2129.08
2122.88
2121.74
6.20
0.50%
HDPE
0.011
25.52
27.10
27.6
30
34.37
7.00
T
21
to
22
148
2126.74
2121.74
2120.82
5.00
0.62%
HDPE
0.011
5.70
32.80
28.4
30
38.32
7.81
U
22
to
OUT 10
30
2127.82
2120.82
2117.00
7.00
12.73%
HDPE
0.011
13.02
45.81
18.3
30
173.44
35.33
V
23
to
24
73
2145.44
2141.44
2138.52
4.00
4.00%
HDPE
0.011
0.99
0.99
5.4
15
15.31
12.48
W
24
to
25
73
2142.52
2138.52
2135.60
4.00
4.00%
HDPE
0.011
1.14
2.13
7.2
15
15.31
12.48
X
25
to
50
57
2139.60
2135.60
2134.65
4.00
1.67%
HDPE
0.011
1.14
3.27
9.9
15
9.88
8.05
Y
26
to
27
73
2145.89
2141.89
2138.97
4.00
4.00%
HDPE
0.011
1.12
1.12
5.6
15
15.31
12.48
Z
27
to
28
73
2142.97
2138.97
2134.79
4.00
5.73%
HDPE
0.011
1.21
2.33
6.9
15
18.32
14.93
AA
28
to
29
73
2140.05
2134.79
2133.13
5.26
2.27%
HDPE
0.011
1.21
3.54
9.7
15
11.54
9.41
BB
29
to
30
73
2137.13
2133.13
2130.21
4.00
4.00%
HDPE
0.011
1.14
4.68
9.7
15
15.31
12.48
CC
30
to
31
73
2134.21
2130.21
2127.95
4.00
3.10%
HDPE
0.011
1.14
5.82
11.0
15
13.47
10.98
DID
31
to
33
13
2131.29
2127.95
2127.88
3.34
0.54%
HDPE
0.011
1.14
6.96
16.3
18
9.13
5.17
EE
32
to
33
80
2131.30
2128.28
2127.88
3.02
0.50%
HDPE
0.011
1.45
1.45
9.2
15
5.41
4.41
FF
33
to
44
152
2131.14
2127.88
2127.12
3.26
0.50%
HDPE
0.011
1.38
9.79
18.8
24
18.96
6.03
GG
34
to
35
73
2148.27
2144.27
2141.35
4.00
4.00%
HDPE
0.011
0.24
0.24
3.2
15
15.31
12.48
HH
35
to
38
73
2145.35
2141.35
2137.96
4.00
4.64%
HDPE
0.011
1.12
1.36
5.9
15
16.50
13.44
11
36
to
37
99
2146.20
2142.20
2138.24
4.00
4.00%
HDPE
0.011
0.53
0.53
4.3
15
15.31
12.48

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
JJ
37
to
38
55
2142.24
2138.24
2137.96
4.00
0.51%
HDPE
0.011
0.90
1.43
9.1
15
5.46
4.45
KK
38
to
39
73
2142.43
2137.96
2135.51
4.47
3.36%
HDPE
0.011
1.14
3.93
9.3
15
14.02
11.43
LL
39
to
41
73
2139.51
2135.51
2131.80
4.00
5.08%
HDPE
0.011
1.14
5.07
9.5
15
17.26
14.06
MM
40
to
41
55
2136.08
2132.08
2131.80
4.00
0.51%
HDPE
0.011
1.04
1.04
8.1
15
5.46
4.45
NN
41
to
42
73
2136.59
2131.80
2129.67
4.79
2.92%
HDPE
0.011
1.14
7.25
12.1
15
13.08
10.66
00
42
to
46
62
2133.67
2129.67
2126.56
4.00
5.02%
HDPE
0.011
1.14
8.39
11.5
15
17.14
13.97
PP
43
to
44
13
2130.75
2127.19
2127.12
3.56
0.54%
HDPE
0.011
1.14
1.14
8.3
15
5.62
4.58
QQ
44
to
45
55
2130.60
2127.12
2126.84
3.48
0.51%
HDPE
0.011
1.26
12.19
20.4
24
19.13
6.09
RR
45
to
OUT 11B
85
2130.14
2126.84
2126.00
3.30
0.99%
HDPE
0.011
1.75
13.94
18.9
24
26.65
8.48
SS
46
to
47
53
2132.32
2126.56
2126.29
5.76
0.51%
HDPE
0.011
0.92
9.31
18.4
24
19.13
6.09
TT
47
to
OUT 11A
58
2130.10
2126.29
2126.00
3.81
0.50%
HDPE
0.011
2.84
12.14
20.4
24
18.96
6.03
UU
48
to
49
256
2149.53
2145.53
2134.00
4.00
4.50%
HDPE
0.011
1.79
1.79
6.6
15
16.25
13.24
W
49
to
OUT 12
24
2138.00
2134.00
2132.00
4.00
8.33%
HDPE
0.011
1.81
3.60
7.6
15
22.10
18.01
WW
50
to
52
63
2139.65
2134.65
2132.13
5.00
4.00%
HDPE
0.011
1.75
5.02
9.9
15
15.31
12.48
XX
51
to
52
38
2136.41
2132.41
2132.13
4.00
0.74%
HDPE
0.011
1.43
1.43
8.5
15
6.57
5.35
YY
52
to
OUT 13
48
2137.13
2132.13
2116.00
5.00
33.60%
HDPE
0.011
0.68
7.13
7.6
15
44.37
36.16
ZZ
53
to
54
57
2120.93
2116.93
2116.35
4.00
1.02%
HDPE
0.011
1.75
1.75
8.6
15
7.72
6.29
AAA
54
to
OUT 14
42
2121.35
2116.35
2116.00
5.00
0.83%
HDPE
0.011
0.29
2.04
9.5
15
6.99
5.69

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Bioretention Cell Supplement

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
1 Project Name
Suncap
2
Project Area (ac)
40.42
0
3
Coastal Wetland Area (ac)
4
Surface Water Area (ac)
0
5
Is this project High or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided feet
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
If BUA is proposed in the setback, does it meet NCAC 02H.1003(4)(c-d)?
N/A
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
12
Bioretention Cell
5
13
Wet Pond
14
Stormwater Wetland
15
Permeable Pavement
16
Sand Filter
17
Rainwater Harvesting RWH
18
Green Roof
19
Level Spreader -Filter Strip LS-FS
20
Disconnected Impervious Surface DIS
21
Treatment Swale
22
lDry Pond
StormFilter
Silva Cell
Ba filter
Filterra
23
24
25
26
FORMS LOADED
DESIGNER CERTIFICATION
27
IName and Title:
Or anization:
Street address:
William R. Buie, PE Project Engineer)
28
WGLA Engineering, PLLC
29
724 5th Avenue West
30
City, State, Zip:
Hendersonville, NC 28739
31
Phone numbers :
828 687-7177
32
Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision; that
the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and that the engineering plans,
specifications, operation and maintenance agreements and other supporting information are consistent with the information provided here.
\\�„��illirr!�777
ebj�j�°
° 07CO3F2Zq04S8D... o° —
°
/1
� rA M y,R+\\\ 6/ 2 5 /2021
Seal
Ec
DocuSigned by:
iwaal r. bb� ,-
07CO3FBF740148D...
Signature of Designer
Date
6/25/2021

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
DRAINAGE AREAS
1 Is this a hi h density project? Yes
2 If so, number of drainage areas/SCMs 5
3 Does this project have low density areas? No
4 If so, number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
3
4
4
Type of SCM
Bioretention Cell
A
Bioretention Cell B
Bioretention Cell C
Bioretention Cell D
5
Total drainage area (sq ft
409564
346186
377136
64158
6
Onsite drainage area (sq ft
409564
346186
377136
62254
7
Offsite drainage area (sq ft
0
0
0
1904
8
Total BUA in project (sq ft
307970 sf
273482 sf
265344 sf
16227 sf
9
New BUA on subdivided lots (subject to
permitting) s ft
10permitting)
New BUA not on subdivided lots (subject to
s
307970 sf
273482 sf
265344 sf
15576 sf
11
Offsite BUA (sq ft
651 sf
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
259920 sf
48071 sf
260280 sf
15576 sf
- Sidewalk (sq ft
5064 sf
- Roof (sq ft)
48050 sf
206174 sf
- Roadway s ft
- Future (sq ft
19211 sf
- Other, please specify in the comment box
below (sa ft
13
New infiltrating permeable pavement on
Isubdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
Percent BUA
75%
79%
70%
25%
Desi n storm inches
1.3 in
1.3 in
1.3 in
1.3 in
Desi n volume of SCM cu ft
31005 cf
27409 cf
26835 cf
1844 cf
V
Calculation method for design volume
Simple
Simple
Simple
Simple
IONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(S)7

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
DRAINAGE AREAS
1 Is this a hi h density project? Yes
2 If so, number of drainage areas/SCMs 5
3 Does this project have low density areas? No
4 If so, number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
5
4
Type of SCM
Bioretention Cell E
5
Total drainage area (sq ft
117168
6
Onsite drainage area (sq ft
113458
7
Offsite drainage area (sq ft
3710
8
Total BUA in project (sq ft
68825 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
10permitting)
New BUA not on subdivided lots (subject to
s
29519 sf
11
Offsite BUA (sq ft
6895 sf
12
Breakdown of new BUA not on subdivided lots:
- Parking (sq ft
29519 sf
- Sidewalk (sq ft
78 sf
- Roof (sq ft)
- Roadway s ft
- Future (sq ft
32333 sf
- Other, please specify in the comment box
below (sa ft
13
New infiltrating permeable pavement on
Isubdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft
15permitting)
Existing BUA that will remain (not subject to
s ft
16
Existing BUA that is already permitted (sq ft
17
Existing BUA that will be removed (sq ft
18
IPercent BUA
59%
19
Design storm inches
1.3 in
20
Design volume of SCM cu ft
7174 cf
21
Calculation method for design volume
Simple
DITIONAL INFORMATION
22
Please use this space to provide any additional information about the
drainage area(S)7

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
BIORETENTION CELL
1
IlDrainage area number
I A
I B
I C
I D
I E
2
IMinimum required treatment volume cu ft
ct
214U9 c
ct
1644 cf
f1l f4 c
GENERAL MDC FROM 02H .1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
Yes
Yes
Yes
4
Is the SCM located away from contaminated soils?
No
No
No
No
No
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
3:1
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes?
Yes
No
Yes
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
Yes
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
No
No
No
No
No
9
What is the method for dewatering the SCM for maintenance?
Pump (preferred)
Pump (preferred)
Pump (preferred)
Pump (preferred)
Pump (preferred)
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
Yes
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
Yes
Yes
Yes
Yes
12
Does the drainage easement comply with General MDC (9)?
Yes
Yes
Yes
Yes
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
N/A
N/A
N/A
N/A
N/A
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
Yes
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
Yes
Yes
Yes
Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
Yes
Yes
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
Yes
Yes
Yes
Yes
BIORETENTION
CELL MDC FROM 02H .1052
18
SHWT elevation (fmsl)
2090.00
2110.00
2118.00
2115.00
2098.00
19
Bottom of the bioretention cell (fmsl)
2093.00
2113.00
2123.00
2128.00
2112.00
20
Ponding depth of the design storm (inches)
12 in
12 in
12 in
12 in
12 in
21
Surface area of the bioretention cell (square feet)
40740 sf
38020 sf
30628 sf
3984 sf
9232 sf
22
Design volume of SCM (cu ft)
42730 cf
39330 cf
37150 cf
4589 cf
9862 cf
23
Is the bioretention cell used for peak attenuation?
No
No
No
No
No
24
Depth of peak attenuation over planting surface (in)
N/A
N/A
N/A
N/A
N/A
25
Height of peak attenuation outlet above the planting surface (in)
N/A
N/A
N/A
N/A
N/A
26
Infiltration rate of the in situ soil (inch/hour)
N/A
N/A
N/A
N/A
N/A
27
Diameter of the underdrain pipes (if applicable)
4 in
4 in
4 in
4 in
4 in
28
Does the design include Internal Water Storage (IWS)?
Yes
Yes
Yes
Yes
Yes
29
if so, elevation of the top of the IWS (fmsl)
2095.5
2115.5
2124.5
2130.5
2114.5
30
Elevation of the planting surface (fmsl)
2097
2117
2126
2132
2116
31
What type of vegetation will be planted? (grass, trees/shrubs,
other)?
Trees/Shrubs
Trees/Shrubs
Trees/Shrubs
Trees/Shrubs
Trees/Shrubs
32
Media depth (inches)
36 in
36 in
36 in
36 in
36 in
33
Percentage of medium to coarse washed sand by volume
85%
85%
85%
85%
85%
34
Percentage of fines (silt and clay) by volume
10%
10%
10%
10%
10%
35
Percentage of organic matter by volume
5%
5%
5%
5%
5%
36
Type of organic material
Pine Bark
Pine Bark
Pine Bark
Pine Bark
Pine Bark
37
Phosphorus Index (P-Index) of media (unitless)
20
20
20
20
20
38
lWill compaction be avoided during construction?
Yes
Yes
Yes
Yes
Yes
39
Will cell be maintained to a one inch/hour standard?
Yes
Yes
Yes
Yes
Yes
40
Depth of mulch, if applicable (inches)
4 in
4 in
4 in
4 in
4 in
41
Type of mulch, if applicable
Hardwood
Hardwood
Hardwood
Hardwood
Hardwood
42
How many clean out pipes are being installed?
19
40
11
41
12
43
Type of pretreatment that will be used:
Forebay
Forebay
Forebay
Forebay
Forebay
ADDITIONAL INFORMATION
44 Please use this space to provide any additional information about
the bioretention cell(s):
Bioretention 4 7:17 AM 6/25/2021

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
WATER QUALITY VOLUME CALCULATION
WGLA Engineering, PLLC
Project:
Date:
Description:
Suncap
5/10/2021
Bio-Cell #A
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9xIA
Drainage Area =
Impervious Area =
Impervious Fraction (IA) =
Rv =
9.40 (acres)
7.07 (acres)
0.752
0.727
V = 3630 x RD x Rv x A (Volume to be controlled)
Rp = runoff depth
Required Volume V =
Provided V =
1.25 (inches) P90 Storm
31,005 cf
42,730 cf
wgla.com

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
WATER QUALITY VOLUME CALCULATION
WGLA Engineering, PLLC
Project:
Date:
Description:
Suncap
5/10/2021
Bio-Cell #B
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9xIA
Drainage Area =
Impervious Area =
Impervious Fraction (IA) =
Rv =
7.95 (acres)
6.27 (acres)
0.760
V = 3630 x RD x Rv x A (Volume to be controlled)
Rp = runoff depth
Required Volume V =
Provided V =
1.25 (inches) P90 Storm
27,409 cf
39,330 cf
wgla.com

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
WATER QUALITY VOLUME CALCULATION
WGLA Engineering, PLLC
Project:
Date:
Description:
Suncap
5/10/2021
Bio-Cell #C
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9xIA
Drainage Area =
Impervious Area =
Impervious Fraction (IA) =
Rv =
8.66 (acres)
6.09 (acres)
0.703
V = 3630 x RD x Rv x A (Volume to be controlled)
Rp = runoff depth
Required Volume V =
Provided V =
1.25 (inches) P90 Storm
26,835 cf
37,150 cf
wgla.com

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
WATER QUALITY VOLUME CALCULATION
WGLA Engineering, PLLC
Project:
Date:
Description:
Suncap
5/10/2021
Bio-Cell #D
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9xIA
Drainage Area =
Impervious Area =
Impervious Fraction (IA) =
Rv =
1.47 (acres)
0.37 (acres)
0.252
0.277
V = 3630 x RD x Rv x A (Volume to be controlled)
Rp = runoff depth
Required Volume V =
Provided V =
1.25 (inches) P90 Storm
1,844 cf
4,589 cf
wgla.com

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
WATER QUALITY VOLUME CALCULATION
WGLA Engineering, PLLC
Project:
Date:
Description:
Suncap
5/10/2021
Bio-Cell #E
Determine Runoff Volume (NCDENR BMP 3.3.1)
Rv=0.05+0.9xIA
Drainage Area =
Impervious Area =
Impervious Fraction (IA) =
Rv =
3.18 (acres)
1.58 (acres)
0.497
0.497
V = 3630 x RD x Rv x A (Volume to be controlled)
Rp = runoff depth
Required Volume V =
Provided V =
1.25 (inches) P90 Storm
7,174 cf
9,862 cf
wgla.com

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
1
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
24 Q 25 = CIA = 10.28
3
Rip Rap (d50= 9"
3
0.069 CHECK VELOCITY
12.750 V = 0.9
27.162 vis
0.469 CHECK SHEAR STRESS
11.8 T= yds = 0.2
0.91 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.5
-' ' B 24
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
2
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
36 Q 25 = CIA = 11.85
3
Rip Rap (d50= 9"
3
0.069 CHECK VELOCITY
18.750 V = 0.9
39.162 vis
0.479 CHECK SHEAR STRESS
17.5 T= yds = 0.2
0.91 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.5
��=III III II-'' B 36
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
3
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
34 Q 25 = CIA = 12.14
3
Rip Rap (d50= 9"
3
0.069 CHECK VELOCITY
17.750 V = 0.9
37.162 vis
0.478 CHECK SHEAR STRESS
16.6 T= yds = 0.2
0.91 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.5
-' ' B 34
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
4
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
26 Q 25 = CIA = 17.23
3
Rip Rap (d50= 9")
3.00
0.61
0.069 CHECK VELOCITY
16.976 V = 1.0
29.858 vis
0.569 CHECK SHEAR STRESS
17.8 T= yds = 0.2
1.0 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1.1
I--1111-
LINER III I��,J� d 0.6
-' ' B 26
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
5
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
35 Q 25 = CIA = 0.73
3
Rip Rap (d50= 9")
3.00
0.10
0.104 CHECK VELOCITY
3.530 V = 0.2
35.632 OK
0.099 CHECK SHEAR STRESS
0.8 T= yds = 0.0
0.2 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d O.I
��=III III II-'' B 35
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
6
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
74 Q 25 = CIA = 45.81
3
Rip Rap (d50= 9")
3.00
0.58
0.069 CHECK VELOCITY
43.929 V = 1.0
77.668 vis
0.566 CHECK SHEAR STRESS
45.9 T= yds = 0.2
1.0 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1.1
I--1111-
LINER III I��,J� d 0.6
-' ' B 74
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
7
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
41 Q 25 = CIA = 26.08
3
Rip Rap (d50= 9"
3
0.069 CHECK VELOCITY
25.234 V = 1.0
44.731 vis
0.564 CHECK SHEAR STRESS
26.3 T= yds = 0.2
1.0111 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1.1
I--1111-
LINER III I��,J� d 0.6
��=III III II-'' B 41
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
8
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
26 Q 25 = CIA = 3.60
3
Rip Rap (d50= 9")
3.00
0.31
0.104 CHECK VELOCITY
8.348 V = 0.5
27.961 vis
0.299 CHECK SHEAR STRESS
3.8 T= yds = 0.1
0.5 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.3
-' ' B 26
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
9
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
29 Q 25 = CIA = 2.04
3
Rip Rap (d50= 9")
3.00
0.21
0.104 CHECK VELOCITY
6.222 V = 0.4
30.328 vis
0.205 CHECK SHEAR STRESS
2.2 T= yds = 0.1
0.4 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.2
-' ' B 29
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Forebay Design
FOREBAY NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
10
Suncap
20176
6/23/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
45 Q 25 = CIA = 7.13
3
Rip Rap (d50= 9")
3.00
0.33
0.104 CHECK VELOCITY
15.177 V = 0.5
47.087 vis
0.322 CHECK SHEAR STRESS
7.2 T= yds = 0.1
0.5 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 3 :1
-' I -I I EZI I p I I -I I Ed I I. D 1
I--1111-
LINER III I��,J� d 0.3
-' ' B 45
Liner Rip Rap (d50= 9")
B

DocuSign Envelope ID: CAD BO D52-F5C B-48B3-B354-86C BAD F E6A28
Suncap
Level Spreader Design Calculations

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Level Spreader Design
LEVEL SPREADER NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
1
Suncap
20176
5/3/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
92 Q 25 = CIA = 56.98
0
Concrete
12.50
0.23
0.015 CHECK VELOCITY
21.528 V = 2.7
92.468 vis
0.233 CHECK SHEAR STRESS
57.2 T= yds = 0.1
2.71 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 0 :1
-' I-II1=1I p I1=1I1=1II. D 1
LINER III I��,J� d o.2
=' ' B 92
Liner Smooth Concrete
B

DocuSign Envelope ID: CAD BOD52-F5CB-48B3-B354-86CBAD FE6A28
Level Spreader Design
LEVEL SPREADER NUMBER:
PROJECT NAME:
PROJECT NO.:
DATE:
LOCATION:
DESIGN STORM RETURN YR:
APPROACH:
INPUT DATA:
Drainage Area, Bare Soil (Ac)
Drainage Area, Grass (Ac)
Drainage Area, Woods (Ac)
Drainage Area, Impervious (Ac)
"C" Value Bare Soil
"C" Value Grass
"C" Value Woods
"C" Value for Paved
Rainfall Intensity (in/hr)
Ditch Slope (Decimal)
Bottom Width (ft)
Ditch Side Slope (x:1)
SOLUTION:
Try Type
Allowable Shear Stress
d guess (ft)
n (no units)
A (sqf)
P (ft)
R = A/P
Q=L49/n(AR" 2/3)(S" l/2)
Velocitv = O/A
2
Suncap
20176
5/3/2021
Town of Mills River, North Carolina
25
Use Trial & Error to set the flow depth, d, until Q = Q 25
0.4 (NCDENR Table 8.03b)
0.3 (NCDENR Table 8.03b)
0.2 (NCDENR Table 8.03b)
0.9 (NCDENR Table 8.03b)
8.08 NOAA Atlas 14, Volume 2, Version 3
0.005 DESIGN STORM:
122 Q 25 = CIA = 37.91
0
Concrete
12.50
0.15
0.015 CHECK VELOCITY
18.849 V = 2.0
122.309 OK
0.154 CHECK SHEAR STRESS
38.1 T= yds = 0.0
2.01 OK
Allow.
n Values for Depth Ranges:
Manning n
Shear
Allow.
Lining Type
0 - 0.5 ft
0.5 - 2.0 ft
> 2 ft
Stress
Velocity
Bare Soil (No Temp Liner)
0.020
0.020
0.020
N/A
2.5 fps
NAG S 75 (Straw with Net)
0.055
0.038
0.021
1.55
5 fps
NAG S 150 (Straw with Net)
0.055
0.038
0.021
1.75
6 fps
NAG SC150 (Straw/Coconut)
0.050
0.034
0.018
2.00
8 fps
NAG C 125 (Coconut with Net)
0.022
0.018
0.014
2.25
10 fps
NAG P300 / Propex 450
0.034
0.027
0.200
8.00
16 fps
Rip Rap (d50= 9")
0.104
0.069
0.035
3.00
4.5 fps
Rip Rap (d50=12")
---
0.078
0.040
4.00
5 fps
Smooth Concrete
0.015
0.013
0.013
12.50
40 fps
Sod or Established Grass
0.033
0.030
0.030
N/A
4.5 fps
FINAL DESIGN
Side Slope 0 :1
-' I-II1=1I p I1=1I1=1II. D 1
�_- _ -ICII d 0.2
B 122
LINER - I I
111 I� I.
Liner Smooth Concrete
B