SW6241007_Stormwater Report_20241111

Bowman
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Shahbain Farms
Posey Farm Road
Raeford, North Carolina (Hoke County)
COORDINATE: 34°59'10.0"N 79°07'16.7"W
Project No.: 220198-01 -010
Stormwater & Erosion Control Design Report
Prepared By:
Bowman
NORTH CAROLINA
4006 Barrett Drive, Suite 104
Raleigh, NC 27609
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24627 1J/11J
PREPARED FOR: %'•.°'I'4 D A�S".•ss
Raeford Development Company, LLC 1. 4,,
Attn: Mubarak Shahbain Donald Sever, PE
PO Box 2048 NC License No. 24627
Raeford, NC 28376 0: [phone]
[phone] [e-mail]
OCTOBER 17, 2024
Shahbain Farms—Posey Farm Rd. (Hoke County) 1 I P a g e

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TABLE OF CONTENTS
PAGE
• Project Narrative 3
• Design Requirements 4
• Conclusion 4
• Erosion Control 6
Appendix A: Figures 7
• County Soil Survey
• Topography Map
• FEMA Flood Map
• Hydrologic Unit Code (HUC)
• Surface Water Classification Map
• NOAA Point Precipitation Frequency Estimates
• Drainage Area Maps
Appendix B: Wet Pond Calculations 8
• CN Values
• Infiltration Basin Design
• Hydrographs
• Stormwater Management Details
• Spillway Design
• Rip-Rap Dissipator Design
Appendix C: Erosion and Sediment Control Calculations 9
• Rip-Rap Aprons
• Skimmer Basins
• Temporary Diversion Ditches
Shahbain Farms—Posey Farm Rd. (Hoke County) 2

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PROJECT NARRATIVE
This report contains the stormwater and erosion control design calculations for the proposed
Shahbain Farms development in Raeford, Hoke County, North Carolina. The report consists of a
review of available hydrologic data, methods analysis, development of existing and proposed
hydraulic models, and presentation of the impacts of the proposed development in the project.
SITE HISTORY
The proposed site is located in Hoke County, North Carolina and is within an unincorporated area
of McLauchlin Township. The site is along Posey Farm Road to the west, adjacent to single-family
residential subdivision along the north, and adjacent to wooded area along the east and south
sides of the property.
Soils located within the project site as defined by NRCS (National Resources Conservation
Service) are described in Table 2.
Table 1:Hydrologic Soil Groups
Group Description
BaB Blaney loamy sand, 2 to 8 percent slopes
CaB Candor sand, 1 to 8 percent slopes
FaB Faceville loamy sand, 2 to 6 percent slopes
GdB Gilead loamy sand, 2 to 8 percent slopes
JT Johnston loam
WaB Walgeam loamy sand, 0 to 6 percent slopes
According to the Web Soil Survey, majority of the subject site falls within the hydrologic soil
groups A and C. For the purposes of design, the same hydrologic groups were utilized for both
Pre- and Post- Development conditions.
PROJECT DESCRIPTION
Raeford Development Company, LLC. is proposing to develop a 16.1 acre tract of land. The
proposed development consists of a commercial building, including parking areas, drives, and
curbs. The project includes approximately ±11.5 acres of land disturbance.
STREAMS
Puppy Creek is located on-site along the eastern boundary of the parcel.
Shahbain Farms—Posey Farm Rd. (Hoke County) 3

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FLOODPLAINS
The project is shown to be located in within FEMA Flood Zone(s) per FEMA Panel 3710946500J &
3710946400J located in Appendix A. Because the post-developed conditions will not result in a
net increase in runoff from the site, no adverse downstream impacts are expected to occur. The
development built-upon area will be situated outside of the FEMA Flood zones.
DESIGN REQUIREMENTS
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NCDEQ) Stormwater Design Manual. Storm drainage was designed to 10-
year.
The NC DEQ requires that post-development discharge rates for the site are not to exceed pre-
development discharge rates for the one (1)-year - twenty-four (24)-hour duration storm event.
Stormwater quantity control will be provided by one new wet pond as part of the development.
WATER QUALITY
The following criteria below was considered for the design of SCMs in regard to water quality:
1. High density developments must manage and attenuate the first inch of runoff for water
quality in an approved Stormwater Control Measure(s) (SCM).
2. The increase in the 1-inch design volume shall be released over a 2-to-5-day period.
METHODOLOGY
Hydrology and storm water modeling calculations were performed using the latest version of
Hydraflow modeling software. Simulations were set up based on information provided within the
North Carolina Department of Environmental Quality (NC DEQ) Stormwater Design Manual.
The Soil Conservation Service (NRCS TR-55) hydrologic method was utilized for the estimation of
stormwater runoff peak rates and the generation of hydrographs for the routing of stormwater
flows. Input and results can be found summarized in tables throughout this report and in the
appendices.
CONCLUSION
Stormwater design was based on the standards presented in the North Carolina Department of
Environmental Quality (NC DEQ) Stormwater Design Manual.
PEAK RUNOFF ANALYSIS
• Pre-Development Conditions
The site is currently undeveloped open and wooded space and is planned for commercial
development. For the purposes of SCM design, one drainage area was analyzed in this report with
its own study point, composite runoff curve number and single point of analysis.
SCM#1 Pre-Developed Area covers 17.5 acres of the site and directs water to the east corner of
the lot. Of this area, approximately 6 acres are from offsite runoff.
Shahbain Farms—Posey Farm Rd. (Hoke County) 4 I P a g e

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Drainage Area #1 drains uniformly to Puppy Creek. The characteristics for the pre-development
condition are shown below and additional calculations such as can be found in Appendix B. A
drainage map identifying the basin can also be found in Appendix B.
Table 5:Pre-Development Drainage Area Summaries
Area Composite Time of
Basin ID [acres] Curve Concentration
Number (CN) (Tc) [min.]
SCM #1 Pre-Developed Area 17.5 55 10
• Post-Development Conditions
The post-development condition contains one drainage area to the wet pond.
Drainage Area #1 consists of the proposed commercial development area. The drainage area
collects runoff with catch basins, curb inlets, yard inlets, and drainage pipes that connect to the
proposed wet pond SCM.
The characteristics for the post-development drainage areas are shown below and calculations
can be found in Appendix B. A drainage map identifying the area can be found in Appendix A.
Table 6:Post Development Area Summaries
Composite Time of
Basin ID Area Curve Concentration
[acres] Number (CN) (Tc) [min.]
SCM #1 Post-Developed Area 17.5 68 10
• Comparison of Peak Discharges
The pre- and post- development peak discharges are shown below. Full calculations and
hydrographs can be found on Appendix B.
Table 6: Total Site Downstream Impact—Normal Condition
Pre-Dev. Post-Dev. w/o Detention Post-Dev. w/ Detention
Peak Discharge Rate Peak Discharge Rate Peak Discharge Rate
Storm Event (cfs) (cfs) (cfs)
1-yr 24-hr 1.55 14.3 0.7
10-yr 24-hr 27.4 55.1 24.3
Shahbain Farms—Posey Farm Rd. (Hoke County) 5 I P a g e

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WATER QUALITY
There will be one wet pond for water quality. Since the project site is located in the Cape Fear
basin, the following criteria below was considered for the design of SCMs in regard to water
quality and quantity:
1. The increase in impervious and built-upon-area (BUA) on the site will be treated by a
stormwater control measure. The impervious area for the post-developed conditions
treated by the wet pond is 5.1 acres.
2. High density developments must manage and attenuate the first 1.0 inches of runoff for
water quality in an approved Stormwater Control Measure(s) (SCM). The peak flow rate of
the first 1.0 inches water quality volume from the SCM must also be shown to be less than
the predeveloped peak rate for the 1 year-24-hour storm event.
EROSION CONTROL
Erosion control measures have been designed in accordance with NCDEQ erosion control
standards and regulations to minimize sediment laden runoff from exiting the site. Silt fence will
be installed along the low sides of the site prior to construction. The construction entrance will be
installed prior to construction commencing. A skimmer basin will be used to treat stormwater
runoff prior to leaving the site. Accumulated sediment within the project site will need to be
removed and the stormwater wetland constructed to final design conditions prior to final
acceptance of the project.
SITE STABILIZATION
During construction phase, the permanent stormwater wet pond will be utilized as a temporary
sediment basin. An additional temporary sediment basin will be installed for the initial phase.
Skimmers will be used in the temporary sediment basins to dewater the basin from the surface.
After final grading is completed, permanent vegetation shall be applied in accordance with the
NCDEQ planting requirements and the landscape plan for this site.
Shahbain Farms—Posey Farm Rd. (Hoke County) Wage

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APPENDIX A
Figures
County Soil Survey
Topography Map
FEMA Flood Map
Hydrologic Unit Code (HUC)
Surface Classification Map
NOAA Point Precipitation Frequency Estimates
Drainage Area Maps
Shahbain Farms—Posey Farm Rd. (Hoke County) 7 I P a g e

Hydrologic Soil Group—Hoke County, North Carolina
to (Shahbain Farms) to
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ro Map Scale:1:2,670 if printed on A landscape(11"x 8.5")sheet. -
il
Meters N
0 35 70 140 210
Feet
0 ice 200 400 600
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 10/2/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
(Shahbain Farms)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
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: Hoke County, North Carolina
Survey Area Data: Version 22,Sep 9,2024
• • 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: Apr 17,2022—May
Soil Rating Points 20,2022
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 10/2/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County, North Carolina Shahbain Farms
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Blaney loamy sand,2 to C 0.8 4.8%
8 percent slopes
FaB Faceville loamy sand,2 B 3.5 21.7%
to 6 percent slopes
GdB Gilead loamy sand,2 to C 6.9 42.9%
8 percent slopes
JT Johnston loam ND 2.0 12.1%
WaB Wagram loamy sand,0 A 3.0 18.5%
to 6 percent slopes
Totals for Area of Interest 16.1 100.0%
USDA Natural Resources Web Soil Survey 10/2/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina Shahbain Farms
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 10/2/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

UU I-
cm CERTIFICATE OF EXEMPTION I , MELVIN A. GRAHAM, CERTIFY THAT THIS PLAT WAS DRAWN
o z F ui� P4o� NOTE: UNDER MY SUPERVISION FROM AN ACTUAL SURVEY MADE UNDER
d ui o w m 0- I CERTIFY THAT THIS PLAT IS EXEMPT FROM THE DEVELOPMENT THIS PROPERTY IS SUBJECT TO ANY AND ALL CAR MY SUPERVISION ( DEED DESCRIPTION RECORDED IN BOOK 692 ,
11 U J W LL mil ORDINANCE UNDER THE DEFINITIONS OF SUBDIVISION CONTAINED EASEMENTS, RIGHT OF WAYS, AND AGREEMENTS Q-. 04 i PAGE I , ETC. ): THAT THE BOUNDARIES NOT SURVEYED ARE
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x X r'SITE IN N. C. G.S. 153A-335 AND SECTION I. 5 OF THE HOKE COUNTY OF RECORD PRIOR TO THIS PLAT. �O ��ES S i p�I.
E =U 14I2 q CLEARLY INDICATED AS DRAWN FROM INFORMATION FOUND IN
UBD IV I S ION ORD i NANCE. a SEAL ( BOOK N/A , PAGE N/A : THAT THE RAT I 0 OF PRECISION OR
���+���� LOT 32 CO ` � POSITIONAL ACCURACY AS CALCULATED IS I : 10,000 ; THAT
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`' o �, �� �<"� O J„, AMENDED. WITNESS MY ORIGINAL SIGNATURE, LICENSE NUMBSR
in cr, AND SEAL T IS 14 DAY OF APRIL , A. D. 2022
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D.B. 155, PG. 86 EIP • •
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2 S 28°52'57"E 21.56'
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• NOTE: ALL POINTS ALONG C/I CREEK o
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\ D.B. 692, I ARE CALCULATED POINTS ° "
\ n� 4, UNLESS OTHERWISE NOTED. 9 S 13°22'S8"W 26.07'
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�S BOBBY L. POSEY a1 1•52'/
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LOT 2 -•--�f -
POSEY FARM ROAD SL. 2-51, MAP 1 �.-- -
I00 0 100 200 300
S.R. 1412 60' R/W EIP 342.20'
(PAVED ROAD) 121.11_ 0IP 192.38' _ - -
S 88°21'46"W EIP GRAPHIC SCALE - FEET
Elp S 88°21'51"-W s 88°18'29"W
cok1TTR°L CR. LOT I-A `� BUTCH T. POSEY PIN $ 494650301225
SL. 4-38, MAP 6 - - \ D.B. 434, PG. 616
\ _ _ _ LOT 3 # TOWNSHIP COUNTY STATE
\, SL. 2-51, MAP I PIN 494640001 I43 McLAUCHLIN HOKE NC
LOT I-B - '
SL. 4-38, MAP 6 , - PIN # 494650301355 SURVEY FOR DATE:
NOTES:
LEGEND: .- ' PROPERTY CONSIST OF ALL OF D.B. 1138, PG. 922 AND A 04i I I i2022
NIP-NEW T ON IRONIP PIPE OR IRONO ROD - ' PORTION OF D.B. 692, PG. I BY THE BOBBY L. POSEY
NIP NEW IRON PIPE OR IRON ROD - - RAEFORD DEVELOPMENT
NRPS-NEW RAILROAD SPIKE ' PROPERTY AS RECORDED IN HOKE COUNTY REGISTRY" SCALE:
ERRS-EXISTING RAILROAD SPIKE COMPANY, LLC. 11, = I ool
NPK-NEW P.K. NAIL NORTH CAROL INA, HOKE COUNTY
EPK EXISTING P.K. NAIL PRESENTED FOR REGISTRATION ON THE ____ DAY
ECM
C/L-CENTER LINE OF _ LO AT ___�__ML
PP-POWER POLE OWNER: BOBBY L. POSEY
LP-LIGHT POLE RECORDED AT ____��__� 423 POSEY FARM ROAD 4022
R/W-RIGHT OF WAY \ PROPERTY ZONED R-20 RAEFORD, NC 28376
CP-CALCULATED POINT MELVIN A. GRAHAM, PLS. REVISION:
-E- -ELECTRICITY REGISTER OF DEEDS - ASS' T. DEPUTY
- GROUND ELEVATION \ 3679 N ICHOLSON ROAD
-X-X-X- FENCE CAMERON, NC 28326
PHONE( 919 )499-6 174

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Feet 1:6 79°6'53"W 34°58'58"N unmapped and unmodernized areas cannot be used for
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Basemap Imagery Source:USGS National Map 2023

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PIN NO. 494650301225 Disclaimer
OWNER NAME RAEFORD DEVELOPMENT COMPANY
ADDITIONAL OWNER This data was prepared for the inventory of real property found
within this jurisdiction,and is compiled from recorded deeds, plats,
PHYSICAL ADDRESS 469 POSEY FARM RD and other public records and data. Users of the data are hereby
notified that the aforementioned public primary information sources
0 270 540 1,080 Feet should be consulted for verification of the information. Hoke
I i i i I i i i I May 23, 2024 County and mapping companies assume no legal responsibility for
the information.

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NOAA Atlas 14,Volume 2,Version 3
et,'"°°' Location name: Raeford,North Carolina,USA* ,,,u '
1 V
a Latitude:34.9872°,Longitude: -79.1213° _ nonn
• ..:3 •
Elevation:204 ft**
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**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
Average recurrence interval(years)
Duration -
1 2 5 10 25 50 100 200 500 1000
5-min I 0.435 0.513 0.599 0.664 0.741 0.798 0.851 0.902 0.965 1.01
(0.396-0.481) (0.467-0.568) (0.544-0.663) (0.602-0.733) (0.669-0.817) (0.718-0.877) (0.762-0.935) (0.803-0.990) (0.852-1.06) (0.889-1.11)
10 min 0.695 0.821 0.960 1.06 1.18 1.27 1.35 1.43 1.53 1.60
1(0.632-0.769) (0.747-0.909) (0.872-1.06) (0.962-1.17) (1.07-1.30) (1.14-1.40) (1.21-1.49) (1.27-1.57) (1.35-1.68) (1.40-1.75)
15-min 0.869 1.03 I 1.21 1.34 1.50 1 1.61 1.71 1.80 1.92 2.00
(0.790-0.961) (0.939-1.14) (1.10-1.34) (1.22-1.48) (1.35-1.65) (1.45-1.77) (1.53-1.88) (1.61-1.98) (1.70-2.11) (1.76-2.20)
30-min I 1.19 1.43 1.72 1.95 2.22 2.42 2.62 2.81 3.06 3.24
(1.08-1.32) (1.30-1.58) (1.57-1.91) (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.88) (2.50-3.08) (2.70-3.36) (2.84-3.56)
60-min 1.48 1.79 2.21 2.53 2.95 3.28 3.61 3.94 4.39 4.74
(1.35-1.64) (1.63-1.98) I (2.01-2.45) I (2.30-2.80) (2.66-3.25) 1 (2.95-3.61) (3.23-3.96) (3.51-4.32) (3.87-4.81) (4.15-5.20)
2-hr 1.73 2.09 2.64 3.05 3.61 I 4.06 4.52 4.98 5.61 6.12
(1.56-1.95) (1.89-2.36) (2.37-2.96) (2.74-3.42) (3.22-4.05) (3.61-4.55) (3.99-5.06) (4.37-5.57) (4.88-6.28) (5.28-6.84)
3-hr 1.83 2.22 2.80 3.27 3.92 4.45 5.00 5.59 6.41 7.07
(1.65-2.07) (2.00-2.50) (2.52-3.16) (2.93-3.68) (3.49-4.40) (3.94-5.00) (4.39-5.61) (4.87-6.25) (5.52-7.17) (6.03-7.91)
6-hr 2.18 2.65 3.35 3.91 4.70 5.36 I 6.04 6.77 1 7.81 8.65
(1.98-2.44) (2.39-2.95) (3.02-3.73) (3.52-4.35) (4.20-5.22) (4.75-5.94) (5.32-6.69) (5.90-7.48) I (6.72-8.61) (7.36-9.53)
12-hr 2.58 3.12 3.96 4.66 5.64 6.46 7.33 8.27 9.62 10.7
(2.32-2.88) (2.82-3.48) (3.57-4.43) (4.18-5.19) (5.02-6.26) (5.71-7.16) I (6.41-8.11) (7.16-9.14) (8.20-10.6) (9.04-11.8)
24-hr 3.03 3.67 4.66 5.45 6.54 7.42 8.32 9.26 10.6 11.6
(2.82-3.28) (3.41-3.97) (4.32-5.04) (5.04-5.88) (6.02-7.05) (6.81-7.99) (7.62-8.97) (8.45-9.98) (9.59-11.4) (10.5-12.5)
2-day 3.52 4.25 5.35 6.23 7.44 8.41 9.41 10.4 11.9 13.0
(3.28-3.78) (3.96-4.57) (4.98-5.75) (5.78-6.69) (6.87-7.99) (7.74-9.03) (8.64-10.1) (9.55-11.2) (10.8-12.8) (11.8-14.0)
3-day 3.74 4.51 5.64 6.54 7.79 8.79 9.82 10.9 12.3 13.5
(3.50-4.01) (4.21-4.83) (5.26-6.04) (6.09-7.00) (7.22-8.33) I (8.12-9.40) (9.04-10.5) (9.98-11.7) (11.3-13.2) (12.3-14.5)
4-day 3.96 4.77 5.94 6.86 8.14 9.17 10.2 11.3 12.8 I 14.0
(3.71-4.23) (4.47-5.09) (5.55-6.33) 1 (6.41-7.32) (7.57-8.68) (8.49-9.77) (9.44-10.9) (10.4-12.1) i (11.7-13.7)1 (12.8-15.0)
7-day 4.60 5.51 6.78 7.79 9.17 I 10.3 11.4 12.6 14.2 15.4
(4.30-4.92) (5.15-5.89) (6.33-7.26) (7.26-8.32) (8.52-9.80) (9.52-11.0) (10.5-12.2) (11.6-13.4) (13.0-15.2) (14.1-16.6)
10-day1 5.28 6.30 7.63 8.67 10.1 11.2 12.3 13.4 15.0 16.2
(4.97-5.61) (5.92-6.69) (7.16-8.10) (8.13-9.20) (9.42-10.7) (10.4-11.9) (11.4-13.1) (12.4-14.3) (13.8-15.9) (14.9-17.2)
20-day 7.12 8.44 10.1 11.3 13.0 14.4 15.7 17.1 18.9 20.4
(6.72-7.55) (7.96-8.96) (9.47-10.7) (10.6-12.0) (12.2-13.8) I (13.4-15.2) (14.7-16.7) (15.9-18.1) (17.5-20.1) (18.8-21.7)
30-day 8.85 10.4 12.2 13.6 15.4 16.8 18.2 19.6 21.4 22.9
(8.38-9.37) (9.88-11.1) (11.6-12.9) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.1-19.3) (18.3-20.8) (20.0-22.8) (21.2-24.3)
45-day 11.2 13.1 15.2 16.7 18.7 20.2 21.6 23.1 25.0 26.4
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.8-17.6) (17.6-19.7) (19.0-21.3) (20.3-22.8) (21.7-24.4) (23.4-26.4) (24.6-28.0)
60-day 13.4 15.7 17.9 19.6 21.8 23.4 25.0 26.5 28.5 30.0
(12.7-14.1) (14.9-16.5) (17.0-18.8) I (18.6-20.6) (20.6-22.9) 1 (22.1-24.6) (23.6-26.3) (25.0-28.0) (26.8-30.1) (28.2-31.8)
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.
IPlease refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 34.9872°, Longitude: -79.1213°
Average recurrence
30 — interval
(years)
i :: :
— 2
p
a ,a) p —— 510
oc 15 - 111M — 25
ro
ca. — 50
200
a 500
5 - / — 1000
o - . .I ; a ;
C C_ C C C i- L " L- " >. > >, >, >. T A T>+•_ -
_ _
L L t t t
E E E E E N A b ,� v -f 00 -o v 7 v v v v v
r-1 N
0 M Duration N ^ O N RRI Ct
30 -
25 -
c
•-= Duration
20 _
aa, — 5-min — 2-day
v
c 15 - - • 1 — 10-min — 3-day
z 15-min — 4-day
o. — 30-min — 7-day
10 - f� — 60-min — 10-day
I.. �;� J — 2-hr — 20-day
5 — 3-hr - 30-day
— 6-hr — 45-day
0 _ — 12-hr — 60-day
- 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu May 23 16:15:04 2024
Back to Top
Maps & aerials
Small scale terrain

NOAA Atlas 14,Volume 2,Version 3
et,'""`N. Location name: Raeford, North Carolina, USA* � '°
Latitude: 34.9872°, Longitude: -79.1213° - none
• 4'i • Elevation:204 ft**
0")
°" 'source:ESRI Maps w N^
**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 5.22 6.16 7.19 7.97 8.89 9.58 10.2 10.8 11.6 12.2
(4.75-5.77) (5.60-6.82) (6.53-7.96) (7.22-8.80) (8.03-9.80) (8.62-10.5) (9.14-11.2) _(9.64-11.9) (10.2-12.7) (10.7-13.4)
10-min 4.17 1 4.93 5.76 6.37 7.09 7.62 8.12 8.57 9.16 9.58
(3.79-4.61) (4.48-5.45) (5.23-6.37) (5.77-7.03) (6.40-7.81) (6.86-8.38) (7.27-8.92) (7.64-9.41) (8.08-10.0) (8.40-10.5)
15-min 3.48 4.13 4.86 5.37 5.99 6.43 6.84 7.22 7.68 8.01
(3.16-3.84) (3.76-4.57) (4.41-5.38) (4.87-5.93) (5.40-6.60) (5.79-7.07) (6.12-7.51) (6.43-7.92) (6.78-8.43) (7.03-8.80)
30-min 2.38 2.85 3.45 3.89 4.44 4.84 5.24 5.62 6.11 6.49
(2.17-2.64) (2.59-3.16) (3.13-3.82) (3.53-4.30) (4.00-4.89) (4.36-5.33) (4.69-5.75) (5.00-6.16) (5.40-6.71) (5.69-7.13)
60-min 1.48 1.79 2.21 2.53 2.95 3.28 3.61 3.94 4.39 4.74
(1.35-1.64) (1.63-1.98) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.61) (3.23-3.96) (3.51-4.32) (3.87-4.81) (4.15-5.20)
2-hr 0.864 1.05 1.32 1.52 1.81 2.03 2.26 2.49 2.81 3.06
(0.778-0.973) (0.943-1.18) (1.18-1.48) (1.37-1.71) (1.61-2.03) (1.80-2.28) (1.99-2.53) (2.19-2.79) (2.44-3.14) (2.64-3.42)
3-hr 0.610 0.738 0.933 1.09 1.30 1.48 1.66 1.86 2.13 2.36
(0.549-0.688) (0.665-0.833) (0.838-1.05) (0.976-1.22) (1.16-1.46) (1.31-1.66) (1.46-1.87) (1.62-2.08) (1.84-2.39) (2.01-2.64)
6-hr 0.364 0.442 0.558 0.653 0.785 0.894 1.01 1.13 1.30 1.44
(0.329-0.407) (0.399-0.493) (0.504-0.622) (0.587-0.727) (0.701-0.872) (0.793-0.991) (0.888-1.12) (0.986-1.25) (1.12-1.44) (1.23-1.59)
12-hr 0.213 0.258 0.329 0.386 0.468 0.536 0.608 0.686 0.798 0.891
(0.192-0.239) (0.233-0.289) (0.296-0.367) (0.346-0.430) (0.416-0.519) (0.473-0.594) (0.532-0.673) (0.594-0.758) (0.681-0.881) (0.750-0.982)
24-hr 0.126 0.153 0.194 0.227 0.272 0.309 0.346 0.386 0.440 0.483
(0.117-0.136) (0.142-0.165) (0.180-0.209) (0.210-0.244) (0.250-0.293) (0.283-0.332) (0.317-0.373) (0.352-0.415) (0.399-0.474) (0.436-0.521)
2-day 0.073 0.088 0.111 J 0.129 0.154 0.175 0.196 0.217 0.247 0.270
(0.068-0.078) (0.082-0.095) (0.103-0.119) (0 120-0.139) (0 143-0.166) (0.161-0.188) (0.179-0.210) (0.198-0.234) (0.224-0.266) (0.245-0.292)
3-day 0.051 0.062 0.078 0.090 0.108 0.122 0.136 0.151 0.171 0.187
(0.048-0.055) (0.058-0.067) (0.073-0.083) (0.084-0.097) (0.100-0.115) (0.112-0.130) (0.125-0.145) (0.138-0.161) (0.156-0.183) (0.170-0.201)
4-day 0.041 0.049 0.061 0.071 0.084 0.095 0.106 0.117 0.133 0.145
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.098-0.113) (0.108-0.125) (0.122-0.142) (0.132-0.156)1
7-day 0.027 0.032 0.040 0.046 0.054 0.061 0.067 0.074 0.084 0.091
(0.025-0.029) (0.030-0.035) (0.037-0.043) (0 043-0.049) (0.050-0.058) (0.056-0.065) (0.062-0.072) (0.068-0.080) (0.077-0.090) (0.083-0.098)
10-day 0.021 0.026 0.031 0.036 0.041 0.046 0.051 0.055 0.062 0.067
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-0.066) (0.061-0.071)
20-day 0.014 0.017 0.020 0.023 0.027 0.029 0.032 0.035 0.039 0.042
(0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.033-0.037) (0.036-0.041) (0.039-0.045)1
30-day 0.012 0.014 0.016 0.018 0.021 0.023 0.025 0.027 0.029 0.031
(0.011-0.013) (0.013-0.015) (0.016-0.017) (0.017-0.019) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033)
45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 0.024
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.020-0.022) (0.021-0.024) (0.022-0.025)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.022)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 34.9872°, Longitude: -79.1213°
101 • • • I Average recurrence
interval
` (years(
c 10° - �\ — 5
._ �: — 25
o .„ — 50
100
a _ — 200
V �-
v \ - 500
a
- — 1000
10-z __ i
L L -c .c t
E E E E E N di ib ,� .0 -f 00 -o-aa 7 v v v v v
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in 0 M Duration N ^ 0 0 m it;VD
101 - j-
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_ Duration
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ar 0111111
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11011
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— 30-min — 7-day
;° 10-1 - � - — SO min — 10 day
'a
0 — 2-hr — 20-day
a — 3-nr — 30-day
-- — 6-hr — 45-day
10-2 1 — 12-hr — 60-day
I i I I - 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu May 23 16:16:16 2024
Back to Top
Maps & aerials
Small scale terrain

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Cod fle name:V:\220198-JOB General Contractor,Inc\220198-01-010(ENG)-Shahbain Farms Posey Form Rd Raeford NC\Engineering\Engineering Plans\Construction Documents\220198-01-010-DDP.dog

Bowman
[Von7FlC CAUL !!VA
APPENDIX B
Wet Pond Calculations
CN Values
Wet Pond Design
Hydrographs
Stormwater Management Details
Spillway Design
Rip-Rap Dissipator Design
Shahbain Farms—Posey Farm Rd. (Hoke County) Wage

Bowman North Carolina,Ltd.
Shahbain Farms,Hoke County,NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
Total IA
Drainage Area(acres): 17.50 SF Acres
Pavement 142400 3.3
Sidewalk 49070 1.1
Existing Soil Groups: Building 31424 0.7
Sod Group Llap Symbo Soil Description Acres 'ercent of DA Total IA 222894 5.1
A NoA/WaB rfolk loamy sand,Wagram loamy s; 17.50 100% 17.500 Open Space 539406 12.4
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# 'Veighted CN
Open Space-Good Stt A 12.40 55 682.0
Impervous Area A/D 5.10 98 499.8
Cumulative Curve#= 67.5

Proposed Wet Pond
Project Information
Project Name: Shahbain Farms
Project#: 220198-01-010
Designed by: DS Date: 9/9/2024
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 17.54 Acres 764,176 sf
Impervious Area (IA) = 5.12 Acres 222,894 sf
Percent Impervious (I) = 29.17
Required Surface Area
Permament Pool Depth: 3.00 ft
SA/DA= 1.143
Min Req'd Surface Area = 8,731 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.313 in/in
Storage Volume Required = 19,901 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 154.00 ft
Temporary Pool Elevation = 152.60 ft
Permanent Pool Elevation = 152.00 ft
Shelf Begining Elevation = 152.00 ft
Forebay Weir= 151.00 ft
Shelf Ending Elevation = 153.00 ft
Bottom Elevation = 148.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 32,000 sf
Volume of Temporary Storage = 70,548 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 32000 > 8731 ) sf
Volume of Storage for Design Storm = 70,548 Yes ( 70548 > 19901 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Shahbain Farms
Project#: 220198-01-010
Designed by: DS Date: 9/9/2024
Revised by: Date:
Checked by: Date:
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)^(112)
•
Zone 2 Q2=0.372 CD*D`(Z-Ei)^(312)
♦
Zone 1 Q1 =0
r
Orifice Diameter(D)= 3 in
Cd= 0.6
Ei= 152 Orifice Inv.
Zone 1 Range= 0.00 to 152
Zone 2 Range= 152 to 152.1
Zone 3 Range= 152.1 to 154
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Z Zone
Area Volume Stage, Q Time
sq ft cu ft ft cfs min
152.00 32,000 0 0.00 2.00 0.000 --
153.00 35,420 33,710 1.00 3.00 0.221 2,545
154.00 38,256 36,838 2.00 3.00 0.323 1,900
Total -- 70,548 -- -- -- 4,445
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 70,548 cf
Total Time= 4,445 min
Total Time= 3.09 days
9/10/2024 Prop Wet Pond#1-new volume_Shahbain Farms.xls 1 of 1

Proposed Wet Pond
Project Information
Project Name: Shahbain Farms
Project#: 220198-01-010 SF AC
Designed by: DS Date: 9/9/2024 TOTAL DA TO POND 764176 17.5
Revised by: Date: IMPERVIOUS
Checked by: Date: PARKING 142400 3.3
BLDG 31424 0.7
Site Information SIDEWALK 49070 1.1
Sub Area Location: Drainage to Proposed Pond 222894 5.1
Drainage Area(DA)= 17.50 Acres
Impervious Area(IA)= 5.10 Acres DA TO PIPE OUTFALL 502714 11.5
Percent Impervious(I)= 29.17 %(Drainage Area)
5.998 0.519725
Orifice Sizing
Orifice Size= 3.00 in (Diameter)
Drawdown Time= 3.09 days (Incremental Draw Down Method)
less than 5 days(yes/no)? yes
greater than 2 day(yes/no)? yes
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 0.0 sf
Volume: 0.0 cf (Water Displaced-Top of Pond to Bottom of Pond)
Weight: 0 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 0.0 lbs
Volume of Concrete Req'd: 0.0 cf (Unit WT of Concrete=150 pcf)
Volume Provided: 0.0 cf (4'x4'riser x 2.5'=40 sf,5'x5'footing x 1.5'=37.5cf)

1
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk®Civil3D®byAutodesk, Inc.v2022
1 -Pre 2-Post
E
m
3-Post through Pond lipl
Legend
Hyd. Origin Description
1 SCS Runoff Pre
2 SCS Runoff Post
3 Reservoir Post through Pond
Project: V:\220198- J&K General Contractor, Inc\220198-01-010 (ENG)-Shahbain Farms iPoeetAoritti Rt1CRatiattl NC\Engineering

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 1.548 27.45 Pre
2 SCS Runoff 14.31 55.12 Post
3 Reservoir 2 0.739 24.28 Post through Pond
Proj. file: V:\220198-J&K General Contractor, Inc\220198-01-010 (ENG)- Shaibiire ynl969*/ Rd Raeford NC\Engineerin!

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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)
1 SCS Runoff 1.548 2 726 13,240 Pre
2 SCS Runoff 14.31 2 722 42,065 Post
3 Reservoir 0.739 2 912 38,286 2 152.65 97,053 Post through Pond
V:\220198-J&K General Contractor, Inc\2201 filltaaOR®r(ei(1;)Y-ahahbain FarmItGalsajyFQ Rd/F252fbrd NC\Engineering\Design

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 1.548 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 13,240 cuft
Drainage area = 17.500 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 - 2.00
I
1.00 - 1.00
0.00 _ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 14.31 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 42,065 cuft
Drainage area = 17.500 ac Curve number = 68*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(5.100 x 98)+(12.400 x 55)]/17.500
Post
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
15.00 15.00
•
12.00 — • 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 3
Post through Pond
Hydrograph type = Reservoir Peak discharge = 0.739 cfs
Storm frequency = 1 yrs Time to peak = 15.20 hrs
Time interval = 2 min Hyd. volume = 38,286 cuft
Inflow hyd. No. = 2 - Post Max. Elevation = 152.65 ft
Reservoir name = Pond 1 Max. Storage = 97,053 cuft
Storage Indication method used. Wet pond routing start elevation=152.00 ft.
Post through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 - 3.00
iliallisi."--W
0.00 — 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 97,053 cuft

Pond Report 7
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Pond No. 1 - Pond 1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=148.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 148.00 1,200 0 0
3.00 151.00 32,000 39,393 39,393
4.00 152.00 35,420 33,692 73,085
5.00 153.00 38,250 36,822 109,907
6.00 154.00 41,000 39,613 149,520
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 3.00 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 3.00 0.00 0.00 0.00 Crest El.(ft) = 152.60 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 152.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 50.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 1.00 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 148.00 0.00 --- --- --- 0.00 --- --- --- --- --- 0.000
3.00 39,393 151.00 0.00 --- --- --- 0.00 --- --- --- --- --- 0.000
4.00 73,085 152.00 0.00 --- --- 0.00 0.000
5.00 109,907 153.00 0.13 oc --- --- --- 9.87 --- --- --- --- --- 9.997
6.00 149,520 154.00 0.18 oc --- --- --- 64.60 --- --- --- --- --- 64.78

8
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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)
1 SCS Runoff 27.45 2 722 79,424 Pre
2 SCS Runoff 55.12 2 722 144,528 Post
3 Reservoir 24.28 2 732 140,690 2 153.33 122,803 Post through Pond
V:\220198-J&K General Contractor, Inc\2201 11tia0R®r(01139-1Slaahbain FarmFarmIR2EalsaliFlaErA F001/F252fbrd NC\Engineering\Design

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 27.45 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 79,424 cuft
Drainage area = 17.500 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — , \ - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 55.12 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 144,528 cuft
Drainage area = 17.500 ac Curve number = 68*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(5.100 x 98)+(12.400 x 55)]/17.500
Post
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,09/10/2024
Hyd. No. 3
Post through Pond
Hydrograph type = Reservoir Peak discharge = 24.28 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 140,690 cuft
Inflow hyd. No. = 2 - Post Max. Elevation = 153.33 ft
Reservoir name = Pond 1 Max. Storage = 122,803 cuft
Storage Indication method used. Wet pond routing start elevation=152.00 ft.
Post through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 41=ININ. 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 122,803 cuft

DESIGN OF RIPRAP OUTLET PROTECTION
New York DOT Dissipator Method For Use in Defined Channels
(Source: "Bank and channel lining procedures New York Department of
Transportation,Division of Design and Construction.1971.)
Guide to Color Key: User Input Data Calculated Value Reference Data
Designed By: DS Date: 9/9/2024
Checked By: Date:
Company: Bowman
,Project Name: Shahbain Farms
Project No.: 220198
Site Location(City/Town) Raeford
Culvert Id. 101
Estimation of Stone Size and Dimensions For Culvert Aprons
Step 1) Compute flow velocity ve at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch,arch and box culverts,and paved channel outlets.
D.=A.where A.=cross-sectional area of flow at outlet.
For multiple culverts.use Ds=1.25 x Do of single culvert.
Velocity(ft/s) 11.1
Opening type Pipe Culvert
Single or multiple openings? Single
Outlet pipe diameter,Do(ft) 2
NOTE 1:If opening type is anything other than"Pipe Culvert",Do A0
(Cross-sectional area of flow at outlet).
NOTE 2:If multiple openings,Do 1.25 x Do of single culvert.
Step 3 Fun apron grades of 10%or steeper,use recommendations
For next higher zone. (Zones 1 through 6).
Zone 2 Figure 8.06c
Will apron have>/=10%grade? No
NOTE:For apron slopes equal to or greater than 10%,use next higher Zone in Figure 8.06d to
determine apron length.
Apron length(ft) 12 Figure 8.06d
Determination of Stone Sizes For Dumped Stone Channel Linings
and Revetments
Step 1. Use figure 8.06.©to determine maximum stone size(e.g.for 12
Fps='_0"or 550 lbs.
Max.stone size(in.) 16 Figure 8.06e
Step 2. Use figure 8.06.0 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs.for 75%of stone,and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE:In determining channel velocities for stone linings and revetment.
use the following coefficients of roughness:
Diameter Mannng's Min.thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Charnels) (Dissapatars)
Min.&max range of stones(Ibs) 25-250 Figure 8.05f
Weight range of 75%of stones(Ibs) 50-250 Figure 8.05f

Bowman
[Von7FlCAUL !!VA
APPENDIX C
Erosion and Sediment Control Calculations
Rip-Rap Aprons
Skimmer Basins
Temporary Diversion Ditches
Shahbain Farms—Posey Farm Rd. (Hoke County) 9 I P a g e

Selection of Sediment Control Measure
17.5 Total Drainage Area (Acres)
35 Peak Flow from 10-year Storm (cfs) Q is calculated based on Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin User entry
Okay Temporary Sediment Basin
Calculated Value
11.3 Disturbed Area (Acres)
11.3
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Updated to provide instructions and additional checks
JEC 07/17/2023

Temporary Sediment Basin Simplified design
Okay
11.3 Disturbed Area(Acres) Imported from the"Measure Selection"tab.
35 Peak Flow from 10-year Storm(cfs)
20331 Required Volume ft3 Minimum sediment storage volume. Based upon the disturbed area.
15246 Required Surface Area ft2 Required surface area of basin. Based upon peak flow for the entire drainage area.
87.3 Suggested Width ft
174.6 Suggested Length ft
Trial Top Width at Emergency Spillway Invert ft
Trial Top Length at Emergency Spillway Invert ft
Trial Side Slope Ratio Z:1 (2.5:1 or flatter)
Trial Depth ft (2 to 13.5 feet above grade) Depth as measured from bottom of basin to crest of emergency spillway.
101 Bottom Width ft
258 Bottom Length ft
26058 Bottom Area ft2
56520 Actual Volume ft3 Okay
30510 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
3 Skimmer Size(inches) Skimmer Size Formula based on the use of a Faircloth skimmer type
0.25 Head on Skimmer(feet) (Inches)
2.aOrifice Size(1/4 inch increments) 1.5
2.82 Dewatering Time(days) 2 Dewatering time is computed for the REQUIRED volume and takes into consideration the head on skimmer and orifice size.
Suggest about 3 days 2.5 The skimmer must take at least 2 days and no more than 5 days to dewater the REQUIRED volume.
3
4
5
6
8
Check L:W ratio Check dam height(max.15 ft)
Okay 2:1 to 6:1 Okay Water surface for 10-year storm can be no greater than 13.5 feet in depth(13 ft+0.5 ft of head on spillway assumed).
Cleanout elevation(ft)
rairr Elevation of bottom of basin near riser structure
149.0 Depth at one-half of sediment storage volume. Elevation to be staked in the field.

ElNORTH 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
»>-rpm
Name TD#1
Discharge 18.7
Channel Slope 0.025
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
DS150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS150 Straight 18.7 cfs 4.77 ft/s 0.99 ft 0.035 1.8 lbs/ft2 1.54 lbs/ft2 1.17 STABLE D
Unvegetated
Underlying Straight 18.7 cfs 4.77 ft/s 0.99 ft 0.035 1.32 Ibs/ft2 0.95 Ibs/ft2 1.38 STABLE D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 18.7 cfs 5.34 ft/s 0.92 ft 0.03 1.6 lbs/ft2 1.43 lbs/ft2 1.12 STABLE D
Underlying Straight 18.7 cfs 5.34 ft/s 0.92 ft 0.03 1.17 Ibs/ft2 0.9 Ibs/ft2 1.31 STABLE D
Substrate
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 18.7 cfs 5.34 ft/s 0.92 ft 0.03 1.6 lbs/ft2 1.43 lbs/ft2 1.12 STABLE D
Unvegetated
Underlying Straight 18.7 cfs 5.34 ft/s 0.92 ft 0.03 1.17 Ibs/ft2 0.9 Ibs/ft2 1.31 STABLE D
Substrate

ElNORTH 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
>>>TD#2
Name TD#2
Discharge 10
Channel Slope 0.01
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type None
Vegetation Density None
Soil Type Silt Loam(SM)
DS150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS150 Straight 10 cfs 2.4 ft/s 1.03 ft 0.046 1.8 lbs/ft2 0.64 lbs/ft2 2.81 STABLE D
Unvegetated
Underlying Straight 10 cfs 2.4 ft/s 1.03 ft 0.046 1.32 Ibs/ft2 0.39 Ibs/ft2 3.34 STABLE D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75 Unvegetated Straight 10 cfs 2.95 ft/s 0.89 ft 0.034 1.6 lbs/ft2 0.56 lbs/ft2 2.87 STABLE D
Underlying Straight 10 cfs 2.95 ft/s 0.89 ft 0.034 1.17 Ibs/ft2 0.35 Ibs/ft2 3.33 STABLE D
Substrate
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 10 cfs 2.95 ft/s 0.89 ft 0.034 1.6 lbs/ft2 0.56 lbs/ft2 2.87 STABLE D
Unvegetated
Underlying Straight 10 cfs 2.95 ft/s 0.89 ft 0.034 1.17 Ibs/ft2 0.35 Ibs/ft2 3.33 STABLE D
Substrate