SW4231001_Stormwater Narrative_20240111

STORMWATER
NARRATIVE AND DESIGN
CALCULATIONS
For:
Word of Life Church
Forsyth County, North Carolina
ADI Project No. 23-032
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Developer: •<�jy ��. �
T SINE SF, �,'
Bruce Henry, Sr. & Lydia Henry M.CP�
2048 Bethania Rural Hall Road
Winston- Salem,NC 27106
Prepared by:
Allied Design,Inc.
4720 Kester Mill Road
Winston-Salem,NC 27103
[phone]
[e-mail]
A

STORMWATER NARRATIVE
WORD OF LIFE CHURCH
TABLE OF CONTENTS
A. Introduction
B. Methodology
C. Site Design and Assessment
D. Conclusion
Appendix
A. NOAA Rainfall Data
B. Curve Number Summary
C. Bioretention Cell Calculations
D. 1-Year/24 Hour Frequency Design Storm Hydrographs
E. 10-Year and 100-Year Frequency Design Storm Hydrographs
F. Hydrograph Recap Report
G. Pond Report
H. Outlet Stabilization Calculations
I. Ditch Calculations
J. USDA Soils Report
K. National Wetlands Inventory Wetlands Delineation
L. Soil Site Evaluation for Seasonal High Water Table
Allied Design Inc. Project No.: 22-017 Page 1

STORMWATER NARRATIVE
WORD OF LIFE CHURCH
A. Introduction
The Word of Life Church consists of a 3.25-acre parcel of property located along
Montford Road in Pfafftown, North Carolina. The development proposes a new
building addition, a gravel and concrete parking lot, and two driveways. In
accordance with the requirements of NCDEQ Post Construction Stormwater
program, the project will require a stormwater management permit for quality
management.
Appropriate soil media, sod, and an underdrain system will be provided in
accordance with the requirements of the BMP Manual. The bioretention cell's design
for the project area was sized based on the capture of the first 1-inch of runoff in a
ponding depth of 12 inches over the surface area of the cell.
Stormwater management permit approval will require design and construction of a
permanent water quality measure to manage the runoff from all new impervious
coverage. The stormwater management plan for the Word of Life Church utilizes a
bioretention cell (bio cell) as the primary Stormwater Control Measure (SCM) to meet
NCDEQ's post construction stormwater management requirements. The bio cell will
be designed to treat the first 1-inch of runoff for quality treatment.
B. Methodology
Reference for preparation of the stormwater management plan is made to the North
Carolina Division of Environmental Quality's "New Stormwater Design Manual"
(MDC's). City/County topographical maps, site surveys, and the proposed site
development plans were utilized to delineate the post-development runoff patterns.
The USDA Soils Survey was referenced and used to determine the Runoff Curve
Numbers (CN's).
The storm events modeled in this design are based on the SCS 24 Hour Storm
Distribution for the 1-year storm and the 6 Hour Storm Distribution for 100-year
Allied Design Inc. Project No.: 22-017 Page 2

STORMWATER NARRATIVE
WORD OF LIFE CHURCH
design storm. The Intensity-Duration Frequency Curves were established using the
FHA Method. Precipitation frequency estimates were obtained from NOAA.
Inflow hydrographs were derived from the SCS Unit Hydrograph Method and routed
through the proposed wet detention basin. The Storage Indication Method is used to
determine and verify design of the primary outlet structure. "Hydraflow Hydrographs",
2004 edition software was used to perform the routing calculations. The bio cell
design is based on capture of the first 1-inch of runoff. The required surface area
and volume is calculated based on the simple method.
The bio cell will utilize a precast concrete outlet structure with a cast in place drop
inlet to control the post-developed runoff rates from the 1-year, 24-Hour storm event
to a runoff rate that minimizes hydrologic impacts to the receiving stream. The outlet
structure is modeled to assume 50% blockage of the overflow weir. The proposed
detention is designed to ensure the maximum storage elevation during the 100-year
storm remains at least 1 foot below the top of dam elevation.
C. Conclusion
This Stormwater Narrative concludes that the project is being developed in
accordance with the Bioretention Cell (C-2) provisions of the MDC. As indicated by
the stormwater management plans and calculations included in this report,
stormwater quality treatment is being provided on-site in accordance with NCDEQ's
stormwater management requirements.
1. Stormwater Quality Management
The drainage area routed to the wet detention basin includes 1.46 acres with
approximately 0.88 acres being impervious. No offsite area will be managed by the
proposed SCM.
The bio cell captures the first 1-inch of runoff from the post-developed drainage areas
and treats the flow in accordance with the requirements of the NCDEQ's Stormwater
Allied Design Inc. Project No.: 22-017 Page 3

STORMWATER NARRATIVE
WORD OF LIFE CHURCH
Design Manual. The routing hydrographs included in this report also verify that the
post-developed runoff for the 1-yr 24-hr water quality event to a runoff rate that
minimizes hydrologic impacts to the receiving stream. A summary of the water
quality management is provided as follows:
Summary of Water Quality Management
Management Aspects Pond 1
Required Provided
Water Quality Volume (cf) 3,140 3,913
Water Quality Elevation (ft) 917 917
Water Quality Surface Area (sf) 3,140 4,319
Allied Design Inc. Project No.: 22-017 Page 4

STORMWATER NARRATIVE
WORD OF LIFE CHURCH
Appendix
Allied Design Inc. Project No.: 22-017 Page 5

A .

NOAA Atlas 14,Volume 2,Version 3
.es.""Nt, Location name: Pfafftown, North Carolina, USA* �"'s`°
� v. Latitude: 36.193°, Longitude: -80.3845° .._ , I
Elevation:927 ft** i
0. *source:ESRI Maps "a )
-.nu o".175* **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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.43 5.26 6.20 6.86 7.64 8.18 8.69 9.13 9.66 10.0
(4.08-4.80) (4.86-5.72) (5.72-6.76) (6.32-7.46)_ (7.01-8.30) (7.45-8.90) (7.85-9.46) (8.20-9.98) (8.56-10.6) (8.78-11.1)
10-min 3.53 4.21 4.97 5.49 6.10 6.52 6.90 7.24 7.64 7.90
(3.26-3.83) (3.89-4.58) (4.58-5.41) (5.05-5.96) (5.58-6.62) (5.93-7.09) (6.23-7.52) (6.49-7.91) (6.76-8.38) (6.92-8.71)
15-min 2.94 3.52 4.19 4.63 5.15 5.50 5.81 6.09 6.41 6.60
(2.72-3.20) (3.26-3.84) (3.86-4.56) (4.26-5.03) (4.72-5.59) (5.00-5.99) (5.25-6.33) (5.46-6.65) (5.68-7.04) (5.79-7.28)
30-min 2.02 2.43 2.97 3.35 3.81 4.14 4.45 4.74 5.10 5.35
(1.86-2.19) (2.25-2.65) (2.75-3.24) (3.09-3.64) (3.49-4.14) (3.77-4.51) (4.02-4.85) (4.25-5.18) (4.52-5.60) (4.69-5.90)
60-min 1.26 1.53 1.91 2.18 ' 2.54 2.81 3.07 3.32 3.66 3.90
(1.16-1.36) (1.41-1.66) (1.76-2.08) (2.01-2.37)J (2.32-2.76) (2.55-3.06) (2.77-3.34) (2.98-3.63) (3.24-4.02) (3.42-4.31)
2-hr 0.741 0.901 1.14 1.31 1.54 1.73 1.91 2.10 2.34 2.54
(0.683-0.809) (0.830-0.985) (1.04-1.24) (1.20-1.43) (1.41-1.68) (1.56-1.89) (1.71-2.09) (1.86-2.30) (2.05-2.58) (2.19-2.80)
3-hr 0.530 0.646 0.814 0.943 1.12 1.25 1.38 1.52 1.71 1.86
(0.489-0.580) (0.596-0.707) (0.749-0.889) (0.864-1.03) (1.01-1.22) (1.13-1.36) (1.24-1.51) (1.35-1.67) (1.50-1.88) (1.60-2.04)
6-hr 0.326 0.395 0.498 0.579 0.688 0.777 f 0.868 0.962 1.09 1.20
(0.301-0.357) (0.365-0.433) (0.458-0.545) (0.530-0.632) (0.626-0.751) (0.700-0.847)1(0.775-0.945) (0.848-1.05) (0.948-1.20) (1.02-1.31)
12-hr 0.195 0.237 0.299 0.349 0.419 0.475 0.535 0.598 0.688 0.760
(0.180-0.213) (0.218-0.259) (0.274-0.327) (0.319-0.380) (0.379-0.454) (0.427-0.514) (0.477-0.579) (0.526-0.648) (0.593-0.746) (0.645-0.825)
24-hr 0.118 0.143 0.180 0.210 0.253 0.287 0.324 0.362 0.417 0.461
(0.109-0.128) (0.132-0.154) (0.167-0.195) (0.194-0.227) (0.232-0.273) (0.262-0.310) (0.294-0.350) (0.327-0.392) (0.373-0.451) (0.410-0.499)
2-day 0.069 0.083 0.104 0.121 0.144 0.162 0.181 0.201 0.229 0.251
(0.064-0.074) (0.077-0.090) (0.097-0.112) (0.112-0.130) (0.133-0.155) (0.149-0.174) (0.166-0.195)j(0.183-0.217) (0.207-0.247) (0.226-0.272)
3-day 0.049 0.059 0.073 0.085 0.101 0.114 0.127 0.141 0.161 0.176
(0.045-0.052) (0.055-0.063) (0.068-0.079) (0.079-0.091) (0.093-0.108) (0.105-0.122) (0.117-0.137) (0.129-0.152) (0.145-0.173) (0.158-0.191)
4-day 0.038 0.046 0.058 0.067 0.079 I 0.090 0.100 0.111 0.126 0.139
(0.036-0.041) (0.043-0.050) (0.054-0.062) (0.062-0.072) (0.074-0.085) (0.083-0.096) (0.092-0.107) (0.101-0.119) (0.114-0.136) (0.125-0.150)
7-day 0.025 0.030 0.037 0.042 0.050 0.056 0.062 0.068 0.077 0.084
(0.023-0.027) (0.028-0.032) (0.034-0.039) (0.039-0.045) (0.046-0.053)1(0.051-0.059) (0.057-0.066) (0.062-0.073) (0.070-0.083) (0.076-0.091)
10-day 0.020 0.024 0.029 0.033 0.038 0.043 0.047 0.052 0.058 0.063
(0.019-0.021) (0.022-0.025) (0.027-0.031) (0.031-0.035) (0.036-0.041) (0.040-0.045) (0.044-0.050) (0.047-0.055) (0.053-0.062) (0.057-0.067)I
20-day 0.013 0.016 0.019 0.021 0.024 0.027 0.030 0.032 I 0.036 0.038
(0.012-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.026) (0.025-0.029) (0.028-0.031) (0.030-0.034) (0.033-0.038) (0.035-0.041)
30-day 0.011 0.013 0.015 0.017 0.019 0.020 0.022 0.024 0.026 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.016) (0.016-0.017) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029)
45-day 0.009 0.011 0.012 0.014 0.015 0.016 0.018 0.019 0.020 0.021
(0.009-0.009) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018)1(0.017-0.019)1
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 NOAAAtlas 14 document for more information.
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PF graphical

NO PA Atlas 14,Volume 2,Version 3
'`, . Location name: Pfafftow r1 North Carolina, USA* ""✓ '\
g Latitude: 36.1953°, Longitude: -80.3826° norm
Elevation:915 ft**
� *source:ESRI Mks " 1111 )
v I
"E8°' **source:USG S "`""`
PO NT PRECIPITATIO NFREQ LENCY ESTIMATES
G M.Bonnin,D.Matin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NO A4,National Weather Service,Silver Spring,M ayland
PF tabular I PF graphical I M 4)s & aerials
PF tabular
PDS-based point precipitation frequency estimates w kh 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration -
1 251 02 55 01 002 005 001 000
5-m it 0.369 0.438 0.517 0.572 0.637 0.682 0.724 0.761 0.805 0.835
(0.340-0.400) (0.405-0.477) (0.477-0.563) (0.527-0.622) (0.584-0.692) (0.621-0.742) (0.654-0.788) (0.683-0.832) (0.713-0.883) (0.732-0.921)
10-m in 0.589 0.701 0.828 0.915 1.02 1.09 1.15 1.21 1.27 1.32
(0.544-0.639) (0.648-0.763) (0.764-0.902) (0.842-0.994) (0.930-1.10) (0.988-1.18) (1.04-1.25) (1.08-1.32) (1.13-1.40) (1.15-1.45)
15-m rt 0.736 0.881 1.05 1.16 1.29 1.38 1.45 1.52 1.60 1.65
(0.680-0.799) (0.815-0.960) (0.966-1.14) (1.06-1.26) (1.18-1.40) (1.25-1.50) (1.31-1.58) (1.36-1.66) (1.42-1.76) (1.45-1.82)
30-m in1.01 1.22 1.49 1.68 1.91 2.07 2.23 2.37 2.55 2.67
(0.932-1.10) (1.12-1.32) (1.37-1.62) (1.54-1.82) (1.75-2.07) (1.88-2.26) (2.01-2.42) (2.12-2.59) (2.26-2.80) (2.34-2.95)
60-m rt 1.26 1.53 1.91 2.18 2.54 2.81 3.07 3.32 3.66 3.90
(1.16-1.36) (1.41-1.66) (1.76-2.08) (2.01-2.37) (2.32-2.76) (2.55-3.06) (2.77-3.34) (2.98-3.63) (3.24-4.02) (3.42-4.31)
2-hr 1.48 1.80 2.27 2.62 3.09 3.46 3.82 4.19 4.69 5.07
(1.37-1.62) (1.66-1.97) (2.09-2.48) (2.40-2.86) (2.81-3.37) (3.12-3.77) (3.43-4.18) (3.72-4.59) (4.10-5.16) (4.39-5.60)
3-hr 1.59 1.94 2.44 2.83 3.35 3.75 4.16 4.58 5.14 I 5.58
(1.47-1.74) (1.79-2.12) (2.25-2.67) (2.60-3.09) (3.04-3.65) (3.39-4.09) (3.73-4.54) (4.06-5.01) (4.49-5.64) (4.81-6.14)
6-hr 1.96 2.37 2.99 3.47 4.12 4.66 5.20 5.76 6.55 7.17
(1.80-2.14) (2.19-2.60) (2.74-3.27) (3.17-3.78) (3.75-4.50) (4.20-5.07) (4.64-5.66) (5.08-6.28) (5.68-7.16) (6.13-7.86)
12-hr 2.36 2.86 3.61 4.21 5.05 5.73 6.46 7.22 8.30 9.16
(2.17-2.58) (2.63-3.13) (3.31-3.94) (3.85-4.58) (4.58-5.48) (5.15-6.20) (5.75-6.99) (6.34-7.81) (7.16-8.99) (7.78-9.95)
24-hr 2.84 3.44 4.34 5.06 6.08 6.91 7.78 8.71 10.0 11.1
(2.63-3.07) (3.18-3.72) (4.01-4.70) (4.67-5.47) (5.58-6.56) (6.31-7.46) (7.07-8.40) 1 (7.86-9.41) (8.96-10.8) (9.85-12.0)
2-day 3.33 4.02 5.03 5.82 6.93 7.81 8.73 9.68 11.0 12.1
(3.10-3.59) (3.73-4.33) (4.67-5.42) (5.40-6.27) (6.39-7.45) 1 (7.18-8.40) (7.99-9.39) (8.82-10.4) I (9.95-11.9) (10.9-13.1)
3-day 3.54 4.26 5.32 6.15 7.30 8.23 9.19 10.2 11.6 12.7
(3.29-3.80) (3.97-4.58) (4.95-5.71) (5.71-6.60) (6.75-7.83) (7.58-8.83) (8.43-9.88) (9.30-11.0) (10.5-12.5) (11.4-13.8)
4-day 3.74 4.50 5.60 6.47 7.67 8.64 9.65 10.7 12.2 I 13.4
(3.49-4.01) (4.20-4.83) (5.22-6.00) (6.02-6.93)_ (7.11-8.22) (7.98-9.27) (8.87-10.4) (9.77-11.5) (11.0-13.1) (12.0-14.4)
7-day 4.27 5.10 6.25 7.16 8.41 9.41 10.4 11.5 13.0 14.2
(3.99-4.56) (4.78-5.46) (5.84-6.68) (6.68-7.64) (7.82-8.98) (8.71-10.1) (9.64-11.2) (10.6-12.3) (11.8-14.0) (12.8-15.3)
10-day 4.87 5.81 7.03 7.99 9.30 10.3 11.4 12.5 14.0 15.2
(4.58-5.18) (5.46-6.18) (6.60-7.48) (7.48-8.50)_ (8.68-9.88) (9.62-11.0) (10.6-12.1)_ (11.5-13.3) (12.8-15.0) (13.8-16.3)
20-day 6.56 7.76 9.24 10.4 12.0 13.2 14.4 15.7 17.4 18.7
(6.19-6.95) (7.34-8.23) (8.72-9.79) (9.80-11.0) (11.2-12.7) (12.3-14.0) (13.5-15.3) (14.6-16.7) (16.0-18.5) (17.1-20.0)
30-day 8.12 9.58 11.2 12.4 13.9 15.1 16.3 17.4 18.9 20.1
(7.73-8.54) (9.11-10.1) (10.6-11.7) (11.7-13.0) (13.2-14.6) (14.3-15.9) (15.3-17.1) (16.4-18.4) (17.7-20.0) (18.7-21.2)
45-day 10.2 12.0 13.8 15.1 16.9 18.2 19.5 20.7 22.3 23.5
(9.79-10.7) (11.5-12.6) (13.2-14.4) (14.5-15.8) (16.1-17.7) (17.3-19.0) (18.4-20.4) (19.6-21.7) (21.0-23.5) (22.0-24.8)
60-day 12.2 14.3 16.2 17.7 19.5 20.9 22.2 23.5 25.1 26.2
(11.7-12.8) (13.7-14.9) (15.5-16.9) (16.9-18.4) (18.6-20.4) (19.9-21.8) (21.1-23.2) (22.3-24.6) (23.7-26.3) (24.7-27.6)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Num hers 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 maxim t n precipitation(PM P)estimates and m ay be higher than currently valid PM Pvalues.
Please refer to NO AA Atlas 14 docum ait form a-e inform ation.
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PF graphical

B .

POST-DEVELOPMENT CURVE NUMBER CALCULATIONS
POI 1 POST DEVELOPMENT TO SAND FILTER
TYPE OF AREA SOIL GROUP CN CN AREA POI TOTAL AREA %POI %CN WEIGHTED CN
ONSITE OPEN SPACE(GOOD) A 39 0.29 AC 19.86% 7.7
ONSITE OPEN SPACE(GOOD) B 61 0.29 AC 1.46 AC 19.86% 12.1 79
ONSITE IMPERVIOUS B 98 0.88 AC 60.27% 59.1
IMPERVIOUS AREA 60%

C .

Bio Cell Design Calculation Sheet
Bioretention Cell #1
Word of Life Church
September 8, 2023
Site Information
Drainage Area (Ad) = 1.46 ac
Impervious area (Al) = 0.88 ac
Impervious % IA = 60%
Runoff Coefficient (Rv)= 0.592465753
Determine 1 inch Water Quality Volume (WQV)
Design Storm Depth (RD) = 1 in
Depth of Media 2.50 ft
Time Required to Drain WQV 1.13 days
Coefficient of Permeability 4.00 ft/day
Design Volume (Dv) = 3,140 cf
Determine Required Surface Area
Design Volume (DV) = 3,140 cf
Ponding Depth 1 .00 ft
Required Surface Area = 3,140 sf
Determine Required Surface Area
Proposed Design Volume (Dv) = 3,913 cf
Proposed Surface Area = 4,319 sf
Underdrain Design
Assumed Underdrain Clogging Percentage 50.00%
Number of Rows 4 rows
Length of Runs 5.00 ft
Computed Min. Drawdown Discharge 0.023 cfs
Computed Stage-Discharge for Filter Media 0.166 cfs
Perforation Capacity
Number of Perforations 160
Perforations After Clogging 80
Capacity of One Hole 0.004 cfs/hole
Computed Total Perforation Capacity 0.31 cfs
Perf. Capacity > Filter Media Capacity/ ACCEPTABLE
Mininmum Drawdown Capacity
Pipe Capacity
Computed Underdrain Pipe Size 8.93 in
Assumed Underdrain Pipe Size 6 in
Confirmed Underdrain Pipe Capacity 0.57 cfs
Pipe Capacity > Filter Media Capacity/ ACCEPTABLE
Mininmum Drawdown Capacity

D .

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I
1 SCS Runoff 2.665 2 718 5,331 POST DEVELOPMENT 1 YR 24 HO
3 SCS Runoff 0.000 2 n/a 0 POST DEVELOPMENT 100 YR 6 HR
5 Reservoir 0.062 2 956 1,417 1 917.01 3,985 <no description>
7 Reservoir 0.000 2 n/a 0 3 916.00 0.000 <no description>
bio cell.gpw Return Period: 1 Year Monday, 09/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Monday,09/11 /2023
Hyd. No. 1
POST DEVELOPMENT 1 YR 24 HOUR
Hydrograph type = SCS Runoff Peak discharge = 2.665 cfs
Storm frequency = 1 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 5,331 cuft
Drainage area = 1.460 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 2.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT 1 YR 24 HOUR
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1 L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Monday,09/11 /2023
Hyd. No. 5
<no description>
Hydrograph type = Reservoir Peak discharge = 0.062 cfs
Storm frequency = 1 yrs Time to peak = 15.93 hrs
Time interval = 2 min Hyd. volume = 1,417 cuft
Inflow hyd. No. = 1 - POST DEVELOPMENT 1 Y Ra24ffitt n = 917.01 ft
Reservoir name = bio cell Max. Storage = 3,985 cuft
Storage Indication method used.
<no description>
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
3.00 � 3.00
2.00 2.00
1.00 1.00
0.00 L 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 1 1111111 Total storage used = 3,985 cuft

E .

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I
1 SCS Runoff 0.000 2 n/a 0 POST DEVELOPMENT 1 YR 24 HR
3 SCS Runoff 1.893 2 144 7,665 POST DEVELOPMENT 10 YR 6 HR
5 Reservoir 0.000 2 n/a 0 1 916.00 0.000 <no description>
7 Reservoir 0.392 2 228 3,751 3 917.09 4,365 ROUTING
bio cell.gpw Return Period: 10 Year Wednesday, 01 / 10/2024

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,01 /10/2024
Hyd. No. 3
POST DEVELOPMENT 100 YR 6 HR
Hydrograph type = SCS Runoff Peak discharge = 1.893 cfs
Storm frequency = 10 yrs Time to peak = 2.40 hrs
Time interval = 2 min Hyd. volume = 7,665 cuft
Drainage area = 1.460 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.47 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
POST DEVELOPMENT 10 YR 6 HR
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - J - 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 TO
Hyd No. 3 Time (his)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,01 /10/2024
Hyd. No. 7
<no description>
Hydrograph type = Reservoir Peak discharge = 0.392 cfs
Storm frequency = 10 yrs Time to peak = 3.80 hrs
Time interval = 2 min Hyd. volume = 3,751 cuft
Inflow hyd. No. = 3 - POST DEVELOPMENT Max. Elevation = 917.09 ft
Reservoir name = bio cell Max. Storage = 4,365 cuft
Storage Indication method used.
ROUTING
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — 'd� 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Time (hrs)
Hyd No. 7 Hyd No. 3 1111111 Total storage used =4,365 cuft

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I
1 SCS Runoff 0.000 2 n/a 0 POST DEVELOPMENT 1 YR 24 HO
3 SCS Runoff 3.727 2 144 14,779 POST DEVELOPMENT 100 YR 6 HR
5 Reservoir 0.000 2 n/a 0 1 916.00 0.000 <no description>
7 Reservoir 2.169 2 156 10,865 3 917.30 5,362 <no description>
bio cell.gpw Return Period: 100 Year Monday, 09/ 11 /2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Monday,09/11 /2023
Hyd. No. 3
POST DEVELOPMENT 100 YR 6 HR
Hydrograph type = SCS Runoff Peak discharge = 3.727 cfs
Storm frequency = 100 yrs Time to peak = 2.40 hrs
Time interval = 2 min Hyd. volume = 14,779 cuft
Drainage area = 1.460 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.20 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
POST DEVELOPMENT 100 YR 6 HR
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 ,- 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Hyd No. 3 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Monday,09/11 /2023
Hyd. No. 7
<no description>
Hydrograph type = Reservoir Peak discharge = 2.169 cfs
Storm frequency = 100 yrs Time to peak = 2.60 hrs
Time interval = 2 min Hyd. volume = 10,865 cuft
Inflow hyd. No. = 3 - POST DEVELOPMENT 109R flldR3tion = 917.30 ft
Reservoir name = bio cell Max. Storage = 5,362 cuft
Storage Indication method used.
<no description>
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 ' 2.00
1.00 1.00
,I ____
0.00 _ 1 - 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0
Time (hrs)
Hyd No. 7 Hyd No. 3 1111111 Total storage used = 5,362 cuft

F .

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2024
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 2.665 0.000 POST DEVELOPMENT 1 YR 24 HO
3 SCS Runoff 0.000 3.727 POST DEVELOPMENT 100 YR 6 HR
5 Reservoir 1 0.062 0.000 <no description>
7 Reservoir 3 0.000 2.169 <no description>
Proj. file: bio cell.gpw Monday, 09/ 11 /2023

G .

Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Monday,09/11 /2023
Pond No. 1 - bio cell
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=916.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 916.00 3,521 0 0
1.00 917.00 4,319 3,913 3,913
2.00 918.00 5,426 4,862 8,774
2.50 918.50 5,950 2,843 11,617
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 4.00 0.00 0.00 0.00
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 917.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 911.85 0.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 41.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 2.08 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
3.00 919.00
2.00 918.00
1.00 917.00
0.00 916.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Total Q Discharge(cfs)

H .

PROJECT NAME WORD OF LIFE
Allied Design, Inc. Outlet Stabilization
CIVIL ENGINEERING v LAND SURVEYING PROJECT NO. 23-032 SHEET 1.0 OF 1.0
4720 Kester Mill Road BY NME DATE 9-Jan-24
Winston-Salem,North Carolina 27103 CHECKED BY SMC REV
Ph.336.765.2377 v Fax [phone]
Outlet Stabilization
3 o
=E1 Il iilll1
pipe tet W= Do + La 90 1 I -_l I lilfli 1,
I1III p..
diameter(Do) l --1 -�_:`iil �n'ii'ilr
La -� D0 ---80 1 n,• 'iai u
ilwater�0.5 ,. _ � rr re:n;r
�. •nr•Ik11��•1.
t,-.- I AAi:llillIrp I1
°k vp°5 �3 .'�. . r�1y,,�Illlll
s.,,,` C�m r-r' w.r►/�Il1 j�J1 1111111.
ptt�‘ 5 r -- - ®�I_-I I�iii 1-r, •r-<M° it 1 lnl�.u/'lliiiiiiiiii'
Mt�t� - - I:, --- M A-L1 IIIIIIIIIIIIIIIiP
iiSir,/.r ' unum
__--_` !-1 ,�-//- ,, ..p,Ama:,Illpl 111 Ii,
�40
1 I i I .1: rc�• � ��:pl li ll illi�MIMI ulllli'4
3r �� �w pnn.:nrn Bv..
mom- I=IM� I • '.�. 14-ir- w Ei r,•r•r.pll.n
Oilwommum _-- nr_a ! Pal¢ �_ f ;.„,1 iiIN:i egi J
20-�- ----� i �-n�-. 7E0 -n•ii ti:E:r 3
ilEIM
30- ! 1.== 1!1 ^P-ir��!�,t ripen•': li :
0-�:r =mBE 11111Ei� I11= g 4 a - .i ps naii� 1,
� � i ''-j..:ri � r.ucnr:!:�ii.2 N
-� = i• r �r-rn: �np U):
•--- wSiYl 1 ,:� /yp-:..:,iSp,.A'111111111. c.
:= MI i�- 1 N. 0�'_ _ ::;:ill1lllllllllllll:
w�.� Apr / __��i?���.-ei,�-uuuunmin 2
:--.item=� � 1 $�ri M�-... liiiiiiiiiiiiiii
�-r✓ r'r��l*���� ��. p 11 IIIIIIIIII II. 1 �
1E1I r!''� Plitl'a'* � lii 11=111 l 1119llli!ii ii
' i I;i.
3 5 10 • 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Outlet Pipe Discharge D50 La W dmax apron thickness NCDOT riprap
Diameter
(in) (cfs) (ft) (ft) (ft) (ft) (ft) Class
FES#100 12.0 3.90 0.40 11.0 12.0 0.6 0.9 B
FES#200 12.0 1.86 0.35 9.0 10.0 0.5 0.8 B
FES#300 15.0 0.81 0.30 9.0 10.3 0.5 0.7 A
FES#400 15.0 0.81 0.30 9.0 10.3 0.5 0.7 A
FES#500 15.0 0.81 0.30 9.0 10.3 0.5 0.7 A
TAKEN FROM THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL

I .

VEGETATED CONVEYANCE SCHEDULE-25 YEAR DESIGN STORM
SHERWOOD ESTATES
YADKIN COUNTY,NORTH CAROLINA
6/29/2023
VEGETATED DRAINAGE INLET RUNOFF TIME OF LINING
INTENSITY DISCHARGE DITCH BOTTOM LENGTH SIDE DEPTH OF VELOCITY STAPLE PATTERN
CONVEYANCE AREA COEFFICENT CONCENTRATION SLOPE WIDTH SLOPES FLOW MATERIAL
0.08 FT 1.81 F/S S150 D
#1 0.07 AC 0.6 5.00 MIN 7.64 IN/HR 0.32 CFS 10.00% 2.00 FT 60.00 FT 3:1 0.07 FT 2.14 F/S S75 D
0.08 FT 1.83 F/S GRASS N/A
0.06 FT 1.32 F/S S150 D
#2 0.10 AC 0.6 5.00 MIN 7.64 IN/HR 0.46 CFS 9.00% 6.00 FT 30.00 FT 3:1 0.05 FT 1.59 F/S S75 D
0.06 FT 1.26 F/S GRASS N/A
0.22 FT 0.70 F/S S150 D
#3 0.09 AC 0.6 5.00 MIN 7.64 IN/HR 0.41 CFS 1.20% 2.00 FT 80.00 FT 3:1 0.17 FT 0.96 F/S S75 D
0.24 FT 0.64 F/S GRASS N/A

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH#1
Name DITCH#1
Discharge 0.32
Channel Slope 0.1
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 0.32 cfs 1.81 ft/s 0.08 ft 0.044 1.8 lbs/ft2 0.49 lbs/ft2 3.67 STABLE D
Unvegetated
Underlying Straight 0.32 cfs 1.81 ft/s 0.08 ft 0.044 1.96 Ibs/ft2 0.44 Ibs/ft2 4.46 STABLE D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 0.32 cfs 2.14 ft/s 0.07 ft 0.034 1.6 Ibs/ft2 0.42 Ibs/ft2 3.8 STABLE D
Underlying Straight 0.32 cfs 2.14 ft/s 0.07 ft 0.034 1.74 lbs/ft2 0.38 lbs/ft2 4.56 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.32 cfs 1.83 ft/s 0.08 ft 0.044 4 lbs/ft2 0.49 lbs/ft2 8.22 STABLE --
Vegetation
Underlying Straight 0.32 cfs 1.83 ft/s 0.08 ft 0.044 4 Ibs/ft2 0.44 Ibs/ft2 9.17 STABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH#2
Name DITCH#2
Discharge 0.46
Channel Slope 0.09
Channel Bottom Width 6
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 0.46 cfs 1.32 ft/s 0.06 ft 0.049 1.8 lbs/ft2 0.32 lbs/ft2 5.66 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.32 ft/s 0.06 ft 0.049 1.96 Ibs/ft2 0.31 Ibs/ft2 6.36 STABLE D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 0.46 cfs 1.59 ft/s 0.05 ft 0.036 1.6 Ibs/ft2 0.26 Ibs/ft2 6.06 STABLE D
Underlying Straight 0.46 cfs 1.59 ft/s 0.05 ft 0.036 1.74 lbs/ft2 0.26 lbs/ft2 6.77 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.46 cfs 1.26 ft/s 0.06 ft 0.051 4 lbs/ft2 0.31 lbs/ft2 12.85 STABLE --
Vegetation
Underlying Straight 0.46 cfs 1.26 ft/s 0.06 ft 0.051 4 Ibs/ft2 0.3 Ibs/ft2 13.24 STABLE --
Substrate

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DITCH#3
Name DITCH#3
Discharge 0.41
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Clay Loam(CL)
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S150 Straight 0.41 cfs 0.7 ft/s 0.22 ft 0.066 1.8 lbs/ft2 0.14 lbs/ft2 13.11 STABLE D
Unvegetated
Underlying Straight 0.41 cfs 0.7 ft/s 0.22 ft 0.066 1.96 Ibs/ft2 0.11 Ibs/ft2 18.22 STABLE D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 0.41 cfs 0.96 ft/s 0.17 ft 0.041 1.6 Ibs/ft2 0.11 Ibs/ft2 15.1 STABLE D
Underlying Straight 0.41 cfs 0.96 ft/s 0.17 ft 0.041 1.74 lbs/ft2 0.09 lbs/ft2 20.15 STABLE D
Substrate
Unreinforced Vegetation
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.41 cfs 0.64 ft/s 0.24 ft 0.075 4 lbs/ft2 0.15 lbs/ft2 27.19 STABLE --
Vegetation
Underlying Straight 0.41 cfs 0.64 ft/s 0.24 ft 0.075 4 Ibs/ft2 0.11 Ibs/ft2 35.06 STABLE --
Substrate

J .

a Hydrologic Soil Group—Forsyth County,North Carolina
a
:CCC50 555580 550310 .C.C,040 555670 555700 555730 555760 555790 555820 555850 555880
36°11'46"N 36°11'46"N
0
.. <, pi
•
401kik. 1
•
, . „ .
•
•
6'
A .
\.
., •,.. 1
-.0.• . .
\Ill 46'''''l . . .
TmD1. raa� 47
..
A +
.
11111
10 ii
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1
FaF IC •Az; , ' ' „
.,J . ,; o
X000 dap�a��oq bQ eaDo 7 a�ado �aOQ° ' � . —
36°11'38"N - 36°11'38"N
5513550 555680 350310 555640 555670 555700 555730 555760 555790 555820 555850 555880
3 3
NMap Scale:1:1,650 if printed on A landscape(11"x 8.5")sheet. N
Meters
$ N 0 20 40 80 120 8
Feet
A0 50 100 200 300
Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 7/19/2023
dim Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Forsyth County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:15,800.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Forsyth County, North Carolina
Survey Area Data: Version 24,Sep 8,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Oct 17,2020—Nov 3,
Soil Rating Points 2020
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 7/19/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Forsyth County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CIB Clifford sandy loam,2 to A 0.4 4.3%
6 percent slopes
CID Clifford sandy loam, 10 A 2.4 27.9%
to 15 percent slopes
FaF Fairview fine sandy B 0.1 0.9%
loam, 15 to 45 percent
slopes
TmB Tomlin loam,2 to 6 B 2.2 25.0%
percent slopes
TmC Tomlin loam,6 to 10 B 3.1 35.5%
percent slopes
TmD Tomlin loam, 10 to 15 B 0.6 6.4%
percent slopes
Totals for Area of Interest 8.7 100.0%
USDA Natural Resources Web Soil Survey 7/19/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Forsyth County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 7/19/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

K .

1LV I•N'1IJ11JYN
U.S. Fish and Wildlife Service
Ell National Wetlands Inventor wetlands delineation
:r:
1 .
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September 11, 2023 This map is for general reference only.The US Fish and Wildlife
p Service is not responsible for the accuracy or currentness of the
Wetlands base data shown on this map.All wetlands related data should
Freshwater Emergent Wetland Lake be used in accordance with the layer metadata found on the
Wetlands Mapper web site.
Estuarine and Marine Deepwater Freshwater Forested/Shrub Wetland Other
Estuarine and Marine Wetland I Freshwater Pond n Riverine
I
National Wetlands Inventory(NWI)
This page was produced by the NWI mapper

K .

Alan Clapp
Licensed Soil Scientist
389 Clapp Farms Road
Greensboro, NC 27405
Phone:[phone] [e-mail]
Soil/Site Evaluations-Septic Systems Layout and Design-Storm water Assessment-Preliminary Evaluations
October 11, 2023
Steve Causey
Allied Design, Inc.
4720 Kester Mill Road
Winston-Salem, North Carolina 27103
RE: Word of Life Project
4550 Montford Road
PIN: 5899-22-5743
Forsyth County,NC
Mr. Causey:
On October 11, 2023, the property listed above in Forsyth County on Montford Road was
evaluated at your request to determine the depth of the seasonally high-water table at two
select storm water control measures (SCM) for a BMP device. Soil borings were used in
the areas proposed for storm water devices (EG#A and EG#B)to serve the proposed
development. The borings were advanced to satisfy requirements set forth in the North
Carolina Division of Water Quality Stormwater Design Manual (NCDEQ Stormwater
Design Manual A-2. Soils) and used standards as described in ASTM D-1452 for
Seasonally High-Water Table determinations. Soil profile descriptions are described
using Field Book for Describing and Sampling Soils (NRCS)with soil textures as defined
using US Department of Agriculture (USDA)textural properties. This property is in the
Piedmont physiographic region and the geologic region of the Milton terrane.
The seasonal high-water table is determined by a field evaluation for soil wetness
conditions. Soil wetness conditions are determined by the presence of redoximorphic
(aka redox) features with a chroma of 2 or less (using the Munsell Soil Color Book) in
mottles or the soil horizon matrix. Colors of chroma 2 or less due to relic minerals from
the parent material (underlying rock), anaerobic activity created by placement of fill
material or soil horizon/ soil textural transitions causing perching of water are not
considered indicators of a seasonal high-water table. Soil borings were made in the
vicinity of the BMP sand filter devices using an AMS hand auger. The boring locations
were marked on the site with pink wire flags. GPS locations were located using EOS
Arrow Gold GNSS device. Bore locations were made as close as possible to the
prescribed plan locations using the coordinates collected with the handheld device.
Project#: 923269

Findings:
Borings were advanced in the prescribed location of the BMP device. The profiles were
evaluated for the presence of a seasonally high-water table (SHWT). A boring data
summary for the boring locations is listed in the table 1 below. A detailed soil boring
profile description is included in table 2. Elevation and location data were inferred from
the Design Plan from Allied Design for Word of Life Project on Mumford Road and as
provided by Nicole Ellis. A SHWT was not found within 132" (11') of surface at the
proposed BMP at EG#A or 84" (7') of surface at EG#B.
Pleaselen feel free to contact me if you have any further questions.
(tea,. C
Alan Clapp
Licensed Soil Scientist
t A.
""'"eos\
ifiv SOIL SC/�
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Table 1. Boring Data Summary
Boring Beginning Total Bottom Proposed Elevation SHWT
Location Surface Soil Elevation SCM to Depth
# Elevation Bore of Boring Bottom SHWT from
Boring+/- Depth +/- Elevation surface
EG#A 920.9' 132" 909.9' Not > 132"
(11') present at (11')
from 909.9'
surface
EG#B 916.88' 84" 909.88' Not > 108"
(7') present at (9')
from 909.88'
surface
Project#: 923269

Table 2. Soil Profile Descriptions*
Boring EG#A EG#B
Location North: 892732.319 892780.722
Location East: 1592403.377 1592371.843
Soil Series: Clifford Clifford
Landscape Position Linear- 6% Linear- 8%
Horizon 1 (A) 0-12" (Fill) 0-18"
Texture loam
Matrix Color 5 YR 4/4 (reddish
brown)
Consistence/Structure/Mineralogy Friable, granular,
1:1
Horizon 2 (B) 12-78" (A) 18-22"
Texture Clay loam
Matrix Color 2.5 YR 3/6 (dark 5 YR 4/4 (reddish
red) brown)
Consistence/Structure/Mineralogy Firm, sbk, 1:1 Friable, granular,
1:1
Horizon 3 (BC) 78-132" (B) 22-82"
Texture Clay clay
Matrix Color 2.5YR 4/8 2.5 YR 3/6 (dark
(red) red)
Consistence/Structure/Mineralogy Firm, sbk, 1:1 Firm, sbk, 1:1
Horizon 4 82-108"
Texture (BC) clay
Matrix Colors 2.5YR 4/8
(red)
Consistence/Structure/Mineralogy Firm, sbk, 1:1
Note: Quartz and Fill material placed
Quartzite over a portion of
throughout profile the area
SHWT Depth from surface >132" (>11') >108" (>9')
Reference texts:
*Schoeneberger, P.J., Wysocki, D.A., Benham, E.C., and Broderson, W.D, 2002. Field
book for describing and sampling soils, Version 2.0. National Resources Conservation
Service,National Soil Survey Center, Lincoln,NE. All texture descriptions use USDA
soil textures. Soil color descriptions are using Munsell Soil Color Charts
Clifford soils: Fine, kaolinitic, mesic Typic Kanhapludults
Project#: 923269

Locations:
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c-.... ::.i 41..:::^•' ,'•,. •:;.;:t.t.r.:ri....s.,•"..,„;
m•%,..s.1.• .4"t'i?•"...r....v4sx.n.-
•,••,•,, i ..• .• .t.,.". •1:46.J....;,k,:.4.".
In I / ;.:1•4•.:r:e ‘.4.7: 51,4 c!",:\ ...1•;::•16:44.:":.
/ ••':.7.' i.ili.;'•••••Yo':'.1".c7";f:;.1...i...v.'
• "il. e'::!!:"..i:.:P:*-•:;Y!..".4,,%17.1>!;:v:it;',4:
...f.,•:,:.-;I;AV.'''.t'..;.,...h?..?"i'14',...."0.4.•?'•!.:e*V. '.4.:
I / ''"..,.....:1`.7..^.".. ' 4 1...4.143"}..... • •',.v:.7 :'
111/ (• 30.11::.:17.S.:t.;,:.•:%•4,44.i7..r:::::.S...;..4 ,tiC..
1;4
\ "Ad 4.47...'1:4 ,•••••••/•14"X.,•..• ' '.V....1.14
'1•• ro x;"e:11 l'., '.i,.;:.;jr..rt.:...,:yja.:'•i.;1•44
• •
1! 1 s.;:i ce,"•.•:...,4ZK:';....(''.5 3.;•.:'!".1•.;:e•••;'..%,.1...F.; ...;•`.:". •'..
• • •,.::1.);o'xi f..I,,!..i!;%.01i.,..4.'tilsN'r"....r::
.;.:.4::...‘t..“),i•?f :;7:..ct.... • .:e.'.i.':•;4 1:•••.:.:4
Ak '5.:•••.4.:it:;...,:i;4?..;162:47: '':.1."5:li.:::1,:!::::::
•F .:":5 tessr'..Y.!'..:4:'..;:•=,,{fi'.
:•::••t:t i ti.,7. : :....V.ISIi•j!"
..).,01.$6.. ',"!:`•,...,,,,.....I.o.?..':.
I.. 1 1 \\ ...: j,....-..,..,,:...g.‘.;4...,:.,.
.. ..f.v.-.....,e.::,.-...-::;.
EG ..,..,....,...----:...........:0
..s.e.
LATITUDE: N36° 11'42.58"
LONGITUDE:W80° 22'53.19"
NORTHING:892780.722
......:.,-.,-..
EASTING: 1592371.843 .:,../.......
4khkiv.
EG: 916.88 1
\ <1...,..]
FG: 909.85
Il•
g2 II
a
u j LOLANGTITITUUDDEE:: N36°80 21\1\4522:8101: \\I
EASTING: 1592403.377
I NORTHING: 892732.319
.. EG: 920.90
CV 11 r-:
1 7 •Ipti? 11 FG: 909.85
z
il 1
1 \
Project#: 923269

Soil Horizon Profile Colors
EG BMP #A and #B
•
1
Project#: 923269